SW8080813_HISTORICAL FILE_20110708

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 UR 08 13
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
& HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
I-o \1 0-10 8
YYYYMMDD

�r
NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 8, 2011
Commanding Officer
USMC - Camp Lejeune
c/o Carl Baker, Deputy Public Works Officer
Building 1005 Michael Rd.
Camp Lejeune, NC 28547
Natural Resources
Subject: State Stormwater Management Permit No. SW8 080813
TECOM (SOI) Interim Facilities and Field Training Facility P1269
Camp Devil Dog
High Density Project
Onslow County
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete, modified State Stormwater Management
Permit Application for TECOM (SOI) Interim Facilities and P1269- Camp Devil Dog on July 8,
2011. Staff review of the plans and specifications has determined that the project, as proposed,
will comply with the Stormwater Regulations set forth in Session Law 2006-246, Session Law
2008-211 and Title 15A NCAC 2H.1000. We are forwarding modified Permit No. SW8 080813
dated July 8, 2011, for the construction, operation and maintenance of the built -upon areas and
BMP's associated with the subject project.
This permit shall be effective from the date of issuance until September 25, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
The modifications covered by this permit include:
1. Expanding the project's built -upon area to include the Field Training Facility with three
buildings, a water tank, and associated paved parking.
2. Adding two wet detention ponds, DA1- P1269 and DA2- P1269.
3. Removing one of the previously permitted Sand Filters, DA1- TECOM. This runoff is now
directed into the Wet Detention Basin in DA1- P1269. The remaining five previously
permitted sand filters remain covered by this permit.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a petition with the Office of Administrative
Hearings (OAH). The petition must conform to Chapter 150E of the North Carolina General
Statutes, and must be filed with the OAH within thirty (30) days of receipt of this permit. A
petition is considered filed when it is received in the Office of Administrative Hearings during
normal office hours. The OAH accepts filings Monday through Friday between the hours of 8:00
a.m. and 5:00 p.m., except for official state holidays. The petition may be filed by facsimile (fax)
or electronic mall by an attached file (with restrictions) - provided the signed original, one (1)
copy and a filing fee (if a filing fee is required by NCGS §150B-23.2) is received in the OAH
within seven (7) business days following the faxed or electronic transmission. Unless such
demands are made this permit shall be final and binding. You should contact the OAH with all
questions regarding the filing fee and/or the details of the filing process. The mailing address,
telephone and fax numbers for the Office of Administrative Hearings are: 6714 Mail Service
Center, Raleigh, NC 27699-6714. Telephone [phone]. FAX [phone].
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 1 V One�L,
Phone: [phone] FAX. [phone] Customer Sawa: 1-877-623-6748 OlffiCa[Otltla
Internet: w ncwaterqualily.org ��/a a Linn /ly
An Equal Opportunity l Affirmative Action Employer L[` 11`

State Stormwater Management Systems
Permit No. SW8 080813
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincerely,
F �
een H. Sullins, Director
Division of Water Quality
GDS/arl: S:\WQS\Stormwater\Permits & Projects\2008\080813 HD\2011 07 permit 080813
cc: Howard Resnik, P.E., Coastal Site Design
Wilmington Regional Office Stormwater File
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 080813
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding Officer, USMCB Camp Lejeune
TECOM (SOI) Interim Facilities and P1269 Field Training Facility - Camp Devil Dog
Town Point Rd., Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of five (5) sand filters and two (2) wet
detention ponds in compliance with the provisions of Session Law 2006-246 and 15A
NCAC 2H .1000 (hereafter referred to as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until September 25, 2018, 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 1.7 and 1.8 of this permit. The sand filter
stormwater controls labeled DA2-, DA3-, DA4-, DA5- and DA6- (TECOM), have
been designed to handle the runoff from 6,846; 6,846; 16,355; 6,600; and 6,600
square feet of impervious area, respectively. The wet detention pond stormwater
controls labeled DA1-P1269 and DA2-P1269 have been designed to handle the
runoff from 68,977 and 170,860 square feet of impervious area, respectively.
3. Wet detention pond DA1-P1269 must be operated with a level spreader and 30'
vegetated filter strip system designed to pass the peak flow from the 10 year
storm in a non -erosive manner. All other BMP's do not require an LSNFS.
4. The tract will be limited to the amount of built -upon area indicated in the
application and per the approved plans.
5. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the appropriate permitted stormwater control
system.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 080813
6. 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
waterline of tidal waters.
The following design criteria have been provided in the TECOM sand filters to
meet SL 2006-246, and must be maintained at design condition:
Design Criteria
DA2
DA3
DA4
DA5
DA6
a. Draina a Area: acres
0.16
0.16
0.38
0.15
615
Onsite, ft :
6,846
6.846
16,355
6,600
6,600
Offsite, ftZ:
None
None
None
None
None
b. Total Impervious Surfaces, ftZ:
6,846
6,846
16,355
6,600
6,600
Onsite, ftZ:
6,846
6,846
16,355
6,600
6,600
Offsite, ft:
None
None
None
None
None
c. Design Storm, in.
1.5
1.5
1.5
1.5
1.5
d. Media Depth, ft:
1.5
1.5
1.5
1.5
1.5
e. Maximum Head, It,
4.5
4.5
5.5
4.5
4.5
f. Sediment Chamber Surface Area:
9. Sand Chamber Surface area:
73
73
73
73
140
140
70
70
70
70
h. Total Permitted Storage Volume, ft3:
657
657
1,540
630
630
i. Drawdown orifice, inches:
4
4
4
4
4
. Draw Down Time, hrs:
31
31
38
31
31
k. Receiving Stream / River Basin:
Southwest Creek / WOK02
I .Stream Index Number:
19-17-(0.5
m. Classification of the Water Body:
C, NSW
8. The following design criteria have been provided in the P1269 wet detention
ponds to meet SL 2008-211, and must be maintained at design condition:
Design Criteria
Units
DA1
DA2
a. Drainage Area
Onsite
Offsite
acres
Ft
Ft
2.53
110,313
0
7.63
332,363
0
b. Total Impervious Surfaces
Ft
68,977
170,860
c. Rules Cite
2008
2008
d. Design Storm
Inches
1.5
1.5
e. Average Design Depth
Feet
3.0
4.0
f. TSS removal efficiency%
85%
90%
. Permanent Pool Elev.
FMSL
21.5
20.5
h. Perm. Pool Surface Area
FtZ
7,250
19,041
i. Permitted Storage Volume
Ft3
8,627
21,562
. Temporary Storage Elev.
FMSL
22.50
21.50
k. Pre-dev. Discharge rate
Cfs
2.0
6.1
I. Controlling Orifice
(Pinches
1.5
2.5
m. Orifice flow rate
Cfs
.033
.09
n. Permitted Foreba V01ume
Ft'
3,240
12,784
o. Max. Fountain HP
HP
N/A
'%
. Receiving Stream/River Basin
Southwest Creek/WOK02
. Stream Index Number
19-17- 0.5
F. Classification of Water Body
C NSW
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 080813
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of wet pond slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of the inlet/outlet/bypass structures, sand
filter media, level spreader, catch basins, piping and vegetated filter.
g. A clear access path to the outlet/bypass structure must be available at all
times.
4. Records of maintenance activities must be kept for each permitted BMP and
made available upon request to authorized personnel of DWQ. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. 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.
9. Access to the stormwater facilities shall be available at all times.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of this permit and the approved plans and specifications shall be
maintained on file by the Permittee at all times.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 080813
12. 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 shallsubmit 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.
13. 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 subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity ekcept after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the permittee or of the project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change form
to the Division of Water Quality, accompanied by the supporting documentation
as listed on the form. The approval of this request will be considered on its merits
and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
area in whole or in part, nor the conveyance of common area to a third party
shall be considered an approved permit transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily the Permittee shall take
immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management
systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 080813
8. 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.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit modified and reissued this the 81' day of July 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 080813
TECOM (SO1) Interim Facilities and Field Training Facility P1269 - Camp Devil Dog
Stormwater Permit No. SW8 080813
Onslow Countv
Designer's Certification
1, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 080813
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/bypass structure elevations are per the approved plan.
6. The outlet/bypass structure is located per the approved plans.
7. The orifice for the wet pond is correctly sized and is at the proper
elevation.
8. A Trash Rack is provided on the outlet/bypass structure.
9. All slopes are grassed with permanent vegetation.
10. Vegetated slopes are no steeper than 3:1.
11. The inlets are located per the approved. plans and do not cause short-
circuiting of the system.
12. The permitted amounts of surface area and/or volume have been
provided.
13. All required design depths are provided.
14. All required parts of the system are provided such as a forebay, vegetated
shelf. etc.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 9 of 9

DWQ USE ONLY
ate Received
Fee Paid
Permit Number
aU
s CW`x' # 73(oS P
I SCU080
Applicable ules: ❑ Coastal SW -1995 Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied far 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.):
TECOM (SOI) Interim Facilities Camp Devil Doggy P-1269 DD (SOI)
2. Location of Project (street address):
City:Camp Lejeune County:Onlsow Zip:28547-2539
3. Directions to project (from nearest major intersection):
Approximately 5.3 miles South of the Intersection of US 17 and NC 24 if traveling North on US 17 right onto
Verona Loop Road. Travel 0.2 miles turn left ontoTown Point Road. Travel 1.3 Miles Turn left onto
Perimeter Road. Site is located 0.15 miles up on both sides of the Road
4. Latitude:34° 41' 16" N Longitude:77° 27 28" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 080813 , its issue date (if known)9/25/2008 and the status of
construction: ❑Not Started ❑Partially Completed* ® Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density []Drains to an Offsite Stormwater System []Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 18 ac of Disturbed Area
7404/401 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:
FormSWU-101 Version07July2009 PageIof6

IPI. 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 proiect):
Applicant/Organization:MARINE CORPS BASE, CAMP LEiEUNE
Signing Official & Title:Carl Baker,Deputy Public Works Officer
b.Contact information for person listed in item I above:
Street Address:BLDG 1005 MICHAEL ROAD
City:MCB CAMP LEiEUNE State:NC Zip:28542
Mailing Address (if
City:
Phone: (910 ) 451-2213
Email:[e-mail]
State:
Fax: (910 ) 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( 1
State: Zip:
Fax:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( ) Fax:
4. Local jurisdiction for building permits: Camp Lejeune
Point of Contact: Phone #: ( )
Wv
"0//
Form SWU-101 Version 07July2009 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Runoff will be directed to wet basins, via catch basins, grassed swales and stormwater conduit. Existing
buildings that have sandfilters will use the gutter collections systems to direct runoff to the sandfilters.
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 PUDApproval Date:
❑ Valid Building Permit Issued Date:
Other: tk 5W 0?0n;t Date: 9-Z5-2C0
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑✓ -Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 17.23 acres 5. Total Coastal Wetlands Area: n/a acres
6. Total Surface Water Area: 0 acres
Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project Area':
17.23 acres
Total project area shall be calculated to exclude the followin the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may be
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 48.6 %
9. How many drainage areas does the project have?9 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin lnformation ,''[ ,
.Drains e Area;
: Drains e Area ,
:`. Drains e Area
Drainage Area,",
Receiving Stream Name
Stream Class *
Stream Index Number
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** (so
% Impervious Area" (total)
1m ervious"Surface Area ", >`` n
'Drama e Area,:
'Drainage Area ,
;' Drainage Area
Draina' e Area"_=
1On-site Buildings/Lots (so
bn-site Streets (so
n-site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
Total (sf):
* Stream Class and Index Number can be determined at: http://`h2o.enr.state.nc.uslbimsZ=orts/regortsWB.html
"* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
*** Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
Form SWU-101 Version 07July2009 Page 3 of 6

SW8 080813 :
Total Drainage
Drainage Area 1
Drainage Area 2
Basin Information
TECOM & P1269
P1269
P1269
Receiving Stream Name
Southwest Creek
Southwest Creek
Southwest Creek
Receiving Stream Class
C;NSW
C;NSW
C;NSW
Stream Index Number
19-17-(0.5)
19-17-(0.5)
19-17-(0.5)
Total Drainage area (sf)
759,455 sf or 17.43 acres
110,313 sf or 2.53 acres
332,363 sf or 7.63 acres
Onsite Drainage Area (sf)
759,455 sf or 17.43 acres
sf or - acres
sf or - acres
Off site Drainage Area (sf)
sf or - acres
sf or - acres
sf or - acres
Proposed Impervious' Area
368,944 sf or 8.47 acres
68,977 sf or 1.58 acres
170,860 sf or 3.92 acres
% Impervious' Area (total)
48.6 %
62.5 %
51.4%
Imoervious' Surface Area
On -site Buildings/Lots (sf)
83,750 sf or
1.92
acres
0
sf or
- acres
25,331
sf or
0.58 acres
On -site Streets (sf)
0
sf or
-
acres
0
sf or
- acres
0
sf or
- acres
On -site Parking (sf)
31,848
sf or
0.73
acres
31,848
sf or
0.73 acres
0
sf or
- acres
On -site Sidewalks (sf)
38,012
sf or
0.87
acres
0
sf or
- acres
38,012
sf or
0.87 acres
Other on -site (sf)
19,549
sf or
0.45
acres
7,250
sf or
0.17 acres
12,299
sf or
0.28 acres
Future (sf)
25,750
sf or
0.59 acres
4,750
sf or 0.11 acres
21,000
sf or 0.48 acres
Off -site (sf)
0
sf or
- acres
0
sf or - acres
0
sf or - acres
Existing BUA (sf)
170,035
sf or
3.90 acres
25,129
sf or 0.58 acres
74,218
sf or 1.70 acres
Total: 368,944
sf or
8.47 acres
68,977
sf or 1.58 acres
170,860
sf or 3.92 acres
Basin Information
Drainage Area 3
P1269
Drainage Area 4
P1269
Receiving Stream Name
Southwest Creek
Southwest Creek
Receiving Stream Class
C;NSW
C;NSW
Stream Index Number
19-17-(0.5)
19-17-(0.5)
Total Drainage area (sf)
155,812 sf or 3.58 acres
117,720 sf or 2.70 acres
Onsite Drainage Area (sf)
155,812 sf or 3.58 acres
117,720 sf or 2.70 acres
Off site Drainage Area (sf)
0
Proposed Impervious' Area
55,038 sf or 1.26 acres
30,822 sf or 0.71 acres
% Impervious` Area (total)
35.3%
26.2%
Imoervious• Surface Area
On -site Buildings/Lots (sf)
11,826
sf or
0.27 acres
3,346
sf or
0.08
acres
On -site Streets (sf)
0
sf or
- acres
0
sf or
-
acres
On -site Parking (sf)
0
sf or
- acres
0
sf or
-
acres
On -site Sidewalks (at)
0
sf or
- acres
0
sf or
-
acres
Other on -site (sf)
0
sf or
- acres
0
sf or
-
acres
Future (sf)
0
sf or
- acres
0
sf or
-
acres
Off -site (sf)
0
sf or
- acres
0
sf or
-
acres
Existing BUA (sf)
43,212
sf or
0.99 acres
27,476
sf or
0.63
acres
Total:
55,038
sf or
1.26 acres
30,822
sf or
0.71
acres
RECEIVED
JUN 1 7 Z011
BY:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

5f
5r-
Drainage Area 1
Drainage Area 2
Drainage Area 3
Basin Information
TECOM
TECOM
TECOM
Receiving Stream Name
Southwest Creek
Southwest Creek
Southwest Creek
Receiving Stream Class
C;NSW
C;NSW
C;NSW
Stream Index Number
19-17-(0.5)
19-17-(0.5)
19-17-(0.5)
Total Drainage area (sf)
6,846
sf or 0.16 acres
6,846
sf or 0.16 acres
Onsite Drainage Area (sf)
6,846
sf or 0.16 acres
6,846
sf or 0.16 acres
Off site Drainage Area (sf)
DAII (TECOM) has been deleted
0
sf or - acres
0
sf or - acres
Proposed Impervious' Area
and will be sent to DA 1 P1269
6,846
sf or 0.16 acres
6,846
sf or 0.16 acres
% Impervious' Area (total)
100.0%
100.0 %
Impervious' Surface Area
On -site Buildings/Lots (sf)
6,846
sf or
0.16 acres
6,846
sf
or
0.16 acres
On -site Streets (sf)
0
sf or
- acres
0
sf
or
- acres
On -site Parking (sf)
0
sf or
- acres
0
sf
or
- acres
On -site Sidewalks (sf)
0
sf or
- acres
0
sf
or
- acres
Other on -site (sf)
0
sf or
- acres
0
sf
or
- acres
Future (sf)
0
sf or
- acres
0
sf
or
- acres
Off -site (sf)
0
sf or
- acres
0
sf
or
- acres
Existing BUA (sf)
0
sf or
- acres
0
sf
or
- acres
Total:
6,846
sf or
0.16 acres
6,846
sf
or
0.16 acres
Basin Information
5'(
Drainage Area 4
TECOM
5F
Drainage Area 5
TECOM
%_
Drainage Area 6
TECOM
Receiving Stream Name
Southwest Creek
Southwest Creek
Southwest Creek
Receiving Stream Class
C;NSW
C;NSW
C;NSW
Stream Index Number
19-17-(0.5)
19-17-(0.5)
19-17-(0.5)
Total Drainage area (sf)
16,355 sf or 0.38 acres
6,600
sf or 0.15 acres
6,600
sf or 0.15 acres
Onsite Drainage Area (sf)
16,355 sf or 0.38 acres
6,600
sf or 0.15 acres
6,600
sf or 0.15 acres
Off site Drainage Area (sf)
- sf or - acres
sf or - acres
sf or - acres
Proposed Impervious' Area
16,355 sf or 0.38 acres
6,600
sf or 0.15 acres
6,600
sf or 0.15 acres
% Impervious' Area (total)
100.0 %
100.00%
100.0 %
Impervious' Surface Area
On -site Buildings/Lots (sf)
16,355
sf or
0.38 acres
6,600
sf or
0.15 acres
6,600
sf or
0.15 acres
On -site Streets (sf)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
On -site Parking (sf)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
On -site Sidewalks (sf)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
Other on -site (sf)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
Future (sf)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
Off -site (sf)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
Existing BUA (at)
0
sf or
- acres
0
sf or
- acres
0
sf or
- acres
Total:
16,355
sf or
0.38 acres
6,600
sf or
0.15 acres
6,600
sf or
0.15 acres
RECEIVED
JUN 1 7 2011
BY:
COASTAL SITE DESIGN, PC
PO BOX 4041
WILMINGTON, NC 28406

11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttp://h2o.enr.state.nc.us/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from hdp://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application package
should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating project
on the interactive online map athU://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
hap://www.envhelp.org/12ages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 11h mile of the site boundary, include the 11h
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document)..
p. Vegetated buffers (where required).
lnf 'als
Alf.
X,
91le,
Ale,
le.
[4 tie
JU1v 1 3 2011
Form SWU-101 Version 07July2009 Page 4 of 6

a
Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].) (F 1//'�
A copy of the most current property deed. Deed book: Page No:
For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
httl2://www.secretary.state.nc.us/CoEporations/CSearch.gVx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bmi2 forms.htm#deed restrictions. 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 signatures) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Howard Resnik, PE
Consulting Firm: Coastal Site Design PC
Mailing Address:Po BOX 4041
City: W ilmingion
Phone: (910 ) 791-4441
Em ail: howa rdQcoastalsitedesi gn.com
State:NC Zip:28406
Fax: (910 ) 791-1501
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) . certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item lb) 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.
— V-
JUN 1 3 2011
Form SWU-101 Version 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signatu
a Notary Public for the State of
do hereby certify that
before me this _ day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
WINV II
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, item 2) Carl Baker, Depuht Public Works Officer
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules unger 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2005-211.
Date: fo - 7 �/
U I CL— NC r r l S , a Notary Public for the State of I VO4 CO-rOl 1 Ad -,County of
6 Vl S OW do hereby certify that Q o,Y' czk e r personally appeared
before me this 2 day of J(A vhe-- A CW , and ack wled e the due e ✓��cuuption of.�the'application for
a stormwater permit. Witness my hand and official seal, , Z 7l�y�
SYLVIA NORRIS
NOTARY PUBLIC
ONSLOW COUNTY, C
MYCOMMISSIONEXPIRES_ W15
--------------
SEAL
My commission expires f 5
JU1V 1 3 Z011
Form SWU-101 Version 07July2009 Page 6 of 6

Lewis,Lincla
From: Lewis, Linda
Sent: Wednesday, July 06, 2011 5:23 PM
To: 'Rodney Wright; 'Howard Resnik'
Subject: FW: TECOM and P-1269 at Camp Devil Dog SW8 080813
It looks like you have 2 different level spreader details, on sheet CS1-124 and one on sheet CS-502. They
both have different elevations. Please remove the one that doesn't apply and keep the correct one. It's not
necessary to have duplicate details — that only causes confusion.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Lewis,Linda
Sent: Wednesday, July 06, 2011 4:59 PM
To: 'Rodney Wright'; 'Howard Resnik'
Subject: TECOM and P-1269 at Camp Devil Dog SW8 080813
Rodney / Howard:
The changes to the plans and details for the level spreader look fine, but the level spreader supplement form
needs to be revised to reflect the following changes:
1. The elevation at the downslope base of the level lip needs to be changed from 20.00 to 19.93.
2. The slope of the filter from the lower side of the level lip to the end of the filter needs to be revised from
0.67% to (19.93 — 19.8) / 30 = 0.43%.
Thanks,
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

Russell, Janet
To: Hallinan, Mark
Cc: Lewis,Linda
Subject: RE: SW8 080813 Mod. Camp Devil Dog
Mark,
Linda is on vacation today and was on vacation last Thursday and Friday as well. She should return tomorrow.
The Stormwater permit will be mailed to Carl Baker at Camp Lejeune and faxed to Mr. Baker and the design engineer
once issued. I will be glad to fax you a copy of the permit when it is issued.
Janet
From: Hallinan, Mark fmailto:mhallinanCalwalshgroup.coml
Sent: Tuesday, July 05, 2011 11:13 AM
To: Lewis,Linda
Cc: Pritchard, Melissa J.; Russell, Janet; Rodney Wright; Howard Resnik; Smith, Charles (Norfolk); Clay, Katlin
Subject: RE: SW8 080813 Mod. Camp Devil Dog
Linda —
Rodney Wright dropped off the requested information below this past Thursday 6/30/11 per your comments below. We
are hopeful that this last round of clarifications is to your satisfaction and we can move forward with the express permit.
We are eager to obtain the permit, and anything that we can do to facilitate this process please let me know. It is my
understanding that the permit will be sent directly to NAVFAC's office. Would it be possible to obtain a faxed copy of
the permit for our records when it is made available? Rhonda was able to fax over a copy of the E&S permit which was
very helpful for the project.
Thanks, and anything I can do to help, just let me know.
Mark
Mark P. Hallinan LEED GA
Project Manager; The Walsh Group
P-1269 Field Training Facility
111 Perimeter Road, Camp Devil Dog
Next to bldg #DD40
Camp Lejeune, NC 28540
Office: 910-219-3612
Fax: [phone]
Cellular: 757-417-5530
From: Lewis,Linda [mailto:linda.lewisCalncdenr govl
Sent: Tuesday, June 28, 2011 9:39 AM
To: Howard Resnik; Rodney Wright
Cc: Hallinan, Mark; Pritchard, Melissa J.; Russell, Janet
Subject: SW8 080813 Mod. Camp Devil Dog
Howard & Rodney:

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
June 30, 2011
Linda Lewis
North Carolina Department of
Environment and Natural Resources
Express Storm Water
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Express Storm Water
Modification to SW8 080813
Onslow County
CSD Project No. 1 1-0245
Dear Linda:
Enclosed please find:
two (2) copies of the revised sheets CSI-115,124,125,502
PB response to comments issued on 6/28/11
Please call if you have any questions.
Very truly yours,
Rodney ri
Encl.: As noted above
cc: Archer Western
REED .`. �� v 2011
_ ,VF-D
JUN 3 0 2011
BY:- ---

RECEIVED
I JUN 3 0 2011
PAGE 1 OF 1 "
,,.. 1
CODES:
A. ACCEPT COMMENT —WILL BE CORRECTED, ADDED, OR CLARIFIED.
OVERSIGHT REVIEW
B. DESIGNER WILL EVALUATE.
COMMENT AND RESOLUTION SHEET
C. DELETE COMMENT
D. DEPARTMENT TO EVALUATE.
DOCUMENT CONTROL NUMBER: 796466
PACKAGE NUMBER:
REVIEWER(S): NCDENR
DATE: 06/29/11
DESCRIPTION: P1269 FIELD TRAINING FACILITY, DEVIL DOG
REVIEW TYPE: FINAL
DISCIPLINE: STORMWATER MANAGEMENT
CRM:
SOI
ITEM No.
SPEC.
No 0)
COMMENTS
CODE(2)
RESPONSE (2)
FINAL DISPOSITION(3)
1
CS1-124
The level spreader should be oriented to receive
A
Due to grading constraints and the
the discharge from the pond parallel to the flow, not
ponds proximity of the existing
at right angles. With the level spreader situated at
ditch we had to reconfigure the
right angles to the pipe, larger flows will bypass the
outlet structure to include a
blind Swale. Please refer to Figure 8-9 in Section
manhole that will redirect the flow
8.3.5 of the BMP Manual and make the appropriate
parallel to the level spreader.
changes.
2
CS1-124
The blind Swale behind the level spreader should
A
Elevations have been provided.
have an upper lip elevation that is below the invert
of the pipe, and a lower lip elevation that is lower
than the upper lip elevation. Please specify these
elevations on the vegetated filter detail on sheet
CS1-124, as well as the elevation at the end of the
filter itself, and submit 2 copies of that revised
sheet.
3
CS1-125
The BUA for Pond #2 is still reported on sheet
A
BUA on Pond #2 has been revised
CS1-125 as being 174,860 sf, but the sealed
on sheet CS1-125 to reflect the
calculations and the supplement use 170,860 sf.
calculations.
(1) Indicate drawing no./page no. or use "G" for general comment. Note: The intended use of this form is to provide a means for the Department to raise
(2) To be filled out by Design/Builder. issues or concerns associated with the Design/Builders designs. However, it is
(3) To be determined in subsequent comment resolution meeting/discussion (list date). the Design/Builders responsibility to determine what action is necessary to
resolve those issues in accordance with the contract.
J:\24015A-MCB-CAMP-LEJEUNE\WORKING\03 CIVIL\CIVIL\ES\2011 0629 COMMENT RES.DOCX

Lewis,Linda
From:
Lewis, Li nda
Sent:
Tuesday, June 28, 2011 9:39 AM
To:
'Howard Resnik'; Rodney Wright
Cc:
'Hallinan, Mark', 'Pritchard, Melissa J.', Russell, Janet
Subject:
SW8 080813 Mod. Camp Devil Dog
Howard & Rodney:
A couple of problems with the revised application:
The level spreader should be oriented to receive the discharge from the pond parallel to the flow, not at
right angles. With the level spreader situated at right angles to the pipe, larger flows will bypass the
blind swale. Please refer to Figure 8-9 in Section 8.3.5 of the BMP Manual and make the appropriate
changes.
The blind swale behind the level spreader should have an upper lip elevation that is below the invert of
the pipe, and a lower lip elevation that is lower than the upper lip elevation. Please specify these
elevations on the vegetated filter detail on sheet CS1-124, as well as the elevation at the end of the
filter itself, and submit 2 copies of that revised sheet.
The BUA for Pond #2 is still reported on sheet CS1-125 as being 174,860 sf, but the sealed
calculations and the supplement use 170,860 sf.
Please submit the requested information by July 6, 2011.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
Education is the progressive discovery of our own ignorance.
-Will Durant
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

COASTAL SITE DESIGN, PC
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License N C-2710
June 17,2011
Linda Lewis
North Carolina Department of
Environment and Natural Resources
Express Storm Water
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Express Storm Water
Modification to SW8 080813
Onslow County
CSD Project No. It -0245
Dear Linda:
Enclosed please find:
- two (2) copies of the revised sheets CS-124-125
- one (1) copy of the revised SW calculations package
- revised pond supplements
- revised LS-VFS supplement
- revised DA breakdown for PI269 drainage areas.
Items:
l updated Bentley stormwater calcs to reflect new SST that was submitted on 6/10. The updated calcs
address the majority of the comments issued.
2 added areas to SST for forebays.
3 revised plan sheets and supplements to match calculations.
4 added DA 3 & 4 back to application
Please call if you have any questions.
Very truly yours,
V I
Rodne right
Encl.: As noted above
Rr T`-TVED
JUN 1 7 2011
is
cc: Archer Western

r ..
�N�CAR
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c 2; oFESS/
1 .33 NJ
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411111110,
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�25
YEAR$
Stormwater Management
Narrative and Calculations
P1269 Devil Dog SOI
Camp Lejeune, North Carolina
April 22, 2011
Revised May 20, 2011
Revised June 6,1011
Revised June 15, 2011
Prepared by:
Parsons erinckerhoff
6161 Kempsville Circle, Suite 110
Norfolk, Virginia 13501
sw 76?0813
VED
JUN 1 7 2011
l- -

I
Table of Contents
I. Introduction.............................................................................................................................3
ProjectDescription..................................................................................................................3
ExistingSite Conditions...........................................................................................................3
II. Hydrology................................................................................................................................3
III. Pre- and Post Development Conditions..................................................................................4
IV. Water Quality Analysis...........................................................................................................5
SW M-1....................................................................................................................................5
SW M-2....................................................................................................................................6
V. Stormwater Design.................................................................................................................6
VI. Conclusion.............................................................................................................................7
AppendixA Mapping...................................................................................................................8
Appendix B Stage -Storage Tables and Routing Analysis.............................................................16
Appendix C NCDENR Supplemental Forms................................................................................49
Appendix D Storm Sewer Calculations.......................................................................................57
Appendix E Ditch and Culvert Calculations................................................................................60
�1�)VED
IJUN 1 7 2011
2 1 P a g e

I. Introduction
Project Description
The purpose of this project is to construct three buildings, a water tank, and associated paved
areas and parking. The project is located at Camp Lejeune's Devil Dog Field Training Facility in
Onslow County. The purpose of this report is to analyze the drainage design of the project area
and determine stormwater management necessary to comply with North Carolina Department
of Natural Resources (NCDENR) requirements to modify the existing state stormwater
management permit SW8 080813.
Existing stormwater permit SW8 080813 covers six (6) sand filters. These sand filters are to
remain in place and will still be permitted in the modification. Current approved TECOM (SO1)
Interim Facilities plans are supplied with the Field Training Facility plans to make a complete set and
permit application.
Existing Site Conditions
The Devil Dog Field Training Facility project site is approximately 18 acres and is considered high
density development. The terrain for the site is relatively flat with slopes not exceeding 2%.
The existing site has problems with erosion control, sustaining vegetation and flooding or
standing water. The existing storm system is filled with sediment and inadequately sized
compounding the drainage problems onsite. The project site drains to the Non -SA waters of
either Mill Run or Hicks Run and then eventually to Southwest Creek. Southwest Creek is
located in the White Oak river basin, its Index number is 19-17-(6.5) and its class is C; HOW;
NSW. Mill Run and Hicks Run are both class C; NSW.
H. Hydrology
In accordance with NCDOT criteria, the hydrological analysis for the proposed site was
completed using the Rational Method for culverts, storm drains and ditches and the Modified
Rational equation for storm water management. The rainfall intensity values were found using
the NOAA rainfall data for Snead's Ferry rain gauge and the time of concentration determined
using Seelye and Kirpich methods. The predevelopment and post -development conditions are
divided into 4 primary drainage areas.
Drainage area 1 is located east of Command Post Road and north of Perimeter Road. This area
is 2.53 acres post -development and drains by overland flow to either a storm sewer system or
ditch and then into SWM-1. SWM-1 outfalls to a vegetative buffer and existing ditch which
eventually drains north to Hicks Run and Southwest Creek.
Drainage area 2 is located on the south side of the project site and drains to the east. This area
is 7.63 acres post -development. This area drains into SWM-2 using overland flow, existing
JUN 1 7 2011 1 3( P a g e

ditches, proposed ditches, and proposed storm sewer. SWM-2 outfalls to an improved ditch
and culvert which eventually drains south to Mill Run and Southwest Creek.
Drainage area 3 is includes a large portion of main site building and roads on the west side of
the site and drains north off the project site using existing ditches and existing storm sewer
system. The contributing drainage area was 5.87 acres predevelopment. Post -development
drainage area 3 is 3.58 acres which reduces peak flows, TSS, and nutrient loading downstream.
Drainage area 4 is located on the east side of the project site and drains to the north. This area
decreased from 3.42 acres predevelopment to 2.70 acres post -development which reduces
peak flows, TSS, and nutrient loading downstream. DA 4 drains using existing ditches and
culverts which eventually outfall into Southwest Creek. Drainage area maps are located in
Appendix A.
III. Pre- and Post Development Conditions
This project includes construction of three buildings, a water tank, associated paved areas and
parking. The overall site predevelopment impervious is 22% with 160,952 square feet of
impervious land cover. The post -development site is 45% impervious with 325,613 square feet
of impervious land. An overall site map showing existing and proposed impervious areas is
located in Appendix A.
Two (2) wet detention basins are proposed for the project site to provide stormwater
treatment and reduce runoff from existing and proposed development. Table 1 below gives the
pre- and post development flows, for both stormwater management facilities, found using the
Modified Rational Method and NOAA Atlas 14 rainfall intensities from Sneads Ferry rain gauge
located approximately 3 miles from Camp Lejeune.
Table 1— Summary of Pre and Post Development Conditions
Predevelopment Flow (cfs)
Post development Flow (cfs)
1-yr
1-yr
SWM-1
3.93
0.05
SWM-2
8.50
0.71
Table 2 — Summary of Pre and Post Development Drainage Areas
Existing DA
(SF)
Proposed DA
(SF)
DA 1
135,980
110,313
DA 2
180,545
332,363
DA 3
255,697
155,812
DA 4
148,855
117,720
Total
721,077
716,208
JUN 1 7 2011
4 1 P a g e

Table 3 —Summary of Pre and Post Development Impervious Conditions
Devil Dog SOI Post Development Impervious Areas
Total Existing
Impervious
(SF)
Total
Proposed
Impervious
(SF)
Total Future
Impervious
(SF)
Total
Impervious
(SF)
DA 1
25,129
39,098
4,750
68,977
DA 2
74,218
75,642
21,000
1 170,860
DA 3
43,212
11,826
0
55,038
DA 4
27,476
3,346
0
30,822
325,697
Impervious % 1 23% 1 1 45%
Drainage areas for both wet detention basins are located in Appendix A.
IV. Water Quality Analysis
SWM-1
SWM-1 provides storage and treatment of stormwater runoff from all 110,313 square feet of
drainage area 1. This basin discharges to a 50' vegetated buffer at elevation 20.0'. The average
depth of the basin is 3.0 feet and the design total suspended solids removal is 85%. A 10-foot
wide vegetated shelf is provided with 6 inches below the permanent pool elevation and the
outside edge is 6 inches above the permanent pool elevation. The forebay volume is 21.7% of
the total permanent pool volume. Total nitrogen removal is 25% and total phosphorus removal
is 40%. The table below provides other dimensions and elevations for SWM-1.
Table 4—SWM-1 Elevations and Dimensions
SWM #1
DIMENSIONS
ELEVATION
PERMANENT POOL
7,250 SF
21.50
TEMPORARY POOL
9,502 SF
22.50
POND BOTTOM
1,662 SF
17.00
SEDIMENT CLEANOUT
BOTTOM
1,000 SF
16.00
TOP OF DAM WIDTH
5.0' WIDE
24.50
DRAWDOWN ORIFICE
1.5"
21.50
TOP OF RISER
4'X4' BOX
23.00
OUTLET PIPE INVERT IN
24 LF 18" RCP
@ 2.0%
20.50
OUTLET PIPE INVERT OUT
20.00
JUN 1 7 2011
5 1 P a g e

SWM-2
SWM-2 provides storage and treatment of stormwater runoff from all 332,363 square feet of
drainage area 2.The average depth of the basin is 4.0 feet and the design total suspended solids
removal is 90%. A 10-foot wide vegetated shelf is provided with 6 inches below the permanent
pool elevation and the outside edge is 6 inches above the permanent pool elevation. The
forebay volume is 21.5% of the total permanent pool volume. Total nitrogen removal is 25%
and total phosphorus removal is 40%. The table below provides other dimensions and
elevations for SWM-2.
Table 5—SWM-2 Elevations and Dimensions
SWM q2
DIMENSIONS
ELEV.
PERMANENT POOL
19,041 SF
20.50
TEMPORARY POOL
23,049 SF
21.50
POND BOTTOM
6,191 SF
15.00
SEDIMENT CLEANOUT
BOTTOM
4,934 SF
14.00
TOP OF DAM WIDTH
10.0' WIDE
24.50
DRAWDOWN ORIFICE
2.5"
20.50
TOP OF RISER
4' x 4' BOX
22.00
OUTLET PIPE INVERT UP
36 LF 24" RCP
@ 0.83%
20.50
OUTLET PIPE INVERT DOWN
20.00
Stage storage tables and routing models for both stormwater management facilities are located
in Appendix B. NCDENR Supplemental Forms are located in Appendix C.
V. Stormwater Design
Storm sewer systems have been designed according to NCDOT criteria using the Rational
Method and rainfall intensities provided by NOAA for Sneads Ferry rain gauge. Storm sewer
systems have been designed for the 10 year storm occurrence for the area. An analysis was
done on the existing storm sewer system and it was determined that two of the pipes are
inadequate to convey the contributing flow even after decreasing the size of the contributing
drainage area with new proposed storm sewer which drains to SWM-2. Storm sewer calculation
spreadsheets are located in Appendix D.
Culverts have been designed according to NCDOT criteria using the Rational Method and
rainfall intensities provided by NOAA for Sneads Ferry rain gauge. Culverts have been designed
for the 10 year storm occurrence for the area. Culvert calculation spreadsheets are located in
Appendix E.
JUN 1 7 2011
6 1 P a g e

Ditches have been designed according to NCDOT criteria using the Rational Method and rainfall
intensities provided by NOAA for Sneads Ferry rain gauge. Ditches have been designed for the
10 year storm occurrence for the area. Ditch calculation spreadsheets are located in Appendix
E.
VI. Conclusion
This report summarizes the watershed analysis for Camp Lejeune's Devil Dog Field Training
Facility Project. Approximately 129,661 square feet of new impervious are planned for the
project site. Additionally, 5,000 square feet of future impervious was included in the calculation
for SWM-1 and 21,000 square feet of future impervious was included in the calculations for
SWM-2 to accommodate a site master plan incorporating 20 years of development (2010-
2030). Increased impervious area is mitigated for both quantity and quality through the use of
two wet detention basins. These wet detention basins are treating 239,837 square feet of
existing and proposed impervious areas. This value is 110,176 square feet more than the
required amount of impervious area that must be treated to comply with NCDENR regulations.
RECEIVED
JUN 1 7 2011
BY:-
7 1 P a g e

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SCALE:I"= 60'
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JUN 1 7 2011
BY:
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SCALE:I"= 60'
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I

SWM-1 WET DETENTION BASIN STAGE -STORAGE TABLE:
ELEVATION (FT) AREA (SF)
17 1662
18 2513
19 3724
20 4799
21 5957
pp 21.5 7250
Top Shelf 22 8895
State Storage 22.5 9502
23 10109
24 11381
volume at permanent pool (elev. 21.5) _
1.5" storage volume provided (elev. 22.5) _
total volume of basin =
surface area at bottom of 10:1 shelf =
volume at bottom of 10:1 shelf =
surface area at top of 10:1 shelf =
volume at top of 10:1 shelf =
minimum forebay volume =
INCREMENTAL
VOLUME (CF)
0
2073
3099
4250
5368
2992
4029
4598
4902
10739
17782
8627
26409
4803
14790
8895
21811
3240
SWM-1 - Forebay
Elevation (FT)
Area (SF)
Incremental
Volume (CF)
Accumulative
Volume (CF)
17
266
0
0
18
431
372
372
19
623
549
921
20
840
752
1673
21
1082
978
2651
21.5
1212
589
3240
STORAGE
(CF)
cf
cf
cf
sf
cf
sf
cf
cf
4029
8627
13529
24268
JUN 1 7 2011
IBY:-

SWM-2 WET DETENTION BASIN STAGE -STORAGE TABLE:
INCREMENTAL STORAGE
ELEVATION (FT)
AREA (SF)
VOLUME (CF)
(CF)
15
6191
0
16
7574
6871
17
9076
8314
18
10691
9872
19
12421
11545
Bottom Shelf
20
16138
14239
pp
20.5
19,041
8785
Top Shelf
21
22100
10276
10276
State Storage
21.5
23049
11286
21562
22
24012
11764
33326
23
25979
24989
58315
volume at permanent pool (elev. 20.5) =
59626
cf
1.5" storage volume provided (elev. 21.5) =
21562
cf
total volume of basin =
81188
cf
surface area at bottom of 10:1 shelf =
16138
sf
volume at bottom of 10:1 shelf =
50841
cf
surface area at top of 10:1 shelf =
22100
sf
volume at top of 10:1 shelf =
69902
cf
minimum forebay volume =
12784
cf
SWM-2 - Forebay
Elevation (FT)
Area (SF)
Incremental
Volume (CF)
Accumulative
Volume (CF)
15
1011
0
0
16
1419
1197
1197
17
1888
1631
2828
18
2413
2124
4952
19
2996
2672
7624
20
3635
3277
10901
20.5
3976
1883
12784
JUN 1 7 0011
'=iY:

Table of Contents
i
Table of Contents
+x++wxw+xx*+wwxw+xwwxw MASTER SUMMARY +xwxw++w+xxx++xxxxx+++
Watershed....... Mod. Rational Grand Summary ........ 1.01
Master Network Summary ............. 1.02
+xxx++++++++++++++ DESIGN STORMS SUMMARY ****+++++++++x+++++
Camp Lejeune.... Rational Storms .................... 2.01
++x+«+x«++«+«+++«+++++ RAINFALL DATA *****x+++++++++++xxxx+x
Snead's Ferry 1 1
I-D-F Table ........................ 3.01
+++++++*++++++++++++++ TC CALCULATIONS *****++++++++++++++++
DA I............ PRE
Tc Calcs ........................... 4.01
DA 1............ POST
Tc Calcs ........................... 4.03
+++++++++++++++++++++++ POND VOLUMES +++++++++++++++++++++++
POND 1.......... Vol: Elev-Area ..................... 5.01
++++xwwx+x+xxx+xxx++ OUTLET STRUCTURES wwwwwwxwwwxw+xwwwwwww
Outlet 1........ Outlet Input Data .................. 6.01
RFCJ;` I `V ED
JUN 1 7 2011
,,.
S/N:
Bentley PondPack (10.01.04.00)
3:34 PM
Bentley Systems, Inc.
6/2/2011

Table of Contents
ii
Table of Contents (continued)
Individual Outlet Curves ........... 6.04
xxx*+++x+++++++++++++++ POND ROUTING ****«xxx++xxxxx«x+x«x+x
POND 1 OUT 1
Pond Routing Summary ............... 7.01
****************** RATIONAL METHOD CALCS *******************
DA 1............ Rational Predev. Peak Q ............ 8.01
DA I............ 1
Mod. Rational Graph ................ 8.02
Mod. Rational Storm Calcs .......... 8.03
Mod. Rational Hyg .................. 8.04
DA 1............ PRE
C and Area ......................... 8.05
DA 1............ POST
C and Area ......................... 8.06
RECEEIVED
JUN 1 7 2011
BY:
S/N:
Bentley PondPack (10.01.04.00)
3:34 PM
Bentley Systems, Inc.
6/2/2011

Type.... Mod. Rational Grand Summary Page 1.01
Name.... Watershed
File.... J:\29015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
* MODIFIED RATIONAL METHOD
* ---- Grand Summary For All Storm Frequencies ----
Q
= CiA *
Units Conversion;
Where Conversion = 43560 / (12
* 3600)
............................................................................
Area = 2.520
acres
Tc
= .1330
hrs
............................................................................
VOLUMES
Freq.
Adjusted
Duration
I
Qpeak
Allowablel
Inflow
Storage
years
'C'
hrs
in/hr
cfs
cfs I
cu.ft
cu.ft
------------------------------------------------------
2
.629
.4000
3.8340
6.13
I---------------------
4.70 1
8830
4317
10
.629
.6500
4.0190
6.43
6.34 1
15041
6100
100
.629
.7000
5.4800
8.76
8.62 1
22086
9157
1
.629
.4000
3.2060
5.13
3.93 1
7383
3610
JUN 1 7 2011
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... J:\29015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID
Return Event
------------
10
100
1
Rainfall
Type
I-D-F Curve
I-D-F Curve
I-D-F Curve
I-D-F Curve
Camp Lejeune
IDF ID
Snead's Ferry 2
Snead Ferry 10 y
Snead's Ferry 10
Snead's Ferry 1
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Qpeak
Qpeak
Node ID
Type
Event
cu.ft
Trun
hrs
cfs
DA 1
AREA
2
8693
L
.1330
6.13
DA 1
AREA
10
14897
L
.1330
6.43
DA 1
AREA
100
21890
L
.1330
8.76
DA 1
AREA
1
7269
L
.1330
5.13
*OUT 10
JCT
2
8433
.5500
.14
*OUT 10
JCT
10
14639
.7000
3.20
*OUT 10
JCT
100
21648
.7500
6.52
*OUT 10
JCT
1
7001
.5000
.05
POND 1
IN
POND
2
8737
.1500
6.13
POND 1
IN
POND
10
14943
.1500
6.43
POND 1
IN
POND
100
21953
.1500
8.76
POND 1
IN
POND
1
7306
.1500
5.13
Max
Max WSEL Pond Storage
ft cu.ft
JUN 1 7 2011
S/N:
Bentley PondPack (10.01.04.00)
3:34 PM
Bentley Systems, Inc.
6/2/2011

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
cu.ft Trun
hrs
cfs
ft
cu.ft
POND
1
OUT
POND
2
8433
.5500
.14
22.51
26683
POND
1
OUT
POND
10
14639
.7000
3.20
22.90
30446
POND
1
OUT
POND
100
21648
.7500
6.52
23.17
33249
POND
1
OUT
POND
1
7001
.5000
.05
22.36
25238
�.'1 C':T74�,IV� ED
JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... I-D-F Table Page 3.01
Name.... Snead's Ferry 1 Tag: 1 Event: 1 yr
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
Storm... Snead's Ferry 1 Tag: 1
Rainfall -Intensity -Duration Curve
Time, hrs Intens., in/hr
.0830
5.9400
.1670
4.7400
.2500
3.9500
.5000
2.7100
1.0000
1.6900
2.0000
1.0300
3.0000
.7400
6.0000
.4500
12.0000
.2700
24.0000
.1500
JUN 1 7 2011
B
SIN: Bentley Systems, Inc.
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Type.... Tc Calcs Page 4.01
Name.... DA 1 Tag: PRE
File.... J:\24015A-MCB-Camp-Le Jeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\24015-PO
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .4000 hrs
Total Tc: .4000 hrs
-------------------------
t-y
� JUN 1 7 2011
i
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... To Calcs Page 4.03
Name.... DA 1 Tag: POST
File.... J:\24015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\24015-PO
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment
#1: Tc: User Defined
------------------------------------------------------------------------
Segment
#1 Time: .1330 hrs
Total Tc: .1330 hrs
r: � : T VED
JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... Vol: Elev-Area
Name.... POND 1
Page 5.01
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
Elevation Planimeter
(ft) (sq.in)
_________________
17.00 -----
18.00 -----
19.00 -----
20.00 -----
21.00 -----
21.50 -----
22.00 -----
22.50 -----
23.00 -----
24.00
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(sq.ft)
______________
(sq.ft)
____ _
(cu.ft)
_
(cu.ft)
_ _ _ _ _
1662
0
0
0
2513
6219
2073
2073
3724
9296
3099
5172
4799
12750
4250
9422
5957
16103
5368
14789
6999
19413
3236
18025
8895
23784
3964
21989
9502
27590
4598
26587
10109
29412
4902
31489
11381
32216
10739
42228
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
JUN 1 7 2011
F Y:
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... J:\24015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\24015-PO
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 17.00 It
Increment = .50 ft
Max. Elev.= 24.00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RO ---> CO 22.500 24.000
Orifice -Circular 00 ---> CO 21.500 24.000
Culvert -Circular CO ---> TW 20.500 24.000
Tw SETUP, IS Channel
I2>EC_t,
/JUN 1 7 2011
Bjl
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
OUTLET STRUCTURE INPUT DATA
Structure ID
= RD
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 22.50 ft
Orifice Area
= 9.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 4.00 ft
Weir Coeff.
= 2.800
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure IO = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 21.50 ft
Diameter = .1250 ft
Orifice Coeff. _ .600
FR `lam4 Y x ;7- D
JUN 1 7 2011
BY:
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... J:\29015A-MCB-Camp-LeJeune\working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert -Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.5000 ft
Upstream Invert = 20.50 ft
Dnstream Invert = 20.00 ft
Horiz. Length = 25.00 ft
Barrel Length = 25.01 ft
Barrel Slope = .02000 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000 (forward entrance loss)
Kb = .018213 (per ft of full flow)
Kr = .2000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0045
Inlet Control M = 2.0000
Inlet Control c = .03170
Inlet Control Y = .6900
T1 ratio (HW/D) = 1.085
T2 ratio (HW/D) = 1.187
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 22.13 ft ---> Flow = 7.58 cfs
At T2 Elev = 22.28 ft ---> Flow = 8.66 cfs
',I V V_
JUN 1 7 2011
S/N:
Bentley PondPack (10.01.04.00)
3:34 PM
Bentley Systems, Inc.
6/2/2011

' Type.... Pond Routing Summary Page 7.01
Name.... POND 1 OUT Tag: 1 Event: 1 yr
File.... J:\29015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\29015-PO
Storm... Snead's Ferry 1 Tag: 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\29015A-MCB-Camp-LeJeune\working\03_Civil\Stormwater\Melissa\Devil D
Inflow HYG file = work_pad.hyg - POND 1 IN 1
Outflow HYG file = work pad.hyg - POND 1 OUT 1
Pond Node Data = POND 1
Pond Volume Data POND 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting
WS E1ev =
21.50
ft
Starting
Volume =
18025
cu.ft
Starting
Outflow
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow
Peak Outflow
--------------
Peak Elevation
Peak Storage =
= 5.13 cfs
.05 cfs
-----------------
= 22.36 ft
25238 cu.ft
MASS BALANCE (cu.ft)
at .1500 hrs
at .5000 hrs
----------------
+ Initial Vol = 18025
+ HYG Vol IN = 7306
- Infiltration = 0
- HYG Vol OUT = 7001
- Retained Vol = 18296
Unrouted Vol = -33 cu.ft (.952% of Inflow Volume)
11.11�CY_ir V ,v✓
JUN 1 7 2011
SIN:
Bentley PondPack (10.01.04.00)
3:34 PM
Bentley Systems, Inc.
6/2/2011

1 Type.... Rational Predev. Peak Q Page 8.01
Name.... DA 1 Event: 1 yr
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
Storm... Snead's Ferry 1 Tag: 1
SUMMARY OF RATIONAL METHOD PEAK DISCHARGES
--- PREDEVELOPED CONDITIONS ---
Q = CiA *
Units
Conversion; Where Conversion
= 43560 /
(12 * 3600)
Tag
Freq
File
IDF Curve
1
1
Snead's Ferry 1
Tc = .4000
hrs
Tag
Freq
C
C adj
-----------------------------
I C I
Area I
Peak Q
(years)
factor
final in/hr
acres I
CIS
-----
1
------
1
-----
.390
------
1.000
-----------------------------1
.390 3.2060
-----------------------------
3.120 1
----------
3.93
4 +/ V'L D
JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

Type.... Mod. Rational Hyg Page 8.04
Name.... DA 1 Tag: 1 Event: 1 yr
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
Storm... Snead's Ferry 1 Tag: 1
MODIFIED RATIONAL METHOD HYDROGRAPH
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
Tag Freq File IDF Curve
1 1 Snead's Ferry 1
Td = .4000 hrs
-----------------------------
Tag Freq C C adj I C I Area Peak Q
(years) factor final in/hr acres I cfs
--------------------------------I----------
1 1 .629 1.000 1 .629 3.2060 2.520 1 5.13
-----------------------------
HYG file = J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devi
HYG ID = DA 1
HYG Tag = 1
-----------------------------------
Peak Discharge = 5.13 cfs
Time to Peak = .1330 hrs
HYG Volume = 7269 cu.ft
-----------------------------------
WARNING: Hydrograph truncated on left side.
HYDROGRAPH ORDINATES
(cfs)
Time I
Output Time increment
= .0500 hrs
hrs I
---------
Time on
left represents time for
first value in each row.
I-----------------------------
.0330 1
1.27
3.20 5.13
5.13 5.13
.2830
5.13
5.13 5.13
3.86 1.93
.5330
.00
.00
RFC FWED
JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:34 PM 6/2/2011

0
Table of Contents
i
Table of Contents
x+x+x+x+x+«x«x«++«+«x« MASTER SUMMARY **x++xxxxxxx+x+xx+xxxx
Watershed....... Mod. Rational Grand Summary ........ 1.01
Master Network Summary ............. 1.02
+++++«++++++++++«+ DESIGN STORMS SUMMARY *+«+++++«+++«+«+«+«
Camp Lejeune.... Rational Storms .................... 2.01
++++++++++++++++++++«+ RAINFALL DATA **«++«+««+x«««x+«+««««+
Snead's Ferry 1 1
I-D-F Table ......................... 3.01
x+xxxx«xx+xx««*++xxxxx TC CALCULATIONS x++++xx+x+++++xxxx+xx
DA 2............ PRE
Tc Calcs ........................... 4.01
DA 2............ POST
Tc-Calcs ........................... 4.03
+xx«++xxxxxxxxxx+xxxx++ POND VOLUMES x+xxx+++x+x«x«x+++«+««+
POND 2.......... Vol: Elev-Area ..................... 5.01
xxx+«+«xxxxxx+xxxxxx OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
M c7;11c�D
I JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

e
Table of Contents ii
Table of Contents (continued)
Individual Outlet Curves ........... 6.04
xx+xxxxxxx+xxxxxx«x+«+« POND ROUTING «««««««««««x««««««««x««
POND 2 IN Node: Pond Inflow Summary .......... 7.01
POND 2 OUT 1
Pond Routing Summary ............... 7.03
�`ll-.t Y ED
JUN 1 7 2011
SIN:
Bentley PondPack (10.01.04.00)
3:27 PM
Bentley Systems, Inc.
6/2/2011

Type.... Mod. Rational Grand Summary Page 1.01
Name.... Watershed
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
w D"I ODINN7�
* ---- Grand Summary For All Storm Frequencies ----
* #
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
............................................................................
Area = 7.630
acres
To
= .3600
hrs
............................................................................
VOLUMES
Freq. Adjusted
Duration
I
Qpeak
Allowablel
Inflow
Storage
years 'C'
hrs
in/hr
cfs
cfs I
cu.ft
cu.ft
------------------------------------------------------
2 .561
.6833
2.8063
12.11
I---------------------
10.14 1
29797
10758
10 .561
.7167
3.8097
16.44
13.38 1
42423
16498
100 .561
.7833
5.1550
22.25
17.76 1
62744
26199
1 .561
.6667
2.3700
10.23
8.50 1
24550
8845
!UN 1 7 2011
S/N:
Bentley PondPack (10.01.04.00)
3:27 PM
Bentley Systems, Inc.
6/2/2011

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... J:\24015A-MCB-Camp-Lejeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\24015-PO
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, ID
Return Event
------------
10
100
1
Rainfall
Type
---------------
I-D-F Curve
I-D-F Curve
I-D-F Curve
I-D-F Curve
Camp Lejeune
iul=4r,
Snead's Ferry 2
Snead Ferry 10 y
Snead's Ferry 10
Snead's Ferry 1
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=LeftSRt)
Return
HYG Vol
Qpeak
Qpeak
Node ID
Type
Event
cu.ft
Trun
hrs
cfs
DA 2
AREA
2
29786
L
.3600
12.11
DA 2
AREA
10
42436
L
.3600
16.44
DA 2
AREA
100
62725
L
.3600
22.25
DA 2
AREA
1
24559
L
.3600
10.23
*OUT 10
JCT
2
29515
1.0000
1.83
*OUT 10
JCT
10
42164
.9500
5.65
*OUT 10
JCT
100
62421
.9500
11.68
*OUT 10
JCT
1
24301
1.0000
.71
POND 2
IN
POND
2
29748
R
.4000
12.11
POND 2
IN
POND
10
42398
R
.4000
16.44
POND 2
IN
POND
100
62655
R
.4000
22.25
POND 2
IN
POND
1
24535
R
.4000
10.23
Max
Max WSEL Pond Storage
ft cu.ft
!UN 1 7 2011
S/N:
Bentley PondPack (10.01.04.00)
3:27 PM
Bentley Systems, Inc.
6/2/2011

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... J:\29015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node-Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left6Rt)
Return
HYG Vol
Qpeak
Node
ID
Type
Event
cu.ft Trun
hrs
POND
2
OUT
POND
2
29515
1.0000
POND
2
OUT
POND
10
42164
.9500
POND
2
OUT
POND
100
62421
.9500
POND
2
OUT
POND
1
24301
1.0000
Max
Qpeak
Max WSEL
Pond Storage
cfs
ft
cu.ft
1.83
21.77
87586
5.65
22.11
95652
11.88
22.53
105868
.71
21.60
83454
I~
j JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... I-D-F Table Page 3.01
Name.... Snead's Ferry 1 Tag: 1 Event: 1 yr
File.... J:\29015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\29015-PO
Storm... Snead's Ferry 1 Tag: 1
Rainfall -Intensity -Duration Curve
Time, hrs Intens., in/hr
.0830
5.9400
.1670
4.7400
.2500
3.9500
.5000
2.7100
1.0000
1.6900
2.0000
1.0300
3.0000
.7400
6.0000
.4500
12.0000
.2700
24.0000
.1500
JUN 1 7 2011
SIN:
Bentley PondPack (10.01.04.00)
3:27 PM
Bentley Systems, Inc.
6/2/2011

Type.... Tc Calcs
Name.... DA 2 Tag: PRE
Page 4.01
File.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .2775 hrs
------------------------------------------------------------------------
-----------------------
-------------------------
Total Tc: .2775 hrs
JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Tc Calcs
Name.... DA 2 Tag: POST
Page 4.03
File.... J:\24015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\24015-PO
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
------------------------------------------------------------------------
Segment
#1: Tc: User Defined
------------------------------------------------------------------------
Segment
#1 Time: .3600 hrs
Total Tc: .3600 hrs
i
JUN 1 7 2011
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Vol: Elev-Area
Name.... POND 2
Page 5.01
File.... J:\24015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\24015-PO
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
(ft)
-------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
15.00
----- 6191
0
16.00
----- 7574
20613
17.00
----- 9076
24941
18.00
----- 10691
29617
19.00
----- 12421
34636
20.00
----- 16138
42717
20.50
----- 19041
52709
21.00
----- 22100
61655
21.50
----- 23049
67719
22.00
----- 24012
70587
23.00
----- 25979
74967
POND VOLUME EQUATIONS
Volume
Volume Sum
(cu.ft)
(cu.ft)
----------------------
0
0
6871
6871
8314
15185
9872
25057
11545
36602
14239
50841
8785
59626
10276
69902
11286
81188
11764
92953
24989
117942
* Incremental volume computed by the Conic Method for Reservoir Volumes.
.Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
1
JUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... J:\29015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 15.00 ft
Increment = .25 ft
Max. Elev.= 23.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Inlet Box RO ---> CO 21.500 23.000
Orifice -Circular 01 ---> CO 20.500 23.000
Culvert -Circular CO ---> TW 19.000 23.000
TW SETUP, DS Channel
Ii>.:
LJUN 1 7 2011
S/N: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... J:\29015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
OUTLET STRUCTURE INPUT DATA
Structure ID
= RO
Structure Type
= Inlet Box
# of Openings
-------
= 1
Invert Elev.
= 21.50 ft
Orifice Area
= 9.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 4.00 ft
Weir Coeff.
= 2.800
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 01
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 20.50 ft
Diameter = .2100 ft
Orifice Coeff. _ .600
(' 1 E1V
!UN 1 7 2011
T3z:_ - -
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... J:\29015A-MCB-Camp-LeJeune\Working\03 Civil\Stormwater\Melissa\Devil Dog\29015-PO
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
---------------
No. Barrels
Barrel Diameter
Upstream Invert
Dnstream Invert
Horiz. Length
Barrel Length
Barrel Slope
= CO
= Culvert -Circular
------------------
2.0000 ft
= 19.00 ft
18.70 ft
= 36.00 ft
36.00 ft
_ .00833 ft/ft
OUTLET CONTROL DATA...
Mannings n =
.0130
Ke =
.2000
Kb =
.012411
Kr =
.2000
HW Convergence =
.001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0045
Inlet Control M =
2.0000
Inlet Control c =
.03170
Inlet Control Y =
.6900
T1 ratio (HW/D) =
1.091
T2 ratio (HW/D) =
1.193
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In.transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 21.18 ft ---> Flow = 15.55 cfs
At T2 Elev = 21.39 ft ---> Flow = 17.77 cfs
JUN 1 7 2011
SIN: Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Node: Pond Inflow Summary Page 7.01
Name.... POND 2 IN Event: 1 yr
File.... J:\29015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\29015-PO
Storm... Snead's Ferry 1 Tag: 1
SUMMARY FOR HYDROGRAPH ADDITION
at Node: POND 2 IN
HYG Directory: J:\29015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\
__________________________________________
Upstream
Link ID
Upstream Node ID HYG file
HYG
ID
HYG tag
_______________________________________________________
ADDLINK
10
DA 2
DA
2
1
INFLOWS TO: POND 2 IN
----------------------------
HYG file HYG ID
----------------------------
DA 2
---- Volume
HYG tag cu.ft
1 24559
Peak Time Peak Flow
hrs cfs
----------------------
.3600 10.23
TOTAL FLOW INTO:
POND 2 IN
----------------------------------------
Volume
Peak Time
Peak Flow
HYG file HYG
ID HYG tag
cu.ft
hrs
cfs
__________________________________________________________________________
POND
2 IN 1
24535
.4000
10.23
I
JUN172011
L_ -
S/N:, Bentley Systems, Inc.
Bentley PondPack (10.01.04.00) 3:27 PM 6/2/2011

Type.... Node: Pond Inflow Summary Page 7.02
Name.... POND 2 IN Event: 1 yr
File'.... J:\24015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\24015-PO
Storm... Snead's Ferry 1 Tag: 1
TOTAL NODE INFLOW...
HYG file =
HYG ID = POND 2 IN
HYG Tag = 1
-----------------------------------
Peak Discharge = 10.23 cis
Time to Peak = .4000 hrs
HYG Volume = 24535 cu.ft
-----------------------------------
WARNING: Hydrograph truncated on right side.
HYDROGRAPH ORDINATES (cfs)
Time I
Output Time
increment
= .0500 hrs
hrs I
---------
Time on
left represents
time for
first value
in each
row.
I--------------------------------------------------------------
.0000 1
.00
1.42
2.84
4.26
5.68
.2500
7.10
8.52
9.95
10.23
10.23
.5000
10.23
10.23
10.23
10.23
9.24
.7500 1
7.86
6.44
5.02
3.60
2.18
1.0000 1
.76
.09
i \fit-y ♦ i .t Y �ED
JUN 1 9 2011
-. 1 Y
S/N:
Bentley PondPack (10.01.04.00)
3:27 PM
Bentley Systems, Inc.
6/2/2011

Type.... Pond Routing Summary Page 7.03
Name.... POND 2 OUT Tag: 1 Event: 1 yr
File.... J:\29015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil Dog\29015-PO
Storm... Snead's Ferry 1 Tag: 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = J:\29015A-MCB-Camp-LeJeune\Working\03_Civil\Stormwater\Melissa\Devil D
Inflow HYG file = NONE STORED - POND 2 IN 1
Outflow HYG file = NONE STORED - POND 2 OUT 1
Pond Node Data = POND 2
Pond Volume Data = POND 2
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
20.50
ft
Starting
Volume =
59626
cu.ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak
Inflow =
10.23
cfs at .4000 hrs
Peak
Outflow =
.71
cfs at 1.0000 hrs
-----------------------------------------------------
Peak
Elevation =
21.60
ft
Peak
___-------
______________________________________________
Storage =
__-----------------------------------------
83454
cu.ft
MASS BALANCE (cu.ft)
__________________________
+ Initial Vol = 59626
+ HYG Vol IN = 24535
- Infiltration = 0
- HYG Vol OUT = 24301
- Retained Vol = 59831
Unrouted Vol = -8 cu.ft
(.039$ of Inflow Volume)
WARNING: Inflow hydrograph truncated on right side.
JUN 1 7 Z011
BY:
S/N:
Bentley PondPack (10.01.04.00)
3:27 PM
Bentley Systems, Inc.
6/2/2011

GRASS LINED DITCH 1
PtrojeCfDescriptwn' � -h4 6xy is an �` ; ie ;6e k `a, ++ice � �` � _ "
Friction Method Manning Formula
Solve For Normal Depth
'f .. F _ '4 7r o +'a� s+^.
Roughness Coefficient
0.030
Channel Slope
0.01200
fUft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
0.00
ft
Discharge
1.86
ft'/s
Results
Normal Depth
0.53
it
.Flow Area
0.86
ft'
Wetted Perimeter
3.38
It
Hydraulic Radius
0.25
ft
Top Width
3.21
it
Critical Depth
0.47
ft
Critical Slope
0.02274
Wit
Velocity
2.17
ft/s
Velocity Head
0.07
it
Specific Energy
0.61
it
Froude Number
0.74
Flow Type Subcntical
,GVFinput bata
Downstream Depth
0.00
it
Length
0.00
ft
Number Of Steps
0
- .:.
GVF Output-0ata " �ti "�
,.
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
''-'C✓"��
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ftls
JUN 1 7 2011
Normal Depth
0.53
it
Critical Depth
0.47
it
Channel Slope
0.01200
fttft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6114/2011 10:20:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2

GRASS LINED DITCH 1
,GVF Output Data`^
Critical Slope
0.02274 fttft
-.- ,r 4 "
JUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
611412011 10:20:42 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED DITCH 2
Project Description r �.
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.030
Channel Slope
0.00875
ft/ft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
0.00
It
Discharge
2.30
fN/s
Results
Normal Depth
0.61
ft
Flow Area
1.13
fN
Wetted Perimeter
3.88
ft
Hydraulic Radius
0.29
ft
Top Width
3.68
It
Critical Depth
0.52
ft
Critical Slope
0.02210
ft/ft
Velocity
2.04
ft/s
Velocity Head
0.06
It
Specific Energy
0.68
ft
Froude Number
0.65
Flow Type Subcritical
;GVF Input Data
-
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
.Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
—;,---,-�—
Upstream Velocity
Infinity
ft/s
Normal Depth
0.61
ft
JUN 1 7 2011
Critical Depth
0.52
ft
Channel Slope
0.00875
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.11.00.03)
6/14/2011 10:21:48 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA *1-203-755-1666 Page 1 of 2

Critical Slope
GRASS LINED DITCH 2
0.02210 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:21:48 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA-1-203-755-1666 r---Pager2-of-2
JUN 1 7 2011

GRASS LINED DITCH 3
Friction Method
Manning Formula
Solve For
Normal Depth
Roughness Coefficient
0.030
Channel Slope
0.00343
ftlft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
0.00
ft
Discharge
6.18
ft'/s
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Subcdtical
1.06 ft
3.37 fe
6.70 It
0.50 It
6.36 ft
0.77 ft
0.01937 ft/ft
1.83 ft/s
0.05 It
1.11 ft
0.44
Downstream Depth
0.00
It
Length
0.00
It
Number Of Steps
0
GVF Outptit Data r s�s'rval � �a♦pff� ���, e � � r � �u � x ;,` � y °'�:� �;r' a � �`,
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ftls
7�
Upstream Velocity
Infinity
fVs
JUN 1 7 2011
Normal Depth
1.06
It
Critical Depth
0.77
ft
�.
Channel Slope
0.00343
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
6M4/2011 10:46:46 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

, VF Output Data
Critical Slope
GRASS LINED DITCH 3
0.01937 Wit
- V L
JUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:46:46 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA •1-203-755-1666 Page 2 of 2

GRASS LINED DITCH 4
F�ojecYDescription` w'
,
-,, „-
-•
,.. - ; . . ,
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data �,111.
�
,.: v„a,,
.-
�'
a -
Roughness Coefficient
0.030
Channel Slope
0.02250
ft/ft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
2.00
It
Discharge
1.60
ft'/s
i
Rt3sults,
t .4
vS .'. C
G t 1.
n $ Y h5 "
Normal Depth
0.24
It
Flow Area
0.66
ft'
Wetted Perimeter
3.53
ft
Hydraulic Radius
0.19
ft
Top Width
3.45
ft
Critical Depth
0.24
ft
Critical Slope
0.02354
ft/ft
Velocity
2.43
ft/s
Velocity Head
0.09
It
Specific Energy
0.33
ft
Froude Number
0.98
Flow Type
SubcMical
GVF lnput-bata "'.
, ' "
77
Downstream Depth
0.00
ft
Length
0.00
It
Number Of Steps
0
GVF Output.Data a.
. d, )r'a a
r ,a
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
=BY:
-
Bentley

GRASS LINED DITCH 4
,GVF`Wo6t6a6'
Critical Slope
0.02354 fttft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:47:39 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
L JUN
1 7 Z011
•

GRASS LINED DITCH 5
ProlectDescriptlon.
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.030
Channel Slope
0.00343
ft/ft
Left Side Slope
3.00
ftift (H:V) .
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
0.00
ft
Discharge
2.67
fN/s
)Results
Normal Depth
0.77
ft
Flow Area
1.80
fN
Wetted Perimeter
4.89
ft
Hydraulic Radius
0.37
ft
Top Width
4.64
ft
Critical Depth
0.55
ft
Critical Slope
0.02167
ft/ft
Velocity
1.49
ft/s
Velocity Head
0.03
ft
Specific Energy
0.81
ft
Froude Number
0.42
Flow Type
Subcdlical
..
GVF Inp6tDaYa
1 s .r 777*7
7 <
Downstream Depth
(Length
Number Of Steps
0.00
0.00
0
ft
ft
GVFOutputData ',,
r •,_
° _;..�`. «;�
°�
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
..'.�• �. ✓•-
-�
Downstream Velocity
Infinity
ft/s
JUN 1 7
2011
Upstream Velocity
Infinity
ft/s
Normal Depth
0.77
ft
Critical Depth
0.55
ft
Channel Slope
0.00343
ftlft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:48:33 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GRASS LINED DITCH 5
GVF`Output Data ' r,
Critical Slope
0.02167 ft/ft
JUN172011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:48:33 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755.1666 Page 2 of 2

GRASS LINED DITCH 6
Pctr 'escriptwn,.
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data", lM -,s,,t
a
}
Roughness Coefficient
0.030
Channel Slope
0.01060
fUft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
2.00
It
Discharge
1.60
fl'/s
..Results'
Normal Depth
0.30
It
Flow Area
0.86
ft'
Wetted Perimeter
3.88
ft
Hydraulic Radius
0.22
If
Top Width
3.78
It
Critical Depth
0.24
It
Critical Slope
0.02354
ft/ft
Velocity
1.86
ft/s
Velocity Head
0.05
It
Specific Energy
0.35
It
Froude Number
0.69
Flow Type
Subcritical
GGVF Input'Data, r.�e= ,�
_ v„ ..>�°.
'-•» ,
.'„ ., ...
;,,.';
Downstream Depth
0.00
It
Length
0.00
ft
Number Of Steps
0
GVF"Output Data '
"'
Upstream Depth
0.00
It
Profile Description
Profile Headloss
0.00
IfE71
Downstream Velocity
Infinity
fUsUpstream
Velocity
Infinity
ft/s
Normal Depth
0.30
ft
Critical Depth
0.24
ft
Channel Slope
0.01060
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6114/2011 10:49:22 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GRASS LINED DITCH 6
GW Output Data
Critical Slope
0.02354 ft/ft
JUN 1 7 Z011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.11.00.03)
6/14/2011 10:49:22 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED DITCH 7
Project Description .
Friction Method Manning Formula
Solve For Normal Depth
:1np.Ut Data .'i: 4 ,' A 11
.?
Roughness Coefficient 0.030
Channel Slope 0.00440 ft/ft
Left Side Slope 3.00 fUft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 12.60 fN/s
Results` `x
Normal Depth
1.04
ft
Flow Area
5.28
ft'
Wetted Perimeter
8.55
ft
Hydraulic Radius
0.62
ft
Top Width
8.21
ft
Critical Depth
0.75
ft
Critical Slope
0.01748
ft/ft
Velocity
2.38
ft/s
Velocity Head
0.09
ft
Specific Energy
1.12
ft
Froude Number
0.52
Flow Type Subcritical
GVF Input0ata
Downstream Depth
0.00
ft
Length
0.00
It
Number Of Steps
0
GVF Output,Data ",
'� �•
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
It
—
Tl
Downstream Velocity
Infinity
Ws
Upstream Velocity
Infinity
ft/s
JUN 1
7 1011
Normal Depth
1.04
ft
Critical Depth
0.75
ft
Channel Slope
0.00440
fVft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.11.00.03]
6114/2011 10:50:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA 41-203-755-1666 Page 1 of 2

GRASS LINED DITCH 7
,GVF Output -Data = `
Critical Slope
0.01748 fUft
i
JUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
6/14/2011 10:50:1DAM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED DITCH 8
Project�Descrption;
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient 0.030
Channel Slope 0.00400 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 11.80 ft3/s
Normal Depth
1.03
ft
Flow Area
5.21
fl'
Wetted Perimeter
8.49
ft
Hydraulic Radius
0.61
ft
Top Width
8.16
it
Critical Depth
0.72
ft
Critical Slope
0.01763
ft/ft
Velocity
2.26
f /s
Velocity Head
0.08
ft
Specific Energy
1.11
It
Froude Number
0.50
Flow Type Subcritical
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
�GV butpu Bata
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft-
Downstream Velocity
Infinity
fVs
.-
Upstream Velocity
Infinity
ft/s
JUN 1 7 2011
Normal Depth
1.03
ft
Critical Depth
0.72
ft
10y'._---------
Channel Slope
0.00400
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/1412011 10:50:25 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755-1666 Page 1 of 2

Cntical Slope
GRASS LINED DITCH 8
0.01763 fUft
JUN172011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
611412011 10:50:25 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED DITCH 9
Project Description '
Friction Method
Manning Formula
Solve For
Normal Depth
Roughness Coefficient
0.030
Channel Slope
0.00580
ft/ft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
5.00
ft
Discharge
10.54
fN/s
Normal Depth
0.65
ft
Flow Area
4.48
fN
Wetted Perimeter
9.08
ft
Hydraulic Radius
0.49
ft
Top Width
8.87
ft
Critical Depth
0.47
ft
Critical Slope
0.01851
ft/ft
Velocity
2.35
ft/s
Velocity Head
0.09
ft
Specific Energy
0.73
ft
Froude Number
0.58
Flow Type
Subcntical
,GVF'InpuYData'
;
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
OUtput,Data
'GVF
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
fUs
1171
RE CEL51 �j i
Upstream Velocity
Infinity
Ws
Normal Depth
0.65
ft
JUN 1 7 2011
Critical Depth
0.47
ft
Channel Slope
0.00580
f 1ft
BY •
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03)
6/14/2011 10:21:26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2

,GVFOu�^-- 7
Critical Slope
GRASS LINED DITCH 9
0.01851 fUft
JUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
611412011 10:21:26 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED DITCH 10
Project Description � '
Friction Method Manning Formula
Solve For Normal Depth
�riput Data � .->.`-t-.. • : y ,� -
Roughness Coefficient 0.030
Channel Slope 0.01291 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 11.80 W/s
Results
Normal Depth
1.05
It
Flow Area
3.33
ft'
Wetted Perimeter
6.66
ft
Hydraulic Radius
0.50
ft
Top Width
6.32
ft
Critical Depth
0.99
ft
Critical Slope
0.01777
ft/ft
Velocity
3.54
ft/s
Velocity Head
0.20
It
Specific Energy
1.25
ft
Froude Number
0.86
Flow Type Subcdtical
GVFlnput.Data r
Downstream Depth
0.00 It
Length
0.00 It
Number Of Steps
0
,GVFOutput Data
Upstream Depth
0.00 ft
Profile Description
Profile Headless
0.00
ft
Downstream Velocity
Infinity
ft/s
_ _ T
JiA `v
Upstream Velocity
Infinity
ft/s-?
-
Normal Depth
1.05
ft
JUN 1 7 2011
Critical Depth
0.99
ft
Channel Slope
0.01291
ft/ft
bY;
Critical Slope
0.01777
ft/ft
Bentley Systems, Inc. Hassled Methods Solution Center' Bentley FlowMaster [08.11.00.03)
6/14/2011 10:46:24 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

GRASS LINED DITCH 11
Project Description •'� -
Friction Method Manning Formula
Solve For Normal Depth
iInput Data
Roughness Coefficient 0.030
Channel Slope 0.00200 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 7.07 fN/s
' 4
Normal Depth
0.95
ft
Flow Area
4.61
ft2
Wetted Perimeter
8.01
ft
Hydraulic Radius
0.58
ft
Top Width
7.70
ft
Critical Depth
0.55
ft
Critical Slope
0.01892
ft/ft
Velocity
1.53
ft/s
Velocity Head
0.04
ft
Specific Energy
0.99
It
Froude Number
0.35
Flow Type
Subcritical
GW In 'ut Data
P
.-
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data ,
Upstream Depth 0.00 ft
Profile Description
Profile Headloss
0.00
ft
•
Downstream Velocity
Infinity
ft/s
' `�`�`—"`""�
Upstream Velocity
Infinity
ft/s
JUN 1 7 2011
Normal Depth
0.95
ft
Critical Depth
0.55
ft
-
Channel
Channel Slope
0.00200
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03)
6/14/2011 10:47:08 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA *1-203-755-1666 Page 1 of 2

,GVF Output'Data ,
Critical Slope
GRASS LINED DITCH 11
0.01892 fUft
JUN 1 7 2011
3Y:
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6114/2011 10:47:08 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

a
GRASS LINED DITCH 12
hr6j 6ct D-esc ipt
Friction Method Manning Formula
Solve For Normal Depth
Input -Data-,
Roughness Coefficient 0.030
Channel Slope 0.00400 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 21.87 ft-/s
R
esdlts
Normal Depth
1.36
ft
Flow Area
8.25
ft2
Wetted Perimeter
10.59
It
Hydraulic Radius
0.78
ft
Top Width
10.15
It
Critical Depth
0.99
ft
Critical Slope
0.01623
ft/ft
Velocity
2.65
ft/s
Velocity Head
0.11
ft
Specific Energy
1.47
ft
Froude Number
0.52
Flow Type
Subcritical
,GVF input Data
Downstream Depth
0.00
ft
Length
0=
ft
Number Of Steps
0
4,
Ld Yf'b ut Ii u t � Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft1s
Upstream Velocity
Infinity
ftts
Normal Depth
1.36
ft
I J U N 1 7 2011
Critical Depth
0.99
ft
Channel Slope
0.00400
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/1412011 10:47:58 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2

GRASS LINED DITCH 12
GVF Output Data -
Critical Slope
0.01623 Rift
JUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
6/14/2011 10:47:58 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED DITCH 13
Project Description . '-: '
Friction Method Manning Formula
Solve For Normal Depth
,Input Data:, _` .. ,. •
Y
Roughness Coefficient
0.030
Channel Slope
0.00200
fVft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
11.10
fN/s
.Results' ..
Normal Depth
1.17
ft
Flow Area
6.45
ft'
Wetted Perimeter
9.40
ft
Hydraulic Radius
0.69
ft
Top Width
9.02
it
Critical Depth
0.70
ft
Critical Slope
0.01778
ft/ft
Velocity
1.72
ft/s
Velocity Head
0.05
ft
Specific Energy
1.22
ft
Froude Number
0.36
Flow Type Subcritical
GVF-InputData'
Downstream Depth
0.00
It
Length
0.00
It
Number Of Steps
0
G-VF Output Data • ` `
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream velocity
Infinity
ft/ s
JUN 1 7 2011
Normal Depth
1.17
It
Critical Depth
0.70
ft
Channel Slope
0.00200
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
W14/2011 10:48:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GRASS LINED DITCH 13
,GVF Output Data
Critical Slope
0.01778 fttft
�.
i
JUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6114/2011 10:48:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 2 of 2

GRASS LINED PD1
Project Description .::
',
;
_, -
Friction Method
Manning Formula
Solve For
Normal Depth
Input D� ata r„�ny;�';;
t
Roughness Coefficient
0.030
Channel Slope
0.01291
fUft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
flft (H:V)
Bottom W idth
0.00
ft
Discharge
11.80
fN/s
Normal Depth
1.05
ft
Flow Area
3.33
fit'
Wetted Perimeter
6.66
ft
Hydraulic Radius
0.50
fit
Top Width
6.32
ft
Critical Depth
0.99
fit
Critical Slope
0.01777
ft/ft
Velocity
3.54
ft/s
Velocity Head
0.20
ft
Specific Energy
1.25
ft
Froude Number
0.86
Flow Type
Subcritical
,GVF Input
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
,GVF Output Data ,
Upstream Depth
0.00
It
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
JUN 1 7 Z011
Normal Depth
1.05
ft
z< .
Critical Depth
0.99
ft—
Channel Slope
0.01291
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03)
6/1412011 10:48:56 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA t1-203-755-1666 Page 1 of 2

GRASS LINED PD1
GVFOutput Data r�
Critical Slope
0.01777 fUft
IJUN 1 7 2011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
611412011 10:48:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED PD2
Projetl'on
Friction Method Manning Formula
Solve For Normal Depth
;Input Data <
Roughness Coefficient
0.030
Channel Slope
0.00800
ft/ft
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
2.00
ft
Discharge
21.87
fP/s
,.
Result's'
Normal Depth
1.16
ft
Flow Area
6.37
ft2
Wetted Perimeter
9.35
it
Hydraulic Radius
0.68
It
Top Width
8.97
It
Critical Depth
0.99
ft
Critical Slope
0.01623
ft/ft
Velocity
3.43
ft/s
Velocity Head
0.18
ft
Specific Energy
1.34
It
Froude Number
0.72
Flow Type Subcdtical
,GVF Input Data,
Downstream Depth 0.00 It
Length 0.00 If
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss
0.00
ft
'-7•T��-7-.-.-,-;-.,
Downstream Velocity
Infinity
Ws
Upstream Velocity
Infinity
ft/s
JUN 1 7 2011
Normal Depth
1.16
fit
Critical Depth
0.99
It
Channel Slope
0.00800
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03)
6/14/2011 10:49:44 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GRASS LINED PD2
GV,F`OutpuYData'.'' F
Critical Slope
0.01623 ft/ft
.... T--,
�JJUN 1 7 2011
J •1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.031
6/14/2011 10:49:44 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

GRASS LINED PD3
Pr6jecf Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data:
Roughness Coefficient
0.030
Channel Slope
0.00800 ft/ft
Left Side Slope
3.00 ft/ft (H:V)
Right Side Slope
3.00 ft/ft (H:V)
Bottom Width
0.00 It
Discharge
7.50 Wis
RResults .; ;
a.; r
Normal Depth
0.97
ft
Flow Area
2.84
ft2
Wetted Perimeter
6.15
It
Hydraulic Radius
0.46
ft
Top Width
5.83
ft
Critical Depth
0.83
ft
Critical Slope
0.01888
ft/ft
Velocity
2.64
ft/s
Velocity Head
0.11
ft
Specific Energy
1.08
ft
Froude Number
0.67
Flow Type
Subcritical
GVF°InputData� rr,;
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF Outpyt Data,
Upstream Depth
0.00 ft
Profile Description
Profile Headless
0.00
It=Y::
Downstream Velocity
Infinity
Pos
Upstream Velocity
Infinity
ft/s
Normal Depth
0.97
ftCritical
Depth
0.83
ft
Channel Slope
0.00800
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:55:42 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GRASS LINED PD3
GVF. Output Data'
Critical Slope
0.01888 ft/ft
JUN 1 7 Z011
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
6/14/2011 10:55:42 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA •1-203-755-1666 Page 2 of 2

Parsons Brinckerhoff
Project:
I(Camp LeJeune
Location:
Jacksonville, NC
Description:
Culvert Analysis
Design Year:
10 Year for Capacity Design
Lisa Bass
4/20/2011
Rev 5/20111
checked by
LRW
Inlet
Outlet
Area
Area
C
Tc
110
010"
010 total)
Inv
Inv
Size
Length
Roadway
Headwater
HW
Velocity
TW
Inlet/Outlet
Skew
From
To
acre
From
min
in1hr
cfs
cfs
ft
fl
in
Ft.
Elevation
Allowed
Design Yr
Design Yr
Controlled
EX
CG33
Sevreretl area
1054
21.30
21.08
2400
40M
2600
23.80
2304
56
20.00
inlet
0W
CG13
CG14
0.48
D,Wswale
0.35
10.00
7.34
12
11..6
20.50
20.00
18.00
4a 00
23.50
23.30
us"]
74
2120
inlet
000
CG17
CG18
0.25
DItcNSw o
0.45
10.00
T3
09
`°126 -
19,70
1950.
18.00
42W
2370
23,70
.22.70
T5:
20.50
12220
outlet
0W
Exit Y-
Exit
0.54
Di,tVtt k
0.75
10.00
7.34
3.0
156 '
19,28
1 18.82
2400
5000
n.70
23.30
21.50
1 5.8
20.40
wt.t
000
CG7
CG8
0.54
Ditm
0.40
10.00
7.34
16
. le
1975
1935
15M
6200
23.W
2300
20.50
15
20.40
outlet
0.W
CG5
CG6
0.41
Po'ng Lot Areal
0.95
5.00
9,18
38
.' 16
21.60
21.20
1500
7200
24W
23.N
22M
34
Outlet
ow
CG3
CG4
0.38
Parking Lot Area2
0.95
5.00
9.18
33
33
21.50
21.W
15.W
74W
24.00
23.99
2300
4.2.
22W
I utlet
0.W
CG1
CG2
0.31
Parv4tg Lot Area
0.95
5.00
9.18
2.7
2.7
21.55
W00
1500
10 W
2400
230
22.90
34
n10
outlet
0.00
CG15
CG16
0.33
Ditch
0.75
5.00
9.18
23
2.3
21,95
21,25
isw
8100
23W
22.W
22.90
le
22.25
outlet
000
CG38
CG39
2.53
SWW2AND DITCH
0.30
5.00
9.18
7.0
11.1
18.65
18.40
24,W
35W
2220
22.00
2092
3.5-
MM
inlet
ow
F77:rsfing culverts exiUng the system
JUN 1 7 2011

�I
lBMG-I
I
rwrammw*saiou nvrvwmwwur�nx
BORING LOCATION PLAN
PROJECT: P-1269 Devil Dog SOI, Field Training Facility RECEIVED
MCB Camp Lejeune, North Carolina JUN 1 7 2011
PROJECT NO: JX10-114G
CLIENT: Archer Western Contractors, LTD BY'
SCALE: As Drawn
DATE: 3/7/2011
PLOT BY: GH

I
BORING LOG
BM P-1
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-114G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-17-11
DEPTH TO WATER - INITIAL': S 9 AFTER 24 HOURS: _ _ CAVING> -C
c
Z x
Wo
a d
E
o. d
o
Description
a
(�
a d
Z
n'
n
°'
rn ~
3 fO
m n
m
Z
oo
4N
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content -•
N-Value -
10 20 30 40 50 60 70
0
0
5
5
7
g
5-'
g
4-inches of Topsoil
.:..:..:.
:: ....
......
...'..'.
1
24
ss
3
2
3
'
.:...:...:... :...: ...:...:...
is
.............................
.:...:...:...:...:...:...:...
...:... t...: '...:...
...............................
s.
...:. ..:...:...:... :... :... :...
-0.3
Orangish brown and tan, moist, Clayey fine to medium SAND (Sc),
Loose
2
17
ss
3
3
3
2
5
Light gray amd orangish brown, moist, Clayey fine to medium SAND
(SC),Loose
Estimated SHWT @ 4 feel
8
Z. Orangish brown and light gray, moist to wet, Silty fine to medium
SAND(SM), Loose
'::':
.. .. ..'
......
':
3
19
ss
3
4
4
4
5
23
24
ss
ss
3
3
32
3
2
10
a
Boring terminated at 10 ft.
JUN 1 7 2011
BY:_ --
15
B
20
9
25
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample

GET
'
BORING LOG
BM P-6
PROJECT: P-1269 Devil Dog SOI - Field Training Facility
CLIENT: Archer Western Contractors, LTD
PROJECT LOCATION: MCB Camp Lejeune, NC PROJECT NO.: JX10-114G
BORING LOCATION: See Attached Boring Location Plan SURFACE ELEVATION:
DRILLER: GET Solutions, Inc. LOGGED BY: gwh
DRILLING METHOD: Rotary Wash Mud Drilling DATE: 2-18-11
DEPTH TO WATER - INITIAL': V AFTER 24 HOURS: a CAVING> S
c
wo
a d
a m
a d
Description
n
m
a o
Z
a.
n
c'
uEci
3 m
do a
m
Z
oo
a
v
TEST RESULTS
Plastic Limit H Liquid Limit
Moisture Content- •
N-Value -
10 20 30 40 50 60 70
0
0
5
6
9
11
7
1.1
4-inches of Topsoil
:::::
1
23
ss
3
2
z
.:. ..:... :...: ...:...:. ..: ...
. ..................:.......
... .... ....
/ ...
.......................... ..
...:...: :. .t... ................ .
.3
Tan, moist, Silty fine to medium SAND (SM) with trace Clay, Loose
Tan and orangish brown, moist, Sandy Lean CLAY (CL), Medium
stiff
2
21
ss
3
3
3
2
5
Light gray and orangish brown, moist, Clayey fine to medium SAND
(SC), Loose to Medium Dense
Estimated SHWT @ 4 feet
:'':'::':
2.2._�
......
3
24
ss
3
4
5
4
24
ss
5
5
5
5
23
ss
4
3
4
10
a
Boring terminated at 10 ft.
LJUN172011
BY:_--
15
s
zo
25
30
10
35
Notes: SS = Split Spoon Sample
ST = Shelby Tube Sample
HA = Hand Auger Sample
BS = Bulk Sample

1
t
Lewis,Linda
From:
Lewis,Linda
Sent:
Tuesday, June 14, 2011 5:59 PM
To:
'Rodney Wright'; Howard Resnik
Cc:
Russell, Janet
Subject:
Devil Dog SW8 080813 Mod.
Rodney
I've got a few questions regarding the revised submittal
I'm trying to reconcile the pond design calculations in the booklet and on the plans with the new stage -storage
tables and supplement forms. I initially received a booklet titled Stormwater Management Narrative and
Calculations. In Section IV. Water Quality Analysis, there are tables with dimensions and elevations for each
pond. These tables were not updated and now reflect different information than has been provided on the 2
sheets I received on June 13, 2011, with the stage -storage tables (SST's) for each pond. This is why I prefer
that ALL the calculations be in one place. That way they all get updated.
The SST for Pond 1 is very confusing and reports conflicting information
1. The surface area at elevation 20 is 4799, but the surface area at elevation 21 is only 3 sf larger, 4803?
Is that correct?
2. Based on adding the incremental volumes reported in the SST starting at elevation 17, and going up to
the permanent pool elevation at 21.5, the permanent pool volume (PPV) is 17,215 cf. The lower half of
the SST calculations report a PPV of 14,223 cf.
3. The lower half of the SST calculations report that the 1.5" storage volume provided at elevation 23 is
4029 cf. The upper half of the SST calculations indicate that the storage elevation for Pond 1 is 22.5,
not 23, and the storage volume provided at 22.5 is 8627 cf, not 4029 cf.
4. The lower part of the SST calculations report that the surface area provided at the bottom of the shelf is
4799. The upper part of the SST calculations indicates that the bottom of the shelf is at elevation 21,
which has a corresponding surface area of 4803 sf. The supplement reports that the area at the bottom
of the shelf is 4503.
5. The lower part of the SST calculations report that the surface area at the top of the shelf is 7250 sf. The
upper part of the SST calculations indicates that the permanent pool area is 7250, and that the top of
the shelf is at elevation 22, with a corresponding surface area of 8895.
6. The forebay SST has no areas. It only reports incremental and accumulated volumes. Please add the
associated areas at each elevation in order to check the numbers.
7. The plan calculations for Pond 1 show that the temporary pool area at 22.5 is 10,109 sf. Further down,
the same area of 10,109 is reported at elevation 23. The supplement for Pond 1 reports the temporary
pool area as 9,502 sf.
8. Please recalculate the orifice size using the minimum 1.5" design volume. I think you may have used
the permanent pool volume (17215 cf) to size the orifice instead of the temporary pool volume of 8450
Cf.
For Pond #2, there are a few less discrepancies:
1. The supplement reports the temporary pool area as 24012 sf. Both the plan calculations and the SST
report the temporary pool area as 23049 sf.
2. The lower half of the SST indicates that the 1.5" storage volume is provided at elevation•22.0, but the
supplement and plan calculations both list the temporary pool elevation as 21.5.
3. As with Pond 1, the forebay SST provides no areas, only incremental and accumulated volumes. -
Please add the associated areas. , ✓OV
3 2011

1'
In the application itself, I notice that the area information for DA3 and DA4 has been removed. I remember
saying initially that since neither of these DA's provided a BMP, that they could be removed from the
application, however, before we adjourned the meeting, I decided that we needed to keep these DA's 3 & 4 in
order to account for the new untreated BUA being proposed in those DA's. It also helps to balance out the
"Overall" DA column.
Please provide the revised information prior to June 21, 2011.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
Education is the progressive discovery of our own ignorance.
-Will Durant
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

RECO J U N 10 2011
June 10, 2011
Linda Lewis
North Carolina Department of
Environment and Natural Resources
Express Storm Water
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Express Storm Water
Modification to SW8 080813
Onslow County
CSD Project No. 1 1-0245
Dear Linda:
Enclosed please find:
Items:
COASTAL SITE DESIGN, PC
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License It C-2710
two (2) copies of the revised stormwater plans
one (1) copy of the pond volume spreadsheets
revised page 3 of the stormwater application
revised pond supplements
revised DA breakdown for PI269 drainage areas.
vegetative filter supplement
1 PP dimensioned on pgs CS I-1 10, 113-114
2 The PP contour has been added to sheets CS 1-124,125
3 The impervious dimensions have been added to supplemental sheet 5 labeled 'Post Development
Captured Impervious Areas"
4 Pond Volume chart is enclosed to be added to stormwater calculations.
5 Pond Supplements have been revised and are enclosed.
6 Veg. Filter supplement enclosed.
7 O&M for Veg. Filter has been sent to BASE for signature. Hoping to have it first of the week.
8 Veg. filter detail has been added to plans.
Please call if you have any questions.
Very truly yours,
Rodney right
Encl.: As noted above
cc: Archer Western
RECEIVED
JUN 13 2011
BY:

Lewis,Linda
From:
Lewis, Li nda
Sent:
Thursday, June 09, 2011 10:07 AM
To:
'Rodney Wright'
Cc:
'[e-mail]'
Subject:
TECOM / P1269 at Devil Dog
Rodney
I started going over the calculations and have a few questions. First, let me say that while computer programs
like HydroCAD and PondPak are useful to you for design purposes, they should only be used to support your
design calculations that are submitted to the Division. The computer calculations are very spread out and hard
to follow. I'm really not sure what I'm looking at. I spent most of the remaining time from our meeting yesterday
trying to decipher the calculations and figure out if I had what I needed.
The calculations should provide support for the values you enter into the supplement form, such as percent
impervious, Rv value, required permanent pool surface area, minimum required storage volume, required and
provided forebay volume, and orifice sizing. A separate table of area, elevation, incremental volume and
accumulated volume just for the forebay is most helpful.
In addition to simplified design calculations, here are my review comments:
Pond 1 is designed with 85% TSS, therefore, a vegetated filter is required. Please provide calculations,
a completed supplement and a signed O&M. Please add the filter location and a detail to the plans.
The temporary pool volume reported on the supplements for both ponds is really large. It appears that
you may have reported the volume beginning from the bottom of the pond up to the temporary pool
elevation. The temporary pool volume is the volume located between the permanent pool elevation and
the temporary pool elevation.
The 1 year 24 hour precipitation depth is reported on the supplement as 0.2 inches. Based on NOAA
data, this depth is closer to 3.7".
As we discussed in the meeting yesterday, the following items also need to be addressed:
1. Dimension the proposed buildings.
2. Add the permanent pool contour, dimensions for the contour, and label its elevation on the detail sheet
for each pond.
3. Correct the drainage area and built -upon areas reported on the supplement form for DA1.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
Education is the progressive discovery of our own ignorance.
-Will Durant
E-mail correspondence to and from this address may be subject to the North Carolina Public Records,L_aw and may
be disclosed to third parties.
✓UN 13 Z�l>

Wilmington, NC 28405-3845
Re: Express Storm Water
Modification to SW8 080813
Onslow County
CSD Project No. 1 1-0245
Dear Linda:
Enclosed please find:
- two (2) copies of the stormwater plan
- one (1) copy of the stormwater calculations
- stormwater application
- pond supplements
- O&M for ponds
- $4,000 check,
Please call if you have any questions.
Very truly yours,
�4�
Rodney Wright
Encl.: As noted above
cc: Archer Western

Russell, Janet
From: Towler CIV David W [[e-mail]]
Sent: Wednesday, May 18, 2011 8:23 AM
To: Russell, Janet
Cc: Bradshaw CIV Thomas C
Subject: RE: K Range Permits & Devil Dog
Janet,
One after the other would be best. Please schedule Rodney/Howard first.
Thanks,
David
-----Original Message -----
From: Russell, Janet rmailto:ianet.russell(dncdenr.govl
Sent: Tuesday, May 17, 2011 16:31
To: Towler CIV David W
Subject: RE: K Range Permits & Devil Dog
David, do you want both engineering firms in the room at the same time or one after the
other?
Jaent
-----Original Message -----
From: Towler CIV David W rmailto:david.towler(@usmc.mill
Sent: Tuesday, May 17, 2011 3:52 PM
To: Russell, Janet; Bradshaw CIV Thomas C
Subject: RE: K Range Permits & Devil Dog
Janet,
I've spoken with the involved parties. Go ahead and arrange the meetings on May 26.
V/r,
David W. Towler
Marine Corps Base, Camp Lejeune
Public Works Division, Bldg 1005
Civil Design Branch
Phone: [phone] ext. 3284
-----Original Message -----
From: Russell, Janet rmailto:ianet.russell(dncdenr.govl
Sent: Monday, May 16, 2011 15:57
To: Towler CIV David W; Bradshaw CIV Thomas C
Subject: K Range Permits & Devil Dog
David
1

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

s
For DENR Use 0
80
813 �p�
Reviewer:
�A North Carolina Department of Environment and
Submit:
�•1Natural Resources eo
NCDENR Request for Express Permit Review Time: 0
Confirm: •s [
FILL-IN all the information below and CHECK the Permit(sJ you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(a2ncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919.791.4203; dayid.Ie&(@.ncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.gropan(r ncmail.net
• Washington Region -Lyn Hardison 252-946.9215 or lyn.hardison(a)ncmail.net
• Wilmington Region -Janet Russell 910-350-2004 or janet.russell(7a
ncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
SW
SW
SW
SW
SW
Project Name: Pl 269 DEVIL DOG County: ONSLOW
Applicant: CARLL BAKER Company: MARINE CORPS BASE, CAMP LEJEUNE
Address: BLDG 1005 MICHAEL ROAD City: MCB CAMP LEJEUNE, State: INC Zip: 28547
Phone: [phone], Fax: [phone], Email: [e-mail] V
Physical Location: INTERSECTION OF PERIMETER ROAD AND COMMAND POST ROAD
Project Drains into CNSW waters - Water classification 19-17 0.5) (for classification see-hftp://h2o,enr.state.nc.usibims/reports/reportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORIN waters? N , within Y2 mile and dr 'rti11g to:class.SA.waters.N -or within 1 mile
and draining to class HOW waters? N h t':UElVED
Engineer/Consultant: HOWARD RESNIK Company: COASTAL SITE DESIGN, PC MAY p 6 2011
Address: PO BOX4041 City: WILMINGTON, State: NC Zip: 28406
Phone: [phone], Fax: [phone], Email: [e-mail] BY.
SECTION ONE: REQUESTING A SCOPING MEETING ONLY --- — _
® Scoping'Meeting ONLY ® DINO, ❑ DCM, ® DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
State Stormwater ❑ General . ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond 0 # 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 permit #)
❑ 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 # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoDino and express meeting reauest
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 wl US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
+*+***+++++++++++++++«++++««+«++++*+*«*+++++++++++***++«For DENR use
Fee Split for multiple permits: (Check# 1 \ TotalFeeAmount E
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ElMin)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
0608 13 G r,,J
NCDENR EXPRESS March 2009

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I. Introduction
Project Description
The purpose of this project is to construct three buildings, a water tank, and associated paved
areas and parking. The project is located at Camp Lejeune's Devil Dog Field Training Facility in
Onslow County. The purpose of this report is to analyze the drainage design of the project area
and determine what stormwater management is necessary to comply with North Carolina
Department of Natural Resources (NCDENR) requirements to modify the existing state
stormwater management permit SW8 080813.
Existing Site Conditions
The Devil Dog Field Training Facility project site is approximately 30 acres and is considered high
density development. The terrain for the site is relatively flat with slopes not exceeding 2%.
The existing site has problems with erosion control, sustaining vegetation and flooding or
standing water. The existing storm system is filled with sediment and inadequately sized
compounding the drainage problems onsite. The project site drains to the Non -SA waters of
either Mill Run or Hicks Run and then eventually to Southwest Creek. Southwest Creek is
located in the White Oak river basin, its Index number is 19-V-(6.5) and its class is C; HQW;
NSW. Mill Run and Hicks Run are both class C; NSW.
Il. Hydrology , _
In accordance with NCDOT criteria, the hydrological analysis for the proposed site was
completed using the Rational Method for culverts, storm drains and ditches and the Modified
Rational equation for storm water management. The rainfall intensity values were found using
the NOAA rainfall data for Snead's Ferry rain gauge and the time of concentration determined
using Seelye and Kirpich methods. The predevelopment and post -development conditions are
divided into 5 primary drainage areas.
Drainage area 1 is located east of Command Post Road and north of Perimeter Road. This area
decreased from 3.12 acres predevelopment to 2.52 acres post -development and drains by
overland flow to either a storm sewer system or ditch and then into SWM-1. SWM-1 outfalls to
a level spreader and existing ditch which eventually drains north to Hicks Run and Southwest
Creek.
Drainage area 2 is located on the south side of the project site and drains to the east. This area
increased from 2.44 acres predevelopment to 5.58 acres post -development. This area drains
into SWM-2 using overland flow, existing ditches and proposed storm sewer. SWM-2 outfalls to
a level spreader and existing ditch which eventually outfalls to Mill Run and Southwest Creek.
Drainage area 3 is located. in the middle of the site between Semac Road and Phase Line Road.
It drains to the north using existing ditches and existing storm sewer system. The contributing
3(Page
RR �10EIVED
MAY 062011
i3Y:

Richard Woodruff, City Manager
City of Jacksonville
P.O. Box 128
Jacksonville, NC 28541-0128
Tony Cahoon, Public Works Director
Carteret County
521 Hedrick Street
Beaufort, NC 28516

drainage area was 2.45 acres predevelopment. Post -development drainage area 3 is 1.10 acres
which drains into existing storm sewer and outfalls to drainage area 4.
Drainage area 4 is located on the west side of the project site and drains to the north. This area
decreased from 3.08 acres predevelopment to 2.30 acres post -development and drains using
existing ditches and culverts into an unnamed tributary of Hicks Run and eventually into
Southwest Creek.
Drainage area 5 is located on the east side of the project site and drains to the north. This area
increased from 2.97 acres predevelopment to 3.06 acres post -development and drains using
existing ditches and culverts which eventually outfall into Southwest Creek.
Drainage area maps are located in Appendix A.
I11. Pre and Post Development Conditions
This project includes construction of three buildings, a water tank, associated paved areas and
parking. The predevelopment site is 27% impervious with 8.17 acres of impervious land cover.
The post -development site is 36%impervious with 10.85 acres of impervious land.
Two (2) wet detention basins are proposed for the project site to provide stormwater
treatment and reduce runoff from existing and proposed development. The table below gives
the pre and post development flows found using the Modified Rational Method and NOAA
Atlas 14 rainfall intensities from Sneads Ferry rain gauge located approximately 3 miles from
Camp Lejeune.
Table 1—Summary of Pre and Post Development Conditions
Predevelo ment Flow cfs
Post -development Flow cfs
2-yr
30-yr
100-yr
2-yr
10-yr
100-yr
SWM-1
4.70
6.34
8.62
0.0
0.03
1 0.23
SWM-2
5.37
7.09
9.41
0.0
0.0
1 0.29
Proposed onsite buildings/lots for the project site are approximately 81,893 SF. Proposed onsite
parking and streets is approximately 34,848 SF. Existing built -upon areas for the project site is
approximately 355,885 SF.
IV. Water Quality Analysis
SWM-1
SWM-1 provides storage and treatment of stormwater runoff from all 2.53 acres of drainage
area 1, 1.5 of which is impervious land. This basin discharges to a level spreader at elevation
20.0' which distributes the flow across a 30 foot long vegetative filter. The average depth of the
4 1 P a g e

Permit: W00029601 Owner- Facility: Carolina Investments Inc
Inspection Date: 12/19/2007 Inspection Type: Reconnaissance Reason for Visit: Routine
Inspection Summary:
A facility follow-up inspection was conducted on December 19, 2007. The facility has been given approval to begin
operations.
Page: 2

basin is 3.0 feet and the design total suspended solids removal is 85%. A 10-foot wide
vegetated shelf is provided with 6 inches below the permanent pool elevation and the outside
edge is 6 inches above the permanent pool elevation. The forebay volume is 21.7% of the total
permanent pool volume. Total nitrogen removal is 25% and total phosphorus removal is 40%.
The table below provides other dimensions and elevations for SWM-1.
Table 2 - SWM-1 Elevations and Dimensions
SWM#1
DIMENSIONS
ELEVATION
NORMAL POOL
6,996 SF
21.50
TEMPORARY POOL
2,95345F
22.62
POND BOTTOM
2,7325F
18.00
SEDIMENT CLEANOUT BOTTOM
1,500 SF
17.00
TOP OF DAM WIDTH
3'
25.00
DRAWDOWN ORIFICE
2.5"
21.50
TOP OF RISER
4' DIA
22.62
HIGH FLOW
BYPASS
OUTLET PIPE INVERT IN
100 LF 18" RCP @
0.7%
21.50
OUTLET PIPE INVERT OUT
21.00
WATER QUALITY
OUTLET
OUTLET PIPE INVERT IN
68 LF 4" DIP @
0.5%
20.50
OUTLET PIPE INVERT OUT
20.00
SWM-2
SWM-2 provides storage and treatment of stormwater runoff from 4.95 acres, 3.66 acres of
which is impervious land. This basin discharges to a level spreader at elevation 21.0' which
distributes the flow across a 30 foot long vegetative filter. The average depth of the basin is 3.5
feet and the design total suspended solids removal is 85%. A 10-foot wide vegetated shelf is
provided with 6 inches below the permanent pool elevation and the outside edge is 6 inches
above the permanent pool elevation. The forebay volume is 19.3% of the total permanent pool
volume. Total nitrogen removal is 25%and total phosphorus removal is 40%. The table below
provides other dimensions and elevations for SWM-2.
Table 3-SWM-2 Elevations and Dimensions
_
_
SWM#2
DIMENSIONS
ELEV.
NORMALPOOL
3.5,700SF
22.50
TEMPORARY POOL
70,044SF
23.77
POND BOTTOM
9,331SF
19.00
SEDIMENT CLEAN OUT BOTTOM
7,678SF
18.00
TOP OF DAM WIDTH
3'
26.00
DRAWDOWN ORIFICE
4"
22.50
TOP OF RISER
4' DIA
23.77
HIGH FLOW
BYPASS
OUTLET PIPE INVERT UP
96 LF 24" RCP @
0.5%
20.50
OUTLET PIPE INVERT DOWN
20.00
WATER QUALITY
OUTLET
OUTLET PIPE INVERTUP
68LF4"DIP @
0.7%
21.50
OUTLET PIPE INVERT DOWN
21.00
5 1 P a g e
IVED
MAY 0 6 2011
Ir

N.C. DEPARTMENT OF EN
DIVISION OF MARINFA
Name:
MENT ANP
NATURAL RES RCES
ES — WE Y ACTIVITY RE RT
eek Ending (Fr ida ' .
DAY/
CHARGE
SUB-
SN OF BRIEF DE
DATE
OBJECT
ACTIVITY
ELENT
ELFINiE
RE IED
SAT.
DMF
SUN.
-7Z
DMF
T.
MON.
DM
7
TUES.
DMF .
DMF
THUR.
F
FRI.
DMF7Z
PLANNED ACTIVITIES FO P-COMING WEEK TOT H
URS:
J
I certify that the above is an aecXte account ofaccomplislied and planned activitiessr the period
SI GNATU
SUPERVISOR'S SIGNA

Stormwater management facility routing models are located in Appendix B. NCDENR
Supplemental Forms are located in Appendix C.
IV. Stormwater Design
Storm sewer systems have been designed according to NCDOT criteria using the Rational
Method and rainfall intensities provided by NOAA for Sneads Ferry rain gauge. Storm sewer
systems have been designed for the 10 year storm occurrence for the area. An analysis was
done on the existing storm sewer system and it was determined that two of the pipes are
inadequate to convey the contributing flow even after decreasing the size of the contributing
drainage area with new proposed storm sewer which drains to SWM-2. Storm sewer calculation
spreadsheets are located in Appendix D.
Culverts have been designed according to NCDOT criteria using the Rational Method and
rainfall intensities provided by NOAA for Sneads Ferry rain gauge. Culverts have been designed
for the 10 year storm occurrence for the area. Culvert calculation spreadsheets are located in
Appendix E.
V. Conclusion
This report summarizes the watershed analysis for Camp Lejeune's Devil Dog Field Training
Facility Project. Approximately 2.68 acres of new impervious are planned for the project site.
Increased impervious area is mitigated for both quantity and quality through the use of two wet
detention basins. These wet detention basins are treating 5.16 acres of existing and proposed
impervious areas.
MAY 0 6 2U11

N.C. DEPARTMENT
DIVISION OF
Name:
.ONMENT AND ATURAL RESOURCES
FRIES — WEE - - - l' REPORT
eek Ending (Friday):
DAY/
CHARGE
SUB-
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DATE
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PLANNED ACT TIES FOR UP -COMING WEFK TOT H
URS:
1 cerofy t the above is an accurate account o(accoinplished antl planned
S .NATURE
SUPERVISOR'S SIGNA
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Name:
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ERIES — WEEKLY ACTIVITY ORT
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SUB-
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t For Metals, only ground water samples are restricted. For more information, please contact Ellen Stafford (919-733-3908, ext. 213).