SW8110611_HISTORICAL FILE_20171013

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 ki CAD 11
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
1.0\1 \0 13
YYYYMMDD

t t-.
F-
lit,
Energy. Mineral &
Land Resources
ENVIRONMENTAL QUALITY
October 13. 2017
ROY COOPER
Gorernor
MICHAEL S. REGAN
Sect ernq
Commanding Officer
MCB Camp Lejeune
c/o Thomas Bradshaw, Public Works Division
1005 Michael Road
Camp I.ejeune, NC 28547
Subject: State Stormwater Management Permit No. SW8 I t061I
Mobile MOUT Training Area
Overall Low Density with areas of Nigher Density (SA waters)
Onslow County
Dear Commander:
TRACY DAVIS
Direcror
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 (DEN41,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 modified permit novv references DEMLR as
the Division responsible for issuance of the permit.
The Wilmington Regional Office received a complete, modified express Stormwater
Management Permit Application for the Nlobile 1v10UT Training Area on September 14, 2017.
Staff review of the modified plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in "Title 15A NCAC 21-1.1000
and Session Law 2008-211. We are 'forwarding modified Permit No. SW8 110611 dated
October 13, 2017, for the construction, operation and maintenance of the BivlP's and built -upon
areas associated with the subject project.
This permit covers those modifications as listed on Attachment B to this permit.
This permit shall be effective from the date of issuance until September 16, 2021, 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 Naintenance of the 13N1P(s),
recordation of deed restrictions, procedures for changes of ownership, transferring the permit,
and renewing the permit. Failure to establish an adequate system for operation and maintenance
of the stormwater management system, to record deed restrictions, to transfer the permit, or to
renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 15013 of the
North Carolina General Statutes, and must be filed with the OAIJ 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.NCOAI-I.com. Unless such demands are made this permit shall be final and binding.
State of Nonh Cal'olina I Environmental Quality I Energy. Mineral and Land Resources
N'ilmington Regional Office 1 127 Cardinal Drive Extension I NJmington., NC 28405
910 796 7215

Slate Stormwaler Permit No. SWS 110611
Page 2 of 2
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincerely.
yo: Tracy Davis, P.L., Director
Division of Energy, Mineral and Land Resources
GDS/arl: G:A\\StomnyaterAPennits S,, 1'rojects\2011\110611 HD\2017 10 permit 110611
cc: Robin Austin, P.E, Catlin Engineers & Scientists
Wilmington Regional Office StormwaterFile
Statanf North Carolina I Frm,r,nmemal Qualhy ILncryy. Mine��l and Lend Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Management Permit No. SW8 110611
October 13. 2017
�'il/nri �i73►C�7ii:[�7_\ZsI�I►1_1
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
OVERALL LOW DENSITY WITH AREAS OF HIGHER DENSITY
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer US MCB Camp Lejeune
Mobile MOUT Training Area
Range Road, Camp Lejeune; Onslow County
FOR THE
construction, operation and maintenance of an overall 12% low density project with
three (3) infiltration basins and one (1) wet detention pond to treat the areas of higher
density, within '/z mile of and draining to SA waters, in compliance with the provisions of
15A NCAC 2H .1000 and Session Law 2008-211 (the "stormwater rules') the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Energy, Mineral and Land
Resources (DEMLR or Division) and considered a part of this permit.
The facilities shall be constructed, operated and maintained in accordance with the
conditions of this permit, the approved plans and specifications, and other supporting
data attached to and on file with the Division. This permit shall be effective from the date
of issuance until September 16, 2021, and shall be subject to the following specified
conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.9, 1.10 and 1.11 of this permit. The stormwater
controls labeled BMP 1, BMP 2, BMP 3 and BMP 4 are designed to handle the
runoff from 193,072 ft2, 67,082 ft2, 33,977 ft2 and 26,572 ft2, respectively, of
impervious area.
3. The overall project shall be maintained at or below a maximum density level of
12%. The project is a "mobile' training area, meaning that the built -upon area will
be relocated within the project area as training demands. The maximum
allowable amount of built -upon area for the entire 1,038 acre project area is
5,425,834 square feet. With this modified permit, a total of 1,347,932 sf of
impervious area is permitted. Of this amount, 1,197,034 sf is existing previously
permitted BUA prior to consolidation, 34,823 sf was added with the February
2012 modification; and, 116,075 sf is proposed new BUA for P1479. A total of
4,077,902 sf of impervious area is available for future development.
Page 1 of 8

State Stormwater Management Permit No. SW8 110611
October 13. 2017
7
1.1
a
The P1479 project utilizes sheet flow and vegetated conveyances to convey
runoff to a level spreader (Subbasin DA's 3, 4, 9, 10 & 14) which has been
designed to handle the peak flow from the 1 inch per hour storm and to achieve
diffuse flow.
A 50' wide vegetative buffer must be provided 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.
For each permitted BMP, the runoff in excess of the design storm must flow
overland through a 50' vegetated filter designed to pass the peak flow from the
10 year storm in a non -erosive manner.
The overall tract and each drainage area will be limited to the amount of built -
upon area indicated in Sections 1.2, 1.3, 1.9, 1. 10, and 1.11 of this permit, and per
approved plans.
The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
The following design criteria have been provided in the wet_detention pond BMP
#1, and must be maintained at design condition:
a.
Drainage Area, acres:
14.06
Onsite, ft' :
612,393
Offsite, ftz:
0
b.
Total Impervious Surfaces, ftz:
193,072
Onsite, ftz:
193,072
Offsite, ftz:
0
C.
Design Storm, inches:
3.65 (1 year 24 hour)
d.
Average Pond Design Depth, feet:
4.0
e.
TSS removal efficiency:
90%
f.
Permanent Pool Elevation, FMSL:
21.50
g.
Permanent Pool Surface Area, ftz:
20,048
h.
Permitted Storage Volume, ft3:
47,452
i.
Temporary Storage Elevation, FMSL:
23.45
j.
Pre-dev. 1 yr-24 hr. discharge rate, cfs:
0.39
k.
Controlling Orifice:
1.27" 0 pipe
I.
Orifice flowrate, cfs:
0.17
M.
Permitted Forebay Volume, W:
15,088
n.
Fountain Horsepower:
1/4 HP
o.
Receiving Stream/River Basin:
Bear Creek / WOK01
p.
Stream Index Number:
19-41-11
q.
Classification of Water Body:
"SA HOW"
10. A secondary BMP in series with wet pond BMP #1 is provided to treat the design
storm discharged from the pond. The secondary BMP is a level spreader and
50-foot vegetated filter strip designed to effectively infiltrate the design storm, as
described in Section 1.9 of this permit, and must be maintained at design
condition:
a. Peak Discharge
Design Storm, cfs:
0.167
Peak flow 10-yr Storm, cfs:
2.33
b. Length of Level Spreader, ft:
50
C. Width of Vegetated Filter Strip, ft:
55
d. Slope of Vegetated Filter Strip:
0.73%
Page 2 of 8

State Stormwater Management Permit No. SW8 110611
October 13. 2017
11. The following design criteria is permitted for the three (3) infiltration basins and
must be provided in the system and maintained at design condition:
BMP #2
BMP #3
BMP #4
a. Drainage Area: acres
-Onsite, ft2:
-Offsite, ft2:
4.84
210,960
0
3.53
153,767
0
2.11
91,912
0
b: Total Impervious Suriaces, ft2:
67,082
33,977
26,572
c. Design Storm, in.
3.7
3.7
3.7
�d. Basin Depth, ft:
1.8
2.8
1.8
fie. Bottom Elev., FMSL:
24
28
37
f. Bottom Surface Area. ft2:
9,300
4,420
8,940
g. Bypass Weir Elevation, FMSL,
25,77
29.78
37.79
h. Permitted Storage Volume, ft':
19,096
9,486
7,456
I. Type of Soil:
BaB,MaC
BaB,MaC
BaB
j. Expected Infiltration Rate, in/hr:
3.7
6.7
4.1
k. Seasonal High Water Table, FMSL:
21.5
I 26
35
I. Draw Down Time, hrs:
48
48
48
m. Receiving Stream / River Basin
Bear Creek / WOK 01
n. Stream Index Number
1 19-41-11
o. Water Body Classification:
"SA HOW"
11. SCHEDULE OF COMPLIANCE
The stormwater management system shall be entirely constructed, vegetated
and operational for its permitted use prior to the construction of any built -upon
surface.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, the permittee shall cause a
certification from an appropriate designer for the system installed to be
submitted, certifying that the permitted facility has been installed in accordance
with the permit conditions, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification (See Attachment A). A
modification may be required for those deviations.
4. If the permanent pool volume in the wet detention pond is greater than 30,000
cubic feet, a decorative spray fountain will be allowed in the stormwater
treatment system, subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
C. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in BMP #1 is 1/4 horsepower.
Page 3 of 8

State Stormwater Management Permit No. SW8 110611
October 13. 2017
5. The permittee shall at all times provide and perform the operation and
maintenance necessary to assure the permitted stormwater system functions at
optimum efficiency as listed in the approved Operation and Maintenance
Agreement. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals.
6. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DEC. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
A copy of the approved plans and specifications shall be maintained on file by
the Permittee 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.
C. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area as reported on the supporting documentation.
d. Filling in, altering, piping, relocating, resizing, redirecting, removing, or
regrading of any vegetative conveyance shown on the approved plan.
e. The construction of any future BUA listed on the application,
f. The construction of any areas of #57 stone, permeable pavement or
landscape materials to be considered for BUA credit.
10. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
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
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
Permit Transfer Application 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;
Page 4 of 8

State Stormwater Management Permit No. SW8 110611
October 13, 2017
The permittee shall submit a competed Permit Update Form to the Division within
30 days of any one or more of the following events:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the current permittee;
3. The submission of a request to transfer the permit does not stay any permit
condition. The permittee is responsible for compliance with all permit conditions
until such time as the Division approves a request to transfer the permit. 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.
4. Any person or entity found to be in noncompliance with a stormwater
management permit or the requirements of the stormwater rules is subject to
enforcement action as set forth in NCGS 143 Article 21.
5. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
6. If 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.
7. The permittee grants Division staff permission to enter the property during normal
business hours to inspect all components of the permitted stormwater
management facility.
8. The permit remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. Approved plans, specifications, application forms, and design calculations for this
project are incorporated by reference and are enforceable parts of the permit.
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit modified, updated and reissued this the 13'h day of October 2017.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
,'4z i racy ua s, t'.t., uirector
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 8

State Stormwater Management Permit No. SW8 110611
October 13. 2017
Attachment A — Designers Certification
MOUT Training Area
Stormwater Permit No. SW8 110611
Onslow County
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 8

State Stormwater Management Permit No. SW8 110611
October 13. 2017
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes above permanent pool are grassed with permanent vegetation.
9. Vegetated slopes above permanent pool are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, a vegetated filter, level spreader and a secondary BMP.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDEQ-DEMLR Regional Office
Page 7 of 8

State Stormwater Management Permit No. SW8 110611
October 13. 2017
Attachment B — List of modifications
October 13, 2017
Adds 116,075 sf of new built -upon area for 1'1479 Outdoor Infantry Immersion Trainer. No changes
to any ofthe previously permitted 13NIP's.
Reduces the future 13UA amount available to 4,077,902 sf.
Adds a new level spreader (Subbasin lWs 3, 4, 9, 10 and 14) to meet the dispersed flow requirement
for this overall 12% low density project.
February 22.2012
I. Consolidates 4 permits into one: SW8 051145, SW8 060301, SWS 090330 and SW8 110611. "file
built -upon areas and 13N1P's previously approved under these permits have been consolidated into one
permit. SW8 110611.
2. Approves a total of 34,823 sf of new 13UA for Training Areas A, 13 and C.
Page 8 of 8

DEMLR USE ONLY '
D to RectiveSI
mit No r
Applicab] Coastal SW — ❑ Coastal SW — 2008 ❑ Ph 11 - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
2. Location of Project (street address):
F-3 Range Road
City:Camp Lejeune County:Onslow Zip:28547
3. Directions to project (from nearest major intersection):
From the intersection of Hwv 172 and Lyman Road, travel north along Hwy 172 and turn left onto F-3 Range
Road. Proposed entrance to the proiect site is on the right before the MMOUT tower.
4. Latitude:34° 40' 13.57" N Longitude:-770 14' 29.73" W of the main entrance to the project.
IL PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modification'
lReneeuals eoith inodificalions also requires SWU-102 — Renetnal Application Foon
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 110611 , its issue date (if known)_02/22/2012 , and the status of
construction: ®Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
®Low Density JgHigh Density ❑Drains to an Offsite Stormwater System ❑Other
C Hyhrf
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 ®Sedimentation/Erosion Control: 10 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 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:
ov5. Is the project located within 5 miles of a public airport? ®No ❑Ye
If yes, see S.L. 2012-200, Part Vl: http://12ortal.nedenr.org/web/Ir/rules-and-regulations SEP I i 2017
Norm SWU-101 Version Oct. 31, 2013 Page I of 6

Il'I'. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the oroiect):
Applicant/Organization: US MCB Camp Lejeune
Signing Official & Title:Neal Paul, Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address: Building 1005 Michael Rd
City:Camp Lejeune State:NC Zip28547
Mailing Address (if applicable): Bldg 1005 Michael Rd
City:Camp Lejeune State:NC Zip28547
Phone: (910 ) 451-3034 Fax: (910 ) 451-3300
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organizationsame as above
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:n/a
City: State:
Mailing Address (if applicable):
City: State:
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:Thomas C. Bradshaw
Signing Official & Title:Public Works Design, Civil Branch
b.Contact information for person listed in item 3a above:
Mailing Address:Bldg 1005 Michael Rd
City:Camp Lejeune State:NC Zip:28547
Phone: (910 ) 451-3238 ext 3285 Fax: ( )
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #: ECENUFR
SEP 14 2017
BY:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
I. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Runoff from the site will utilize dispersed (low and vegetated conveyances for treatment of stormwater runoff
maintaining an overall 12%low density. with three (3) infiltration basins and one (1) wet detention pond to
treat the areas of higher density.
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.lf claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW — 1995 ❑ Ph 11 — Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 1,038 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Properly Area (4) — Total Coastal Wetlands Area (5) —Total Surface Water Area (6) = "Total Project Area-: 1 038acres
Total project area shall be calculated to exclude the following: the normal pool of impounded structiv es, the area
between the banks ofso eams and rivers, the area below the Normal High lVater (NHq') line or d-lean High Water
(MHI P) line, and coastal wetlands lanrhward j om the A1111V (or d-/H11%) line. The resu ha i project area is used to
calculate overall percent built upon area (BUt). Non -coastal wetlands lande,ard of the NHII%(or d4HA%) line may be
included in the total project at ea.
8. 1'roject percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 12
9. 1 low many drainage areas does the project have? I (For high density, count I for each proposed engineered s'tormwoun
8d4P. For low density and other projects, use 1 for the whole property a ea)
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
formal as below. overe I I. .00 —wo5 Qv — ooZ& oG —cvz /
Basin Information
Drainage Area I
DrainageAreaA
Draina e Area o
Drainage Area _
Receiving Stream Name
Bear Creek
Stream Class *
SA; I IQW
Stream Index Number *
19-41-11
Total Drainage Area (sf)
42,215,280
9�jU
OO
gq'
On -site Drainage Area (so
42,215,280
(J
aaD
5
70ff-site Drainage Area (so
0
('
(�
Pro oscd Impervious Area** (so
116,075
41171
3311
% Impervious Area** (total)
12%
1so-Tyo
I q, 3 0
1 33. &y0
Im ervious" Surface Area
Drainage Area 1
Drainage Aread
Drainage Area J5
Drainage Area
On -site Buildings/Lots (sl)
53,643
On -site Streets (sf)
64,453
On -site Parking (sl)
31,343
On-siteSidewalks(sf)
1,459
Other on -site (so
Future (so
4,077.902
OCT 0
1 M7 1+
Off -site (SO
Existing BUA*** (sf)
I,197,034
49
3
Total (so:
5,425,834
7Z
?jl 799
3311
* Stream Class and Index A'umber can be determined at: hut):'%nortal nedenr. or�dn•eb%myjzs%cca%lascific•otions
* * Impervious in ea is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel m eas, etc.
*** 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 new BUA.
11. Flow was the off -site impervious area listed above determined? Provide documentation. n/a
Form SWIJ-101 Version Oct. 31, 2013 . Page 3 of 6

SNN'S 110611
Basin Information
Existing BMP I
Existing BMP 2
Basin 91
Existing BMP 3
Basin 42
Existing BMP 4
Basin #3
Receiving Stream Name
Bear Creek
Bear Creek
Bear Creek
Bear Creek
Stream Class *
SA; IiQW
SA; IiQW
SA; I-IQW
SA; IiQW
Stream Index Number*
19-41-11
19-41-11
19-41-11
19-41-11
'Dotal Drainage Area (so
612,393
210,960
153,767
91,912
On -site Drainage Area (so
612393
210,960
153,767
91,912
Off -site Drainage Area (so
0
0
0
]'reposed Impervious Area" (so
101 0.7Z
(p on-
3 q I
Z
% ]mpervious Area** (total)
31.53
31.80
22.10
28.91
Impervious" Surface Area
CTF Training
P-1063
P-1063
P-1063
On -site Buildings/Lots (so
0
39,621
13,068
14,374
On-sile Streets (so
40,173
22,596
7,296
7,430
On -site Parking (so
111699
0
0
0
On -site Sidewalks (so
0
0
0
0
Other on -site (sn
0
0
0
0
Flnnre (sf)
20,000
0
0
0
Off -site (SO
0
0
0
0
Existing BUA***(so
20.200
4,875
13,613
4,768
Total (so:
193,072
67,082
33.977
26,572
' ECEI Vd E
OCT 0 2 2017
BY:

11: How was the off -site impervious area listed above determined? Provide documentation. n/a
Proiects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stornnaater requirements as per 15A NCAC 028 .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of 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
httl2://portal.ncdenr.org/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/mates.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package fromhttp://portalmcdennorg/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 N A -
Form. (if required as per Part Vll below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M N IF
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
htto://www.envhelp.orgZpages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for MRA�
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 Mf 74or—
receiving stream drains to class SA waters within rh mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). MRA-'
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: MIS
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
It. 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 rs�s.
CEI V E
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned. EP k. Existing contours, proposed contours, spot elevations, finished floor elevations.B 1 a Zo"
1. Details of roads, drainage features, collection systems, and stormwater control
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 wFo --
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify MIS
elevations in addition to depths) as well as a map of the boring locations with the existing 15-too - 5-0 skis
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 visil for DEMLR to Verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: hl ot
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC Vt A
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.
htto: / / ww",.secretary. state.nc. us /Corporations /CSearch.asi2x
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from htty://12orta1.ncdenr.01'9hveb/Ir/state-stormnvater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:M. Robin Austin, P.H.
Consulting Firm: CATLIN Engineers and Scientists
Mailing Address:220 Old Dairy Rd
City: W ilmington
Phone: (910 ) 452-5861
Email: rOb'ty' 0., 'vbvl&C,a}tiy%u50. corrt
State:NC Zip:28405
Fax: (910 ) 452-7563
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, cmnplete this
section)
1, (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.
ECEIVE
SEP 14 2017
13Y:_
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

Rs 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.
Signature: Date:
1, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this _ day of and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item la) Thomas Bradsha7u
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the vrowsed project complies with the requirements of the
applicable stormwat les under 15A N C 2H .1 d any other applicable state stormwater requirements.
Signature: p��, ,`Date: 9/�;/117
a Notary Public for the State of IVC'ly 11 NVr11G County of
O&S) do hereby certify that cy�� ��1�1j��1) personally appeared
before me this � day of �`and aSVnowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal
R.
Nolory Public
Onslow County
Commission Expit,
05/26/2019
P
OgtH CAR0\0:.
SEAL
My commission expires lJC-- L' p a� i y
ECE E
SEP 14 2017
BY.
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

•AOL ti
upir 0 YNI

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
536
10.17 10:36
a 919104513300
10
10.17 10:36
10.17 10:39
10
OK
TIME :10-17-2017 10:39
FAX NO.1 :9103502004
NAME :Mainfax

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
537
10.17 10:36
rt 919104527563
10
10.17 10:39
10.17 10:47
0
0050
TIME :10-17-2017 10:47
FAX NO.1 :9103502004
NAME :Mainfax

5' ,? //0 Col /
NAVIjAC#
S.F.
TITLE
IIT VILLAGE - AAR - MODULAR BUILDING
4875
AAR BUILDING
IIT VILLAGE BUILDINGS
1250
BUILDING 3
1858
BUILDING 4
630
BUILDING 5
667
BUILDING 6
935
BUILDING 7
1000
BUILDING 8
310
BUILDING 9
117
BUILDING 10
201
BUILDING 11
320
BUILDING 12
159
BUILDING 13
1860
BUILDING 14
295
BUILDING 17
159
BUILDING 18
159
BUILDING 19
208
BUILDING 20
375
BUILDING 21
320
BUILDING 22
518
BUILDING 23
295
BUILDING 24
295
BUILDING 25
159
BUILDING 26
320
BUILDING 27
159
BUILDING 28
159
BUILDING 29
1000
BUILDING 30
238
BUILDING 32
667
BUILDING 33
616
BUILDING 34
159
BUILDING 35
159
BUILDINGS 36
320
BUILDINGS 37 A 00E)nX ICTi 10
NORTH CAROLINA ENVIRONMENTAL,
MANAGEMENT COMMISSION
(3-0GT--ZG(?

NAVFfAC#
S.F.
TITLE
489
BUILDING 38
159
BUILDING 39
117
BUILDING 40
667
BUILDING 41
159
BUILDING 42
320
BUILDING 43
320
BUILDING 44
320
BUILDING 45
159
BUILDING 46
320
BUILDING 47
159
BUILDING 48
517
BUILDING 49
159
BUILDINGS 50
320
BUILDING 51
517
BUILDING 52
755
BUILDING 53
201
BUILDING 54
238
BUILDING 55
230
BUILDING 56
434
BUILDING 57
481
BUILDING 58
398
BUILDING 59
310
BUILDING 60
710
BUILDING 61
940
BUILDING 63
953
BUILDING 64
953
BUILDING 64
238
BUILDING 66
667
BUILDING 67
518
BUILDINGS 68
1985
BUILDING 69
217
BUILDING 70
320
BUILDING 71
434
BUILDING 72
295
BUILDING 73
295
BUILDING 74

NAV, AC#
S.F.
TITLE
518
BUILDING 75
320
BUILDING 76
159
BUILDING 77
159
BUILDING 78
320
BUILDING 79
320
BUILDING 80
159
BUILDING 81
159
BUILDING 82
230
BUILDING 83
159
BUILDING 84
295
BUILDING 85
320
BUILDING 87
1000
BUILDING 89
320
BUILDING 90
320
BUILDING 91
41794
% oT,4L

AI LIN
Engineers and Scientists
TRANSMITTAL
TO:, NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
910-796-7215
Attn: Linda Lewis
We Are Transmitting Herewith The Following:
ITEM
2 Drawings
Specifications
Shop Drawings
Contract Documents
Correspondence
Reports
ACTION
220 Old Dairy Road
Wilmington, NC 28405
Telephone: [phone]
Fax: [phone]
DATE: 10-11-2017
RE: P1479 Outdoor IIT
Express State SW
CATLIN Project No.
1. For Your Use
2. For Review
3. Please Comment
4. Reply ASAP
5. Urgent
6. Returned
216111
TRANSMITTED BY
US Mail
,,z- Messenger
Next Day Service
Other
NO. OF
COPIES
DESCRIPTION
ACTION
CODE
2
Revised CG101 full size
2
.COMMENTS:
COPY TO:
www.catlinusa.com

Lewis,Linda
From:
Lewis,Linda
Sent:
Friday, September 29, 2017 5:50 PM
To:
'Robin Austin'
Cc:
'[e-mail]'
Subject:
RE: SW8 110611 Mod.
Robin -
I don't know why my hand -calculated building total varied so much from the actual total. I probably
need new contacts. I did notice that the formula for summing the numbers did not include the 4875 sf
AAR Modular Building. Is there a reason for that?
Regardless, if you are now adding 41,794 sf (or more) of new buildings to a site that already
proposed 11,101 sf of buildings in 2012, the building total to be reported on the 2017 application
should be 52,895 sf (or more). The 2017 application has to reflect what was previously permitted and
approved as building, street, parking, etc. in 2012 plus what you are proposing now. Any buildings,
streets, parking etc., that are added to the project with the 2017 application will need to be added to
the 2012 totals. The previous BUA amounts on the 2012 application for building (11101) street (9528)
and parking (14197) do NOT get added to the 1,197,034 to make a new "previously permitted"
amount for 2017. The 1,197,034 of previously permitted BUA was a one-time'deal when the 4 permits
were consolidated. All applications from this point forward will always have 1,197,034 sf of existing
BUA reported and the other categories of BUA will just be increased or decreased according to what
is proposed at the time. Whatever amounts of building, parking, sidewalk, other, etc. you are
proposing for 2017 should be added to the 2012 amounts for building, parking, street, other, etc.
I'm sorry, I did not remember that you had counted all the roads as BUA.
You still need a supplement form and a signed O&M for any proposed level spreader. The level
spreader is an integral part of how this project will meet the low density MDC in .1003(2)(b) to provide
dispersed flow and must be maintained that way. My concern with the current supplement is in regard
to the DA numbering shown at the top of that supplement. You are adding to a project that already
has existing BMP numbers and I'm trying to avoid confusion over which LS goes with which BMP.
The "EZ" program has nothing to do with whether you need to submit an O&M agreement or not. The
O&M EZ is not required or applicable only to StormEZ projects. The EZ in this case refers to the fact
that we made it easier to deal with O&M agreements. Instead of signing 4 different O&M agreements,
we created the O&M EZ which allows you to sign just one cover document and attach and print all the
required O&M agreements for each type of SCM proposed for the project. There is a similar
document for supplements called supplement EZ.
I apologize for the late Friday afternoon reply to your email. It's been one of those weeks. I hope you
had a great weekend.
Linda
From: Robin Austin[mailto:[e-mail]]
Sent: Thursday, September 28, 2017 5:02 PM

.Pro: Lewis,Linda <[e-mail]>
Cc:'[e-mail]' <[e-mail]>; Jeff Roney <[e-mail]>
Subject: RE: SW8 110611 Mod.
Linda,
See responses below in red. Please let me know if I've answered your questions.
Thanks,
Robin
From: Lewis,Linda [maiIto: [e-mail]]
Sent: Tuesday, September 26, 2017 4:04 PM
To: Robin Austin <robin.austin(Dcatlinusa.com>
Cc:'[e-mail]' <[e-mail]>
Subject: SW8 110611 Mod.
Robin
I am reviewing the express application for the subject project received on September 14, 2017 and
have the following questions:
1. The amount of existing (previously permitted) BUA listed on the Feb. 2012 consolidated
application is 1,197,034 sf. The amount listed on the 2017 application is 1,231,857 sf, which is
an increase of 34,823 sf. However, to my knowledge, we have not approved any additions to
this site since 2012, therefore, the amount of existing BUA on the 2017 application should be
the same as was on the 2012 application. Has there been an addition of 34,823 sf of BUA
since 2012 that was previously unapproved and is now being accounted for? If so, please
address the locations of these increases in detail on the plans and in the narrative. Since the
area proposed for development was already part of the project area covered by 110611, all
existing BUA within the project area should have been accounted for in the 1,197,034 sf total.
The existing BUA amount should not be changing at all with subsequent modifications and
plan revisions. All BUA added to the project from 2012 forward must be categorized as
something other than existing.
Yes, in the 2012 permit, it reads "this permit covers the following modifications:" and 42 listed under there
reads "Approves a total of 34,823 sf of new BUA for Training Areas A, B, and C.
See attached spreadsheet (Existing Permit to Mod Permit) for how I've taken the 2012 permit information you
sent me and I've gone through the steps (see my methods in red) to reach the numbers I'm showing now.
2. The amount of buildings BUA increased by only 31,441 sf, but the list of building BUA's that
was provided totals up to 35,966 sf. Why didn't the building BUA increase by 35,966 sf to
47,067 sf?
If you total the building square footage provided, it is 41,794 sf. See attached copy of HIT building SF. The 42,542
sf shown in the permit mod was calculated using the layout in CAD and includes the courtyard walls.
3. Please note that changing a gravel road to a dirt road does not gain any BUA credit.
Like I stated in the permit meeting, all roads have been included in the proposed BUA regardless of whether
they're shown on the plans as gravel or dirt.
4. An LSNFS supplement form was provided for DA's 3, 4, 9, 10 and 14. DA's 3 & 4 already
have a separate level spreader that was previously permitted and there is no DA 9, 10 or 14
listed on the application. Are you referring to the swale DA's? If you are, please make that
clear on the supplement. It gets a bit confusing when the BMP DA's are numbered the same
as the swale DA's.
The only reason the supplement form was provided was to show that we were providing the necessary length of
LS. The drainage swale upstream of the LS will hold the 10-yr storm event, so we are not adding the LS as a
E

structural BMP. It's solely there to disperse flow from the drainage swale. Subbasins 3, 4, 9, 10, and 14 indicated
on the Drainage Basin Map flow to the swale. Would it be easier/better if we just provided a hand calculation to
replace the LS supplement form? See attached.
5. Please provide a signed LSNFS O&M document for the proposed LS.
Under low density we are trying to promote dispersed flow, hence the LS and VFS. Had hoped not to add the LS
as a structural BMP. Also, it doesn't appear on the state's webpage that an O&M supplement is required unless
we're under the EZ program. Is that incorrect? LMK, we can certainly provide.
6. How is runoff getting from the central swale into the proposed level spreader? The swale
appears to end with an invert of 31.5, but the bottom of the blind swale behind the level
spreader is at elevation 33.5. Are you attempting to allow the runoff in the swale to back up
and overflow into the level spreader?
Once the water elevation of the Swale reaches the elevation of the blind swale at 33.50, it will direct water to
the LS where it will overflow once the elevation reaches 35. Yes, water will back up in the Swale until it
overflows the LS.
7. Please check the grading of the 2 swales in the area of the culvert on Sheet CG101 noted
under Key Note #6. There is a 35-contour connecting the 2 swales, but it crosses over itself at
the culvert.
The grades have been corrected. Thanks
Please provide the requested information by October 3, 2017.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis(o)ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
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.

Lewis,Linda
From:
Lewis,Linda
Sent:
Thursday, September 21, 2017 3:33 PM
To:
[e-mail]'
Cc:
'[e-mail]'
Subject:
SW8 110611 Minor Mod
Attachments:
110611 DA appscan.pdf, 2012 02 permit 110611.docx
Robin
The revised page 3 of the SWU-101 application form is not right. It looks like you only captured the
BUA associated with Training Areas A, B and that was added in 2012 as part of the permit
consolidation, but not any of the four permitted BMP's.
I attach a scanned copy of the DA column pages from the 2012 permit. Areas A, B and C are not
permitted BMP's, they are just areas of added BUA under the overall low density umbrella. The
permit is issued for one wet detention pond (BMP #1) and three infiltration basins (BMP's 2, 3 and 4).
1 also attach a copy of the February 2012 permit.
Linda Lewis, E.I.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
linda.lewis(a)ncdenr.00v
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Nothing Compares.--,,.
Snail correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

P1479 OUTDOOR INFANTRY IMMERSION TRAINER (IIT)
CAMP LEJEUNE, NC
STORMWATER NARRATIVE
The P1479 Outdoor IIT project site is located north of the Mobile MOUT P-1063 site,
north of Lyman Road and west of Hwy 172, east of the New River at Camp Lejeune, in
Onslow County North Carolina. Latitude and Longitude are 34.67, -77.25 respectively.
The area currently consists of a former tree farm, with no built -upon area.
The project site is located within the White Oak river basin. It is located outside the '/2
mile and draining to Bear Creek, an SA water; however, an existing active state
stormwater permit (SW8 110611) encompasses the proposed site, and therefore, for
permitting purposes, it is assumed to be considered within a'/z mile and draining to SA
waters.
The site is generally flat with elevations ranging from 35' to 37' per the vertical NAVD
1988 datum. No part of the project site is within the 100 year flood per Flood Insurance
Rate Map (FIRM) 3720532200J, effective 11/3/2005. Generally, drainage from the site
sheet flows south and eventually flows to unnamed tributary to Bear Creek, classified as
an SA, HQW water by the State. No wetlands fall within the proposed project limits.
There is a small isolated wetland to the north that was identified by a previous wetland
delineation; however, the project limits are not within 50 feet of this isolated wetland.
The US Department of Agriculture (USDA) Natural Resource Conservation Services soil
mapping indicates the majority of the site contains Onslow loamy fine sandy (64%), with
some Baymeade fine sand (36%).
Generally, Onslow loamy fine sands have a depth to water table of 18 to 36 inches
while Baymeade fine sands have a depth to water table of 48 to 60 inches. However,
groundwater may be much shallower based upon observations of the site.

The existing stormwater permit SW8 110611 is for overall low density with areas of
higher density. According to 15A NCAC 02H.1003, projects may be considered to have
both high and low density areas based on one or more of the following criteria: natural
drainage area boundaries; variations in land use throughout the project; and
construction phasing. The Outdoor IIT shares a natural drainage boundary with the
mobile MOUT and the north half of the designated 1,083 acres for low density,
approximately 600 acres. There are no variations in land use, as the areas within the
1,083 acre permit boundary are all being used for training. There is no construction
phasing associated with this project; the Outdoor IF will be constructed all at one time
as a single project.
One of the objectives of the Outdoor IIT is to have completely relocatable facilities,
meaning all buildings, wall, etc. can be moved around within the project boundary. A
proposed dry streambed across the middle of the site will serve two purposes: 1) to
provide a training obstacle for soldiers and (2) to collect runoff from the site and convey
it away from the training area. Generally, there will be two outfalls for the site; one on
the west end of the dry streambed and one of the east end. Runoff from most of the
proposed structures will sheet flow across grass and gravel to the.streambed; structures
along the outskirts of the project will continue to follow existing drainage patterns.
A low density maximum BUA of < 12% will be maintained. Vegetative conveyances will
be used to the maximum extent practicable, with no discrete collection system.
Project Site
The project is in its conceptual design phase. Currently, the proposed BUA is
approximately 4.2 acres; however, it is very likely that after the 35% design review, BUA
will get reduced to less than 3 acres due to MILCON funding available for this project.
The existing state stormwater permit is for the 1,083 acre drainage area, with 28.8 acres
of existing BUA and 95.48 acres of future allocated BUA. The addition of 3 — 4.2 acres
of.BUA with the Outdoor IIT project maintains the low density of the permit.

ENGINEERING CALCULATION COVER SHEET
PROJECT NAME: P1479 OUTDOOR IIT
PROJECT NO.
CALC NO.
SHEET
216111
1
1 OF1
SUBJECT
CLIENT
DESIGN CALCULATIONS FOR STATE STORMWATER
NAVFAC
COMPUTER PROGRAM NAME -
VERSION/RELEASE NO.
HYDRAFLOW HYDROGRAPHS EXT FOR AUTOCAD CIVIL 3D 2013
V10
HYDRAFLOW STORM SEWERS EXT FOR AUTOCAD CIVIL 3D 2013
SUMMARY AND OBJECTIVE
DETERMINE PEAK FLOW FOR 2- AND 10-YEAR STORM EVENTS AND CALCULATE Tc
ANALYZE THE PROPOSED SWALES FOR THE 2- AND 10-YEAR STORM EVENTS;
\�\\0%CAR0�7j/Z
SIZE THE PROPOSED CROSS PIPES FOR UNDER THE ROADS; CK PIPE COVER;
SIZE RIPRAP OUTLET PROTECTION (DISSIPATERS) AT PIPE OUTLETS; 2�.'pFESA
r
CHECK LEVEL SPREADER SIZE; AND
VERIFY PROPOSED CENTRAL SWALE TO LEVEL SPREADER CAN STORE THE 10-YR.
NIB"
REFERENCES 1
15NCAC 02H.1005 (REV 2013) PERTAINING TO LOW DENSITY OPTION (BUA OF 12 % OR LESS; SW RUNOFF IS TO
BE CONVEYED PRIMARILY IN VEGETATIVE CONVEYANCES.
NORTH CAROLINA EROSION & SEDIMENT CONTROL PLANNING & DESIGN MANUAL (REV 3/09, UPDATED 5/13)
ASSUMPTIONS
WITHIN A'/2 MILE AND DRAINING TO SA; LOW DENSITY WITH BUA < 12%; MODIFYING AN EXISTING LOW DENSITY
PERMIT. EXISTING PERMIT INCLUDED FUTURE BUA ALLOCATION.
CONCLUSIONS
yy--.�
DESIGN MEETS STATE STORMWATER REQUIREMENTS ECEI ®`, E
20117
ATTACHMENTS
DESIGN CALCULATIONS BY:
ORIGINATOR
CHECKER
J. RONEY
R. AUSTIN
REV
NO.
.REASON FOR REVISION / NOTES
ORIGINATOR
CHECKER
DATE
RECORD OF REVISIONS
11-/ 7

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( r 11PATMEXT OE THE NAW XPVPL, iHCILII [S tHGlrv[[xivG CVuuPnV F p F �• �" '
G4 .v
y n a NAVAL FACILITIES ENGINEERING COMMAND — MIDATLANTIC pp
1 a 8 A wxxc wms m x rP, MP I EUNE .!. p°� c c
F U.S. MARINE CORPS CAMP IEJEUNE. N.C. 6 4 o m 0 m
OUTDOOR INFANTRY IMMERSION TRAINER
N
c f
DRAINAGE BASIN MAP e f '/ON V 4?
T

Drainage Calculations
Sub -Basin 1
Area (SF)
Area (Ac)
Total Sub -Basin Area
6289.40
0.14
Cover Description
C
Buildings
1,884.00
0.98
Gravel Roads / Trails
504.00
0.75
Soil Roads / Trails
-
0.75
Concrete Walks, pad, etc.
-
0.98
Grass/Landscape
3,901.40
0.20
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
WtC=
Tc (MIN) _
1=
0 (cfs)=
8266.50 0.19
2,301.00
643.00
5,322.50
C
0.98
0.75
0.75
0.98
0.20
WtC=
Tc (MIN) _
1=
0 (cfs)=
32801.80 0.75
5,297.00
3,718.00
20.00
23, 766.80
C
0.98
0.75
0.75
0.98
0.20
WtC=
Tc (MIN) _
1=
0 (cfs)=
1,846.3
378.0
780.3
3,004.6
10 year
0.48
5.00
9.0�
0.62
2,255.0
482.3
1,064.5
3,801.7
10 year
0.46
5.00
9.0�
0.79
5,191.1
2,788.5
19.6
4,753.4
2,752.5
10 year
0.39
5.00
9.0Z
2.65
M,U
0.61
2.03

Drainaae Calculations
Sub -Basin 4
Area (SF)
Area (Ac)
Total Sub -Basin Area
39272.70
0.90
Cover Description
C
Buildings
1,256.00
0.98
1,230.9
Gravel Roads / Trails
4,112.00
0.75
3,084.0
Soil Roads / Trails
-
0.75
-
Concrete Walks, pad, etc.
-
0.98
-
Grass/Landscape
33,904.70
0.20
6,780.9
11,095.8
10 year
2 year
Wt C =
0.28
Tc (MIN) =
5.00
1 =
9.04
6.95
Q (cfs)=
2.30
1.77
Sub -Basin 5 Area (SF) Area (Ac)
Total Sub -Basin Area
14139.70
0.32
Cover Description
C
Buildings
-
0.98
-
Gravel Roads / Trails
-
0.75
-
Soil Roads / Trails
-
0.75
-
Concrete Walks, pad, etc.
-
0.98
-
Grass/Landscape
14,139.70
0.20
2,827.9
2,827.9
10 year706455
Wt C =
0.20
Tc (MIN) =
5.00
1 =
9.04
Q (cfs)=
0.59
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
4108.80 0.09
C
- 0.98 -
2,225.00 0.75 1,668.8
- 0.75 -
- 0.98 -
1,883.80 0.20 376.8
2,045.5
10 year
Wt C = 0.50
Tc (MIN) = 5.00
FO935
1 = 9.04Q
(cfs)= 0.42

Drainaae Calculations
Sub -Basin 7
Area (SF)
Area (Ac)
Total Sub -Basin Area
47115.00
1.08
Cover Description
C
Buildings
-
0.98
Gravel Roads / Trails
1,934.00
0.75
1,450.5
Soil Roads / Trails
-
0.75
-
Concrete Walks, pad, etc.
-
0.98
-
Grass/Landscape
45,181.00
0.20
9,036.2
10,486.7
10 year:538
ear
W t C =
0.22
Tc (MIN) =
11.00
1 =
7.00Q
(cfs)=
1.69.30
Sub -Basin 8 Area (SF) Area (Ac)
Total Sub -Basin Area
27596.50
0.63
Cover Description
C
Buildings
630.00
0.98
617.4
Gravel Roads / Trails
614.00
0.75
460.5
Soil Roads / Trails
7,149.00
0.75
5,361.8
Concrete Walks, pad, etc.
40.00
0.98
39.2
Grass/Landscape
19,163.50
0.20
3,832.7
10,311.6
10 year
Wt C =
0.37
Tc (MIN) =
5.00
7155
1 =
9.04Q
(cfs)=
2.14
Total Sub -Basin Area 16651.80 0.38
Cover Description
C
Buildings
2,955.00
0.98
2,895.9
Gravel Roads / Trails
2,088.00
0.75
1,566.0
Soil Roads / Trails
522.00
0.75
391.5
Concrete Walks, pad, etc.
-
0.98
-
Grass/Landscape
11,086.80
0.20
2,217.4
7,070.8
10 year
Wt C =
0.42
Tc (MIN) =
5.00
F16�9�
1 =
9.04Q
(cfs)=
1.47

Drainage Calculations
Sub -Basin 10 Area (SF)
Total Sub -Basin Area 42389.80
Cover Description
Buildings
10,485.00
Gravel Roads / Trails
2,551.00
Soil Roads / Trails
1,208.00
Concrete Walks, pad, etc.
20.00
Grass/Landscape
28,125.80
Sub -Basin 11 Area (SF
Total Sub -Basin Area 3985.80
Cover Description
Buildings 693.00
Gravel Roads / Trails -
Soil Roads / Trails -
Concrete Walks, pad, etc. (Well) 60.00
Grass/Landscape 3,232.80
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
0.97
C
0.98
0.75
0.75
0.98
0.20
WtC=
Tc (MIN) _
1=
0 (cfs)=
Area (Ac)
0.09
C
0.98
0.75
0.75
0.98
0.20
WtC=
Tc (MIN) _
1=
0 (cfs)=
7898.40 0.18
2,233.00
381.00
5,284.40
C
0.98
0.75
0.75
0.98
0.20
WtC=
Tc (MIN) _
1=
0 (cfs)=
10, 275.3
1,913.3
906.0
19.6
5.625.2
10 year
0.44
5.00
9.04
3.89
679.1
58.8
646.6
1,384.5
10 year
0.35
5.00
9.0Z
0.29
2,188.3
285.8
1,056.9
3,531.0
10 year
0.45
5.00
9.04
0.73
6.9!
2.99
0.22
6.95
0.56

Drainage Calculations
Sub -Basin 13
Area (SF)
Area (Ac)
Total Sub -Basin Area
9571.20
0.22
Cover Description
C
Buildings
2,193.00
0.98
2,149.1
Gravel Roads / Trails
-
0.75
-
Soil Roads / Trails
0.75
Concrete Walks, pad, etc.
-
0.98
-
Grass/Landscape
7,378.20
0.20
1,475.6
3,624.8
10 year
Wt C =
0.38
Tc (MIN) =
5.00
1 =
9.04
0 (cfs)=
0.75
Sub -Basin 14
Area (SF)
Area (Ac)
Total Sub -Basin Area
36340.40
0.83
Cover Description
C
Buildings
5,852.00
0.98
5,735.0
Gravel Roads / Trails
3,237.00
0.75
2,427.8
Soil Roads / Trails
732.00
0.75
549.0
Concrete Walks, pad, etc.
20.00
0.98
19.6
Grass/Landscape
26,499.40
0.20
5,299.9
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
Jm
10 year 1 2 year
Wt C = 0.39
Tc (MIN) = 5.00
I = 9.04
6.95
0 (cfs)= 2.91
2.24
7266.50
0.17
C
882.00
0.98
864.4
46.00
0.75
34.5
1,606.00
0.75
1,204.5
20.00
0.98
19.6
4,712.50
0.20
942.5
3,065.5
10 year
Wt C =
0.42
Tc (MIN) =
5.00
FO95
1 =
9.040
(cfs)=
0.64

Drainage Calculations
Sub -Basin 16 Area (SF) Area (Ac)
Total Sub -Basin Area
90924.80
2.09
Cover Description
C
Buildings
5,881.00
0.98
5,763.4
Gravel Roads / Trails
20,664.00
0.75
15,498.0
Soil Roads / Trails
-
0.75
-
Concrete Walks, pad, etc.
1,279.00
0.98
1,253.4
Grass/Landscape
63,100.80
0.20
12,620.2
35,135.0
10 year
2 yea
Wt C =
0.39
Tc (MIN) =
6.00
1 =
8.68
7.5E
Q (cfs)=
7.00
6.10
Sub -Basin 17
Area (SF)
Area (Ac)
Total Sub -Basin Area
258416.90
5.93
Cover Description
C
Buildings
- 0.98
-
Gravel Roads / Trails
9,070.00 0.75
6,802.5
Soil Roads / Trails
- 0.75
-
Concrete Walks, pad, etc.
- 0.98
-
Grass/Landscape
249,346.90 0.20
49,869.4
56, 671.9
10 year
Wt C =
0.22
Tc (MIN) =
29.00
F4.3
1 =
4.53Q
(cfs)=
5.90
Total Sub -Basin Area
55827.10 1.28
Cover Description
C
Buildings
- 0.98
-
Gravel Roads / Trails
- 0.75
-
Soil Roads / Trails
- 0.75
-
Concrete Walks, pad, etc.
- 0.98
-
Grass/Landscape
55,827.10 0.20
11,165.4
11,165.4
10 yearF
Wt C =
0.20
Tc (MIN) =
10.40
1 =
7.72
Q (cfs)=
1.98

Sub -Basin 19
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
Total Sub -Basin Area
Cover Description
Buildings
Gravel Roads / Trails
Soil Roads / Trails
Concrete Walks, pad, etc.
Grass/Landscape
Calculations
Area (SF) Area (Ac)
917944.00 21.07
917, 944.00
C
0.98
0.75
0.75
0.98
0.20 1
WtC=
Tc (MIN) _
1=
0 (cfs)=
274580.80 6.30
9,070.00
265, 510.80
10 year
0.20
35.00
3.96
16.70
C
0.98 -
0.75 6,802.5
0.75 -
0.98 -
0.20 53,102.2
WtC=
Tc (MIN) _
I=
0 (cfs)=
10 year
0.22
17.00
5.81
8.08
/ 16,07s
21tc%� gr2rs//2h�s�z�e
3.02
12.73
4
6.14

TR55 Tc Worksheet
Hydratlow Express by Intelisolve
Rational
Basin 7
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.030
0.011
0.011
Flow length (ft)
= 75.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 4.53
0.00
0.00
Land slope (%)
= 0.30
0.00
0.00
Travel Time (min)
= 3.86 +
0.00 +
0.00 = 3.86
Shallow Concentrated Flow
Flow length (ft)
= 555.00
0.00
0.00
Watercourse slope (%)
= 0.60
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.25
0.00
0.00
Travel Time (min)
= 7.40 +
0.00 +
0.00 = 7.40
Channel Flow
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0
+ 0
+ 0 = 0.00
Total Travel Time, Tc..............................................................................
11.00 min

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Basin 16
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.030
0.011
0.011
Flow length (ft)
= 75.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 4.53
0.00
0.00
Land slope (%)
= 0.33
0.00
0.00
Travel Time (min)
= 3.71 +
0.00 +
0.00 = 3.71
Shallow Concentrated Flow
Flow length (ft)
= 142.00
70.00
0.00
Watercourse slope (%)
= 0.53
2.80
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.17
3.40
0.00
Travel Time (min)
= 2.01 +
0.34 +
0.00 = 2.36
Channel Flow
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (f /s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0
+ 0 +
0 = 0.00
Total Travel Time, Tc..............................................................................
6.00 min

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Basin 17
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.030
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 4.53
0.00
0.00
Land slope (%)
= 0.30
0.00
0.00
Travel Time (min)
= 11.69 +
0.00 +
0.00 = 11.69
Shallow Concentrated Flow
Flow length (ft)
= 993.00
0.00
0.00
Watercourse slope (%)
= 0.35
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 0.95
0.00
0.00
Travel Time (min)
= 17.34 +
0.00 +
0.00 = 17.34
Channel Flow
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min)
= 0
+ 0
+ 0 = 0.00
Total Travel Time, Tc..............................................................................
29.00 min

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Basin 18
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.030
0.011
0.011
Flow length (ft)
= 229.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 4.53
0.00
0.00
Land slope (%)
= 0.69
0.00
0.00
Travel Time (min)
= 6.75 +
0.00 +
0.00 = 6.75
Shallow Concentrated Flow
Flow length (ft)
= 144.00
0.00
0.00
Watercourse slope (%)
= 0.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 0.88
0.00
0.00
Travel Time (min)
= 2.72 +
0.00 +
0.00 = 2.72
Channel Flow
X sectional flow area ((sqft))
= 7.50
0.00
0.00
Wetted perimeter ((ft))
= 7.00
0.00
0.00
Channel slope (%)
= 2.61
0.00
0.00
Manning's n-value
= 0.030
0.015
0.015
Velocity (ft/s)
= 8.40
0.00
0.00
Flow length (ft)
= 280.0
0.0
0.0
Travel Time (min)
= 0.555323#0.0(1)
+ 0 = 0.56
Total Travel Time, Tc..............................................................................
10.00 min

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Basin 19
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.030
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 4.53
0.00
0.00
Land slope (%)
= 0.30
0.00
0.00
Travel Time (min)
= 11.69 +
0.00 +
0.00 = 11.69
Shallow Concentrated Flow
Flow length (ft)
= 993.00
0.00
0.00
Watercourse slope (%)
= 0.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 0.88
0.00
0.00
Travel Time (min)
= 18.73 +
0.00 +
0.00 = 18.73
Channel Flow
X sectional flow area ((sqft))
= 10.00
0.00
0.00
Wetted perimeter ((ft))
= 12.00
0.00
0.00
Channel slope (%)
= 0.60
0.00
0.00
Manning's n-value
= 0.030
0.015
0.015
Velocity (ft/s)
= 3.40
0.00
0.00
Flow length (ft)
= 992.0
0.0
0.0
Travel Time (min)
= 4.8559170.00 0 +
0 = 4.86
Total Travel Time, Tc..............................................................................
35.00 min

TR55 Tc Worksheet
Rational
Basin 20
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. ((in))
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
A
B
C
= 0.030
0.011
0.011
= 300.0
0.0
0.0
= 4.53
0.00
0.00
= 0.45
0.00
0.00
= 9.94 +
0.00 +
0.00
= 235.00
0.00
0.00
= 0.45
0.00
0.00
= Unpaved
Paved
Paved
= 1.08
0.00
0.00
Hydraflow Express by Intelisolve
Totals
9.94
= 3.62 + 0.00 + 0.00 = 3.62
X sectional flow area ((sqft))
= 7.50
0.00
0.00
Wetted perimeter ((ft))
= 7.00
0.00
0.00
Channel slope (%)
= 0.40
0.00
0.00
Manning's n-value
= 0.030
0.015
0.015
Velocity (ft/s)
= 3.29
0.00
0.00
Flow length (ft)
= 669.0
0.0
0.0
Travel Time (min)
= 3.3892570.00 0
+ 0 = 3.39
Total Travel Time, Tc..............................................................................
17.00 min

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Swale #1 - 10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 31.00
Slope (%)
= 1.19
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.42
Elev (ft) Section
34.00
33.50
33.00
32.50
32.00
31.50
31.00
30.50
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 132017
= 0.42
= 4.420
= 1.79
= 2.47
= 5.66
= 0.36
= 5.52
= 0.51
0 2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
M us
_0 50

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3139 2013 by Autodesk, Inc.
Swale #2 -10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 31.00
Slope (%)
= 2.61
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.60
Elev (ft) Section
34.00
33.50
[c c�iI�l
32.50
32.00
31.50
31.00
30.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 132017
= 0.25
= 2.600
= 0.94
= 2.77
= 4.58
= 0.27
= 4.50
= 0.37
MEMMEMMMMM I M
MMMMMMMMMMM
MMMMMMMMMMM
MMMMMMMMMMM
MMMMMMMMMMM
MEMONAME
MEMMEMM MM
MMMMMMMMMMMM_
0 2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
2.50
2.00
1.50
1.00
0.50
M
_n sn

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 31)® 2013 by Autodesk, Inc.
Swale #3 - 10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 31.00
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 13.22
Elev (ft)
35.00 —
34.00
33.00
32.00
31.00
30.00
Section
1 5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Wednesday, Sep 132017
= 1.05
= 13.22
= 6.46
= 2.05
= 9.64
= 0.68
= 9.30
= 1.12
Depth (ft)
4.00
3.00
2.00
1.00
1 -1.00
35

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc.
Swale #4 -10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 31.00
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.83
Elev (ft)
35.00 —
34.00
33.00
31.00
30.00
Section
1 5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Wednesday, Sep 13 2017
= 0.95
= 10.83
= 5.56
= 1.95
= 9.01
= 0.61
= 8.70
= 1.01
Depth (ft)
4.00
3.00
2.00
1.00
� fI
1 -1.00
35

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Swale #5 -10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 32.70
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 8.27
Elev (ft)
36.00 -r
35.00
33.00
32.00
-CM11811
Section
0 5 10 15 20
Reach (ft)
Wednesday, Sep 132017
Highlighted
Depth (ft)
= 0.83
Q (cfs)
= 8.270
Area (sgft)
= 4.56
Velocity (ft/s)
= 1.81
Wetted Perim (ft)
= 8.25
Crit Depth, Yc (ft)
= 0.52
Top Width (ft)
= 7.98
EGL (ft)
= 0.88
25 30
Depth (ft)
3.30
2.30
1.30
0.30
-0.70
1 -1.70
35

Channel Report
HydraBow Express Extension for AutoCADNJ Civil 3D@J 2013 by Autodesk, Inc.
Swale #6 - 10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 32.95
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.80
Elev (ft)
36.00 —,
35.00
34.00
33.00
32.00
31.00
Section
5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Wednesday, Sep 132017
= 0.75
= 6.800
= 3.94
= 1.73
= 7.74
= 0.47
= 7.50
= 0.80
Depth (ft)
3.05
2.05
1.05
0.05
-0.95
1 -1.95
35

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3131D 2013 by Autodesk, Inc.
Swale #7 - 10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 34.50
Slope (%)
= 0.30
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.91
Elev (ft)
38.00 -
37.00
CM1111l
34.00
33.00
Section
l 5 10 15 20
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
25 30
Wednesday, Sep 13 2017
= 0.49
= 2.910
= 2.19
= 1.33
= 6.10
= 0.28
= 5.94
= 0.52
Depth (ft)
3.50
2.50
1.50
0.50
-0.50
1 -1.50
35

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Swale #8 - 10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 28.50
Slope (%)
= 1.16
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 12.90
Elev (ft)
30.00
29.50
29.00
28.50
28.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 132017
= 0.74
= 12.90
= 3.86
= 3.34
= 7.68
= 0.67
= 7.44
= 0.91
Section
D 2 4 6 8
Reach (ft)
10 12 14
Depth (ft)
1.50
1.00
0.50
-0.50
16

Channel Report
HydraOow Express Extension for AutoCADO Civil 3D(D 2013 by Autodesk, Inc.
Swale #9 - 10 year
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 25.00
Slope (%)
= 2.85
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 37.68
Elev (ft)
27.00
26.50
26.00
`4MG
25.00
24.50
2 4 6
Section
8
Reach (ft)
Wednesday, Sep 132017
Highlighted
Depth (ft)
= 1.01
Q (cfs)
= 37.68
Area (sqft)
= 6.09
Velocity (ft/s)
= 6.19
Wetted Perim (ft)
= 9.39
Crit Depth, Yc (ft)
= 1.18
Top Width (ft)
= 9.06
EGL (ft)
= 1.61
10 12 14 16
Depth (ft)
2.00
1.50
wllf�
0.50
1IM1111111111111
titY�l

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D®2013 by Autodesk, Inc.
Swale #9 -10 year (Rip -Rap)
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 25.00
Slope (%)
= 2.85
N-Value
= 0.040
Calculations
Compute by:
Known Q
Known Q (cfs)
= 37.68
Elev (ft)
27.00
26.50
rz9t1i411
25.50
25.00
24.50
Section
Wednesday, Sep 13 2017
Highlighted
Depth (ft)
= 1.16
Q (Cfs)
= 37.68
Area (sqft)
= 7.52
Velocity (fUs)
= 5.01
Wetted Perim (ft)
= 10.34
Crit Depth, Yc (ft)
= 1.18
Top Width (ft)
= 9.96
EGL (ft)
= 1.55
0 2 4 6 8 10 12 14 16
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Culvert #1 - 10 year
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n-Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Eln (n)
MOO
35.50
35 M
3a.50
m
3 50
33(le
32.50
= 33.00
= 56.00
= 0.50
= 33.28
= 15.0
= Circular
= 15.0
1
= 0.013
= Circular Concrete
= Groove end projecting (C)
= 0.0045, 2, 0.0317, 0.69, 0.2
= 35.35
= 25.00
= 30.00
Culvert #1 - 10 ye.,
GV¢vlmc.Nvt MGL Emwk
Calculations
Orrin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Wednesday, Sep 13 2017
= 3.83
= 3.83
= (dc+D)/2
= 3.83
= 3.83
= 0.00
= 3.57
= 3.96
= 34.02
= 34.20
= 34.45
= 0.94
= Inlet Control
Hw DePlh (n)
2.72
2 22
1.72
1n
on
0.22
428
-078
Renh tn)

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Culvert #2 - 10 year
Invert Elev Dn (ft)
= 32.50
Calculations
Pipe Length (ft)
= 40.00
Qmin (cfs)
Slope (%)
= 0.50
Qmax (cfs)
Invert Elev Up (ft)
= 32.70
Tailwater Elev (ft)
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n-Value
= 0.013
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (fUs)
Culvert Entrance
= Groove end projecting (C)
Veloc Up (fUs)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 36.10
Hw/D (ft)
Top Width (ft)
= 25.00
Flow Regime
Crest Width (ft)
= 30.00
El.v (fii
37.00
35 00
35 00
3w
33w
32.M
31.00
Culvert #2 - 10 year
Wednesday, Sep 13 2017
= 8.27
= 8.27
= (dc+D)/2
= 8.27
= 8.27
= 0.00
= 5.06
= 4.95
= 33.81
= 34.05
= 34.45
= 1.16
= Inlet Control
H D,M(a)
a 30
3 30
2.30
1.w
0 30
.070
-t 70
Qi Cuter Gutven HGL Emaenk
Reech(a)

Culvert Report
Culvert #3 - 10 year
Hydraflow Express Extension for AutoCADID Civil 3DQD 2013 by Autodesk, Inc.
Culvert #3 - 10 year
Invert Elev Dn (ft)
= 32.75
Calculations
Pipe Length (ft)
= 43.00
Qmin (cfs)
Slope (%)
= 0.51
Qmax (cfs)
Invert Elev Up (ft)
= 32.97
Tailwater Elev (ft)
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n-Value
= 0.013
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 36.15
Hw/D (ft)
Top Width (ft)
= 25.00
Flow Regime
Crest Width (ft)
= 30.00
Elev (a)
Wednesday, Sep 132017
= 6.80
= 6.80
= (dc+D)/2
= 6.80
= 6.80
= 0.00
= 4.31
= 4.53
= 34.00
= 34.16
= 34.49
= 1.01
= Inlet Control
H. Depth (a)
403
303
2.03
103
003
.097
.197
GircWer Culvert - HGL E.Whk
seem ta)

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Culvert #4 - 10 year
Invert Elev Dn (ft)
= 34.28
Calculations
Pipe Length (ft)
= 39.00
Qmin (cfs)
Slope (%)
= 0.56
Qmax (cfs)
Invert Elev Up (ft)
= 34.50
Tailwater Elev (ft)
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n-Value
= 0.013
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 37.10
Hw/D (ft)
Top Width (ft)
= 25.00
Flow Regime
Crest Width (ft)
= 30.00
8.e (0)
38 00
37. W
6.W
35.00
Y 00
JI W
Culvert NA - 10 year
GrcWerCWVM MGL EmbenV
Wednesday, Sep 13 2017
= 2.91
= 2.91
= (dc+D)/2
= 2.91
= 2.91
= 0.00
= 2.86
= 3.52
= 35.25
= 35.30
= 35.48
= 0.79
= Inlet Control
nw Depth (n)
3.%
2.%
1.W
0.50
0 SO
1.50
Reece lfi)

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Culvert #5 - 10 year
Invert Elev Dn (ft)
= 23.25
Calculations
Pipe Length (ft)
= 53.00
Qmin (cfs)
Slope (%)
= 0.47
Qmax (cfs)
Invert Elev Up (ft)
= 23.50
Tailwater Elev (ft)
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (Cfs)
No. Barrels
= 3
Qpipe (cfs)
n-Value
= 0.013
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 27.50
Hw/D (ft)
Top Width (ft)
= 24.00
Flow Regime
Crest Width (ft)
= 30.00
Culvert #5. 10 year
0 5 10 15 20 25 30 35 60 45 50 55 60 55 70
GmNer GNven HGL - EmOe k
Wednesday, Sep 132017
= 37.68
= 37.68
= (dc+D)/2
= 37.68
= 37.68
= 0.00
= 7.26
= 7.11
= 24.67
= 25.41
= 26.13
= 1.76
= Inlet Control
Hw oepth (0)
J 50
3.50
2.50
1.50
0.50
-0.50
-1 50
75
Re.ch (e)

Pipe Cover Calculations
Invetl
Pipe Size
Pipe Wall
road CL
Road EP
Pavement
Cover at Up EP (below
Coverat CL
Cover at Down EP
Culvert d
length
I^vert Up
invert at EP Up
Invert at EP [t
invert at EP Down
Down
hn)
(in)
EL
EL.
Thickness
Pavements
(below Pavement(
(below Pavement)
1
56
32.5
32.78
3230
32.6E
32.58
15
2.25
36.3
36.2
12
1.06
1.22
L18
2
40
32.5
32.2
32.63
32.W
32.58
18
2.5
36.2
36.2
12
0.82
0.89
0.92
3
43
32.75
32.95
32.82
3L85
32.93
18
2.5
36.4
36A
0
1.82
184
LS6
4
39
34.28
34.5
34.42
34.39
34.36
15
2.25
37A
32.1
D
1.24
L27
1.30
5
53
23.25
23.5
23.44
23.38
23.31
18
2.5
2L5
27.36
12
1.21
L42
1.34

Immersion Trainer
Storm Outlet Structure
DATE
07/24/17
216111
DESIGN PHASE
PRELIM
DESIGN
REVISION
RECORD
OTHER
(SPECIFY)
Pipe No .= Q Vfull 11 = 1.10
Pipe Dia= 15 in V/Vfull = 1.10
Qto= 3.83 cfs V = 4.4 fps
Qfull = 4.95 cfs
Vfull = 4.03 fps
From Fig. 8.06.b.1
From No. b.Ub.D.e:
E � ii 1fpY
Len m
Zone =0
D5o
= 4 in
DMAX
= 6 in
Riprap Class
= A
Apron Thickness
= 9 in
La, Apron Length
= 5.0 It
A, Upstream Width = 3xDia
= 3.75 It
W. Downstream Width
= 6.25 It
Storm Outlet Structure
Pipe No.— 21 Q11 = 1.03
Pipe Dia= 18 in VlVfUIl Vfull = 1.14
14
Qto = 8.27 cfs V = 5.2 fps
Qfull = 8.05 cfs
Vfull = 4.55 fps
From Fig. 8.06.b.1
E
f ffl fy�
si
€
83
?ltW
La. Len th
Zone =0
D5o = 4 in
DMAX = 6 in
Riprap Class = A
Apron Thickness = 9 in
La, Apron Length 6.0 ft
A, Upstream Width = 3xDia = 4.5 ft
W, Downstream Width = 7.5 It
Outlet Velocity Dissipator.xis PAGE 1 OF 3

Storm Outlet Structure
Pipe IN -=
Q Vfull 11 = 1.84
12
Pipe Dia= 18 in V/Vfull = 1.12
Qto= 6.80 cfs V= 5.1 fps
Qfull = 8.13 cfs
Vfull = 4.59 fps
From Fig. 8.06.b.1
ts.ub.D.L:
4 t Pit
I' R,� is ytK
E
U§
La, Lan 0
Zone =0
D5o
= 4 in
DMAX
= 6 In
Riprap Class
= A
Apron Thickness
= 9 in
La, Apron Length
= 6.0 ft
A, Upstream Width = 3xDia
= 4.5 ft
W, Downstream Width
= 7.5 ft
Storm Outlet Structure
Pipe No.- 41 Q 11 = 0.56
Pipe Dia= 15 in V/Vfull Vfull = .02
Qto= 2.91 cfs V = 4.4 fps
Qfull = 5.24 cfs
Vfull = 4.26 fps
From Fig. 8.06.b.1
t i
n
La. Len IM1
Zone =0
D5o
= 4 in
DMAX
= 6 In
Riprap Class
= A
Apron Thickness
= 9 in
La, Apron Length
= 5.0 ft
A, Upstream Width = 3xDia
= 3.75 ft
W, Downstream Width
= 6.25 ft
Outlet Velocity Dissipator.xls PAGE 2 OF 3

Storm Outlet Structure
Pipe No.-
51
Q11 = 1.61
Pipe Dia=
18.00
in 3-18" RCPs
V/Vfull Vfull = 1.65
Qto=
37.68
cfs
V = 7.3 fps
Qfull =
23.40
cfs
Vfull =
4.41
fps
From Fig. 8.06.b.1
yS
f..n
La Len t�
Zone
D50
DMAX
Riprap Class
Apron Thickness
La, Apron Length
A, Upstream Width = 3xDia
W, Downstream Width
8 in
12 in
B
18 in
9.0 ft
4.5 ft
10.5 ft
3 RCPs use
7.5 ft
13.5 ft
Outlet Velocity Dissipator.As PAGE 3 OF 3

Watershed Model Schematic HydraFlow Hydrographs Extension for AutoCAD® Civil 3D®2013 by Autodesk, Inc. v10

z
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2013 by Autodesk, Inc. v10
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
01)
Total
strge used
(cuft)
Hydrograph
Description
1
Dekalb
2.956
1
25
2,652
----
-----
------
Sub -Basin 14
2
Dekalb
3.898
1
25
3,497
----
----
-----
Sub -Basin 10
3
Dekalb
1.458
1
25
1,308
----
------
------
Sub -Basin 9
4
Dekalb
2.671
1
25
2,396
----
----
----
Sub -Basin 3
5
Dekalb
2.302
1
25
2,064
----
-----
------
Sub -Basin 4
6
Reservoir
1.971
1
28
2.651
1
35.19
452
Swale 7
7
Combine
5.655
1
25
6,147
2,6
-----
------
To Swale 6
8
Reservoir
4.098
1
28
6,147
7
34.23
911
Swale
9
Combine
5.231
1
25
7,454
3, 8
----
------
To Swale 5
10
Reservoir
5.013
1
28
7454
9
33.89
556
Swale
11
Combine
9.521
1
25
11,915
4, 5, 10
----
------
To Swale 3 and 4
12
Reservoir
0.000
1
n/a
0
11
34.87
11,915
Swale 3 and 4
Rational Swale Storage Calculations.gpw
Return Period. 10 Year
Wednesday, 09 / 13 / 2017

Hydrograph Report
91
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Hyd. No. 1
Sub -Basin 14
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.830 ac
Intensity
= 9.133 in/hr
OF Curve
= Jacksonville. OF
Q (cfs)
3.00
1.00
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub -Basin 14
Hyd. No. 1 -- 10 Year
Wednesday, 09 / 13 / 2017
= 2.956 cfs
= 25 min
= 2,652 cuft
= 0.39
= 5.00 min
= n/a
Q (cfs)
3.00
2.00
M1111111111
I I I I I I I I I I N 0.00
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (min)

Hydrograph
Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 09 / 13 / 2017
Hyd. No. 2
Sub -Basin 10
Hydrograph type
= Dekalb
Peak discharge
= 3.898 cfs
Storm frequency
= 10 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 3,497 cult
Drainage area
= 0.970 ac
Runoff coeff.
= 0.44
Intensity
= 9.133 in/hr
Tc by User
= 5.00 min
OF Curve
= Jacksonville- IDF
Asc/Rec limb fact
= n/a
Q (Cfs)
M
3.00
2.00
1.00
Sub -Basin 10
Hyd. No. 2 -- 10 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 w ' I I I I I I I I I I I I I I I I I I I I I I I k 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (min)
Hyd No. 2

Hydrograph
Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Wednesday, 09 / 13 / 2017
Hyd. No. 3
Sub -Basin 9
Hydrograph type
= Dekalb
Peak discharge
= 1.458 cfs
Storm frequency
= 10 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 1,308 cult
Drainage area
= 0.380 ac
Runoff coeff.
= 0.42
Intensity
= 9.133 in/hr
Tc by User
= 5.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= n/a
Q (cfs)
2.00
1.00
Hyd No. 3
Sub -Basin 9
Hyd. No. 3 -- 10 Year
Q (Cfs)
2.00
1.00
0.00
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (min)

Hydrograph Report
L
Hydraflow Hydrographs Extension for AutoCAD® Civil 30e 2013 by Autodesk, Inc. v10
Hyd. No. 4
Sub -Basin 3
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.750 ac
Intensity
= 9.133 in/hr
OF Curve
= Jacksonville. OF
Q (cfs)
3.00
2.00
1.00
0.00 w
0 2 4 6
Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
Sub -Basin 3
Hyd. No. 4 -- 10 Year
Wednesday, 09 / 13 / 2017
= 2.671 cfs
= 25 min
= 2,396 tuft
= 0.39
= 5.00 min
= n/a
Q (cfs)
3.00
2.00
1.00
I I I 1 I I I I I I I I I I I I I I II IY 0.00
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 09l 13 / 2017
Hyd. No. 5
Sub -Basin 4
Hydrograph type
= Dekalb
Peak discharge
= 2.302 cfs
Storm frequency
= 10 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 2,064 cult
Drainage area
= 0.900 ac
Runoff coeff.
= 0.28
Intensity
= 9.133 in/hr
Tc by User
= 5.00 min
OF Curve
= Jacksonville. OF
Asc/Rec limb fact
= n/a
0 (Cfs)
3.00
2.00
1.00
0 2 4 6
Hyd No. 5
Sub -Basin 4
Hyd. No. 5 -- 10 Year
0 (cfs)
3.00
2.00
1,00
I I I I I 1 I I I I I I I I I I I I I I I:nk, 0.00
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (min)

Hydrograph
Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 09 / 13 / 2017
Hyd. No. 6
Swale 7
Hydrograph type
= Reservoir
Peak discharge
= 1.971 cfs
Storm frequency
= 10 yrs
Time to peak
= 28 min
Time interval
= 1 min
Hyd. volume
= 2,651 cult
Inflow hyd. No.
= 1 - Sub -Basin 14
Max. Elevation
= 35.19 ft
Reservoir name
= Swale #7
Max. Storage
= 452 cult
Storage Indication method used
Q (cfs)
3.00
2.00
1.00
0.00 -=
0
10 20
Hyd No. 6 — Hyd No. 1
Swale 7
Hyd. No. 6 -- 10 Year
30 40 50 60
LLLI_I1G Total storage used = 452 cuft
Q (cfs)
3.00
2.00
1.00
__W_ 0.00
70
Time (min)

Pond Report s
Hydrafiow Hydrographs Extension for AutOCAD0 Civil 3DO 2013 by Aulodesk, Inc. v10 Wednesday, 09 / 13 / 2017
Pond No. 1 - Swale #7
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 34.50 It
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
34.50
0.50
35.00
1.50
36.00
2,50
37,00
3.00
3T50
Contour area (sqft)
00
917
2,397
4.569
10,000
Incr. Storage (cuft)
0
153
1,599
3,425
3,554
Total storage (cult)
0
153
1,752
5,176
8,731
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 30.00
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 37.10
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 2.60
3,33
3,33
3.33
Invert El. In)
= 34.50
0.00
0.00
0.00
Weir Type
= Broad
---
---
---
Length(ft)
= 39.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.56
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0,60
0.60
0.60
Exfil.(inthr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. In)
= 0.00
Note. Culved/Onfce oufflo are analysed under inlet(ic) and Corel(m) Control. Weir risers checked for onfice Conditions(ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil
User
Total
ft
cuft
ft
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs cfs
cfs
cfs
0.00
0
34.50
0.00
---
--
--
0.00
--
---
--- ---
--
0.000
0.05
15
34.55
0.01 is
---
---
--
0.00
---
---
--- ---
---
0,014
0.10
31
34.60
0.05 is
---
---
--
0.00
---
---
--- ---
---
0.055
0.15
46
34.65
0.12 is
---
---
--
0.00
---
---
--- ---
---
0.122
0.20
61
34.70
0.21 is
---
---
--
0.00
--
--
-- --
--
0.213
0.25
76
34.75
0.33 is
---
---
--
0.00
--
---
--- --
--
0.330
0.30
92
34.80
0.47 is
---
---
--
0.00
---
---
--- ---
---
0.471
0.35
107
34.85
0.63 is
---
---
--
0.00
---
---
-- ---
---
0.632
0.40
122
34.90
0.81 is
---
---
--
0.00
---
---
-- ---
---
0.815
0.45
138
34.95
1.02 is
---
---
--
0.00
--
---
--- --
--
1.022
0.50
153
35.00
1.21 oc
---
---
--
0.00
--
---
-- --
--
1.214
0.60
313
35.10
1.61 oc
---
---
---
0.00
--
---
--- ---
---
1.611
0.70
473
35.20
2.02 oc
---
---
--
0.00
---
---
--- ---
---
2.025
0.80
632
35.30
2.44 oc
---
---
--
0.00
--
---
--- ---
--
2,444
0.90
792
35.40
2.86 oc
---
---
--
0.00
--
---
-- --
--
2.860
1.00
952
35.50
3.26 oc
---
---
--
0.00
--
---
-- --
--
1261
1.10
1,112
35.60
3.64 oc
---
---
---
0.00
--
---
--- ---
--
3.639
1.20
1.272
35.70
3.98 oc
---
---
---
0.00
---
---
--- ---
---
1978
1.30
1,432
35.80
4.27 oc
---
---
---
0.00
--
---
--- --
--
4.266
1.40
1.592
35.90
4.47 oc
---
---
--
0.00
--
---
-- --
--
4.470
1.50
1,752
36.00
4.46 oc
---
---
--
0.00
--
---
-- --
--
4.463
1.60
2,094
36.10
5.39 oc
---
---
--
0.00
--
---
-- --
---
5.389
1.70
2,436
36.20
6.18 oc
---
---
---
0.00
---
---
- ---
---
6.177
1.80
2,779
36.30
6.88 oc
---
---
---
0.00
---
---
--- --
--
6.876
1.90
3,121
36.40
7.51 oc
---
---
--
0.00
--
---
-- --
--
7.510
2.00
3,464
36.50
8.09 oc
---
---
--
0.00
--
---
-- --
--
8.094
2.10
3,806
36.60
8.64 oc
---
---
--
0.00
--
---
--- --
---
8,639
2.20
4,149
36.70
9.15 oc
---
---
--
0.00
---
---
-- --
--
9.152
2.30
4,491
36.80
9.64 oc
---
---
--
0.00
---
---
-- --
---
9.637
2.40
4,834
36.90
10.10 oc
---
---
--
0.00
--
---
-- --
--
10.10
2.50
5,176
37.00
10.54 oc
---
---
--
0.00
--
---
-- --
--
10.54
2.55
5,532
37.05
10.76 oc
---
---
--
0.00
---
---
-- ---
---
10.76
2.60
5,887
37.10
10.97 oc
---
---
--
0.00
---
---
-- ---
---
10.97
2.65
6,243
37.15
11.17 oc
---
---
--
0.87
---
---
-- --
---
12.04
2.70
6,598
37.20
11.37 oc
---
---
--
2.47
--
---
-- --
--
13.84
2.75
6,953
37.25
11.57 oc
---
---
--
4.53
--
---
-- --
--
16.10
2.80
7,309
37.30
11.77 oc
---
---
--
6.98
--
---
-- ---
--
18.74
2.85
7,664
37.35
11.96 oc
---
---
--
9.75
--
---
--- ---
--
21.71
Continues on next
page...

Swale #7
Stage / Storage I Discharge Table
Stage
Storage
Elevation
Clv A Clv B
It
cult
ft
cfs cfs
2,90
8,020
37A0
12.15 oc ---
2.95
8,375
37A5
12.34 oc ---
3.00
8,731
37.50
12.52 oc ---
...End
CIv C PrfRsr Wr A Wr B Wr C MID Exfil User Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
--- -- 12.82 -- --- --- --- --- 24.97
--- -- 16.15 --- --- -- -- --- 28.49
--- -- 19.73 --- --- --- --- --- 32.25

Hydrograph
Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 09 / 13 / 2017
Hyd. No. 7
To Swale 6
Hydrograph type
= Combine
Peak discharge
= 5.655 cfs
Storm frequency
= 10 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 6,147 cuft
Inflow hyds.
= 2, 6
Contrib. drain. area
= 0.970 ac
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
To Swale 6
Hyd. No. 7 -- 10 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54
Time (min)
— Hyd No. 7 —Hyd No. 2 —Hyd No. 6

Hydrograph
Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 09 / 1312017
Hyd. No. 8
Swale 6
Hydrograph type
= Reservoir
Peak discharge
= 4.098 cfs
Storm frequency
= 10 yrs
Time to peak
= 28 min
Time interval
= 1 min
Hyd. volume
= 6,147 cuft
Inflow hyd. No.
= 7 - To Swale 6
Max. Elevation
= 34.23 ft
Reservoir name
= Swale #6
Max. Storage
= 911 cuft
Storage Indication method used
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 10
Hyd No. 8
Swale 6
Hyd. No. 8 -- 10 Year
20 30
— Hyd No. 7
40 50 60
II_(_LI rl€ Total storage used = 911 cult
Q (cfs)
6.00
5.00
m
3.00
2.00
1.00
� 0.00
70
Time (min)

Pond Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. 00 Wednesday. 09 / 1312017
Pond No. 2 - Swale #6
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 32.95 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
32.95
00
0
0
0.05
33.00
ill
2
2
1.05
34.00
1,107
523
525
2.05
35.00
2,455
1,737
2,261
3.05
36.00
3,883
3,142
5,403
3.55
36.50
10,000
3,352
8,755
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18,00
0.00
0.00
0.00
Crest Len (ft)
= 30.00
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 36.15
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 32.95
0.00
0.00
0.00
Weir Type
= Broad
---
---
Length (ft)
= 43.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope I%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
nla
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: CuNeNOnfice ouffl w are analyzed under inlet nc) and outlet (oc) control, Weir nsers cbecke0 for orifice cond,pons(ic) and submergence (a).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
ft
cuft
ft
cfs
cfs
CIS
cfs
cis
cfs
cfs
cfs
cfs
cfs
cis
0.00
0
32.95
0.00
---
--
--
0.00
--
--
--
--
--
0.000
0.00
0
32.96
0.00 oc
---
---
---
0.00
---
---
--
---
---
0.000
0.01
0
32.96
0.00 oc
---
--
--
0.00
---
--
---
---
---
0.000
0.01
1
32.97
0.00 oc
---
---
---
0.00
---
---
--
---
---
0.001
0.02
1
32.97
0.00 oc
---
---
--
0.00
---
--
---
--
---
0.002
0.03
1
32.98
0.00 oc
---
--
--
0.00
--
--
--
--
--
0.003
0.03
1
32.98
0.00 oc
---
---
---
0.00
---
--
--
---
---
0.005
0.04
1
32.99
0.01 is
---
---
--
0.00
---
--
--
--
---
0.007
0.04
1
32.99
0.01 is
---
---
--
0.00
---
---
---
--
---
0.009
0.04
2
33.00
0.01 is
---
--
--
0.00
--
---
--
--
--
0.011
0.05
2
33,00
0.01 iC
---
---
--
0.00
---
---
---
--
---
0.014
0.15
54
33.10
0.12 is
---
---
--
0.00
---
--
---
--
---
0.122
0.25
106
33.20
0.33 is
---
---
--
0.00
---
---
---
---
---
0.330
0.35
159
33.30
0.63 is
---
---
--
0.00
---
---
--
--
--
0.632
0.45
211
33.40
1.00 oc
---
---
--
0.00
---
---
---
---
---
0.998
0.55
263
33.50
1.37 oc
---
---
--
0.00
--
---
--
--
--
1,374
0.65
316
33.60
1.77 oc
---
---
---
0.00
---
---
---
---
---
1.770
0.75
368
33.70
2.18 oc
---
---
--
0.00
--
---
---
--
--
2.179
0.85
420
33.80
2.59 oc
---
---
--
0.00
---
---
--
---
---
2.594
0.95
472
33.90
2.99 oc
---
---
---
0.00
---
---
--
--
--
2.993
1.05
525
34.00
3.38 oc
---
---
---
0.00
---
---
--
---
---
3.377
1.15
698
34.10
3.73 oc
---
---
--
0.00
---
---
---
---
---
3.734
1.25
872
34.20
4.04 oc
- :
---
--
0.00
---
---
--
---
---
4.043
1.35
1,046
34.30
4.29 oc
---
---
---
0.00
---
---
--
--
---
4.287
1.45
1,219
34.40
4.42 oc
---
---
--
0.00
---
---
--
--
--
4,421
1.55
1,393
34.50
4.84 oc
---
---
--
0.00
---
---
---
---
---
4.837
1.65
1,567
34.60
5.68 oc
---
---
--
0.00
--
---
--
--
---
5.677
1.75
1,740
34.70
6.41 oc
---
---
--
0.00
---
---
---
--
---
6.408
1.85
1,914
34.80
7.06 oc
---
---
--
0.00
--
---
--
--
--
7.063
1.95
2,088
34.90
7,66 oc
---
---
---
0.00
---
---
--
--
---
7.663
2.05
2,261
35.00
8.22 oc
---
---
--
0.00
--
---
--
---
---
8.219
2.15
2,575
35.10
8.74 oc
---
---
--
0.00
---
---
---
--
---
8.740
2.25
2,890
35.20
9.23 oc
---
---
--
0.00
--
---
--
--
--
9.231
2.35
3,204
35.30
9.70 oc
---
---
--
0.00
---
---
--
--
---
9.698
2.45
3,518
35.40
10, 14 oc
---
---
--
0.00
--
---
--
--
--
10.14
2.55
3,832
35.50
10.57 oc
---
---
--
0.00
---
---
---
--
---
10.57
2.65
4,146
35.60
10.98 oc
---
---
--
0.00
--
---
--
--
--
10.98
Continues on next page

14
Swale #6
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A Clv B
ft
cuft
ft
cfs cfs
2.75
4,460
35.70
11.37 cc ---
2.85
4,775
35.80
11.76 cc ---
2.95
5,089
35.90
12.13 cc ---
3.05
5,403
36.00
12.48 cc ---
3.10
5,738
36.05
12.66 cc ---
3.15
6,073
36.10
12.83 cc ---
3.20
6,408
36.15
13.00 cc ---
3.25
6,744
36.20
13.17 cc ---
3.30
7,079
36.25
13.34 cc ---
3.35
7,414
36.30
13.50 cc ---
3.40
7,749
36.35
13.67 cc ---
3.45
8,084
36.40
13.83 cc ---
3.50
8,420
36.45
13.99 cc ---
3.55
8,755
36.50
14.14 cc ---
...End
Clv C
PrfRsr
Wr A Wr B
Wr C
Wr D
Exfil
User Total
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
---
---
0.00 --
---
---
---
-- 11.37
---
--
0.00 --
---
---
---
-- 11.76
---
--
0.00 ---
---
---
--
-- 12.13
---
--
0.00 ---
---
---
---
-- 12.48
---
--
0.00 ---
---
---
---
--- 12.66
---
--
0.00 --
---
--
---
-- 12.83
---
--
0.00 --
---
--
--
-- 13.00
---
--
0.87 ---
---
---
---
-- 14.04
2.47 -__
___
___
___
___ 15.81
---
--
4.53 --
---
---
---
--- 18.03
---
--
6.98 --
---
--
--
-- 20.64
9.75 --
---
--
--
--- 23.58
---
--
12.82 ---
---
--
---
--- 26.80
---
--
16.15 --
---
---
--
--- 30.29

Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc, v10
Hyd. No. 9
To Swale 5
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyds.
= 3, 8
0 (Cfs)
6.00
5.00
a "I
3.00
2.00
Wednesday, 09 / 13 / 2017
Peak discharge = 5.231 cfs
Time to peak = 25 min
Hyd. volume = 7,454 cuft
Contrib. drain. area = 0.380 ac
To Swale 5
Hyd. No. 9 -- 10 Year
Q (cfs)
6.00
5.00
4.00
[cwi]
2.00
1.00
0.00 Wi I I I 10.00
0 10 20 30 40 50 60 70
Time (min)
— Hyd No. 9 —Hyd No. 3 —Hyd No. 8

ip
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCA17® Civil 3130 2013 by Autodesk, Inc. v10 Wednesday, 09 / 13 I2017
Hyd. No. 10
Swale 5
Hydrograph type
= Reservoir
Peak discharge
= 5.013 cfs
Storm frequency
= 10 yrs
Time to peak
= 28 min
Time interval
= 1 min
Hyd. volume
= 7,454 cuft
Inflow hyd. No.
= 9 - To Swale 5
Max. Elevation
= 33.89 ft
Reservoir name
= Swale #5
Max. Storage
= 556 cuff
Storage Indication method used.
Q (cfs)
6.00
5.00
M
3.00
2.00
1.00
0.00 �
0 10
Hyd No. 10
Swale 5
Hyd. No. 10 -- 10 Year
20 30
— Hyd No. 9
40 50 60
II=17=CII=P Total storage used = 556 curt
Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
�_ 0.00
70
Time (min)

Pond Report 17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3CS 2013 by Autodesk, Inc. v10 Wednesday, 09 / 13 12017
Pond No. 3 - Swale #5
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 32.70 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
32.70
0.30
33.00
1.30
34.00
2.30
35.00
3.30
36.00
3.80
36.50
Contour area (sqft)
00
307
937
1,671
2,475
10,000
Incr. Storage (cuft)
0
31
593
1,286
2,060
2,908
Total storage (cult)
0
31
624
1,910
3,970
6,878
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Crest Len (ft)
= 30.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
Crest El. (ft)
= 36.10
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 32.70
0.00
0.00
0.00
Weir Type
= Broad
--
--
--
Length (ft)
= 40.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
Na
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note:CUNert/Onfce outtom are analyzed under inlet lid) and outlet(m) control. Weir risers checked for onitce conditions(ic) and suCmergence(s).
Stage /
Storage I Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
It
cuft
It
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
32.70
0.00
---
--
--
0.00
--
---
--
--
--
0.000
0.03
3
32.73
0.01 oc
---
---
---
0.00
---
--
---
---
---
0.006.
0.06
6
32.76
0.02 is
---
--
--
0,00
---
---
---
--
---
0.023
0.09
9
32.79
0.05 is
---
--
--
0.00
---
--
---
--
--
0.052
0.12
12
32.82
0.09 is
---
---
---
0.00
---
---
---
--
--
0.092
0.15
15
32.85
0.14 is
---
---
--
0.00
--
--
--
--
--
0.142
0.18
18
32.88
0.20 is
---
---
---
0.00
---
---
---
---
--
0.202
0.21
21
32.91
0.28 is
---
---
--
0.00
---
--
--
---
---
0.276
0.24
25
32.94
0.36 is
---
---
---
0.00
--
--
--
--
--
0.358
0.27
28
32.97
0.45 is
---
---
--
0.00
---
---
---
---
---
0.451
0.30
31
33.00
0.55 is
---
---
--
0.00
--
--
--
---
--
0.553
0.40
90
33.10
0.96 oc
---
---
--
0.00
---
---
---
---
---
0.963
0.50
149
33.20
1.40 oc
---
---
--
0.00
--
---
---
---
--
1.396
0.60
209
33.30
1.88 oc
---
---
--
0.00
---
---
--
--
---
1.876
0.70
268
33.40
2.38 oc
---
---
--
0.00
--
---
---
---
---
2.382
0.80
327
33.50
2.90 oc
---
---
--
0.00
---
---
---
---
--
2.904
0.90
387
33.60
3.45 oc
---
---
---
0.00
---
---
---
---
---
3.451
1.00
446
33.70
3.99 oc
---
---
--
0.00
--
---
--
--
--
3.993
1.10
505
33.80
4.54 oc
---
---
--
0.00
--
---
--
--
--
4.545
1.20
565
33.90
5.09 oc
---
---
--
0.00
---
---
---
---
---
5.093
1.30
624
34.00
5.62 oc
---
---
--
0.00
--
---
--
---
--
5.617
1.40
753
34.10
6.13 oc
---
---
---
0.00
---
---
---
---
---
6.127
1.50
881
34.20
6.61 oc
---
---
--
0.00
--
---
--
--
--
6.613
1.60
1,010
34.30
7.05 oc
---
---
---
0.00
--
---
---
---
--
7.055
130
1,139
34.40
7.45oc
---
---
--
0.00
---
---
---
---
---
7.449
1.80
1,267
34.50
7.78 oc
---
---
---
0.00
--
---
---
---
--
7.776
1.90
1,396
34.60
8.00 oc
---
---
--
0.00
---
---
---
---
--
8.003
2.00
1,524
34.70
7.99 oc
---
---
--
0.00
--
---
--
--
--
7.989
2A0
1,653
34.80
9.78oc
---
---
---
0.00
---
---
---
---
--
9.780
2.20
1,782
34.90
11.29 oc
---
---
--
0.00
--
---
--
--
--
11.29
2.30
1,910
35.00
12.63 oc
---
---
---
0.00
---
---
---
---
--
12.63
2.40
2,116
35A0
13.83oc
---
---
--
0.00
---
---
--
--
--
13.83
2.50
2,322
35.20
14.94 oc
---
---
--
0.00
--
---
--
--
--
14.94
2.60
2,528
35.30
15.97 oc
---
---
--
0.00
---
---
--
--
---
15.97
2.70
2,734
35,40
16.94 oc
---
---
--
0.00
--
---
--
--
--
16.94
2.80
2,940
35.50
17.86 oc
---
---
--
0.00
---
---
--
--
--
17.86
2.90
3.146
35.60
18.73 oc
---
---
--
0.00
--
---
--
--
--
18.73
Continues on next page

M
Swale #5
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A Clv B
ft
Cuft
ft
Cfs Cfs
3.00
3,352
35.70
19.56 oc ---
3.10
3,558
35.80
20.36 oc ---
3.20
3,764
35.90
21 A 3 oc ---
3.30
3,970
36.00
21.87 oc ---
3.35
4,261
36.05
22.23 oc ---
3.40
4,552
36.10
22.59 oc ---
3 45
4,942
36.15
22.94 oc ---
3.50
5,133
36.20
23.28 oc ---
3.55
5,424
36.25
23.62 oc ---
3.60
5,715
36.30
23.96 oc ---
3.65
6,006
36.35
24.29 oc ---
3.70
6,296
36.40
24,61 oc ---
3.75
6,587
36.45
24.93 oc ---
3.80
6,878
36.50
25.25 oc ---
...End
Clv C
PrfRsr
Wr A Wr B
Wr C
Wr D
Exfil
User
Total
Cfs
Cfs
Cfs Cfs
cfs
Cfs
cfs
Cfs
Cfs
___
___
0.00 __
---
---
___
___
19.56
___
___
0.00 ._
---
---
___
___
20,36
0.00 __
___
___
__
---
21.13
-_-
___
0.00 __
___
___
___
__-
21.87
---
---
0.00 --
---
--
--
--
22.23
---
--
0.00 --
---
--
--
--
22.59
---
---
0.87 ---
---
---
--
--
23.81
_-_
___
2.47 ___
___
___
___
---
25.75
___
___
4,53 ___
___
___
___
---
28.15
---
---
6.98 --
---
---
--
--
30.93
___
---
9.75 -_
.-.
___
___
___
34,04
---
12.82 ---
---
---
---
---
37.43
---
---
16.15 ---
---
--
---
---
41.09
---
---
19.73 ---
---
--
--
---
44.99

Hydrograph Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Hyd. No. 11
To Swale 3 and 4
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyds.
= 4, 5, 10
Q (cfs)
10.00
: M
M
M41111
Wednesday, 09 / 13 12017
Peak discharge = 9.521 cfs
Time to peak = 25 min
Hyd. volume = 11,915 cuff
Contrib. drain. area = 1.650 ac
To Swale 3 and 4
Hyd. No. 11 -- 10 Year
0 (cfs)
10.00
Of
we]
MKIR
2.00
0.00 �� ' ' I I MID
0 10 20 30 40 50 60 70
Time (min)
— Hyd No. 11 —Hyd No. 4 —Hyd No. 5 —Hyd No. 10

Hydrograph
Report
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. 00
Wednesday, 09 / 13 12017
Hyd. No. 12
Swale 3 and 4
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 10 yrs
Time to peak
= n/a
Time interval
= 1 min
Hyd. volume
= 0 cult
Inflow hyd. No.
= 11 - To Swale 3 and 4
Max. Elevation
= 34.87 ft
Reservoir name
= Swale #3 and #4
Max. Storage
= 11,915 cuft
Storage Indication method used
Q (cfs)
10.00
: M
am
4.00
2.00
0.00
0 10
Hyd No. 12
Swale 3 and 4
Hyd. No. 12 -- 10 Year
20 30
— Hyd No. 11
40 50 60
ll l_I1L➢ Total storage used = 11,915 cuff
Q (cfs)
10.00
rt �
Q1I41
2.00
MEWI- 0.00
70
Time (min)

Pond Report
21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Pond No. 4 - Swale #3 and #4
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 31.50 It
Stage / Storage Table
Stage (ft)
Elevation (fit)
0.00
31.50
0.50
32.00
1.50
33.00
2.50
34.00
3.50
35.00
4.00
35.50
Contour area (sqft)
00
416
2,461
5,578
9,937
20,000
Incr. Storage (cult)
0
69
1,296
3,914
7,653
7,338
Total storage(cuft)
0
69
1,365
5,280
12,932
20,271
Wednesday, 09 113 12017
Culvert / Orifice Structures
[A]
Rise (in) = 0.00
Span (in) = 0.00
No. Barrels = 0
Invert El. (fit) = 0.00
Length (ft) = 0.00
Slope I[%) = 0.00
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B]
0.00
0.00
0
0.00
0.00
0.00
.013
0.60
No
[C]
0.00
0.00
0
0,00
0.00
0.00
.013
0.60
No
[PrfRsr]
0.00
0.00
0
0.00
0.00
n/a
n/a
0,60
No
Weir Structures
[A] [B]
Crest Len (ft) = 100.00 0.00
Crest El. (fit) = 35.00 0.00
Weir Coeff. = 3.33 3.33
Weir Type = Rect --
Multi -Stage = No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (fit) = 0.00
[C]
0.00
0.00
3.33
---
No
[D]
0.00
0.00
3.33
--
No
Note: culvervonsed oumows are analyzed
under inlet (re) and
outlet(oc) control. Weis
risers checked for orrice conditions nc) and submergence(a).
Stage / Storage / Discharge
Table
Stage Storage
Elevation
Clv A
Civ B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D
Exfil
User
Total
It cuff
ft
cfs
cfs
cis
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0
31.50
--
---
---
---
0.00
--
---
---
--
---
0.000
0.05
7
31.55
--
---
---
---
0.00
--
--
---
---
---
0.000
0.10
14
31.60
---
---
--
--
0.00
--
--
---
---
---
0.000
0.15
21
31.65
--
---
---
---
0.00
--
--
---
--
---
0.000
0.20
28
31.70
--
---
---
---
0.00
--
--
---
--
---
0.000
0.25
35
31.75
---
---
---
--
0.00
--
--
---
---
---
0.000
0.30
42
31.80
--
---
---
--
0.00
--
--
---
---
--
0.000
0.35
49
31.85
--
---
--
--
0.00
--
--
---
--
---
0.000
0.40
55
31.90
---
---
--
---
0.00
--
---
---
--
---
0.000
0.45
62
31.95
--
---
---
---
0.00
--
---
---
---
---
0.000
0.50
69
32.00
--
---
---
---
0.00
--
--
--
--
---
0.000
0.60
199
32.10
--
---
--
--
0.00
--
--
--
--
---
0.000
0.70
329
32.20
--
---
--
--
0.00
--
---
--
--
---
0.000
0.80
458
32.30
---
---
---
---
0.00
--
---
---
--
---
0.000
0.90
588
32.40
--
---
---
---
0.00
--
---
---
--
--
0,000
1.00
717
32.50
--
---
--
--
0.00
--
--
--
--
--
0,000
1.10
847
32.60
--
---
--
--
0.00
--
--
--
--
---
0.000
1.20
977
32.70
---
---
---
---
0.00
---
---
---
--
---
0.000
1.30
1,106
32.80
--
---
---
---
0.00
--
---
---
--
---
0.000
1.40
1,236
32.90
--
---
---
--
0.00
--
--
---
--
--
0.000
1.50
1,365
33.00
--
---
--
--
0.00
--
--
--
--
--
0.000
1.60
1,757
33.10
---
---
--
--
0.00
--
--
--
---
---
0.000
1.70
2,148
33.20
---
---
---
---
0.00
---
---
---
---
---
0.000
1.80
2,540
33.30
--
---
--
---
0.00
--
---
--
--
---
0.000
1.90
2,931
3340
--
---
--
--
0.00
--
--
--
--
--
0.000
2.00
3,323
33.50
---
---
--
---
0.00
--
---
--
---
---
0.000
2.10
3,714
33.60
---
---
--
--
0.00
---
---
--
---
---
0.000
2.20
4,105
33.70
--
---
--
--
0.00
--
--
--
--
--
0,000
2.30
4,497
33.80
--
---
--
--
0.00
--
--
--
--
--
0.000
2.40
4,888
33.90
---
---
--
--
0.00
--
--
--
---
--
0.000
2.50
5,280
34.00
---
---
--
--
0.00
---
---
---
---
---
0.000
2.60
6,045
34.10
---
---
--
--
0.00
---
---
--
--
---
0,000
2.70
6,810
34.20
--
---
--
--
0.00
--
---
--
--
--
0.000
2.80
7,576
34.30
--
---
--
--
0.00
--
--
--
--
--
0.000
2.90
8,341
34.40
---
-
---
--
0.00
--
---
---
---
--
0.000
3.00
9,106
34.50
---
---
--
--
0.00
---
---
---
---
-
0.000
3.10
9.871
34.60
--
---
--
--
0.00
---
--
--
--
--
0.000
Continues on next page

22
Swale #3 and #4
Stage / Storage / Discharge Table
Stage
Storage
Elevation Clv A
ft
Cuft
fl
Cfs
3.20
10,637
34.70
--
3.30
11,402
34.80
--
3.40
12,167
34.90
--
3.50
12,932
35.00
---
3.55
13,666
35.05
--
3.60
14.400
35.10
--
3.65
15,134
35.15
--
3.70
15,868
35.20
--
3.75
16,602
35.25
---
3.80
17,335
35.30
---
3.85
18,069
35.35
--
3.90
18,803
35.40
---
3.95
19,537
3545
---
4.00
20,271
35.50
--
...End
Clv B
Clv C
PrfRsr
Wr A Wr B
Wr C
Wr D
Exfil
User
Total
Cfs
cfs
Cfs
Cfs Cfs
cfs
Cfs
cfs
Cfs
Cfs
...
---
___
0.00 __
__
___
___
___
0.000
...
---
__
0.00 __
___
__
___
__
0.000
___
---
_-
0.00 -_
__
___
._
---
0.000
._.
..-
_.
0.00 __
__
___
___
__
0.000
___
___
__
3.72 -_
_.
__.
---
__-
3,723
___
___
__
10.53 __
___
__.
___
___
10.53
---
---
--
19.35 --
---
--
--
--
19.35
---
---
--
29.78 --
---
---
---
--
29.78
---
---
...
41.62 __
___
___
___
.__
41.62
---
---
--
54.72 --
---
---
--
--
54.72
---
---
--
68.95 --
---
--
--
--
68.95
---
---
--
84.24 --
---
--
--
--
84.24
---
---
---
100.52 ---
---
---
---
---
100.52
---
---
--
117.73 --
---
---
---
---
117.73

+ Por OEP'R use ONLY
Reviewer.
North Carolina Department of Environment and �y
Natural Resources " —i�7��
NCDENR Request for Express Permit Review ".7 Q'
cenarin
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a)_ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791.4204; david.lee(alncdenr.gov
• Mooresville & Winston Salem Region - Marcia Allocco 704-235-2107 or marcia.allocco(&,ncdenrgov
• Washington Region -Lyn Hardison 252-948-3842 or Ivn.hardisonomcdenr.gov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaver(@)ncdenr.gov
NOTE. Project application received after 12 noon will be stamped in the following work day.
Project Name: P1479 OUTDOOR INFANTRY IMMERSION TRAINER County: ONSLOW
Applicant: US MARINE CORPS BASE CAMP LEJEUNE Company: _
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, Slate: INC Zip 28547-
Phone: [phone], Fax: _-_ Email: [e-mail]
Physical Localion:NORTH OF THE EXISTING MOBILE MOUT OFF F-3 RANGE RD, NW OF LYMAN RD & 172 ,
SW
SW
SW
NPDES _
NPDES _
WO _
WD _
E&S _
E&S _
Other
Project Drains into UT TO BEAR CREEK waters - Water classification SA (for classification see- http://podal.nodenr.org/web/wq/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? IN, within X2 mile and draining to class SA waters Y. or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: ROBIN AUSTIN Company: CATLIN ENGINEERS & SCIENTISTS
Address: 220 OLD DAIRY RD City: WILMINGTON, Slate: INC Zip: 28405-
Phone: [phone], Fax: [phone], Email: robin [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE REI; D JUL 1 9 20170
S #_ JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWO, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please allach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please allach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear ft or _acres)
FT 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 ElOff-site[SW 8110611 (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ® MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW 8110611 (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ® Erosion and Sedimentation Control Plan with 10 acres to be dislurbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
For DFNR use only
Fee Split for multiple permits: (Check It 1
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: [:]Yes ® No Permit
SUBMITTAL DATES
Fee
i
SUBMITTAL DATES
Fee
CAMA
$
1 Variance (❑ Mal; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
5
401:
5
Los
$
Stream Deter—
S
NCDENR EXPRESS August 2015

..
P1479 OUTDOOR INFANTRY IMMERSION TRAINER (IIT)
CAMP LEJEUNE, NC
STORMWATER NARRATIVE
The P1479 Outdoor IIT project site is located north of the Mobile MOUT P-1063 site, north of .
Lyman Road and west of Hwy 172, east of the New River at Camp Lejeune, in Onslow County
North Carolina. Latitude and Longitude are 34.67, -77.25 respectively. The area currently
consists of a former tree farm, with no built -upon area.
This project will use urban structures designed to replicate a geo-specific village for small -unit
training and platoon/squad leader decision making assessments. The mock village will be
modular and reconfigurable for the purposes of using the trainer for a range of training missions
and scenarios. The mock village will contain a marketplace area, several Government
operations structures, dwellings, courtyard walls, faux features such as a well and crops, and a
ditch for training purposes.
The project site is located within the White Oak river basin. It is located outside of one-half mile
of an SA water. However, it is located within a 1,083 acre area that is currently permitted for low
density development under an active state stormwater permit (SW8 110611) and considered
within a''/2 mile and draining to SA waters.
The site is generally flat with elevations ranging from 35' to 37' per the vertical NAVD 1988
datum. No part of the project site is within the 100 year flood per Flood Insurance Rate Map
(FIRM) 3720532200J, effective 11/3/2005. Drainage from the site sheet flows south and
eventually flows to an unnamed tributary to Bear Creek. Bear Creek is classified as an SA,
HOW water by the State. No wetlands fall within the proposed project limits. There is a small
isolated wetland to the north that was identified by a previous wetland delineation, however, the
project limits are not within 50 feet of this isolated wetland.
The US Department of Agriculture (USDA) Natural Resource Conservation Services soil
mapping indicates that most of the site contains Onslow loamy fine sandy (64%), with some
Baymeade fine sand (36%). Based on a subsurface investigation conducted at the site for this
project, the water table varies across the site, but is generally between 4.9 and 8.4 ft BLS.
The existing stormwater permit SW8 110611 is for overall low density with areas of higher
density (SA waters). The drainage area included under the current permit is 1,083 acres, with
28.8 acres of existing BUA and 95.48 acres of future allocated BUA. The addition of
approximately 2.3 acres of BUA with the proposed Outdoor IT project maintains the low density

of the permit. A low density maximum BUA of < 12% will be maintained. Vegetative
conveyances will be used to the maximum extent practicable, with no discrete collection system.
One of the objectives of the Outdoor IIT is to have completely relocatable facilities, meaning all
buildings, walls, etc. can be moved around within the project boundary, for training purposes.
The majority of the project site is composed of the mock village, clusters of relocatable
structures that represent a village in a third world country. An after -action review (AAR) facility,
where marines get a chance to review what happened during their training in the village, will be
located east of the village. Proposed impervious surfaces for this project consist of shipping
containers, precast buildings, courtyard walls, gravel roads, and a temporary modular AAR
building with gravel parking lot and concrete sidewalk to the building. The parking lot includes a
single concrete accessible parking space and aisle.
The project has been designed as low density with options for reducing impervious surfaces
incorporated. These include reduced road width, minimal parking, no curb & gutter, and the use
of cluster developments. The original design included 24 ft wide gravel roads, most of these
have been reduced to 12 ft wide gravel roads. The original design also included gravel road for
both the administrative road along the south side of the Outdoor IIT and the 10 ft wide path
between Lanes 2 and 3; these have been changed to dirt. The Government has indicated that
they can use a tactical vehicle lot on an adjacent MOUT; therefore, the proposed parking lot
adjacent to the AAR building was reduced to 24 spaces next to the AAR for use by
cars/trucks/Humvees only.
In accordance with UFC 1-200-01, the finished floor elevations of the precast structures will be a
minimum of 6 inches above finished grades. The shipping containers will reside on pedestal
footings and will be elevated 6 — 8 inches off the ground, to promote air flow under the
containers for corrosion protection. Runoff from the proposed shipping containers, precast
buildings, and gravel roads within the central portion of the mock village area will sheet flow to
the swale with level spreader. Runoff from the other areas including the AAR facilities will sheet
flow off the project site to areas of natural vegetative conveyances to the maximum extent
practicable. The objective for drainage at the site is to maximize dispersed flow through
vegetated areas and minimize the channelization of flow. A central swale was required for this
project as a training obstacle; it will also serve to convey runoff from the central portion of the
village to a level spreader on the west side of the site for dispersed discharge. The only
stormwater pipe associated with this project consists of cross pipes under the gravel roads
within the central swale.

t
I I I I
P1479
OUTDOOR INFANTRY IMMERSION TRAINER
US MARINE CORPS BASE
CAMP LEJEUNE, NC
- N
Fumpkn '
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EROSION CONTROL PLAN
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Attachment 1 - Permitting History
Wallace Creek Regimental Complex - High Density Portion
Permit No. SW8 081015
Approval
PermitAclion
BIMS
Description ofthe Changes
Date
Version
11/19/2010
Original Approval
1.0
4/1/2011
Modification
1.1
various revisions to the I I permitted DAs
Adding DA 12-15 (w/ offsite from S\V8 090630)
DA 2: reducine DA and 13UA to include in DA 13
5/3/2017
Modification
1.2
DA 3: reducing DA to include in DA 12 and 13
DA 11: reducine DA to include in DA 3
Off -site West: reducing project area to include in DA 12
Adding DA 16 and 17
5/30/2012
Modification
1.3
DA 13: Using future BUA for the construction of a multi -use trail
Adding DA 18
DA 3: reducing DA and BUA to include in DA 18
7/18/2012
Modification
1.4
DA 11 : increasing DA. Using future 13UA for the construction of sidewalk
DA 13: reducing DA to create DA 18
4/23/2015
Modification
1.5
DA 3: Using future BUA for the construction of sidewalk
2/23/2017
Modification
1.6
DA 15: reducing DA to include in SW8 110906
DA 3: Using future 13UA for the construction of a boiler building and
7/18/2017
Minor Modification
1.7
associated infrastructure
Page 1 of 1

i
I
Pow �P
2 fjc"I
ECEIVE
SEP 14 2017
BY:
a
u

Weaver, Cameron
From:
Robin Austin <[e-mail]>
Sent:
Wednesday, July 19, 2017 2:55 PM
To:
Weaver, Cameron
Cc:
Thomas Bradshaw
Subject:
P1479 Outdoor T[T - Express Review Request
Attachments:
P1479 Outdoor IIT REQUEST FOR EXPRESS DEQ SW 0719 17.pdf
Cameron,
See attached request for express review of the P1479 Outdoor IIT project. This will be a low density minor modification
to existing permit SW8 110611.
We will plan to submit the erosion control package for standard review, rather than express.
Please let me know what appointment times your team has available.
Thanks,
Robin
M. Robin Austin, P.E.
Catlin Engineers and Scientists
220 Old Dairy Road
Wilmington, NC 28405
Phone: 910.452,5861 x116
Fax: [phone]
www.catlinusa.com
CATLIN
Enginoersand Scientists

1 1
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Soil Map—Onslow County, North Carolina
P1479 Outdoor IIT
Map Unit Legend
Onslow County, North Carolina (NC133)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Bab
Baymeade fine sand, 0 to 6
percent slopes
2.8
28.5°/
MaC
Alarvyn loamy fine sand, 6 to
15 percent slopes
0.1
0.7 %
On
Onslow loamy fine sand
6.91
70.8%
Totals for Area of Interest
9.71
100.0%
ISD,% Natural Resources Web Soil Survey 9/1312017
Conservation Service National Cooperative Soil Survey Page 3 of 3

I
7
A
1� CPT 19"4
/
DCP_ 1
CPT 16
3 CPT
I II t
�I?
CPT 1a1
CPT 2" SPr60_4 -
8 i
I
�
i
2 ,
A
_
SOUNDING AND BORING
COORDINATES
POINT
r MNG
NORTHING
CBR 1
B26747
3M9
CBR2
3536IB9
33M2
CBR3
252IO31
339801
3M6
339814
"[2527287
339579339558
3B774
C
I 35270
332
252726
339
CPT 5
2527211
39
CPT6
2527175
339956
CPT]
2W7189
3nV6
CPT8
25272%
3"9
CPi9
M31
339713
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CATLIN
Engineers and Scientists
TRANSMITTAL
TO: NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
910-796-7215
Attn: Linda Lewis
We Are Transmitting Herewith The Following:
ITEM
2 Drawings
Specifications
Shop Drawings
Contract Documents
Correspondence
Reports
ACTION
220 Old Dairy Road
Wilmington, NC 28405
Telephoner [phone]
Fax: [phone]
DATE: 09-14-2017
RE: P1479 Outdoor IIT
Express State SW
CATLIN Project No. 216111
1. For Your Use
2. For Review
3. Please Comment
4. Reply ASAP
5. Urgent
6. Returned
TRANSMITTED BY
US Mail
Messenger
Next Day Service
X Other
M-I0 0 'D5Z2
(�i and. -.1>4V2✓A)
NO. OF
COPIES
DESCRIPTION
ACTION
CODE
1
Check for $2,000
1
1
Original and 1 Copy of Stormwater Application Form
2
1
Detailed Narrative
2
1
USGS Map
2
1
Copy of Calculations (Signed and Sealed
2
2
Two set of Plans (Signed and Sealed
2
1
Soils Map and Subsurface Profiles B-100 thru B-108
1
COMMFNTS-
COPY TO:
www.catlinusa.com

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• For DENR Use ONLY
Lr
North Carolina Department of Environment and
Natural Resources
�C®��R Request for Express Permit Review Time:
Confirm:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4204; [e-mail]
• Mooresville & Winston Salem Region - Marcia Allocco 704-235-2107 or [e-mail]
•. Washington Region -Lyn Hardison 252-948-3842 or [e-mail]
• Wilmington Region -Cameron Weaver 910-796-7303 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P1479 OUTDOOR INFANTRY IMMERSION TRAINER County: ONSLOW
Applicant: US MARINE CORPS BASE CAMP LEJEUNE Company: _
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28547
Phone: [phone], Fax: _ _ _, Email: [e-mail]
Physical Location:NORTH OF THE EXISTING MOBILE MOUT, OFF F-3 RANGE RD, NW OF LYMAN RD & 172
SW _
SW _
SW
NPDES _
NPDES _
WQ _
WQ _
E&S _
E&S _
Other
Project Drains into UT TO BEAR CREEK waters - Water classification SA (for classification see- hnp:/Iportal.ncdenr,org/web/wq/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within 1/2 mile and draining to class SA waters Y or within 1 mile
and draining to class HOW waters? N
Engineer/Consultant: ROBIN AUSTIN Company: CATLIN ENGINEERS & SCIENTISTS
Address: 220 OLD DAIRY RD City: WILMINGTON, State: NC Zip: 28405-_
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ #_JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWO, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ It of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ® Other
® Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site jSW 8110611 (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems /® MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permits)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (tor DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
For DENR use mdv
Fee Solit for multiole oermits: (Check # 1 Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
LAMA
$
Variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LDS
$
Stream Deter,_
$
NCDENR EXPRESS August 2015