SW8060309_HISTORICAL FILE_20161006

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 O�0`30q
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2-6 � � 10 00
YYYYMMDD

PAT MCCRORY
Governor
K"re
DONALD R. VAN DER VAART
Secretary
Energy, Mineral& TRACY DAVIS
Land Resources Director
ENVIRONMENTAL QUALITY
October 6, 2016
Commanding Officer
N4CB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune; NC 28542
Subject: State Stormwater Management Permit No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Parking Lot
High Density Infiltration Basin
Onslow County
Dear Mr. Paul
Effective August 1,. 2013; the State Stormwater program was transferred from the Division of Water
Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DENT1,R). All previous
references to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they are
modified. Please note that this permit references DEMLIZ as the Division responsible for issuance of the
permit.
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for the Reserve Training Facility & Vehicle Maintenance Faculty / 11-1286 Parking Lot on
October 6, 2016. Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2111000 and
Session Law 2008-211. We are forwarding modified Permit No. SW8 060309 dated October 6, 2016, for
the construction, operation and maintenance of the BMP's and built -upon, area associated with the subject
project.
This permit shall be effective from the date of issuance until August 27, 2022, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this
permit regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions,
certification of the BMP's, procedures for changing ownership, transferring the permit, and renewing the
permit. Failure to establish an adequate system for operation and maintenance of the siormwater
management system, to record deed restrictions, to certify the BMP's, to transfer the permit, or to renew
the permit, will result in future compliance problems
The following modifications are included and covered by this permit:
I. The relocation of Infiltration Basin 2 resulting in the reducing in drainage area. The infiltration
basin design remains the same.
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, and
must be filed with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH
with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing process
at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Permit No. SN18 060309
Page 2 of 2
If you have any questions, or need additional infonnation concerning this matter, please contact Christine
I -]all in the Wilmington Regional Office at [phone].
Sincerely,
S �c7
-i�r",Tracy Davis,sP.E., Director
Division of Energy, Mineral and Land Resources
GDS/cash: A\\StormwaterAPermits & 13rojects\2006\0603091ID\2016 10 permit 060309
cc: Steve Medvick, NAVFAC Midlant
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Management Systems
Permit No. SW8 060309
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
USMCB Camp Lejeune
Reserve Training Facility & Vehicle Maintenance Facility / P-128
Intersection of Rifle Range Road and Rifle Range Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) infiltration basins (hereafter referred to as
infiltration system or stormwater control measure) discharging to Class SA waters in
compliance with the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter
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 (hereafter referred to as the Division or
DEMLR) and considered a part of this permit.
This permit shall be effective from the date of issuance until August 27, 2022, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. .This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.7 of this permit. The runoff from all built -upon area within the
permitted drainage areas of this project must be directed into the permitted stormwater
control measures. The stormwater controls labeled Drainage Area 1 and Drainage
Area 2 have been designed to handle the runoff from 103,699 and 105,067 square
feet of built -upon area, respectively.
3. The maximum built -upon area allowed for the entire project is 208,766 square feet.
4. The drainage areas will be limited to the amounts of built -upon area indicated in
Sections 1.2 and 1.7 of this permit, and per approved plans. The built -upon area for the
future development within Drainage Area 1 and Drainage Area 2 is limited to 2,378
and 6,830 square feet, respectively.
Page 1 of 7

State Stormwater Management Systems
Permit No. SW8 060309
The infiltration system treating Drainage Area 2 is permitted per the Alternative Design
Criteria under Section .1008 (h). The proposed system provides equal or better
control, equal or better protection of surface waters and results in no increased
potential for nuisance conditions. The infiltration system can store at least 2.5 times
the minimum design storm, therefore neither an LSNFS nor an offline bypass are
required. Since this is a modification to an existing permit, the multipliers identified in
Section 1.7.d of the permit varies depending on the policy in place at the time the
proposed improvements were approved.
A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
7. The following design criteria have been permitted for the infiltration basins and it must
be provided and maintained at the design condition:
Basin 1
Basin 2
a. Drainage Area, acres:
4.38
3.65
Onsite, subject to 1995 rules, ft2:
191,008
96,279
Onsite, subject to SL 2008-211, 112:
0
62,671
Offsite, ft2:
None
None
b. Total Impervious Surfaces, ft2:
103,699
105,067
Onsite, subjectto 1995 rules, ft2:
103,699
58,414
Onsite, subject to SL 2008-211, ft2:
0
46,653
Offsite, ft2:
None
None
c. Design Storm, inches:
1995 rule, inches:
1.5
1.5
SL 2008-211, inches:
n/a
3.68
d. Design Storm Multiplier to Waive Bypass
and Vegetated Filter Strip:
1995 rule:
n/a
3
SL 2008-211:
n/a
2.5
e. Forebay:
Bottom Elevation, FMSL:
n/a
51.55
Temporary Storage Elevation, FMSL:
53.75
Permitted Storage Volume, ft3:
7,484
f. Infiltration Basin Depth, feet:
1.89
2.75
9. Infiltration Bottom Elevation, FMSL:
52.50
51.00
h. Infiltration Bottom Surface Area, ft2:
4,775
13,554
i. Infiltration Bypass Weir Elevation, FMSL:
54.39
53.75
j. Total Permitted Storage Volume, W.
12,956
51,538
k. Type of Soil:
Baymeade
Baymeade
I. Expected Infiltration Rate, in/hr:
1.5
1.5
m. Seasonal High Water Table, FMSL:
47.00
45.50
n. Time to Draw Down, days:
0.95
2.54
o. Receiving Stream/River Basin:
Stones Creek / White Oak
p. Stream Index Number:
19-30-3
q. Classification of Water Body:
"SA,HQW"
II. SCHEDULE OF COMPLIANCE
No person or entity, including the permittee, shall alter any component of the approved
stormwater system shown on the approved plans unless and until the Division has
approved of the revised plan.
The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 060309
3. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. If the stormwater system is 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.
4. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
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.
The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
8. All stormwater collection and treatment systems must be located in either public rights -
of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater facilities
for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
G. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
10. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 060309
11. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the stormwater rules, is subject to enforcement
action as set forth in NCGS 143, Article 21.
The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
In the event that the facilities fail to perform satisfactorily 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.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Energy, Mineral and Land Resources at least 60
days prior to any one or more of the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part, except in the case of an individual lot sale that is made subject
to the recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256,
C. Bankruptcy,
d. Foreclosure, subject to the requirements of Session Law 2013-121;
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e)
and NCGS 57D-6-07,
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project, in whole.
or in part, nor -the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
6. The permittee grants DEMLR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until modified, revoked, terminated
or renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall
be maintained on file by the Permittee at all times.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 060309
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2008-211, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application request at least 180 days prior
to the expiration date of this permit. The renewal request must include the appropriate
application, documentation and the processing fee.
Permit modified and reissued this the 6th day of October 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
.:()/7., racy D is, P.E., Dire for
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 060309
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Parking Lot
Stormwater Permit No. SW8 060309
Onslow County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 060309
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
_13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDEQ-DEMLR Wilmington Regional Office
Page 7 of 7

DEMLR USE ONLY
Number
Applicable Rules:" ❑ Coastal SW —1495 ❑ Coastal SW — 2008 ❑ Ph It - Post Construction '
(select all that apply) ❑ Non -Coastal SW- HQW /ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ MQmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM �r
This form may be photocopied for use as an original EC E I V E
I. GENERAL INFORMATION SEP 16 2016
1. Project Name (subdivision, facility, or establishment name - should be consistent t project name on pla ,
specifications, letters, operation and maintenance agreements, etc.): BY:-----
Reserve Training Facility & Vehicle Maintenance Facility/P-1286 Gravel Parking Lot
2. Location of Project (street address):
Intersection of RIFLE RANGE ROAD AND RIFLE RANGE ROAD
City:Camp Lejeune County:Onslow Zip:28540
3. Directions to project (from nearest major intersection):
From route 17S, turn left onto NC 210, left onto connector Road into Camp Lejeune, straight into MARSOC
complex left onto Rifle Range Road, road bends to the right, the site is at the first intersection after the bend.
Project is in northwest corner of the intersection.
4. Latitude:34° 35' 16" N Longitude:77-' 26' 58" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modification
tReneruals roith modifications also requires S WU-102 — Reneroal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8060309 , its issue date (if known)8/27/14 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
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 2.37 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Gravel parking Lot P-1286, Project ID: ONSLO-2015-002, Modification
issued on Tune 14, 2016 for E&S Control
5. Is the project located within 5 miles of a public airport? ®No ®Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/ir/rules-and-regtilations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/Ir/rules-and-regLilations
111. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Signing Official & Title:Thomas Bradshaw, Civil Engineer Public Works Department 'HOC
b.Contact information for person listed in item la above:
Street Address: 1005 Michael Road
City:Camp Lejeune State:NC Zip:28547
Mailing Address (if applicable):
City:
Phone: (910 ) 451-3238 x-3285
State: Zip:
Fax: (910 ) 451-2927
Email: [e-mail] E G C p a V p C
c. Please check the appropriate bok. The applicant listed above is: f�
❑ The property owner (Skip to Contact Information, item 3a) SEP 16 2016
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Inform i n, item 2a and 2b be )
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Con 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/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone: ( ) Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: { )
4. Local jurisdiction for building permits:
Fax: { )
Point of Contact: Phone #:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize hcov the stonnwater runoff will be treated.
Stormwater treatment will be by expansion of an existing infiltrtation basin
This modification is to allow widening of the existing basin on the west side in lieu of to the east side.
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 -1.995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 8.03 awes 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = "Total Project
Area":8.03 acres
Coral project area shall be calculated to erchuie the following: tilt' normal pool of impounded structures, the area
between the banks of streams and rivers, fire area below the Normal High 1,Vnier (NH41� line or Mean High Water
(MH M line, and coastal aretlmuts laudzunnl flan the NHl,V (or MHbV) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal euetlands lauieoarrl tf the NHPV (or MMV) line nay
be included in the total project area.
S. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 66 %
9. 1 low many drainage areas does the project have? 2 (For high density, count I %trr each proposed engineered
stornumater BMP. For late densinj and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Draina e Area _
Drainage Area _
Drainage Area _
Drainage Area
Receiving Stream Name
Stones Creek/
White Oak
Stones Creek/
White Oak
Steam Class
SA/I-IQW
SA/HQW
Stream Index Number"
19-30-3
19-30-3
Total Drainage Area (sf)
191,008
158,950
On -site Drainage Area (sf)
191,008
158,950
Off -site Drainage Area (st)
0
Proposed Impervious Area"" st
103,699
105,067
% Impervious Area`" total
54.3
66.11
lm ervious" Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (st)
31011
0
On -site Streets (so
1757
6677
On -site Parking (st)
65701
897.30
On -site Sidewalks (so
2852
183o
Other on -site (so
Future (st)
2378
6830
Off site (so
0
Existing
+k
BUA'*` (st) 0
Total (st): 703,699 105067 �-
Stream Class aad Index Number call be determined at hRm: UM
Impervious area is defined as the built upon area including, but not limited to, buildings, rots parkrrug areas,
sidewalks, gravel acees, etc.
alt.
FormSWU-101 Version Oct. 31,2013 Pat,c3of6

***Report only that amount of existing BUA that Will remain after development. Do not report any existing BUA that is
to be removed and Which Will be replaced by arm BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Field visit and
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater reyuirements as per 15A 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 htto://oortal.ncdenr.or2/web/wci/ws/su/bmr)-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
htto://portalmcdennorg/web/wq/ws/su/statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at htto://portal.ncdenr.org/web/wq/ws/su/ma nos.)
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 htto://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/oiiestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'k mile of the site boundary, include the'k
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). 8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & datecRE20EIVE
a. Development/Project name.
b. Engineer and firm. SEP 6 2�!5
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.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify _
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 DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: MILITARY Page No: _
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 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.aslx .
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from htto://12ortal.ncdenr.org/web/Ir/state-stormwater-
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 holders) 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 onrb
aiming
under them, that they will run with the land, that the required covenants can ga ere e
without concurrence from the NC DEMLR, and that they will be recorded pr to the.sy to
5tf�
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another inRndufil an3_ or -firm 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:Steve Medvick, PE
Consulting Firm: NAVFAC Midlant, MC IPT
Mailing Address: 9324 Virginia Avenue, BLDG Z-140 Room 104
City:Norfolk State:VA Zip:23511
Phone: (757 ) 341-0323 Fax: (757 ) 341-0677
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type 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.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR 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.
I,
before me this
Date:
a Notary Public for the State of
do hereby certify that
day of
County of
personally appeared
and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,
X. APPLICANT'S CERTIFICATION
09FAN
My commission
1, (print or type name of person listed in Contact Information, item 1a) Thomas Bradshaw
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be orded, and that the propose ggoject complies with the requirements of the
applicable stormwater rules �SA NCAC 2H .1 and y Ether applicable state stormwater requirements.
Signature: / Date: / i3
I, a Notary Public for the State of ( County of
L DuO , do hereby certify that ��9tv��5 wSollaC� personally appeared
before me this AL day of I and acjenowledge the due execution of the application for a
stormwater permit. Witness my hand and official sea
it.
Nolory Public
Onslow County
Commission Ezplr
05/26/201 V
P
�b, CARO�x�\<
SEAL
My commission
ECEIVE
SEP 1 6 201E
Form SWU-101 Version Oct 31, 2013 Page 6 of 6

MEMORY TRANSMISSION REPORT
J
FILE NO.
115
DATE
10.07 09:31
TO
n 919104512927
DOCUMENT PAGES
10
START TIME
10.07 09:31
END TIME
10.07 09:33
PAGES SENT
10
STATUS
OK
TIME :10-07-2016 09:33
FAX NO.1
NAME

JI
State of North Carouna
➢Depument of 1Enwonnmeaw QruaE ty
Wilmington Regional Off4"iee
Pafmccr®my, Governor FAX COVER Sr1it1EE7 IIDonaldR. vary der Vaart, SeereMry
Date: No. Pages (excl. cover):
To: i!/ �/�� � c�L / ///�iI1 � S From: Jo Castner
Co: �//7i�1�/7� n �><i� r/— Phone: [phone]
Fax: /l0 "7 �! Fax: [phone]
Ile: f'��-'Pr(�Z //«ins'. � fLz
127 Cardinal Drive Extension, luilmington, NC 28405 o [phone] o An Equal opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :10-07-2016 09:34
FAX NO.1
NAME
FILE NO. 116
DATE 10:07 09:31
TO /�'ft-917573410677
DOCUMENT PAGES ': 10
START TIME / :( 10.07 09."33
END TIME 10.07 09:94
STATUS
PAGES SENT i :' 0 t
0050�
U

Pagmcciaay, Govermor
Stage off' ,oink Carolina
Depar-Ment ®ff EnwhromnmentaC Quality
Wilmington Regional Office
FAX COVER SHEET
Date:
To: SY' er ✓ G �c'O y i_. G �-
Co:
Fax:
DonaM & ran dee Vaarf, Secretary
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Urdinal Drive Extension, Wilmington, NC 28405 o [phone] o An Equal Opportunity Affirmative Action Employer

Hall, Christine
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Wednesday, October 05, 2016 12:14 PM
To: Hall, Christine
Subject: RE: SW8 060309, P-1286 Gravel Parking Lot rev supplemental form
Attachments: C-502 to DEQ.pdf, Drainage exhibit to DEQ.pdf
Christine
Thanks -I plan to re -submit the corrected information this afternoon!
In looking over my drainage numbers, I noticed that the drainage area I listed in C-502 (post developed drainage plan)
was incorrect. I revised the acres from 2.487 to 2.31 acres to agree with all of my calculations. The impervious acres was
not changed. I know that you rely on the overall drainage exhibit that shows the correct 3.65 acres (also attached)
flowing to the BMP, but do you want a full size copy of the corrected C-502? I don't think that you (or the contractor )
actually use this sheet. I use it to help with my routing calculations.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax:[phone]
Email: [e-mail]
-----Original Message- ---
From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, October 05, 2016 9:05 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: SW8 060309, P-1286 Gravel Parking Lot rev supplemental form
It is difficult to capture this situation but I think that makes more sense. Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405

Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC [mailto:[e-mail]]
Sent: Tuesday, October 04, 2016 7:43 PM
To: Hall, Christine <[e-mail]>
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Subject: RE: SW8 060309, P-1286 Gravel Parking Lot rev supplemental form
Christine
Sorry but the form is somewhat difficult because we are dealing with 2 different calculation methods. As you know, the
existing basin uses 3.0 times the 1.5" gain. The new area requires the greater of the 1.5" rain and the pre to post
discharge, and uses a 2.5 multiplier. The numbers are correct, but I don't see a clear way to show these on the form. I
can show 51,538 as the total volume provided but I need to leave the other storage volume calculations as is. The pre to
post volume comparison is only valid for the new area.
Please see if the revised version makes more or less sense.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Hall, Christine [mailto:[e-mail]]
Sent: Tuesday, October 04, 2016 9:55 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
Steve,
I'm sorry, it looks like #1.c was my confusion. However, it would be best to list the final values. For instance, why is the
volume provided not listed as 51,538?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality

910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and maybe disclosed
to third parties.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC[mailto:stephen.medvick@navy. mill
Sent: Monday, October 03, 2016 4:05 PM
To: Hall, Christine <[e-mail]>
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC <scott.g.littlefield@navy. mf>
Subject: RE: Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
Christine
In response to your review of September 23, 2016 1 offer the following:
1 a. Project area will be revised to include the 4.38 acres shown for basin 1.
1 b. The built upon area for DA 1 will remain at 103,699 s.f.--the impervious areas will be corrected to agree with
103,699 s.f.
1 c. The supplement sheet shows the storage volumes for both methods. The 1.5" rain shows a required storage volume
of 5643 for the new basin and 7173 for the existing basin. The total volume required for this method is shown as 12,816
c.f. The second calculations shows the volume for the 1-yr 24 hour pre to post storm. The pre to post volume of 11,943
was then multiplied by 2.5 for the requested waivers. This method shows 29,856 for the new basin and 21,612 for the
existing basin. The total storage for this method is shown as 51,462. As this is the greater of the 2 volumes, this was used
for the design storm. All calculations and storage are shown to satisfy this required volume of 51,462. The volume
provided at 53.75 is 51,538 which exceeds the required volume of 51,462.
I thought you wanted to see the comparison on the form, so it was clear which method was used for the design storm.
Do you want me to delete all information from the 1.5" runoff volume since this method does not control?
A copy of the supplement form is attached.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax:[phone]
Email: [e-mail]

Hall, Christine
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Wednesday, October 05, 2016 2:19 PM
To: Hall, Christine
Cc: Weaver, Cameron, Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN,
Towler, David W CIV MARFORCOM, I&E/PWD DESIGN
Subject: RE: Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
Attachments: 10.5.16 Permit modification application P1286.pdf; rev basin supplement sheet DA
2.pdf; C-502 to DEQ.pdf
Christine
I have revised the permit application as noted in your September 23, 2016 review letter.
Item la. The project area in the application has been revised in both sections to 8.03 acres to reflect the 4.38 acres in
DA-1 and the 3.65 acres in DA-2.
Item lb. The built upon area for DA-1 was corrected to 103, 699 s.f. The impervious areas were also revised to total to
103, 699 s.f.
Item 1c. As per our discussion, the numbers were correct but the format is somewhat confusing. The total volume to be
provided is now shown as the total volume of 51, 538 c.f.
As noted in my email --I have also attached a copy of revised plan sheet C-502.
Do you want a hard copy of any or all of this information?
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax:[phone]
Email: [e-mail]
-----Original Message -----
From: Hall, Christine[mailto:[e-mail]]
Sent: Friday, September 23, 2016 3:59 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC; Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN;
Towler, David W CIV MARFORCOM, I&E/PWD DESIGN
Cc: Weaver, Cameron
Subject: [Non-DoD Source] Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
Gentlemen,
1

A pdf of the request for additional information is attached for your review. There are just a few minor consistency items
that need to be worked out. Let me know if you have any questions.
Have a great weekend!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
c
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
2

Hall, Christine
From: Hall, Christine
Sent: Friday, September 30, 2016 12:37 PM
To: 'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC'
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC
Subject: RE: Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
If it turns out that new plan sheets are needed, an extension until October 7th is fine with me. Thanks and have a good
weekend!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality
910 796 7215 office
9107967335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC Imailto:[e-mail]]
Sent: Friday, September 30, 2016 12:34 PM
To: Hall, Christine <[e-mail]>
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC <scott.g.Iittlefield@ navy. mil>
Subject: RE: Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
Christine
As per our discussion, I am hoping that the required revisions will not require any plan modifications. If I need to modify
the drainage exhibit and mail it in, I will not get it there on Monday. I will be out of the office Tuesday. Will it be okay to
extend this submittal until Friday October 7th if I need to provide any revised drawings or exhibits?
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
September 23, 2016
Commanding Officer
NIC13 Camp LeJcunc
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
PAT McCRORY
Governor'
DONALD R. VAN DER VAART
Secretary
TRACY DAVIS
Director
Subject: Request for Additional Information
Stormwater Project No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the Reserve Training Facility & Vehicle Maintenance Facility / P-
1286 Gravel Parking Lot on September 16, 2016. A preliminary in-depth review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
1. 15A NCAC 02fI.1003(g)(7):
Va. Please confirm the project area identified in Section IVA and 7 of the application is
consistent with the entire project area and covers both drainage areas.
fib. The narrative indicates that the modification is only for the reduction in the drainage area
associated with Drainage Area 2. However, upon review of Section IV.10 of the
application, it appears the built -upon area for Drainage Area I has increased from
103,699 ft' to 104,501 ft'. Also, the sum of the built -upon areas presented for Drainage
Area 1 is not consistent with the total presented. Please confirm the intent of this
modification. If the impervious area associated with Drainage Area I has increased, a
revised supplement and calculations would also need to be submitted.
c. The volume required to treat the new built -upon area within Drainage Area 2 is listed on
the supplement as being 5,643 ft3. However, the calculations appear to indicate that the
required volume to be treated from the new built -upon area is 11,943 ft' based on the 1-
G� year, 24-hour pre/post difference in the runoff volume. Please clarify the volume
required on the supplement. Per 15A NCAC 021-1.1005(a)(1)(13)(iii), control systems
must be designed to control and treat the greater of, runoff from all surfaces generated by
15t of rain, or the difference in the stormwater runoff from all surfaces from the
predevelopment and postdevelopment conditions for a 1-year 24-hour storm.
2. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
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 October 3, 2016, or the application will be
returned as incomplete. If the project is returned and you wish to re -submit to the Express Program, you
will need to reschedule the project through the Express Coordinator for the next available review date and
will need to resubmit all of the required items at that time, including the application fee.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Permit No. SWS 060309
Page 2 of 2
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
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, J QQ��
CA,;, ,.Ilc.XY.
Christine Hall
Environmental Engineer
GDS/canh: A\\Stormwatcr\Permits & Projects\2006\060309 I-I1)\2016 09 addinfo 060309
cc: Steve Medvick. AAVFAC Midlant
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I NSlmington.NC 28-405
910 796 7215

Hall, Christine
From: Hall, Christine
Sent: Friday, September 23, 2016 3:59 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC, Thomas Bradshaw; David Towler
Cc: Weaver, Cameron
Subject: Request for additional info - SW8 060309, P-1286 Gravel Parking Lot
Attachments: 2016 09 addinfo 060309.pdf
Gentlemen,
A pdf of the request for additional information is attached for your review. There are just a few minor consistency items
that need to be worked out. Let me know if you have any questions.
Have a great weekend!
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
'`Nothing Compares.-.._
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
1

SECTION B: PROJECT NARRATIVE
Reserve Training Facility/P-1286 Gravel Parking Lot
MCAS Cherry Point, North Carolina
Civil Basis of Design
Final Submittal —Revised September, 2016
r.11F E
SEP Is 2016
BY:-----

September 2015 REVISIONS
P-1286 Parking Lot
Plan Modification
September, 2015
SGM
Stormwater Management Permit No. SW8 060309 Reserve Training Facility &
Vehicle Maintenance Facility / P-1286 Gravel Parking Lot High Density Commercial
infiltration Basin Project was modified on September 25, 2015. This modification
allowed for paving of the asphalt lot. The calculations submitted for the 8.27.2014
modification assumed that the lot was to be paved. The impervious area,
therefore, did not change.
k

September 2016 REVISIONS
P-1286 Parking Lot
Plan Modification
September 15, 2016
SGM
Re: Stormwater Management Permit No. SW8 060309 Reserve Training Facility & Vehicle
Maintenance Facility / P-1286 Gravel Parking Lot High Density Commercial infiltration Basin
Project
Project Narrative
Stormwater
The plan revisions to this permit were approved on 8.27.2014 to allow for construction of a
gravel parking lot. A second revision to allow asphalt in lieu of gravel was approved on
September 25, 2015. The project is currently under construction and there is a communication
ductbank in conflict with the proposed expansion of the infiltration basin. The plans are,
therefore, being modified to expand the existing infiltration basin to the west in lieu of the east to
avoid the existing ductbank.
There is a gravel lot on the west side of the existing basin. The expansion to the west will require
reducing the existing gravel lot by 27'. Reduction of the existing lot will reduce the drainage area
and will reduce the impervious area flowing to the basin. The reduced impervious areas will,
however, be added back in as Future BUA. Approximately 0.16 acres of future BUA will be
included to match the permitted WQV of 51,538 c.f.
The surface area at elevation 51 will remain the same as permitted. The permitted WQV will
remain at elev. 53.75. The permitted WQV of 51,538 is approximately the same (now 51,546).
The drawdown for the WQV remained at 2.5 days. The 10-year release will reduced from 1.38 to
1.24 CFS. The 10-yr max stage of 53.83 is unchanged. The 100-yr release rate decreases from
14.5 to 13.8 CFS. No other modifications for the infiltration basin are required.
Erosion and Sediment Control
The site was permitted for 2.23 acres of land disturbance. The shift of the infiltration basin
increased the disturbed area slightly from 2.23 acres to 2.37 acres. As requested by DEQ, a new
FRO will be submitted to cover the additional land disturbance. The existing infiltration basin is
to be protected during construction and is not to be used for sediment control. The relocated
basin, therefore, does not require any revisions to the sediment control calculations.

The revised E&S plan for P-1286 will be submitted through the regular review program (not
express). The proposed minor revisions for the site do not require any additional review fees for
the regular review program.
THE REVISED E&S PERMIT WAS ISUED FOR THIS WORK ON JUNE 14, 2016

CIVIL BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project consists of the construction of a temporary gravel parking lot to supplement the P-
1286 project
The project site is located south of the Reserve Training Center & Vehicle maintenance Facility.
The site is in the northwest corner of the Range Road and Range Road intersection, in
MARSOC, Camp Lejeune, North Carolina.
Vehicle access to the parking lot will be limited to the service drive along the north side of the
site. The parking lot is intended for use by POV only.
1.2 EXISTING CONDITIONS
The parking lot site is approximately 1.6 acres. The site is bounded by Rifle Range Road on the
south and east sides, and the service drive to the Reserve Training Facility on the north side.
The site has gentle slopes and no significant drainage features. There are slight swales along the
south and east side of the site. The east side of the site contains two trailers and a gravel service
area. The west half of the site contains small trees and dense underbrush.
A survey of the site was completed by the Spectra Group in October of 2010. There are no tidal
or non -tidal wetlands identified on the site. The survey of the adjoining sites was provided by
several recent MILCON projects.
1.3 GEOTECHNICAL
The geotechnical findings including soil borings, in -situ and laboratory testing were taken from
the report included in the approved Reserve Training Facility & Vehicle Maintenance Facility
(SW8 060309). The results of the study recommend an infiltration rate of 1.5 to 2 inches per
hour. The estimated seasonal high water table was confirmed by DENR on March 7, 2006 to be
5.5 feet below the ground surface.
Additional testing was done in March of 2013 to confirm the original 2006 findings. The
attached report shows that the infiltration rates in the expanded basin are approximately 4 to '
inches per/hour. The infiltration rates in the forebay are approximately 3.5 inches/hour. All
drainage calculations use the 2006 conservative infiltration rate of 2"/hour. The ESHWT was
confirmed to be approximately 5.5' below the surface at both locations.

1.4 DEMOLITION
The low vegetation and remaining trees within the construction limits will be cleared and
grubbed as needed. An existing sewer force main crossing the site will be protected. The two
trailers will be removed by the base prior to start of construction.
1.5 NEW SITE WORK
The project scope includes the construction of a temporary 42,000 s.f, gravel parking lot with
associated storm drainage and stormwater management.
The project does not include any buildings or other above ground facilities.
A total of 132 parking spaces are proposed for the site. The POV spaces are designed to be 9-ft
wide by 18.5-ft long with a 26-ft wide drive aisle. Parking spaces are not intended to be
delineated on the gravel. The parking lot is not convenient to the nearby buildings and will not
include ADA required accessible spaces, or spaces for Fuel Efficient vehicles. Trash and recycle
bins are not required for this project.
Construction access shall be via the service road along the north side.
The infiltration basin, that was installed to serve the Reserve Training Center, will be enlarged to
handle the additional flow from the gravel lot.
1.6 ATFP
The project does not include any buildings or above ground facilities. The parking lot will be set
a minimum of 82' from the existing building just west of the site.
1.7 SUSTAINABLE DESIGN
The gravel parking lot is temporary and is not seeking to attain LEED certification.
1.8 WATER SUPPLY & FIRE
The gravel lot does not require water or fire services. The existing water line that cuts across the
site will be protected. The water service to the existing trailer will be abandoned.
1.9 SANITARY SEWER
The gravel lot does not require sewer service. The existing sewer force main that cuts across the
site will be protected. The sewer service to the existing trailer will be abandoned.
1.10 PROPANE GAS
Gas is not intended to be used for this facility.
1.11 EROSION & SEDIMENT CONTROL
Erosion and sediment control measures include silt fencing, tree protection, inlet protection,
diversion ditches, check damns, skimmer basins and a two temporary construction entrances in
accordance with the North Carolina Erosion and Sediment Control Planning and Design Manual.
The BMP that will be constructed on this site will serve as a forebay for expansion of the
existing infiltration basin. The forebay will be used as a sediment basin during construction of
the gravel lot.

1.12 ENVIRONMENTAL PERMITTING
Stormwater Management and Sediment & Erosion Control permits will be required. The existing
stormwater permit for the infiltration basin for the Reserve Training Center will be modified to
accommodate the gravel lot.
No jurisdictional tidal or non -tidal wetlands are present within the site boundaries.
2.0 STORM DRAINAGE / STORMWATER MANAGEMENT
2.01 SITE RUNOFF
Soil types were taken from the USDA Soil Survey of Onslow County.
Sheet flow will be used through the site. The gravel lot will flow to a detention basin that will act
as a forebay to the existing infiltration basin and will help extend flow times and decrease run
off. The grassed banks of the gravel lot will flow to the existing perimeter swales. The swale
along the east side of the site will be re -graded to promote positive flow. Site run-off will be
controlled to existing levels.
The project is within a drainage basin which flows to the White Oak River. The receiving stream
is Stone Creek (SA, HWQ). The seasonal high water elevation for the infiltration basin that
currently serves DA-2 was determined to be 5.5 below the surface. The site visit was conducted
on March 7, 2006. The infiltration rate was determined to be 2 inches/hour.
2.1 EXISTING PERMIT
The stormwater permit for the Reserve Training Facility (SW8 060309) was issued on May 1,
2006. The permit included approval for 3 infiltration basins. The drainage areas for the 3 basins
are shown in Exhibit #1. Not all of the improvements shown in the exhibit were installed. The
base stone for the parking lot in drainage area 2 was constructed but the asphalt surface was not
installed. The infiltration basin that serves the parking lot (basin 2) was installed. The drive aisle
and the infiltration basin for drainage area 3 were not installed (See Exhibit 2). The entrance for
the parking lot in area 2 was relocated directly below infiltration basin 2. Exhibit 3 shows the as -
built conditions of the installed improvements. Exhibit 3 also shows the revised drainage areas
flowing to BMP 2.
The proposed gravel lot falls in the southeast corner of the area that is shown in the Reserve
Training Facility permit. The gravel lot will encompass the area that was shown as drainage area
3 in the approved permit. Drainage area 3 (as permitted) is not intended for installation at this
time. Exhibit 3 also shows the limits of the proposed gravel lot and how they mesh with drainage
areas I and 2. The majority of the gravel lot site currently flows to swales in the adjoining
streets and is not treated by a BMP.
The existing permit will be modified to reflect the revised areas for drainage area 1 and 2. The
permit will also be modified to enlarge basin 2 to accept the flows from the temporary gravel lot.
Exhibit 4 shows the detention basin for the gravel lot that will act as a forebay. The exhibit notes

the flow from the forebay to cross the street to the expanded area of the existing infiltration
basin. Exhibit 5 shows the post -developed drainage areas.
2.2 STORM DRAINAGE
All new impervious areas are intended to flow to the existing BMP. Curbing will not be used and
minimal storm sewer piping will be used to promote surface flows. Flow rates for the existing
BMP will be maintained by enlarging the basin to handle the I0-year storm. The proposed
forebay will also help extend the detention times and maintain lower flows.
Rainfall intensity values are taken from Regional IDF Curves (Wilmington) as follows:
Time of Concentration = 5 min. (conservative)
Rainfall Intensity = 3.68'9hour I -year 24-hour storm
Rational Runoff Coefficients, "C," are taken from the North Carolina Department of
Environmental Resources as follows:
Roofs, Inclined
1.00
Asphalt
0.95
Concrete
0.95
Lawns, sandy soil
0.15
Wooded
0.15
Rational Runoff Coefficient, "C," for gravel was taken from H.R. Malcom 2003
Gravel 0.82 (maximum value)
Existing conditions
Site = 1.59 acres
The current site is partially developed with two trailers and a small gravel parking area. The
existing lot does not have any drainage features and is not served by a BMP. The site sheet flows
to slight swales on all four sides. The existing gravel does not receive credit as existing unless it
pre -dated 1988 or if it is not in a permitted area and if it did not require a permit for installation.
Only a small portion of the existing gravel falls outside of the existed permitted areas. Exhibit 6
shows what portion of the existing gravel receives credit as "existing".
2.3 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
The existing infiltration basin will be enlarged to provide the required water quality controls in
accordance with NCDENR standards. The BMP for the Reserve Training Facility was designed
(and permitted) to retain 3 times the water quality volume (4.5 inches of rainfall) to avoid bypass
and overflow structures. The existing BMP will be enlarged to treat the 4.5" rain for the Reserve
Training Facility site and 2.5 times (3.75 inches) the WQV for the gravel parking lot.
The basin will be designed for 90% TSS removal.

Basin I was permitted for 4.75 acres and for 2.38 acres of impervious area. Exhibit 3 shows that
drainage area 1 was reduced to 4.52 acres. The service road between drainage areas I and 2 was
designed with cross slope to drain to the south and into DA-l. This road was built with normal
crown and the top half of this road now drains to BMP-2. The redirected roadway reduces the
impervious area for DA-I by 0.05 acres. The impervious area for BMP-1 was therefore reduced
from 2.38 acres to 2.33 acres. The calculations and the supplement show that 0.5 acres of BUA
was added so that the impervious area of 2.38 would match the permitted impervious.
We are required to capture the additional run off generated by the 95% storm event to satisfy
NAVFAC LID requirements. The 95% storm event for this area is 2.34 inches per hour. For SA
waters we are, however, required by DENR to treat the pre to post difference in the I -year 24
hour storm. The I -year 24-hour storm for this area is 3.68". We are also storing 2.5 times the
3.68" rain to waive the bypass and filter strip requirements. The proposed enlarged infiltration
basin will therefore infiltrate approximately 4 times the required pre to post difference in the
95% storm event.
The existing site has a 10-year release rate of approximatly 1.7 efs. The infiltration basins is
shown to reduce the 10-year release rate for the developed site to approximately 1.3 cfs for the
new gravel lot and existing parking lot combined.
The infiltration basin is being modified to safely pass the 100-year storm. The emergency
spillway will allow all flows in excess of the 10-year event to flow eastward to the existing Swale
along Rifle Range Road

P-1286 Gravel
DRAINAGE CALCULATIONS
BMP sizing
SGM 6.7.2016 REVISED
June 2016 Revision
A communications ductbank was discovered to run along the east side of the existing infilatration
basin. This line will be in direct conflict with the proposed expansion of the basin to the east side.
The plan is, therefore, being revised to expand the basin to the west side in lieu of to the east side.
As noted in the revised narrative, the relocated basin was shaped and sized to match the permitted
basin. The surface area was set to match the permitted area of 13,554 s.f. The outlet structure was
kept at 53.75 to match the WQV of 51,538 c.f. (the new WQV is 8 c.f. more due to minor
inconsistancies in the basin sideslopes).
The drainage area was reduced by 0.16 acres. The impervious area was kept at 2.41 acres by adding
6830 s.f of Future BUA. The pond was re-routed to refect the reduced drainage area and the
resulting increase in % impervious. The revised routing shows a small reduction in the 10-year and
100-year release rate from the revised basin. The drawdown remained at 2.5 days.
Modify Permit--SW8 060309
for Reserve Training Facility
As noted in the basis of design, the existing infiltration basin #2 that serves the Reserve
Training Facility will be expanded to accept the flow from the proposed gravel lot.
The following calculations analyze the existing BMP and the impact of enlarging the BMP
to accept the proposed improvements.
Verify volumes for existing BMP # 2 for Reserve Training Facility
As per permit (permit approved in 2006--SW8 060309))
site 2.21 acres
imp 58415 1.341 acres
site % imp =
Required Storage Volume:(for water quality)
Simple Rv = 0.05 +0.9 (imp)
Rv = 0.59611832
V 1.5= 3630* 1.5*Rv*A
imper.
0.61
A = 2.21
0.607

V1.5= 7173.36 c.f.
Permit calls for 4.5" rain (3 x WQV) to waive bypass and level spreader
V4.5 = 21520.08 c.f. Okay -design volume--21,238 as per permit
Volume provided (as per permit) 21612 Okay
Existing storage volumes (as -built survev)
(NOTE:the datum for the as -built survey is different
than the datum used for the permit -the bottom of BMP 2 was permitted at 53.45
and was surveyed at approximately 51.0--overexcavated to approximately 50.7)
For basin at surveyed elevation of 51.0
ELEV
ELEV
DIFFERENCE AREA SF
VOLUME CF
51
6570 0
52
1
8105 7337.5
53
1
9670 16225.0
0.2
53.2
10008 18192.8
0.333
53.53
10572 21619.4 21619 okay
0.467
(Vol as per permit-21612)
54
11362 26741.0
The top of bank is at approx. 54.0
0.47 of freeboard to t.o.b.--permit shows 0.03' okay
Therefore the existing BMP provides the permitted water
quality volume of 21,612 at elevation of 53.53 (approx)
Try to keep storage height at (or below) 53.53
to match existing conditions
Note: The driveway for the Reserve Faciltiy site was revised in 2007 construction
Half of the existing driveway south of the BMP now flows to the BMP
drive way =
3429 s.f.
c
imp. = 2803 s.f. 0.064
0.079 ac.
As per my discussion with Linda Lewis this drivewav area needs to her considered as

new even though it is existing, since it is not covered under the existing permit.
1173.5 s.f. of this drive was permitted to flow to Basin # 1.
Calculate the required modifeations to BMP 2 to
accept the additional flows from the proposed gravel parking lot
Drainage Area #-2 that was permitted in 2006 is covered by the regulations in place at that time.
The desing storm for DA42 was the 1.5" rain. The 2006 permit allowed for the site to waive the
requirement for a LS/V FS by providing 3 x the volume for the design storm.
The proposed improvements must meet the current guidelines for infiltration basins.
For current regulations the design storm for the proposed area is considered the greater
of the 1.5" rain or the difference in the I -year , 24-hour storm (pre vs post)
1.5" rain
Storage volume for the permittted area from above is
Determine new area
Area flowing to expanded infiltration basin
7173.36 c.f.
impervious
(permitted impervious) DA-2=
2.310 ac E__
L183 ac
(additional impervious) DA-2 =
ac
0.064 ac
(new lot) DA-4 =
1.220 ac
0.940 ac
driveway) DA-6 —
0.120 ac
0.068 ac
_(offsite
,FUTURE BUA
0.157
3.650 ac
2.412 ac
�-
66.07 %,�
Total site flowing to expanded
Site
Impervious
infiltration basin is
3.650'.
2.412
permitted area flowing to basin is
2.210 ac
1.341
New Area =
1.4401ac
1.071 New imper.
Storage volume required for new area is
(for DA-4--new gravel lot)
bldg
0.000
gravel
0.940
0.95 0.8925551
grass
0.281
0.2 0.0561019
1.220
0.948657
Impervious =
77.01 %
C =
0.78

acres
(for DA-6--service road) bldg
0.000
(flow to new foreabav) paved
0.068
grass
0.052
0.120
Impervious =
(for DA-8--service road)
(flows to existiml basin)
expanded BMP area
Combined Area New Area using 2.5 x the WQV
(flowing to expanded infiltration basin)
Simple Rv = 0.05 +0.9 (imp)
Rv = 0.71973714
V 1.5= 3630* 1.5*Rv*A
V1.5= 5643.32jc.f.
Total storage volume
permitted
[In
bldg
paved
grass
Impervious =
bldg
gravel
grass
Impervious =
0.95 0.0643147
0.2 0.0104601
0.0747748
56.42%
0.62
acres
0.000
0.064
0.014
0.079
acres
0
0
0.021
0.021
81.74%
0.00%
acres imp
bldg 0.000 0
gravel/paved 1.0716 1.072
grass _ 0.368
F_1.44� 1.072
Impervious = 74.42%
Imp = 0.74
A = 1.440
new

required for 1.5" rain is
7173 + 5643 = 12817 j
PRE VS POST (for new improvements only)
Analvze only the new areas flowing to the expanded infiltration basin
1-yr 24 storm is
3.68 inches =
0.153 in/hour
EXISTING (Pre -developed)
acres
"C"
"CA"
(for DA-4--new gravel lot)
bldg
0.000
1
0.000
gravel
0.024
0.82
0.020
grass
1.196
0.2
0.239
1.220
0.259
C =
0.21
Imp =
0.02
"C" "CA"
(for DA-6--service road)
bldg
0
1
0.000
(flow to new foreabay)
2347/2
paved
0.0269399
0.95
0.026
grass
0.093
0.2
0.019
Note 2347 s.f. of the existing drive
0.120
0.044
that will flow to BMP-2 was
C=
0.37
permited to flow to BMP-1
Imp =
0.22
use 2347/2 for exist. for each segment
acres
"C" "CA"
(for DA-8--service road)
bldg
0.000
1
0.000
(flows to existing basin)
2347/2
paved
0.0269399
0.95
0.026
grass
0.052
0.2
0.010
Note 2347 s.f. of the existing drive
0.079
0.036
that will flow to BMP-2 was
C =
0.46
permited to flow to BMP-1
Imp =
0.34
use 2347/2 for exist. for each segment
acres
"CA"
expanded BMP area
bldg
0
1
0.000
gravel
0
0.82
0.000
grass
0.021
0.2
0.004
0.021
0.004
C =
0.20
Impervious
=
0.00%
0.004

Combined Area
(flowing to expanded infiltration basin)
Predeveloped volume
Simple Rv = 0.05 +0.9 (imp)
Rv = 0.09889807
V3.68= 3630*3.68*Rv*A
V3.68 = 1902.4 c.£
acres
"C" "CA"
bldg
0.000
1
0.000
gravel
0.024
0.82
0.020
paved
0.054
0.95
0.051
grass
1.362 1
[
0.2
0.272
1.440
—
0.344
C =
_
0.24
impervious L
5.43%
Imp =
0.05
A = C 1.4401
Predeveloped rate
for NEW DEVELOPMENT area
1-yr 24 storm is 3.68 inches =
Existing C = 0.24
Q=CIA I= 0.153
Q = 0.24 0.153 440___j
Q = 0.05 CFS
Predeveloped rate
for EXISTING 2.03 ACRE SITE (reduced from 2.21 ac)
1-yr 24 storm is 3.68 inches =
Existing C = 0.20
Q=CIA 1= 0.153
Q = 0.20 0.153 2.033�
Q = 0.06 CFS
0.153 in/hour
A = 1.440
0.153 in/hour
A = 2.033
Existing 2.03 acre site Q = 0.06 cfs
New 1.440 acres of development Q = 0.05 cfs
Total Existing flow = 0.12 cfs
The controlled release from the enlarged infiltration basin for the 1-year

24 hour storm through the BMP can not exceed existing Flow of 0.12 cfs
The routing calculation show that there is no release for the 1 and 2-year storms --OKAY
Compare 1.5" rain to I year pre/post
(for new development only)
(The design storm is the greater of the two)
PROPOSED
acres
"C"
CA
(for DA-4--new gravel lot)
bldg
0
1
0.000
(note -use C=0.95 for gravel
gravel
0.940
_0.95
0.893
in case they pave in the future)
grass
0.281
0.2
0.056
1.220
0.949
C =
0.78
Imp =
0.77
acres
"C"
"CA"
(for DA-6--service road)
bldg
0.000
1
0.000
(flow to new foreabay)
paved
0.068
0.95
0.064
grass
0.052
0.2
0.010
0.120
0.075
C=
0.62
Imp =
0.56
acres
"C"
"CA"
(for DA-8--service road)
bldg
0.000
1
0.000
(flows to existing basin)
paved
0.064
0.95
0.061
grass
0.014
0.2
0.003
0.079
0.064
C=
0.81
Imp =
0.82
acres
"CA"
expanded BMP area
bldg
0
1
0.000
gravel
0
0.82
0.000
grass
0.021
0.2
0.004
0.021
0.004
C =
0.20
Impervious =
0.00%

Combined Area (new)
(flowing to expanded infiltration basin)
acres
"C" CA
bldg
0.000
1
0.000
gravel/paved
1.0_72
0.95 1
1.018
grass r
0.368
0.2
0.074
l
1.440
1.092
C =
0.76
Imp
0.74
Proposed
C =
07.76�
Q=CIA
I=
0.153
A=
.440
Q =
0.76 0.153 C40 j
Q =
0.17 CFS
Post -developed volume
Simple Rv = 0.05 +0.9 (imp) Imp = 0.74
Rv = 0.72
V3.68= 3630*3.68*Rv*A A = 1.44�
V3.68 = 13844.9 c.f.
For the new area post -developed volume is F 1-3844.91
For the new area pre -developed volume is L 1902.41
pre/post difference is 11942.5 cf.
The 1-yr, 24 hour storm volume (pre vs post) is 11942.5 c.f.
The volume for the 1.5" rain event is 5643. jc.f.
The l-yr, 24 hour storm volume is therefore greater and is
considered the design storm
The required water quality volume is
11942.5
As noted above, 2.5 times the water quality volume is required
to waive the requirement for LS/VFS
2.5 x the WQV is 2.5 x 11942.5 = 29856.3 c.f.
We need to allow for 29856.3 c.f. of storage for the new developed area

We need to allow for 21612.0 c.f. of storage for the existing facility.
We need to allow for 51468.3 c.f. of total storage for the expanded BMP
Expanded BMP storaee volumes
(in BMP#2)
ELEV
ELEV DIFFERENCE AREA SF
51.
1
0.5
54.5
look at WQV at
FOREBAY VOLUMES
look at WQV at
VOLUME CF
13554 0
153251 14439.5
171521 30678
I
185381 44,061.8 required WQV
I
18335 �
I
19000 48,754.0
38846 63,215.5
i
53.75�= 4ao�e.r.
ELEV
ELEV DIFFERENCE
51.55
K,.
52
53.75
AREA SF VOLUME CF
0 0
1373 308.925
1
53 4793 3391.925
0.75
53.75 6119 7483.925
^0-H
=s3�64 5� 5=882a:53i4y
—0-36-
54 6561 9068.925
The volume provided at 53.75 is 7483.925
Total volume provided at 53.75

expanded BMP forebay
is 44061.8 plus 7483.9 =
WQ vol Req. volume
51545.7 exceeds 51468.3 OKAY
As noted, the water quality volume of
exceeds the required volume of
And the elevation of
approximates the existing stage of
freeboard to top of bank increased
from 0.03' to
0.25 okay
51545.7 c.f.
51468.3 c.f.
53.75
53.53
51545.7 c.f.
The WQ elevation remains the same. The existing basin did not have a spillway --water had to raise
to elev of 54.0 to leave the basin
The basin revisions will provide a spillway that allows flows in excess of the
WQV to leave the basin at 53.75
DRAWDOWN
The drawdown for the water quality volume must be less than 5 days using 1/2 of the
reported infiltration rate
Look at drawdown time in enlarged infiltration basin
for WATER QUALITY VOLUME
WQV = 51,54557] C.F.
From the existing permit the infiltration rate is shown as
1.5 in/hr= 3.47222E-05 ft/sec
1/2 of infiltration rate is 1.73611 E-05
bottom surface area at elev of 51.0 = .
infiltration rate is 1.73611 E-05 x
1.5 inch/hr
13554
13554 = 0.2353125 cfs
drawdown is 1 51,545.7 divided by 0.2353125 =
219052.01 seconds = 2.54 days
The enlarged infiltration basin will therefore draw down in
2.541days is less than 5 days OKAY
Compare to drawdown for EXISTING infiltration basin
WQV = 21,612.0 C.F.
From the existing permit the infiltration rate is shown as
r-- — —
21� M2.61 seconds
�__2.54 days
1.5 inch/hr

1.5 in/hr= 3.47222E-05 ft/sec
1/2 of infiltration rate is
1.73611 E-05
bottom surface area at elev of 51.0 = 6570
infiltration rate is 1.73611E-05 x 6570 = 0.1140625 efs
drawdown is 21,612.0 divided by 0.1 140625 = 189475.07 seconds
189475.07 seconds = 2.19 days
NOTE: THE D_RAWDOWN FOR ENLARGED BASIN is extended from 2.19
to �_ 2.54 days by adding the gravel lot OKAY
CONTRIBUTING DRAINAGE AREA
The maximum allowable drainage area for an infiltration basin
shall be less than 5 acres or 2.0 acre -inches of rainfall.
The area flowing to the expanded infiltration basin is:
Area acres impervious
The modified drain. area for the _
infiltration basin is DA-2 I — 2 __ 1.404 60.8%
The gravel lot addition is 4 1.220 0.940
The service drive is 7 0.120 0.068
total drainage area is 3.6501 2.411 66.1%
DA-2 includes the existing drainage area and the expanded area of the BMP.
The area inside of the BMP receives direct flow and does not flow to the existing inlet.
Total DA-2 = _ 2-3-1-0 _ ac imper. = 1.404 60.8%
C J
BMP inside contour 54 0.436 ac imper. = 0.000 0.0%
Flow to existing inlet 1.874 — 1 1.404 74.9%
Maximum run off is to the existing inlet at DA-2
Simple Rv = 0.05 +0.9 (imp)
Rv = 10.724152771
Imp = 0.75!
V 1.5= 3630* 1.5*Rv*A A = L __
V1.5_7 990. 991C.f.
7390.59 c.f. = 2.0 ac-ft of run off for the 1.5" rain OKAY
As noted in the first section, the permitted. run off volume is 7173.36

forDA#2
To avoid any concerns over the drainage areas and to minimize
the potential for erosion at the inlet, a second inlet was added.
The new inlet serves the gravel lot and uses a detention basin
as a forebay to reduce flows, velocities and erosion.
Flow to new forebav
(for routing calculations)
acres
"C"
CA
(for DA-4--new gravel lot)
bldg
0
1
0.000
(from above)
gravel
0.940
0.95
0.893
grass
0.281
0.2
0.056
1.220
0
0.949
C =
0.78
Imp =
0.77
acres
"C..
"CA"
(for DA-6--service road)
bldg
0.000
1
0.000
(flow to new foreabav)
paved
0.068
0.95
0.064
grass
0.052
0.2
0.010
0.120
0
0.075
C—
0.62
Imp =
0.56
Combined
acres
"C"
CA
bldg
0.000
1
0.000
gravel
1.007
0.95
0.957
grass
0.333
0.2
0.067
1.340
0
1.023
C =
0.76
Imp =
0.75
Direct Flow toBMP 2
(for routing calculations)
Total flow from above
Area flowing to expanded infiltration basin
impervious
(permitted impervious) DA-2= ___ _312 impervious
1.183ac
(additional impervious) DA-2 = 0.000 ac 0.064 ac
(new lot) DA-4 = 1.220 ac 0.940 ac

(offsite driveway) DA-6 = 0.120 ac
;FUTURE BOA
C 3.650f ac
Area flowing to forebay from above
Combined
area =
1.340
total area = j 3.6501total imper=
2.412
_
area to forebay = 1.340 imper to forebay =
1.023
2.3I O�ac
1.388
0.068 ac
r 0 157�
2.412 ac
Imp =
1.023
Therefore the direct flow to BMP # 2 is
2.310 acres and 1.388 acres of impervious
NAVFAC 10-YEAR STORM (proposed 1.440 acre site only)'
NAVFAC also requires no net increase in the 10-year storm release for post developed conditions
Look at pre -developed release for a 10-year storm
66.07'U
bldg
0.049
1 0.049
Pre -developed flows
gravel
0.175
0.82 0.143
(for gravel lot)
grass
1.368
0.2 0.274
1.592
0.466
C =
0.29
Existing
C =
0.29
Q =CIA
I =
4.74
10-YR ; 30 MIN Tc
Q = 0.29
4.74 1.592
Q = 2.21 CFS
The controlled site release for the gravel lot
through the BMP CAN NOT EXCEED
2.21
cfs
The release from the existing infiltration basin also must be at or below existing rates.
The routing calculatons show that the 10-yr release for the EXISTING BMP (Infiltration basin #2)
is approximately 1.7 cfs
The controlled release from the enlarged infiltration basin can not exceed
DA # 2 1.7 plus existing gravel lot 2.21 = 3.91
The routing calculations show that the combined release
for the enlarged infiltration is approximately 1.3 cfs

1.3 c.f.s. is less than
VERIFY DRAINAGE AREA # 1
PERMITTED DRAINAGE AREA
site
imp
3.91 c.f.s. OKAY
DA-1
4.75 acres
2.3806
site % imp =
4.75 ac
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp) 0.501
Rv= 0.501
V 1.5= 3630* 1.5*Rv*A A = 4.750
V 1.5 = 12959.3 c.f.
Permit says V 1.5 = 12956.0 okay ---use 12956.0 c.f.
REVISED site is 4.385 ac
site 4.385 acres
imp 2.326
site % imp =
0.501
0.530
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp) 0.530
Rv = 0.527
V1.5=3630*1.5*Rv*A A= 4.385
V 1.5 = 12592.4 c.f.
Permitted V L5 = 12956 c.f.
Revised V 1.5 = 12592 c.f.
Storage volume reduced by 364 c.f.
ADD future BUA to match permitted volume
As noted by DENR the total impervious area can not exceed the impervious are in the existing permit
Permitted impervious area is 2.381
Revised impervious area is 2.326
allowable addition is 0.055 ac.

Therefore we are allowed to add 0.055 ac. or 2378.4 s.f.
site 4.385 acres
imp = 2.326 plus BUA 0.055 = 2.381
site % imp =
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp) 0.543
Rv = 0.539
V 1.5= 3630* 1.5*Rv*A A = 4.385
V 1.5 = 12859.9 c.f.
Permitted V 1.5 = 12956
Revised V 1.5 = 12859.9
Storage volume reduced by 96 okay
Add 2378 s.f of Future BUA
Note: the additional 2378 of impervious area is controlled by the proposed WQV
and is therefore acceptable
Storage Elevation (from permit)
elev.
area
cumulative volume
52.5
4775
0
53.2
6082
3800
53.8
7450
7859
54.39
8313
12956
54.5
8912
13586
CONTRIBUTING DRAINAGE AREA (For DA-1)
The maximum allowable drainage area for an infiltration basin
shall be less than 5 acres or 2.0 acre -inches of rainfall.
13MP 1 receives drainage through inlets on the south and east sides
Drainage area l impervious
Area la = 3.615 1.956 54.1%
`Area lb = 0.77 0.4248
Total — 4.385 2.381
Volume of 1.5 " rain for area la= 2.9337 acre/inches
Volume of 1.5" rain for area 1 b = 0.6372 acre/inches
0.543

Maximum run off is to Area la
Simple Rv = 0.05 +0.9 (imp) Imp = 0.54
Rv = 0.5369292
V 1.5= 3630* 1.5 *Rv*A A = 3.615
V1.5 = 10568.57 c.f.
10568.57 c.f. — 2.9 ac-ft of run off for the 1.5" rain
Please note that this drainage area was reduced from the permitted 4.75 ac to 4.385 ac.

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
2
q
Project: June 2016 revision.gpw Tuesday, Sep 13, 2016

2
Hydrograph Return Period Rep
y ra ow Hydnographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, 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
---
6.332
8.185
----
----
13.77
-----
-----
24.43
Existing DA #2
2
SCS Runoff
-----
4.132
5.199
-------
-------
8.387
------
-------
14.48
FOREBAY
3
Reservoir
2
0.950
1.042
-----
-------
2.530
--
---
7.164
Forebay Routing
4
Combine
1, 3
7.101
9.070
---
---
14.85
---
--
30.98
Combined routing to existing
5
Reservoir
4
0.000
0.000
--
---
1.242
---
--
13.81
Combined into BMP 2
Proj. file: June 2016 revision.gpw
Tuesday, Sep 13, 2016

3
Hydrograph Summary Report Hydraflow 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
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
6.332
2
724
19,129
---
---
---
Existing DA #2
2
SCS Runoff
4.132
2
724
12,811
--
--
---
FOREBAY
3
Reservoir
0.950
2
746
12,804
2
53.06
3,757
Forebay Routing
4
Combine
7.101
2
724
31,934
1.3
---
- — -
Combined routing to existing
5
Reservoir
0.000
2
738
0
4
52.50
22,525
Combined into BMP 2
June 2016 revision.gpw
Return Period: 1 Year
Tuesday, Sep 13, 2016

n
Hydrograph Report
Hydraflow Hydroyraphs Extension for AUtoCAD® Civil 3D® 2010 by Aulodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.332 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 19,129 cuft
Drainage area
= 2.310 ac
Curve number
= 88`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.68 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.340 x 98) + (0.970 x 74)] / 2.310
Q (Cfs
7.00
. 11
N1�III
4.00
3.00
2.00
1.00
Q (Cfs)
7.00
ME
5.00
4.00
3.00
2.00
K91111
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 4.132 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 12,811 cuft
Drainage area
= 1.340 ac
Curve number
= 92"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.68 in
Distribution'
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.940 x 98) + (0.280 x 74) + (0,070 x 98) + (0.050 x 74)] 11.340
Q (cfs)
5.00
4.00
3.00
FOREBAY
Hyd. No. 2 -- 1 Year
Q (Cfs)
5.00
M
3.00
2.00
1.00
0.00 1 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph
Report
6
Hydra flow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.950 cfs
Storm frequency
= 1 yrs
Time to peak
= 746 min
Time interval
= 2 min
Hyd. volume
= 12,804 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 53.06 ft
Reservoir name
= Forebay
Max. Storage
= 3,757 cuft
Storage Indication method used
Q (cfs)
5.00
m
3.00
2.00
1.00
Forebay Routing
Hyd. No. 3 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 — Hyd No. 2 [CCIT_C1i Total storage used = 3,757 cult

Pond Report '
Hydraflow Hydrographs Extension for AutoCADO Civil 31302010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Pond No. 1 - Forebay
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 51.55 it
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 51.55
00
0
0
0.45 52.00
1,373
309
309
1.45 53.00
4,793
3,083
3,392
2.45 54.00
6,561
5,677
9,069
2.95 54.50
7,490
3,513
12,582
3.45 55.00
11,635
4,781
17,363
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in) = 15.00
6.00 0.00
0.00
Crest Len (ft) = 10.00
0.00
0.00
0.00
Span (in) = 15.00
6.00 0.00
0.00
Crest El. (ft) = 53.80
0.00
0.00
0.00
No. Barrels = 10
10 0
0
Weir Coeff. = 3.330.00
3.33
3.33
3.33
Invert El. (ft) = 51.55
51.55 0.00
0.00
Weir Type = Rect
-
-
--
Length (ft) = 87.00
0.00 0.00
0.00
Multi -Stage = Yes
No
No
No
Slope (%) = 0.29
0.00 0.00
n/a
N-Value = .013
.013 .013
We
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr) = 0 (by Contour)
Multi -Stage = n/a
Yes No
No
TW Elev. (ft) = 0.00
Note: CulkeNOrifice oudloes are anali
under Inlet (ic) and outlet too) control. Weir risers checked
for orifice conditions (id and submergence
(s).
Stage I Storage / Discharge Table
/
Stage Storage Elevation
CIvA
CIvB CIvC
PrfRsf WrA WrB
WrC
WrD
Exfil User
Total
ft cult ft
cfs
cis cfs
cfs cfs cfs
cfs
cfs
cis cfs
cfs
0.00 0 51.55
0.00
0.00 ---
--- 0.00 ---
---
-
--- ---
0.000
0.45 309 52.00
0.38 oc
0.36 is --
-- 0.00 --
--
-
- -
0.360
1.45 3,392 53.00
0.92 oc
0.92 is ---
--- 0.00 ---
---
-
--- ----
0.923
2.45 9,069 54.00
3.88 oc
0.90 is --
-- 2.98 --
--
-
- -
3,879
2.95 12,582 54.50
7.29 oc
0.18 is --
-- 7.11 s --
--
---
--- ---
7.283
3.45 17,363 55.00
8.22 oc
0.09 is --
--- 8.11 s ---
--
-
- --
8.204

Hydrograph Report
0
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 4
l
Combined routing to existing
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 1, 3 Contrib. drain. area
Tuesday, Sep 13, 2016
= 7.101 cfs
= 724 min
= 31,934 cuft
= 2.310 ac
Combined routing to existing
Q (cfs
Q cfs )
Hyd. No. 4 -- 1 Year
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 —Hyd No. 1 —Hyd No. 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= Reservoir Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs Time to peak
= 738 min
Time interval
= 2 min Hyd. volume
= 0 cult
Inflow hyd. No.
= 4 - Combined routing to existinlNlax. Elevation
= 52.50 ft
Reservoir name
= Pond 2 BMP 2 Max. Storage
= 22,525 cuft
Storage Indication method used. Exf ltration extracted from Outflow
Q (Cfs)
8.00
Om
4.00
FW
0.00
0 360
— Hyd No. 5
Combined into BMP 2
Hyd. No. 5 -- 1 Year
720 1080 1440
Hyd No.,4
Q (cfs)
8.00
. E$
4.00
2.00
0.00
1800 2160 2520 2880 3240 3600 3960
p=iziui Total storage used = 22,525 cuft Time (min)

Pond Report
10
Hydraflow Hydrographs Extension for AutoCA00 Civil 300 2010 by Autodesk, Inc. v9.25
Pond No. 2 - Pond 2 BMP 2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 51.00 It
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00.
51.00
1.00
52.00
2.00
53.00
3.00
54.00
3.50
54.50
Contour area (sqft)
13,554
15,325
17,152
19,038
38,846
Incr. Storage (cult)
0
14,440
16,239
18,095
14,471
Total storage (cult)
0
14,440
30,678
48,773
63,244
Tuesday, Sep 13, 2016
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft)
= 20.00
0.00
0.00
0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft)
= 53.75
0.00
0.00
0.00
No. Barrels = 0
0
0
0
Weir Coeff.
= 2.60.00
3.33
3.33
3.33
Invert El. (ft) = 0.00
0.00
0.00
• 0.00
Weir Type
= Broad
-
--
--
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope I%) = 0.00
0.00
0.00
n/a
N-Value = .013
.013
.013
trial
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.750.000
(by Contour)
Multi -Stage = n/a
No
No
No
TW Elev. (ft)
= 0.00
Note. Culvewonfice outflows are analyzed
under inlet(ic) and outlet(oc) control. Weir risers checked for
orifice conditions(ic) and submergence (a).
Stage / Storage / Discharge Table
Stage Storage Elevation
CIvA
CIvB CIvC
PrfRsr WrA
WrB
WrC
WrD
Exfil User
Total
ft cuft It
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00. 0 51.00
-
-- --
-- 0.00
--
-
--
0.000 -
0.000
1.00 14,440 52.00
---
--- -
--- 0.00
---
-
--
0.266 --
0.266
2.00 30,678 53.00
--
-- -
- 0.00
--
0.298 --
0.298
3.00 48,773 54.00
--
- 6.50
-
-
--
0.331 --
6.831
3.50 63,244 54.50
--
-- -
--- 33.77
---
-
---
0.674 ---
34.45

11
Hydrograph Summary Report Hydra flow Hydrographs Extension for AutoCADO Civil 3DO2010 by Aulodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
Flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
8.185
2
724
24,978
------
----
------
Existing DA #2
2
SCS Runoff
5.199
2
724
16,337
------
-----
----
FOREBAY
3
Reservoir
1.042
2
748
16,331
2
53.30
5,095
Forebay Routing
4
Combine
9.070
2
724
41,309
1.3
------
------
Combined routing to existing
5
Reservoir
i
0,000
2
2546
0
4
52.98
30,362
Combined into BMP 2
June 2016 revision.gpw
Return Period: 2 Year
Tuesday, Sep 13, 2016

Hydrograph Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.310 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.48 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(1.340 x 98) + (0.970 x 74)] 12.310
Q (Cfs
10.00
M
M
4.00
2.00
Tuesday, Sep 13, 2016
= 8.185 cfs
= 724 min
= 24,978 cuft
= 88`
= Oft
= 5.00 min
= Type III
= 484
Existing DA #2
Hyd. No. 1 -- 2 Year
Lj I L I
Q (Cfs)
10.00
E Me
. o
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 5.199 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 16,337 cuft
Drainage area
= 1.340 ac
Curve number
= 92'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.48 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.940 x 98) + (0.280 x 74) + (0.070 x 98) + (0.050 x 74)] / 1.340
0 (Cfs)
6.00
M
4.00
3.00
2.00
1.00
FOREBAY
Hyd. No. 2 -- 2 Year
Q (Cfs)
6.00
5.00
M9iIH
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.042 cfs
Storm frequency
= 2 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 16,331 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 53.30 ft
Reservoir name
= Forebay
Max. Storage
= 5,095 cuft
Storage Indication method used
Q (cfs)
6.00
5.00
"I
3.00
2.00
1.00
Forebay Routing
Hyd. No. 37 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 —Hyd No. 2 [ITI=1=7 Total storage used = 5,095 cuff

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine
Peak discharge
= 9.070 cfs
Storm frequency = 2 yrs
Time to peak
= 724 min
Time interval = 2 min
Hyd. volume
= 41,309 cuft
Inflow hyds. = 1, 3
Contrib. drain. area
= 2.310 ac
Q (Cfs)
10.00
=9
4.00
2.00
0.00
0 120 240
Hyd No. 4
Combined routing to existing
Hyd. No. 4 -- 2 Year
360 480 600
— Hyd No. 1
720
Q (Cfs)
10.00
=
906I11
Willie]
WX11111
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= 'Reservoir Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs Time to peak
= 2546 min
Time interval
=. 2 min Hyd. volume
= 0 cult
Inflow hyd. No.
= 4 - Combined routing to existintglax. Elevation
= 52.98 ft
Reservoir name
= Pond 2 BMP 2 Max. Storage
= 30,362 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (Cfs)
10.00
Om
Om
4.00
2.00
0.00
0 480
Hyd No. 5
Combined into BMP 2
Hyd. No. 5 -- 2 Year
960 1440 1920
— Hyd No. 4
2400 2880 3360 3840 4320
QTLI1-11 Total storage used = 30,362 cuft
Q (cfs)
10.00
4.00
2.00
-1 0.00
4800
Time (min)

17
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
Flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.77
2
724
43,208
----
-----
----
Existing CA #2
2
SCS Runoff
8.387
2
724
27,161
--
--
----
FOREBAY
3
Reservoir
2.530
2
742
27,154
2
53.92
8,615
Forebay Routing
4
Combine
14.85
2
724
70,362
1,3
-----
--
Combined routing to existing
5
Reservoir
1.242
2
880
12,114
4
53.83
45,644
Combined into BMP 2
June 2016 revision.gpw
Return Period: 10 Year
Tuesday, Sep 13, 2016

W
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Sep 13, 2016
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 13.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 43,208 cuft
Drainage area
= 2.310 ac
Curve number
= 88*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 ruin
Total precip.
= 6.90 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(1.340 x 98)+(0.970 x 74)] / 2.310
Q (Cfs)
14.00
12.00
10.00
M
. M
E9114
2.00
Existing DA #2
Hyd. No. 1 -- 10 Year
Q (Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0,00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time (min)

19
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Aulodesk, Inc. v9.25.
Tuesday, Sep 13, 2016
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 8.387 cfs
Storm frequency
= 10 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 27,161 cuft
Drainage area
= 1.340 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.90 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.940 x 98) + (0.280 x 74) + (0.070 x 98) + (0.050 x 74)] / 1.340
Q (cfs)
10.00
.M
4.00
2.00
FOREBAY
Hyd. No. 2 -- 10 Year
Q (Cfs)
10.00
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
Reservoir name
= Forebay
Max. Storage
Storage Indication method used.
Q (cfs)
10.00
MIi7
m
2.00
0.00
0 120 240
Hyd No. 3
Forebay Routing
Hyd. No. 3 -- 10 Year
360 480 600
— Hyd No. 2
720
Tuesday, Sep 13, 2016
= 2.530 cfs
= 742 min
= 27,154 cult
= 53.92 ft
= 8,615 cuft
Q (Cfs)
10.00
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
H-=[Il Total storage used = 8,615 cuff Time (min)

Hydrograph Report
21
HydraAow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
v9.25
Tuesday, Sep 13, 2016
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine
Peak discharge
= 14.85 cfs
Storm frequency = 10 yrs
Time to peak
= 724 min
Time interval = 2 min
Hyd. volume
= 70,362 cuft
Inflow hyds. = 1, 3
Contrib. drain. area
= 2.310 ac
Q (cfs)
15.00
12.00
•M
. M
cIM
0.00
0 120 240
Hyd No. 4
Combined routing to existing
Hyd. No. 4 -- 10 Year
360 480 600' 720
— Hyd No. 1
Q (Cfs)
15.00
12.00
3.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3'

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Sep 13, 2016
Hyd. No. 5
Combined into BMP-2
Hydrograph type
= Reservoir
Peak discharge
= 1.242 cfs .
Storm frequency
= 10 yrs
Time to peak
= 880 min
Time interval
= 2 min
Hyd. volume
= 12,114 cuft
Inflow hyd. No.
= 4 - Combined routing to existinMax. Elevation
= 53.83 ft
Reservoir name
= Pond 2 BMP 2
Max. Storage
= 45,644 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
15.00
12.00
MW
A of
3.00
0.00 -L
Combined into BMP 2
Hyd. No. 5 -- 10 Year
0 120
240
360 480
600 720 840 960 1080 1200
— Hyd No.
5 1
— Hyd No. 4
[I=rl-I-L 7 Total storage used = 45,644 cuft
Q (Cfs)
15.00
IM1111
M
M
WISH
tc kj 0.00
1320
Time (min)

23
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil3D®2010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
24.43
2
724
79,478
------
----
---
Existing DA #2
2
SCS Runoff
14.48
2
724
48,420
--
--
-----
FOREBAY
3
Reservoir
7.164
2
732
48,413
2
54.45
12,192
Forebay Routing
4
Combine
30.98
2
724
127,892
1,3
-----
---
Combined routing to existing
5
Reservoir
13.81
2
742
66,237
4
54.16
53,489
Combined into BMP 2
June 2016 revision.gpw
Return Period: 100 Year
Tuesday, Sep 13, 2016

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D82010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 24.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 79,478 cuft
Drainage area
= 2.310 ac
Curve number
= 88`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 11.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.340 x 98) + (0,970 x 74)] / 2.310
Q (CIS)
28.00
24.00
20.00
16.00
12.00
OM
4.00
Existing DA #2
Hyd. No. 1 -- 100 Year
Q (cfs)
28.00
24.00
EL811I11
16.00
IW41111
4.00
0.00 0.00
0 120 240 -360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 1
Time (min)

Hydrograph Report
25
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.340 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 11.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) _ [(0.940 x 98) + (0.280 x 74) + (0.070 x 98) + (0.050 x 74)1 / 1.340
Q (cfs)
15.00
12.00
• "I
Mild
3.00
0.00
0 120 240
Hyd No. 2
FOREBAY
Hyd. No. 2 -- 100 Year
360 480 600 720 840
Tuesday, Sep 13, 2016
= 14.48 cfs
= 724 min
= 48,420 cuft
= 92*
= Oft
= 5.00 min
= Type III
= 484
Q (cfs)
15.00
12.00
19111I11
0.00
960 1080 1200 1320 1440
Time (min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for AuIoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 7.164 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 48,413 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 54.45 ft
Reservoir name
= Forebay
Max. Storage
= 12,192 cuft
Storage Indication method used
Q (Cfs)
15.00
12.00
• m
Am
3.00
Forebay Routing
Hyd. No. 3 -- 100 Year
Q (Cfs)
15.00
12.00
3.00
0.00 --1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 —Hyd No. 2 (IT0101 Total storage used = 12,192 tuft

27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine
Peak discharge
= 30.98 cfs
Storm frequency = 100 yrs
Time to peak
= 724 min
Time interval = 2 min
Hyd. volume
= 127,892 cuft
Inflow hyds. = 1, 3
Contrib. drain. area
= 2.310 ac
0 (cfs)
35.00
1G111414l
25.00
20.00
15.00
10.00
44N11
Combined routing to existing
Hyd. No. 4 -- 100 Year
0 (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 4 —Hyd No. 1 —Hyd No. 3

Hydrograph
Report
r
28
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2010 by Autodesk, Inc. v9.25
Tuesday, Sep 13, 2016
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= Reservoir Peak discharge
= 13.81 cfs
Storm frequency
= 100 yrs Time to peak
= 742 min
Time interval
= 2 min Hyd. volume
= 66,237 cuft
Inflow hyd. No.
= 4 - Combined routing to existintlax. Elevation
= 54.16 ft
Reservoir name
= Pond 2 BMP 2 Max. Storage
= 53,489 cuft
Storage Indication method used. Exfllralion extracted from Outflow
Combined into BMP 2
Q (Cfs) Hyd. No. 5 -- 100 Year Q (Cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00 .
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
— Hyd No. 5 —Hyd No. 4 [I_T_I=LIZI Total storage used = 53,489 tuft

29
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Sep 13, 2016
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
74.6009
12.5000
0.8842
-----
2
86.8470
12.7000
0.8752
----
3
0.0000
0.0000
0.0000
-------
5
94.3798
13.1000
0.8433
-------
10
92.0692
12.5000
0.8056
-------
25
80.9203
11,0000
0.7402
----
50
74.1581
10,0000
0.6951
---
100
69.6550
9.2000
0,6567
---
File name: SneadsFerry.IDF
Intensity = B / (Tc + D)"E
Return
Period
Intensity Values (inlhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.94
4.76
3.98
3.44
3.03
2.71
2.46
2.25
2.07
1.93
1.80
1.69
2
7.02
5.65
4.75
4.10
3.62
3.25
2.95
2.70
2.50
2.32
2.17
2.04
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.21
6.68
5.67
4.93
4.38
3.95
3.60
3.31
3.07
2.86
2.69
2.53
10
9A8
7.49
6.38
5.57
4.97
4.49
4.11
3.79
3.52
3.29
3.09
2.92
25
10.39
8.50
7.26
6.37
5.70
5.18
4.76
4.41
4.11
3.86
3.64
3.45
50
11.29
9.24
7.92
6.97
6.27
5.71
5.26
4.89
4.58
4.31
4.07
3.87
100
12.20
10.00
8.59
7.60
6.85
6.26
5.79
5.39
5.06
4.78
4.53
4.31
Tc = time in minutes. Values may exceed 60.
Preci . file name: O:\NC FT NUCLEUS\!Civil\Hydraflow\IDF\SneadsFerry24hprecipde ip h.p�
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.68
4.48
0.00
5.79
6.90
8.56
9.98
11.60
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Transmittal
Date: 13 September, 2016
To: Cameron Weaver
NC-DEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTN: Christine Hall
From: Naval Facilities Engineering Command — Mid -Atlantic
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
POC: Steve Medvick, P.E.'
RE: Reserve Training Facility/P-1286 Gravel Parking Lot
Storm Water Express Review
Na.al FaoAaits F.nainaearq Command
vs�c uro+.uxnc
E10EIVE
SEP 15 2016 ,
BY
Copies
Date
Description
2
Storm Water Management Permit Modification Application
2
Narrative/BOD
2
WQV Design Calculations
2
Full Size Plan Set —revised sheets only
2
Infiltration Basin Supplement
2
Stormwater Routing Calculations
1
Minor Modification Application Fee: $2,000.00 Check
1
1 l x 17 copy of revised sheets
Remarks:
Minor Modification enclosed for review and approval. The $2,000 review fee is also enclosed. As per
our discussion with Christine Hall and the results of our review meeting, a mail in submittal was
acceptable for this modification. The E&S permit for these changes was approved on June 14, 2016.
Thomas Bradshaw put the original signature of the application in FedEx yesterday.
Please call me if you have any questions--757-341-0323.
Respeelfully,
Steve Medvick, P.E.
Distribution:
Thomas Bradshaw-LeJeune PWD
NAVFAC Files

Hall, Christine
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Wednesday, September 14, 2016 3:04 PM
To: Weaver, Cameron; Hall, Christine
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN; Littlefield, Scott G CIV
NAVFAC MIDLANT, IPTMC
Subject: P-1286 Parking Lot modification submittal
Cameron/Christine
I am putting the application package in the overnight mail to you. I was supposed to send it yesterday but I was waiting
for Thomas Bradshaw to send me a copy of the signed application. There was miscommunication on our part (I was
rushing Thomas) and he put the signed copy in FedEx last night. He did not keep a copy of the permit to send to me. Can
you please send me a copy of the signed application for my files?
Please note on his copy the basin information says to "see attached". On the copy in my package this information was
included in the form. Sorry for the confusion! I understand that you will not start the clock until the complete package is
received and reviewed for completeness.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax:[phone]
Email: [e-mail]

For iewer,:S �5
Reviewer.
North Carolina Department of Environment and suiemR
Natural Resources A(y / �5
NCDENR Request for Express Permit Review Time o N.
Con4.^¢
FILL-IN all the information below and CHECK the Pertnit(sJ you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDFfile) and vicinity map (same items expected in the application
ap ckape of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-2964698,alison.davidson(apncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-7914103; daddleenancdenr.gov
• Mooresville & Winston Salem Region -Patrick Grogan 704-235-2107orpatrick.grogan(a_ncdenrgov
• Washington Region -Lyn Hardison252-948-3842orlyn.hardison(.ncdenrgov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron. weaver(Macdeni
NOTE Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1286 GRAVEL PARKING LOT County: ONSLOW
Applicant: USMC Company: USMC
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28542
Phone: [phone], Fax:[phone], Email: [e-mail]
Ph sical Location RIFLE RANGE ROAD AND RIFLE RANGE ROAD
SVv _
SW
SW
NPDES _
NPDES _
WO _
WO
E&S _
E&S _
Other
y
Project Drains into SA waters - Water classification HWQ (for classification see- http://portal.ncdenr.org/web/wq/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? IN, within Y, mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: STEVE MEDVICK. PE Company: NAVFAC
Address: 6506 HAMPTON BLVD City: NORFOLK, State: VA Zip: 23508-1278
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
S #_ PERMANENT JOBS #_ TEMPORARY JOBS &fGD AUG 3 1 2D16i
SECTION ONE: REQUESTING A SCORING MEETING ONLY
❑ Seeping Meeting ONLY ❑ DWR(401, NPDES, Non -Discharge) ❑ DCM, ❑ DEMLR (EIS, SW), ❑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 TOPOmap marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland I linearft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _# Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration 2#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ #Treatment Systems /Z MOD:❑ Major ® Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 3 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both seeping 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
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
Per UF:NR use only
Fees lit for multiplepermits: Check# rota/FeeAmount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$,
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
Los
s
Stream Deter—
$
NCDENR EXPRESS November 2013

Weaver, Cameron
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Tuesday, August 30, 2016 3:17 PM
To: Weaver, Cameron
Cc: Hall, Christine; Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC; Bradshaw, Thomas C
CIV MARFORCOM, I&E - PWD - DESIGN
Subject: RE: P-1286 parking lot SW8060309
Attachments: REQUEST FOR EXPRESS form 8.30.16.pdf
Sorry --I forgot to copy Thomason the first transmittal.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax:[phone]
Email: [e-mail]
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC
Sent: Tuesday, August 30, 2016 3:16 PM
To: 'Weaver, Cameron'
Cc: Hall, Christine; Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC
Subject: RE: P-1286 parking lot SW8060309
Cameron
The request for express is attached. Please note that we are only asking to modify the stormwater permit, as we have
already modified the E&S permit. Please ask Christine to establish a submittal date for the revised stormwater plans.
I will include an express review fee of $2000.00 for the minor plan revision.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
t

Fax:[phone]
Email: [e-mail]
-----Original Message -----
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Monday, August 29, 2016 11:46 AM
To: Hall, Christine; Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: P-1286 parking lot SW8060309
Hi Steve.
Please resubmit the Express Request packet for this project. We'll get you scheduled as quickly as possible.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deq.nc.gov/
DEACS NEW WEBSITE: http://deq.nc.gov/about/divisions/environmental-assistance-customer-service'
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
-----Original Message -----
From: Hall, Christine
Sent: Monday, August 29, 2016 11:41 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>; Weaver, Cameron
<ca meron.weave r@ ncden r.gov>
Subject: RE: P-1286 parking lot
Steve,
I don't know what other requests have come in, but I'm currently scheduling the middle to latter half of September. Can
you remind me of the permit number associated with this so I can review my notes?
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
9107967335 direct
[e-mail]
127 Cardinal Drive Ext.

Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTMC]mailto:stephen.medvick@navy. mi1]
Sent: Monday, August 29, 2016 11:01 AM
To: Hall, Christine <[e-mail]>
Cc: Littlefield, Scott G CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Subject: P-1286 parking lot
Christine
We met in June to discuss this project. Is it still acceptable to mail in this submittal? The submittal will include the $2,000
fee for a stormwater express review of a minor modification.
How far out are you currently scheduling the mail -in submittals?
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps IPT
*Building Z-140, Room 104
*9324 Virginia Avenue
*Norfolk, VA 23511-3095
Phone: [phone]
Fax:[phone]
Email: [e-mail]
3

�i North Carolina Department of Environmental Quality
Pat McCrory Donald R. van der Vaart
Governor Secretary
September 28, 2015
Mr. Neal Paul, Deputy Public Works Officer
MCB Campp LeJ'eune
Building 1005 Michael Road
Camp Lejeune, NC 28547
Subject: USMC Stormwater Permit Extensions (75 Permits — See Attachment A)
Onslow County
Dear Mr. Paul:
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any development approval issued by
the Division of Energy, Mineral and Land Resources under Article 21 of Chapter 143 of the General Statutes, which is
current and valid at any point between January 1, 2008, and December 31, 2010. The law extends the effective period of
any stormwater permit that was set to expire during this time frame up to three (3) years from its current expiration date.
On August 2, 2010, the Governor signed Session Law 2010-177, which granted an extra year for an extension of up to
four (4) years.
As a result,120 USMC Camp Lejeune permits are impacted. Of the 120 permits, 45 permits have previously been
issued extensions and 75 permits have been extended effective today. This is summarized in Attachment A.
If you have any questions, need additional copies of the permit or approved plans, please contact Kelly Johnson with
DEMLR in the Wilmington Regional Office at [phone].
Sincerel ,
-Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/kpj: 111StormwaterlPermits &Proectsl Each permit file
cc: Ic ae ayor, ayor waemai only, michael.c.taylor%usmc.mil)
Wilmington Regional 0 ice Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
[phone] / Fax: [phone] • Internet: http://portal.ncdenr.org/web/ir/
An Epual Opportunity 1 Affirmative Action Employer- Made in part by recycled Pacer

Attachment A - USMC Projects - Permit Extensions - 9/29/15
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Permit Number -
Original
Issued Date
Issued Date
Expiration
Date
New Expiration Date
Comments
SW8000401
05-16-2000
10-13-2009
05-16-2020
05-16-2024
Extended 9/29/15
SW8010420
106-26-2003
07-03-2001
11-07-2005
11-07-2015
11-07-2019
Extended 9/29/15
SW8011222
06-06-2002
12-28-2011
06-06-2022
06-06-2026
Extended 9/29/15
SW8030406
06-26-2003
06-26-2013
06-26-2017
Extended 9/29/15
SW8030913
1.3
11-18-2003
06-24-2010
09-21-2019
09-21-2023
Extended 9/29/15
SW8040912
1
01-23-2006
01-23-2006
01-23-2016
01-23-2020
Extended 9/29/15
SW8050817
1.1
09-29-2005
12-18-2008
09-29-2015
09-29-2019
Extended 9/29/15
SW8050830
1.1
05-04-2006
06-02-2011
05-04-2016
05-04-2020
Extended 9/29/15
SW8050925
1
03-13-2006
03-13-2006
03-13-2016
03-13-2020
Extended 9/29/15
SW8051018
1.2
12-13-2005
07-30-2009
12-13-2015
12-13-2019
Extended 9/29/15
SW8051065
1
03-14-2006
03-14-2006
03-14-2016
03-14-2020
Extended 9/29/15
SW8060110
1
02-02-2006
02-02-2006
02-02-2016
02-02-2020
Extended 9/29/15
SW8060137
1
03-03-2006
03-03-2006
03-03-2016
03-03-2020
Extended 9/29/15
SW8060147
1
07-13-2010
07-13-2010
07-13-2020
12-31-2021
Extended 9/29/15
SW8060309
1
05-01-2006
05-01-2006
05-01-2016
05-01-2020
Extended 9/29/15
SW8060323
1.2
04-10-2006
10-18-2010
04-10-2016
04-10-2020
Extended 9/29/15
SW8070108
1.2
03-21-2007
01-04-2011
08-19-2019
08-19-2023
Extended 9/29/15
SW8070239
1
03-28-2008
03-28-2008
03-28-2018
12-30-2021
Extended 9/29/15
SW8070708
1
07-16-2007
07-16-2007
07-16-2017
07-16-2021
Extended 9/29/15
SW8070831
1
07-11-2008
07-11-2008
07-11-2018
12-30-2021
Extended 9/29/15
SW8070925
1
10-10-2007
10-10-2007
10-10-2017
10-10-2021
Extended 9/29/15
SW8071034
1.1
12-13-2008
09-23-2010
12-13-2017
03-22-2019
Extended 9/29/15
SW8080126
1
02-06-2008
02-06-2008
02-06-2018
12-31-2021
Extended 9/29/15
SW8080510
1
05-30-2008
05-30-2008
05-30-2018
12-30-2021
Extended 9/29/15
SW8080521
1
06-03-2008
06-03-2008
06-03-2018
12-30-2021
Extended 9/29/15
SW8080522
1A
06-17-2008
08-11-2011
06-17-2018
11-06-2018
Extended 9/29/15
SW8080649
1
07-23-2008
07-23-2008
07-23-2018
12-30-2021
Extended 9/29/15
SW8080653
1
11-19-2008
11-19-2008
11-19-2018
12-30-2021
Extended 9/29/15
1of5

Attachment A - USMC Prniartc - Permit Fvtandnnc - oho/1 S
29
30
31
32
33
34
35
36
37
38
39
40
41
45
46
47
48
49
50
51
52
53
54
55
56
Permit Number
Permit
Version
Original
Issued Date
Issued Date
Expiration
Date
New Expiration Date
Comments
SW8080714
1
07-21-2008
07-21-2008
07-21-2018
12-30.2021
Extended 9/29/15
SW8080715
1
08-01-2008
08-01-2008
08-01-2018
12-30-2021
Extended 9/29/15
SW8080728
1
07-28-2008
07-28-2008
07-28-2018
12-30-2021
Extended 9/29/15
SW8080734
1
08-15-2008
09-15-2008
09-15-2018
12-30-2021
Extended 9/29/15
SW8080927
1
10-21-2008
10-21-2008.
10-21-2018
12-30-2021
Extended 9/29/15
SW8080931
1.1
10-09-2008
09-27-2011
10-09-2018
01-12-2019
Extended 9/29/15
SW8080932
1
10-17-2008
10-17-2008
10-17-2018
12-30-2021
Extended 9/29/15
SW8080933
1
10-20-2008
10-20-2008
10-20-2018
12-30-2021
Extended 9/29/15
SW8080936
1
11-03-2008
11-03-2008
11-03-2018
12-30-2021
Extended 9/29/15
SW8080944
1
11-21-2008
11-21-2008
11-24-2018
01-02-2022
Extended 9/29/15
SW8080945
1.1
11-06-2008
11-17-2011
11-06-2018
12-20-2018
Extended 9/29/15
SW8080950
1
12-03-2008
12-03-2008
12-03-2018
12-30-2021
Extended 9/29/15
SW8081016
1.1
12-03-2008
02-16-2011
12-03-2018
10-17-2019
Extended 9/29/15
SW8081113
1
04-08-2009
04-08-2009
04-08-2019
12-30-2021
Extended 9/29/15
SW8090108
1
04-20-2009
04-20-2009
04-20-2019
12-30.2021
Extended 9/29/15
SW8090116
1
03-18-2009
03-18-2009
03-18-2019
12-30-2021
Extended 9/29/15
SW8090117
1
03-13-2009
03-13-2009
03-13-2019
12-30-2021
Extended 9/29/15
SW8090330
1
04-23-2009
04-23-2009
04-23-2019
12-30-2021
Extended 9/29/15
SW8090407
1
05-12-2009
05-12-2009
05-12-2019
12-30-2021 -
Extended 9/29/15
SW8090412
1
07-07-2009
07-07-2009
07-07-2019
12-30-2021
Extended 9/29/15
SW8090517
1.1
08-31-2009
08-26-2011
08-31-2019
01-05-2020
Extended 9/29/15
SW8090625
1
07-28-2009
07-28-2009
07-28-2019
12-30-2021
Extended 9/29/15
SW8090632
1
07-02-2009
07-02-2009
07-02-2019
12-30-2021
Extended 9/29/15
SW8090710
1
11-16-2009
11-16-2009
11-16-2019
12-30-2021
Extended 9/29/15
SW8090714
1
09-15-2009
09-15-2009
09-15-2019
12-30-2021
Extended 9/29/15
SW8090810
1
09-04-2009
09-04-2009
09-04-2019
12-30-2021
Extended 9/29/15
SW8090814
1
10-26-2009
10-26-2009
10-26-2019
12-30-2021
Extended 9/29/16
SW8090912
110-06-2009
10-06-2009
10-06-2019
12-30-2021
Extended 9/29/15
2of5

Attachment A - USMC Proiects - Permit Extensions - 9/29/15
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
1
2
3
4
5
6
7
8
9
Permit Number
Permit
Version
Original
Issued Date
Issued Date
Expiration
Date
New Expiration Date
Comments
SW8090913
1
10-01-2009
10-01-2009
10-02-2019
12-31-2021
Extended 9/29/15
SW8090918
1
12-01-2009
12-01-2009
12-01-2019
12-30-2021
Extended 9/29/15
SW8091109
- 1
01-15-2010
01-15-2010
01-15-2020
12-30-2021
Extended 9/29/15
SW8091111
1.1
05-07-2010
03-17-2011
05-07-2020
02-20-2021
Extended 9/29/15
SW8100214
1
05-07-2010
05-07-2010
05-04-2020
12-28-2021
Extended 9/29115
SW8101106
1
12-09-2010
12-09-2010
12-09-2020
12-31-2021
Extended 9/29/15
SW8921101
1.1
12-16-1992
01-17-2007
01-17-2017
01-17-2021
Extended 9/29/15
SW8950708
2
01-08-1996
02-18-2008
02-18-2018
02-18-2022
Extended 9/29/15
SW8950710
2
10-19-1995
02-19-2008
02-19-2018
02-19-2022
Extended 9/29/15
SW8960103
2
03-07-1996
07-08-2008
07-08-2018
07-08-2022
Extended 9/29/15
SW8960509
2
11-04-1996
06-03-2008
06-03-2018
06-03-2022
Extended 9/29/15
SW8970205
2
09-02-1997
03-07-2008
03-07-2018
03-07-2022
Extended 9/29/15
SW8970219
2
10-23-1997
04-14-2010
10-23-2017
10-23-2021
Extended 9/29/15
SW8970408
2
05-15-1997
03-12-2008
03-12-2018
03-12-2022
Extended 9/29/15
SW8970618
1.2
01-28-1998
06-17-2010
09-15-2019
09-15-2023
Extended 9/29/15
SW8970847
2
01-28-1998
03-07-2008
03-07-2018
03-07-2022
Extended 9/29/15
SW8970927
2
06-25-1998
03-07-2008
03-07-2018
03-07-2022
Extended 9/29/15
SW8990624
2
10-22-1999
10-09-2009
10-22-2019
10-22-2023
Extended 9/29/15
SW8990848
2
11-01-1999
10-09-2009
11-01-2019
11-01-2023
Extended 9/29/15
SW8010431
1.1
08-08-2001
01-10-2005
01-10-2015
01-10-2019
Previously Extended
SW8010640
2
09-18-2001
02-02-2011
09-18-2025
09-18-2029
Previously Extended
SW8010817
1.1
03-21-2002
12-16-2002
12-16-2012
12-16-2016
Previously Extended
SW8011202
1
06-17-2002
06-17-2002.
06-17-2012
06-17-2016
Previously Extended
SW8020113
1.1
06-28-2002
08-20-2009
06-28-2012
06-28-2016
Previously Extended
SW8020319
1.1
07-26-2002
11-18-2011
11-18-2021
11-18-2025
Previously Extended
SW8020320
1
06-28-2002
06-28-2002
06-28-2012
06-28-2016
Previously Extended
SW8020504
1
08-12-2002
08-12-2002
08-12-2012
08-12-2016
Previously Extended
SW8020611
1
08-16-2002
08-16-2002
08-16-2012
08.16-2016
Previously Extended
3of5

Attarhmant A -I NMC Prniartc - Permit Fvtancinnc - O/')O/t r
10
11
12
13
14
15
16
17
im
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
Permit Number
Permit
Version
Original
Issued Date
Issued Date'
Expiration
Date
New Expiration Date
Comments
SW8020612
1
08-16-2002
08-16-2002
08-16-2012
08.16-2016
Previously Extended
SW8020725
1
11-05-2002
11-05-2002
11-05-2012
11-05-2016
Previously Extended
SW8020911
1
12-13-2002
12-13-2002
12-13-2012
12-13-2016
Previously Extended
SW8030720
1.3
12-12-2003
12-20-2010
01-26-2015
01.26-2019
Previously Extended
SW8060832
1.1
10-06-2006
02-16-2007
10-06-2016
10-06-2020
Previously Extended
SW8070847
2.1
01-24-2008
12-16-2011
07-11-2018
07-26-2018
Previously Extended
SW8070926
1.4
11-16-2007
12-22-2011
11-16-2017
11.16-2021
Previously Extended
SW8071213
1
01-28-2008
01-28-2008
01-28-2018
12-31-2021
Previously Extended
SW8080206
1
03-13-2008
03-13-2008
03-13-2018
12-30-2021
Previously Extended
SW8080301
1.1
04-29-2008
12-11-2008
04-29-2019
05-18-2022
Previously Extended
SW8080313
1
04-29-2008
04-29-2008
04-29-2018
12-30-2021
Previously Extended
SW8080740
1.1
08-22-2008
12-11-2009
08-22-2018
09-10-2020
Previously Extended
SW8080813
1.1
09-25-2008
07-08-2011
09-25-2018
03-20-2019
Previously Extended
SW8080907
1.1
10-08-2008
04-07-2010
10-08-2018
07-02-2020
Previously Extended
SW8081007
1
12-12-2008
12-12-2008
12-12-2018
12-30-2021
Previously Extended
SW8081015
1.2
01-21-2009
04-01-2011
01-20-2019
10-21-2019
Previously Extended
SW8081202
1.1
03-06-2009
08-04-2011
03-06-2019
08-02-2019
Previously Extended
SW8090630
1.3
02-08-2010
06-01-2011
02-08-2020
09-08-2020
Previously Extended
SW8090815
1.1
02-01-2010
04-11-2011
02-01-2020
10-22-2020
Previously Extended
SW8090901
1.1
12-14-2009
03-24-2011
12-14-2019
09-21-2020
Previously Extended
SW8090925
1.1
10-16-2009
02-01-2011
02-01-2021
12-31-2021
Previously Extended
SW8091108
1.1
08-27-2010
10-04-2011
08-27-2020
11-23-2020
Previously Extended
SW8091113
1
04-13-2010
04-13-2010
04-14-2020
01-01-2022
Previously Extended
SW8100406
1
06-28-2010
06-28-2010
06-28-2020
12.31-2021
Previously Extended
SW8100502
1
09-27-2010
09-27-2010
09-27-2020
12-31-2021
Previously Extended
SW8100701
1
09-30-2010
09-30-2010
09-30-2020
12-31-2021
Previously Extended
SW8960117
2
08-06-1996
02-19-2008
02-19-2018
02-19-2022
Previously Extended
SW8960329
2.1
07-09-1996
07-09-2010
02-20-2018
02-20-2022
Previously Extended
n
4of5
0

Attachment A - USMC Projects - Permit Extensions - 9/29/15
38
39
40
41
42
43
En
45
Permit Number
Permit
Version
Original
Issued Date
Issued Date
Expiration
Date
New Expiration Date
Comments
-
SW8960501
1.1
09-18-1996
12-08-2004
12-08-2014
12-08-2018
Previously Extended
SW8960815
2
10-29-1996
07-14-2008
07-14-2018
07-14-2022
Previously Extended
SW8961204
2
06-30-1997
06-20-2008
06-20-2018
06-20-2022
Previously Extended
SW8970136
2
02-10-1997
07-08-2008
07-08-2018
07-08-2022
Previously Extended
SW8980204
1.1
10-02-1998
07-06-2005
07-06-2015
07-06-2019
Previously Extended
SW8980401
2
10-28-1998
06-03-2008
06-03-2018
06-03-2022
Previously Extended
SW8990850
2.1
02-03-2000
12-09-2011
02-03-2020
02-03-2024
Previously Extended
SW8991135
2
08-09-2000
10-28-2009
08-09-2023
08-09-2027
Previously Extended
5of5

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e
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B1N1 muwN91 g�
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1
PARKING SUMMARY
ME
DIMENSIONS
SPACES
REQUIRED1
PROVIDED
PROVIDED
STANDARD SPACE
9' r 18.5
9' . 18.5'
125
STANDARD ACCESSIBLE SPACE'
-
-
-
VAN ACCESSIBLE SPACE
-
-
-
MOTORCYCLE SPACES
-
TATM oAMC
ns
DENOTES ADA/STATE/LOCAL REQUIREMENTS
UGNT DUTY ASPHALT
PARKING LOT
5 N I I I„ � IIII 11
\i���
UP
- r
ii-tldUN
ECEIVE
• � . I • M
- - SEP 16 c0.3
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r \ Ifr
RIFLE ROAD
MIl1lVr7
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RA -- srro•., sa � Pn`w•
GRAPHIC SCALE
_ .___=-4E:_`.—•—.— �'� - +\ er a.xrs nor meeMec PN xW a� {I�
• _ ` —_--- — fan / u•svy VuT'r a*f-0 \ .f, \ 30'0 15 30 60'
`� avw r .sacra
to eN w arvn � w xrxa w' t' =
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9 7 Q
SYLVESTER
428
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RAP
51
54.5
54 0 MC
I
A LID
�52
1-
NOTES
1. WRAP All DRAINAGE JOINTS WITH 24• WIDE GEOTE%IILE FABRIC
' >Az F 2. PIPES LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE
TO END OF F.E.S.
0 3. STORM DRAIN PIPE TO BE INSTALLED ON WEEK ENDS MAINTAIN
' p ry 2-WAY TRAFFIC ON SERVICE DRIVE AT ALL TIMES FLAGMEN
T « �d $' ,) at �,° ,�' nYwr 0t MUST BE CERTIFIED. SERVICE DRIVE MUST BE RE -OPENED TO
5 - -. R TRAMC AT END OF DAY, PROVIDE TEMPORARY PATCH WITHIN
�.y� '®R1P • 24 HOURS.
I v/P "y ° "++'• T �' ag 1� I; P \ e 4. PAVING FOR STORM DRAIN TO BE INSTALLED ON WEEK ENDS.
MAINTAIN 2-WAY TRAFFIC ON SERVICE DRIVE AT ALL TIMES.
+ ' ;,+1 e e • se Y+NVp \f FLAGMEN MUST BE CERTIFIED. SERVICE DRIVE MUST BE
• �, r -'0 H` �� Nam' RE -OPENED TO TRAFFIC AT END OF DAY.
,vay 44L g� II p
OUTLET STRUCTURES
S LLLL I
Apr,
i Ol RIM = 53.80
n 1 FICE 5 IN OPo
•7°+� �' 9 4' d� � .d) i INV 15• = 51.55
20 -EMERGENCY SPILLWAY
AAr-
1 70. LF SWALE O 0.36%
0 I
PILLWAY T 53.75 4� OI TO 2O 61 lF OF 15' ll N RCP O 0.405
54�
I
t $�
$ NV = 53 5d FLARED END SECTIONS
I�'
O 15' FES INV = 51.30
2 L
- EMERGENCY SPILLWAY
20' WEIR O 53.75
r I1.
•Y I
54r--0_-
� 1
rvp A,Y Wa. i1 y-•r ��F i>°.�. I 56.7157.0
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570
57
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GRAPHIC SCALE
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1• = 30'
5
mm
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DA-3
TO DA-1
0.085 AC
IMP = 0
C = 0.2
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IMP = 0.068 AC
C = 0.62 e^
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�:�} RIFLE '� '� R - IMP = .012 AC
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= 30'
5
[JI]LJL:Y
IL
I[

�
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I
I— - ASPHALT PARKING
I
1'Sx 8• �I
USE SAND BASED SOD
FOR BOTTOM OF BASIN
EXISTING PAVEMENT
L� 8
PRIME COAT MINIMUM 2.0 INCHES OF ASPHALT
FULL WIDTH OF TRAVEL LANE CONCRETE, NCOOT TYPE S-9.58
VARIES TO 1INCHES OF AGGREGATE
1DLR TORN-
MIN. 1/4'
,g1___
RIAL, SIZE NCDOT TYPE
BASE MATERIAL SIZE
"ABC-. COMPACTED TO 98x
DO NOT COMPACT WSRU SOBS
(�-- 2Y
4' TOPSOIL
SCARIFY BOTTOM WITH BACKHOI TEETH
ASTM D-698
-D1\�j\�\�\\���\���j�\���� COMPACTED SUBGRADE
A6 STOP BAR ��\\��\\���\��\�j`��\��� (SEE SPECS FOR REDS.)
NTS AA
t
li
8
E
�1 CROSS SECTION
"A -A" TS- FOREBAYf DETENTION
A7 LIGHT DUTY ASPHALT PAVEMENT
NTS
MOWIED TRAFFIC BEARING DROP INLET (NCDOT 840.35)
RIM = 53.53 CAST IRON GRATE
A=38
B=24'
8. w INV ORIFlCE 1'X1'X12- A57 STONE
In
= 51.55
INV - 51.55, 2'
,--BOTTOM 51.55
-.l�.Y't: W45.. 16 DIA HOLE
K"•.^•'"'O.'.`b':'S WITH HEAVY
9" GALV. HARWARE
CLOTH
if 057 STONE
eEoaNc (Tm)
4'-6
PROVIDE 2' OF CLASS SQUARE
B RIP RAP TO NOTE: EMBED RISER IN FOOTING
INVERT OF OUTLET PIPE
C1 STRUCTURE 1
5"
MIN
-5 B
MIN
SIDE VIEW
TOP OF REINFORCING
BAR FLUSH WITH TOP
OF CONCRETE
2 K4 BARS
CONTINUOUS
FRONT VIEW
(PRECAST CONCRETE)
CONCRETE BUMPER BLOCK
NIS
' OF CURB
EDGE OF
.MENT
SOD SIDE SLOPES
AND TOP OF BANK
1 1/2" 0 GALV.
- DOME
ST WITH CONCRETE
STEEL POST _
B
NOTES:
W/CAP —
PAINT YELLOW
—_
IOM STORM - 54.16
—III
—_ —" "— 4BYR-6TORM `6'"�— _ —
1 THE INFILTRATION BASIN BOTTOM SMALL
III-11-I—III
NOV = 2.5 X 3.68' STORM STORAGE ELEV. 53.75
REMAIN SAND WRH NO VEGETATION. THE
FINISHED
EFER-
- I
BASIN SIDE SLOPES AND BERM SHALL BE
SOODED.
GRADE
+
SCHEDULE 40 STEEL PIPE
SC EDU
2. THE BOTTOM SHALL BE OVEREXGVATED
1" CROWN
-III
d:
6- AND BACKFILLED WITH ASTM C33
INFILTRATION BASIN
SAND TO THE BOTTOM ELEVATION
ri
GRADE SURFACE
SPECIFIED.
'III
4,000 P.S.I.
6" SAND ASTM C33 (NO SOD)
3,IF HARDPAN OR OTHER UNSUITABLE SOILS
CONCRETE
1 I, (IN BOTTOM)
ARE ENCOUNTERED, OVEREXGVATE THE
tNrF(o)0TJ
RETE
�I BOTTOM ELEV. 51.0
BOTTOM A MINIMUM OF 2' AND BACKFlLL
WITH ENGINEER APPROVED SANDY SOIL
6- ip
ING
T7
h
I
MATERX.
MIN.
4. ME BASIN MAY NOT BE USED AS A
SEDIMENT TRAP. UNLESS SPECIFICALLY
NOTED
NOTE: ALL SIGNS SHALL BE
BOLTED TO POST
1(MIN)
(MIN) Sy C!
�/
y SIMT_= 45S IN BMP
5. SEE NOTES ON PUMP SHEETS FOR
_ _ _ _ _ _
PROTECTION OF BASIN BOTTOMS
A4 SIGN HOOTING
A5 FIXED EXTERIOR BOLLARDS
• USE 6" DIAMETER FOR DUMPSTER
PAD ENCLOSURE
SECTION - INFILTRATION BASIN
Al
Nrs
IEMILY MVESTER VI
A EMAL
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p
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NOTES
� r� P� 5��� ,rr --,�'__` as ♦ ♦ �' +°-
� l °^', 'Y:.°7 i' R® ° .d ��•�'`py',J,.w= u�/_♦ ♦+ ,°� +a tr- +A,� a+— a",a
N88 27 �25.42'E Nv 049
O'O ham+ �38 40'
�N8151' 43.2r7N85. 544871E ��y :,a ."si-`.u�i M p :v r� f I ( ,r. �\ :, .7v
26.89 43 84 - w pi u.Ao
fi ♦ �. �5
I
01
r.6 a
OF
lil "p ° k
i 1' 2559 55'W
9 OS'
,...,N26 52 0942'
II I Sul 73
y+ ?�� - -y° � � � + N7NIT28 52.32E8'
�
„t�II losi•�
1 I � �� � +° °a y° t; •m � `N08' 37 50.13'E
41
/ 564' OS' 15 291Y I 'i
,♦- 21.0
V -^� -+4- - ei - _
ty n i --a:wR ��?�..'-
♦' M7 7J �7. l-ens �• 288.92�f V �ar�' S88' 04 04.60'N
,• n 52 s6.82-W 0 — �F, ,0 —
DA-2
a 3.65 AC
IMP =2.412AC
a s3' 36'
N51',58' 49.00'W
SLS&lR .-- - -_ wt
40.01' E;
18' 22.06'N
___ - NS 33' 48.76Y/7 '-'t.--.�_.—_. /
16,48
Ril£ RANGE + RW -
- _
___ a_. ____�y,_ -- Y
t
Vw
�W
J .a
A
r o�
l •Vir 55' 4982153T 008' 48.80'E
16.2E
17.12'
S54' 40.30'E
30.52'
SY 15' 02.781
-
31.91'
N87 15' 05.53'E
20,92'
SIN
ffi*S673D*93iY
1
540. 52. 2485Y1 13.29'
�
I N
23,48'
S20' 57'i998'W
1
DA-3
TO RIFLE
RANGE ROAD
- IMP
0.287 AC
= 0.012 AC
LEGEND
Gej\jf
SF? 16 V;
GRAPHIC SCALE
0' 83'
m- G
4'-40' -
z 4 5
,El
114
■f
E
k2
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p o x
c
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cc
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