SW8090517_HISTORICAL FILE_20090831

PERMIT NO
DOC TYPE
�DOC DATE
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
SW8 09051-I
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
•ram 1L
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AA
NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Colleen H. Sullins
Governor
August 31, 2009
Commanding Officer c/o Carl
MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Director
Baker, Deputy Public Works Officer
Subject: State Stormwater Management Permit No. SW8 090517
Piney Green Gate Security Upgrades
High Density Commercial Wet Detention Pond Project
Onslow County
Construction Contract No. N40085-06-D-4008
Dear Mr. Baker:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Piney Green Gate Security Upgrades on August 25, 2009. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-211. We
are forwarding Permit No. SW8 090517 dated August 31, 2009-, for the construction of the
subject project.
This permit shall be effective from the date of issuance until August 31, 2019, 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.
Please be aware of the condition listed in Section 11.1 of the permit. Due to the proximity.of the
construction to surface waters, the wetlands unit of the Division of Water Quality must be
notified at least one week prior to construction. Regular inspections will be conducted to ensure
the surface water is not being impacted.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Christine Nelson, or me at [phone].
Sincerely,
&eote Sdott
Stormwater Supervisor
Division of Water Quality
GDSI can: S:IWQSISTORMWATERIPFRMIT1090517.aug09
cc: Robert Pryor, DTC
Christine Nelson
Wilmington Regional Office Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 OpC
Phone; 910-796-72151 FAX: [phone] Customer Service 1-877-623-6749 North Carolina
Internet: www.ncwaterqualo.org Awmallry
An Equal Opportunity (Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 090517
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding General & MCB Camp Lejeune
Piney Green Gate Security Upgrade
Piney Green Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until August 31, 2019, 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. A total of 150,994 square feet of new built -upon area is proposed. Of this
amount, 13,909 square feet could not be collected and treated. The Division
agreed to a minimum trade-off ratio of 3.0 square feet of existing built -upon area
to be collected and treated for each 1 square foot of new built -upon area that
could not be collected and treated. This trade-off ratio resulted in treating a
minimum of 41,727 square feet of existing built -upon area. A total of 82,593
square feet of existing built -upon area is being treated in the wet detention pond.
The runoff from the 13,909 square feet of additional, untreated built -upon area
must sheet flow through at least 50' of vegetation at a non -erosive velocity to the
maximum extent practicable.
3. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.10 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 219,678 square feet of built -
upon area. This built -upon area consists of 137,085 square feet of proposed
built -upon area and 82,593 square feet of existing built -upon area.
4. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
Pace 2 of 8

State Stormwater Management Systems R
Permit No. SW8 090517
5. A minor variance for the 50' buffer has been granted by the Division for
necessary roadway improvements within zone 2 of the buffer. The existing road
is located within both Zone 1 and Zone 2 of the buffer. The proposed
improvements will be located as far from the surface water as physically possible
and impacts to the surface water have been minimized. This additional built -
upon area, which will be limited to 2,750 square feet of built -upon area within
Zone 2 of the buffer, is necessary in order to construct a right turn lane onto Old
Sawmill Road. The road improvements and additional built -upon area may not
be constructed any closer to the stream than the existing limits of the roadway.
6. A vegetated filter strip is not required for the wet detention pond as the pond has
been designed for a 90% TSS removal efficiency.
7. The tract will be limited to the amount of built -upon area indicated in Section 1.10
on page 3 of this permit, and per approved plans. This permit does not provide
any allocation of built -upon area for future development.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
9. The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system.
10. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, 9cres: 10.60
Onsite, ft : 461,786
Offsite, ft2: none
b. Total Impervious Surfaces, ft2: 219,678
Onsite Existing, ft2: 82,593 (3:1 tradeoff for new)
Onsite Proposed, ft2: 137,085
Offsite, ft2: none
C. Design Storm, inches: 1.5
d. Average Pond Design Depth, feet: 4.39
e. TSS removal efficiency: 90%
f. Permanent Pool Elevation, FMSL: 32.50
9. Permanent Pool Surface Are, ft2: 18,750
h. Permitted Storage Volume, ft : 45,104
i. Temporary Storage Elevation, FMSL: 34.50
j. Pre-dev. 1 yr-24 hr. discharge rate, cfs: 4.49
k. Controlling Orifice: 2.0"0 pipe
I. Orifice flowrate, cfs: 0.08
M. Permitted Forebay Volume, ft3: 17,371
n. Fountain Horsepower 113
o. Receiving Stream/River Basin: Wallace Creek 1 White Oak
P. Stream Index Number: 19-20
q. Classification of Water Body: "SB; NSW"
II. SCHEDULE OF COMPLIANCE
Due to the proximity of the construction to surface waters, the wetlands unit of
the Division of Water Quality must be notified at least one week prior to
construction. Regular inspections will be conducted to ensure the surface water
is not being impacted.
Paae 3 of 8

State Stormwater Management Systems
Permit No. SW8 090517
2. 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.
3. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
4. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
5. Records of maintenance activities must be kept 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.
6. Decorative spray fountains will be allowed in the stormwater. treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 113 horsepower.
7. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. 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.
10. Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
Paae 4 of 8

State Stormwater Management Systems
Permit No. SW8 090517
11. 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. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area. The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
12. Prior to the construction of any permitted future areas shown on,the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
13. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
14. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable to any person, or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change Form
signed by both parties, to the Division of Water Quality, accompanied by the
supporting documentation as listed on page 2 of 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
nor the transfer of common area to a third party constitutes an approved transfer
of the stormwater permit.
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, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
Paae 5 of 8

State. Stormwater Management Systems
Permit No. SW8 090517
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 remains in force and effect until modified, revoked, terminated or
renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition.
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 permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes.
11. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 315t day of August 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
%r oleen . Sullins, Director
Division ofWater Quality
By Authority of the Environmental Management Commission
Pace 6 of 8

State Stormwater Management Systems
Permit No. SW8 090517
Piney Green Gate Security Upgrades
Stormwater Permit No. SW8 090517
Onslow Count
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Paae 7 of 8

I '. .
State Stormwater Management Systems
Permit No. SW8 090517
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
.10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
.11. The permitted amounts of surface area and/or volume have been
provided.
.12. Required drawdown devices are correctly sized and located per the
approved plans.
.13. All required design depths are provided.
.14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
.15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or -recorded easements.
CC' NCDENR-DWQ Regional Office
PROP 8 of 8

ad
1-1
DWQ USE ONLY
Date Received
Fee Paid
Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form rrray be photocopied for use as an original7�Y�,--
C-,�� ;
I. GENERAL INFORMATION 1 7 1. Applicants name (specify the name of the corporation, individual, etc. who oprcect
Commanding Officer, Marine Corps Base, Camp Lejeune
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Carl Baker Deputy Works Officer
3. Mailing Address for person listed in item 2 above:
Bid& 1005 Michael Rd.
City:MCB Camp Lejeune State:NC Zip:28547
Phone: [phone] Fax: (910 ) 451-2927
Email:carl.h.baker ROusmc, mil
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
-•--■sarv� �
5. Location of Project (street address):
Pine.Green Road
City:Marine Corps Base - Camp Lejeune, Tacksonville County:Onslow Zip:285
6. Directions to project (from nearest major intersection):
Route 24 to Piney Green Road - Requires security permissions to enter MCB - Camp Lejeune
7. Latitude:34' 42' 46.8" N Longitude:770 19' 15.6" W of project
8. Contact person who can answer questions about the project:
Name:Robert P. Pryor, PE Telephone Number: (203 ) 239-4200
Email: robert_pryor ca teamd tc.com
H. PERMIT INFORMATION:
10 1. Specify whether project is (check one): ®New []Renewal ❑Modification
Forth SWU-101 Version 0925.08 Page I of

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®I-Iigh Density ❑Redevelop ❑General Permit ❑Universal SMP []Other
4. 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): ME
Gt1
❑CAMA Major ®Sedimentation/Erosion Control Z404/401 Permit ❑NI'DES It dust i t rmw, t
� �`� 9 _Uen
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater is collected via sheet runoff and conveyed via grassed swales culverts to a wet detention basin and
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Property Area: 12.71 acres 4. Total Coastal Wetlands Area: 0 acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area**:12.71 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA):47
7. How many drainage areas does the project have?2
8. Complete the following information for each drainage area. if there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For hiizh density proiects. complete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage Area 1 . �reo}$d
Drainage Area 2_ U,,trOA,\
Receiving Stream Name
Wallace Creek
Wallace Creek
Stream Class & Index No.
5>�j; NSW 19-20
5$', NSW 19-20
Total Drainage Area (so
461,786 sf io4p,
91,880 sf
On -site Drainage Area (so
461,786 sf
91,880 sf
Off -site Drainage Area (so
0 sf
0 sf
Existing Impervious* Area (so
82,593 sf
22,742 sf
Proposed Impervious*Area (so
219,678 sf
36,651 sf
Impervious* Area (total)
48%
40%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (so
9,286 sf
-
On -site Streets (so
208,432 sf
32,891 sf
On -site Parking (so
-
-
On -site Sidewalks (so
1,960 sf
3,760 sf
Other on -site (so
-
-
Off -site (so
-
-
Total (so:
219,678 sf
36,651 sf
* hirperviorts area is defined as the built upon area including, but not Bruited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated to exclude Coastal Wetlands front. use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BL1A).
Form SWU-101 Version 09.25.08 Page 2 of

1.
9'. How was the off -site impervious area listed above derived
o 1 7 L y
Projects in Union County: Contact the DWQ Central Office staff to check to see tf you project is located
within a Threatened & Endangered Species watershed that may he subject to snore ,st'Lingent--s•tortn.ivator ---
requiremenls.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://l12o.enr.state.nc.us/su/bmi2 forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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.
0 V. SUPPLEMENT FORMS
0
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from http://li2o.ezr_state.nc.us/su/bn)p forms.ltm.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-1ermeable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08 Page 3 of

VI. SUBMITTAL REQUIREMENTS RECF�VFD
fl n t. 7 MO4
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. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found byllocating=project onthe—�
interactive online map at http://h2o.enr.state.nc.us/su/msi maps. ttm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Ini is
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above) y ��
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management _y
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including: RP
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):Robert Pryor, PE
Mailing Address:556 Washington Avenue_
City:North Haven State:CT Zip:06473
Phone: [phone] Fax:.(203 �234-7376
Email:robert.pryor®teamdtc.com
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Carl Baker
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will onstructed in conformance with the approved plans, that the required deed restrictions
and protective co n is will be r ded, and that the proposed project complies with the requirements of 15A
NCAC 2H .100 .
Signature: Date:
Form SWU-101 Version 09.25.08 Page 4 of

Permit No. SW8OC105il ?
(to be provided by DINO)
RECEIVED
AUG 2 .,?! 2009
BY: 0 G
NCDENR Q Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
!. PROJECT INFORMATION
Project name
Piney Green Gate
Contact person
Robert P. Pryor
Phone number
203-239.2400
Date
81512009
Drainage area number
1
Il1, DESIGN INFORMATION
Site Characteristics
Drainage area
481,786 fe
Impervious area, post -development
219,678 fe
%impervtous
47.57 %
Design rainfall depth
1.5 in
Storage Volume: Nan -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak flaw required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity; 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak Bow
Post -development 1-yr, 24-hr peak Bow
PrelPost 1-yr, 24-hr peak Bow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 OR vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stared above the state -required temp. pool?
Elevation of the top of the additional volume
27,820 to OK
45,104 to OK, OK, volume provided is equal to or In excess of volume required.
_ft3
ft'
_ft3
0 ft3
ft3
Y (Y or N)
3.8 in
0.40 (unidess)
0.59 (unidess)
0.16 inlhr OK
4.49 ft01sec
8.08 h3lsec
3.59 f131sec
34.50 fmsi
32.50 fmsl
30.50 fmsi
33.00 fmsi
32.00 fmsi Data not needed for calculation option 41, but OK if provided,
'24.50 fmsi
23.50 fmsi Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
34.5 imsl OK
Farm SW401 -Wet Detention Basin-Rev.5 Parts I. & If. Design Summary, Page 1 of 2

Permit No. t`V Oyl 05 1
(to be provided by D WO)
II, DESIGN INFORMATION
Surface Areas
Area, temporary pool
25,000 fP
Area REQUIRED, permanent pool
17.271 it?
SAIDA ratio
3.74 (unittess)
Area PROVIDED, permanent pool, Ap._pw
18,750 f? OK
Area, bottom of 10h vegetated shelf, A,d ,,,a
Area, sediment cleanout, top elevation (bottom of pond),
16,250
2,800 (tz RECEIVED
Volumes
Volume, temporary pool
45,104 fln
OK AUG 2 7 Z009
Volume, permanent pool, Vp,.,,,
82,234 ft3
Volume, forebay (sum of forebays if more than one forebay)
17,371 fe
Forebay %of permanent pool volume
21.1 % %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
3.74 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10.2b)
Y (Y or N)
Volume, permanent pool. Vv,,,,,,w
82,234 fe
OK
Area provided, permanent pool, Av,
18,750 ftZ
OK
Average depth calculated
4.39 It
OK
Average depth used in SAIDA, dw, (Round to nearest 0.5ft)
4.5 ft
OK
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Area provided, permanent pool, A., _,,d
ft'
Area, bottom of 1 Oft vegetated shelf, A.b,_,�ff
fig
Area, sediment cleanout, top elevation (bottom of pond), Anal v ft'
"Depth' (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
ft
Average depth used in SAIDA, d_ (Round to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (Co)
0.60 (unidess)
Driving head (Ho)
0.67 It
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (C.)
(unittess)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak flow
4.49 Osec OK
Post -development 1-yr, 24-hr peak flow
0.46 t0isec OK
Storage volume discharge rate (through discharge orifice or weir) 0.08 felsec
OK, draws down in 2-5 days.
Storage volume drawdown time
4.02 days
Drawdown time varying from expected value by more than a half day.
Check calculation.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of Ilowpath to width ratio
3 :1
OK
Length to width ratio
2.3 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filler provided?
N (Y or N)
OK
Recorded drainage easement provided7
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
DgAi aaq� 14S �+��� � a.$.Tergencies
Pump the pond

Permit No. o os I -)
(to be provided by DWO)
• Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project, Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below, If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
RPP CS210
1. Plans (1" - 50' or larger) of the entire site showing:
C S 220
- Design at ultimate build -out,
C 5 Z.b 0
- Off -site drainage (it applicable),
CS ?'k, I
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
RPP CS224
2. Partial plan (1" = 30' or larger) and details forthe wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
RPP CS224
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
RPP CS241,CS242 4, if the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
RPP Appendix B 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
RPP CS242 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
RPP Appendix B, C 7. The supporting calculations.
RPP NIA 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
RPP NIA 9. A copy of the deed restrictions (if required).
RPP Appendix A 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
0
Form SW401-Wet Detention Basin-Rev.5 Part III. Required Items Checklist, Page 1 of 1

0
•
-' Permit Number:
ii 14 7 009 (to be provided by DWQ)
Drainage Area Number:
Wet Detentiorn.,�8asin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. 'These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ❑ does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate the problem -
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long-
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4

•
E
•
C�+���(% +-.+ Perm it Number: _SW
(to he provided by DWQ)
Drainage Area Number:
t,t r
BMP element:
-:'ofentifil= roblem::1
How I will remediate the roblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.,
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying,
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-RevA Page 2 of 4

Permit Number: 6\_ d t�� l?
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment,
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 8 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 6.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blranlrs)
7 Permanent Pool Elevation 32.5
Sediment Removal 26.0 Pe manen Pool
- - - - - - - - - - - - - Volume Sediment Removal Elevation 24.5 Volum-e
Bottom Elevation 25.0 -ft Min.
-------------------------------------------- -----
Sediment Bottom Elevation 23.5 1-ft n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin 0&M-Rev.4 Page 3 of 4

Z,%—,A+_.Jt V J�," Permit Number: 'J-S:
II 11 1 7 ZQQg 1 (to be provided byDWQ)
I acknowledge and agreelbymy signature below that I am responsible for the
performance of the maintenance procedures lief-ch above. I agree to notify DWQ of any
i } problems with the system or prior to any changes to the system or responsible parry.
Project name:Piney Green Gate
BMP drainage area number:1
Print name:Carl Baker
Title:Deputy Public Works Officer
Address:Bldg 1005 - MichaelRoad, MCB Camp Lejeune, NC 28547
Phone:[phone]
Signature:
Date: 5 —
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, 1 �oYl n .� > a Notary Public for the State of
} County of t)hsl0 L') do hereby certify that
personally appeared before me this -?JV
day of and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal, /kyr���
MICE A dONIi IM
!!Dory fwbw
omlvw County
$tair of Norm Caroling
0
SEAL
My commission expirest/G/D _
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4

oue�t+l791tw �r:��s47 p�1 5i SCIO
�tCt� at �ou� Csxalisxf
pirdlo+�► Co�su+X
"NaLk bootie

,f 111- 0
BY:
Pennit Name: a,(JY
(to be proOded by Dlf'Q)
Drainage Area Number:
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will bekept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the grassed Swale will be carefully managed to reduce the
sediment load to the grassed swale.
— After the first-time fertilization to establish the grass in the swale, fertilizer witi
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate the roblem:
The entire length of the
Trash/debris is present.
Remove the trash/debris.
swale
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then re -sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizera2plication.
Sediment covers the grass at
Remove sediment and dispose in an
the bottom of the swale.
area that will not impact streams or
BMPs. Re -sod if necessary.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximate y six inches.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Farm SW40 I -Grassed Swale O&M-Rev.3 Page 1 of 2

�d�9 Permit Number:
II I I (to he provided by D Q)
`BY: I
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:MCB Camp Leieune - Piney Green Gate Physical Security Upgrades
BMP dreincige area number:I
Print namc:Carl Baker
Title:Deputy Public Works Officer
Addri
Phone
Signa
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, a Notary Public for the State of
L/Ad "i , County of Vu% , do hereby certify that
�&/ t(za ^^� personally appeared before me this
day of and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
AUCI A •OfI#IM
"ON" Folft
Onstow County
IWO of Noft Cdood"
L tofnmtwton Mhos pat 23. 2010
SEAL
My commission expires �r� o74/d
Form SW401-Grassed Swale O&M-Rev.3
Page 2 of 2

AJ .
1"IMOO A 33tu
a1e4uv r�i�toN
ytnuoo wet$n0
onUOIO:) MGM to otmt8
Qtt}S •tS too amligxg noictiMM03 VM

Nelson, Christine.
From: Soumelidis, Andy [[e-mail]]
Sent: Thursday, August 27, 2009 10:20 AM
To: Nelson, Christine
Subject: RE: Piney Green Gate - Permit Status
Attachments: SW401-Wet Detention Basin.pdf
Christine,
Let me know if you need anything else. Thanks for your help.
Can you please e-mail me a copy of the permit when complete? Thanks.
Thanks,
Andy Soumelidis
Civil Engineer, Land Development
Diversified Technology Consultants
2321 Whitney Avenue
Suite 301
Hamden CT 06518
Ph 203 239 4200
Fax .[phone]
www,teamdtc.com
From: Nelson, Christine[maiito:[e-mail]]
Sent: Thursday, August 27, 2009 10:10 AM
To: Soumelidis, Andy
Subject: RE: Piney Green Gate - Permit Status
Andy,
did not receive an updated supplement. The version I have still lists the impervious area for the pond as 220,000 sq ft
instead of 219,678 sq ft as identified on the latest version of the application received on Aug 25.
Can you e-mail the updated version to me?
Christine
From: Soumelidis, Andy [mailto:[e-mail]]
Sent: Wednesday, August 26, 2009 4:34 PM
To: Nelson, Christine; Pryor, Robert
Cc: 'Towler, David; Russell, Janet
Subject: RE: Piney Green Gate - Permit Status
Christine,
Please find my responses below for Items 1 & 2 per our phone conversation. Please call me if you have any additional
questions. Thanks.

I
Tlianks,
Andy Soumelidis
Civil Engineer, Land Development
Diversified Technology Consultants
2321 Whitney Avenue
Suite 301
Hamden CT 06518
Ph 203 239 4200
Fax [phone]
www.teamdtc.com
From: Nelson, Christine[mailto:[e-mail]}
Sent: Wednesday, August 26, 2009 2:30 PM
To: Soumelidis, Andy; Pryor, Robert
Cc: Towler, David; Russell, Janet
Subject: RE: Piney Green Gate - Permit Status
Andy/Robert,
I can not find that you have provided the justification I asked for in Items 1 & 2 of my request for additional information
sent on August 21, 2009 in the package received on August 25, 2009. Am I missing it?
Item 1: Why is this additional impervious area necessary? How much impervious area are you proposing in zone 2 of
the buffer?
Added to stormwater narrative (attached):
The road improvements have been modified to only have new impervious within "Lone 2 which requires a minor
variance. The additional impervious surface proposed within "Lone 2 (f2,750 so does not impact the stream as
it drains to the east of Piney Green Road. The road widening includes the addition of a right turn lane,
requested by the Navy, due to the proposed. improvements to Old Sawmill Road.
Also, plan CS222 calls out the square footage of impervious area within zone 2 of the buffer.
Item 2:
(a) The BUA from the generator pad is located so close to the drainage area, why could the runoff not be collected? It
appears that this area could have very easily been graded to drain to the pond.
The runoff was originally collected and treated because we had a swale to the west of the truck inspection area.
Since the swale had to be removed from the buffer and the proposed emergency generator pad includes screen
walls (CMU walls), shown on sheet CS210 (architectural plans yet to be completed for this design), we decided
to sheet flow the approximately 300 sf of impervious area. 'rhe ratio of treated existing impervious to untreated
new impervious is 5.94.
(b) The currently proposed grading plan, which removed the BUA for the generator pad area from the pond drainage
area, means that the supplements and probably the corresponding calculations and other documents are now not
consistent.
All calculations/supplements/applications included in the request for information response 2 reflect the
generator pad not draining to the 13MP.

Please provide justification for these items. Depending on the justification for Item 2, 1 may have to confer with a few
people here to verify its ok.
Also, were two of the four sets of plans supposed to go to Rhonda for Erosion Control?
Yes
• Christine
From: Soumelidis, Andy [mailto:[e-mail]]
Sent: Wednesday, August 26, 2009 1:27 PM
To: Nelson, Christine
Subject: RE: Piney Green Gate/Main Gate - Permit Status
Thanks.
Thanks,
Andy Soumelidis
Civil Engineer, Land Development
Diversified Technology Consultants
2321 Whitney Avenue
Suite 301
Hamden CT 06518
Ph 203 239 4200
Fax [phone]
www.teamdtc.com_
From: Nelson, Christine [mailto:[e-mail]]
Sent: Wednesday, August 26, 2009 1:24 PM
To: Soumelidis, Andy
Subject: RE: Piney Green Gate/Main Gate - Permit Status
Andy,
Piney Green Gate is on my desk now to review the submitted information. I will hopefully have completed the review
(and permit) sometime tomorrow morning.
The Main Gate review will probably happen late Thurs or Fri.
Christine
From: Soumelidis, Andy [mailto:[e-mail]]
Sent: Wednesday, August 26, 2009 12:01 PM
To: Nelson, Christine
Subject: Piney Green Gate/Main Gate - Permit Status
Christine,
I was just wondering what the status is with these two projects. Thanks.
9

Thanks,
Andy Soumelidis
Civil Engineer, Land Development
Diversified Technology Consultants
2321 Whitney Avenue
Suite 301
Hamden, CT 06518
Ph 203 239 4200
Fax [phone]
www.teamdte.com
4

r
D
A U G 2 5 2009
BY
Request for Additional Information Response 2 8/24/09
1. It appears that the proposed improvements to Old Sawmill Road will be adding
impervious surfaces within both Zone 1 (0 to 30 ft from the top of the stream bank) and
Zone 2 (30 to 50 ft from the top of the stream bank) of the buffer. Proposing to impact
Zone I or both Zone 1 and 2 of the buffer is considered a major variance and must be
approved by the Commission. However, if only Zone 2 is impacted, the division can
approve a minor variance.
Only Zone 2 is impacted with improvements to Piney Green Road within the 50' buffer
If possible, please move the road improvements to the existing edge of pavement in the
vicinity of the buffer. This would prevent Zone 1 from being further impacted, allowing
the division to consider the minor variance within Zone 2. [Session Law 2008-21 1
Section 2(b)(3)b.5 references the minor variance procedures in 15A NCAC
02B.0233(9)(b)] If the variance can be considered as a minor variance, please provide a
written request and documentation justifying the additional impervious surfaces proposed
within the stream buffer and demonstrate that impacts to the stream have been
minimized.
The road improvements have been modified to only have new impervious within Zone 2
requiring a minor variance. The additional impervious surface proposed within this
buffer does not impact the stream as it drains to the east of Piney Green Road.
2. According to plan sheet CS 260, it appears that the concrete generator pad has been
removed from the drainage area. Please include this built -upon area within the drainage
area of the wet detention pond. If this concrete pad cannot drain to the pond, please
provide justification and update the application and other documents to reflect the
reduction in drainage area and built -upon area.
The drainage area and built -upon area calculations have been updated to exclude the
concrete generator pad from Drainage Area 1.
3. The storage volume calculations submitted on August 5, 2009 indicate that the
provided storage volume is 43,901 0, while the volume computations and the
supplement indicate that the storage volume provided is 45,104 0. Please ensure the
documents are consistent.
The storage volume calculations have been updated.
4. Please provide updated drawdown calculations based on the new minimum required
storage volume, 27,820 cubic feet.
The calculations have been updated.

Ir
JZEV ET
AUG 3 5 2009
5. Please submit an updated plan sheet CS222 to reflect t and and
site in order to ensure consistency with the other plans.
Plan CS222 has been included.
6. Due to the minor nature of these comments, the express Addlnfo fee has been waived
for this request for additional information.
Concur.
7. Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated. Verify
all numbers are correct to ensure consistency in the application documents.
Concur.

LAND
ENGINEERED
SCRUG OGRE, LVR
SOLUTIONS TRANSMITTAL
w N.ER 1 attr_tt'+�T'[ r�T
AUG ') 5 2009
Via UPS
To: North Carolina Department of Environment & DATE: August 2 -
Natural Resources
Express Permit Coordination PROJECT No. 08-278-106
127 Cardinal Drive Extension RE: Piney Green Gate
Wilmington, North Carolina 28405
WE ARE SENDING YOW a Attached UNDER SEPARATE COVER
SPECIFICATIONS COPY OF LETTER
CHANGE ORDER SHOP DRAWINGS
X DRAWINGS OTHER
REPORTS
ORIGINALS/COPIES DATE DESCRIPTION
410 Request for Additional Information Response 2
THESE ARE TRANSMITTED AS CHECKED BELOW:
FOR APPROVAL APPROVED AS SUBMITTED RESUBMIT COPIES FOR APPROVAL
x FOR YOUR USE APPROVED AS NOTED SUBMIT COPIES FOR DISTRIBUTION
AS REQUESTED RETURNED FOR CORRECTIONS RETURN CORRECTED PRINTS
FOR REVIEW AND COMMENT OTHER
REMARKS:
COPY To- FILE SIGNED: ANDY SOUMELIDIS
IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE.
PA12008108278-CAMP LEJEUNEIDOCUMENTSITRANSMITTAL512009-06-30 NC DEPT OF ENV & NATURAL RESOURCES LOT.DOC
DIVERSIFIED TECHNOLOGY CONSULTANTS
2321 WHITNEY AVENuE HAMDEN, CT 06518 203 239 4200 203 234 7376 FAX
NORWICH. CT ANDOVER. MA

r.
NCDENR
North Carolina Department of Environment and Natural
Division of Water Quality
Beverly -'raves Perdue Coleen H. Sullins
Governor Director
August 21, 2009
Commanding Officer c/o Carl Balser, Deputy Public Works Officer
MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 090517
Piney Green Gate Security Upgrades
Onslow County
Construction Contract No. N40085-06-D-4008
Dear Mr. Baker:
Resources
Dee Freeman
Secretary
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Piney Green Gate Security Upgrades on July 17, 2009 with additional
information received on August 10, 2009. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
It appears that the proposed improvements to Old Sawmill Road will be adding
impervious surfaces within both Zone 1 (0 to 30 ft from the top of the stream
bank) and Zone 2 (30 to 50 ft from the top of the stream bank) of the buffer.
Proposing to impact Zone 1 or both Zone 1 and 2 of the buffer is considered a
major variance and must be approved by the Commission. However, if only
Zone 2 is impacted, the division can approve a minor variance.
If possible, please move the road improvements to the existing edge of pavement
in the vicinity of the buffer. This would prevent Zone 1 from being further
impacted, allowing the division to consider the minor variance within Zone 2.
[Session Law 2008-211 Section 2(b)(3)b.5 references the minor variance
procedures in 15A NCAC 02B.0233(9)(b)] If the variance can be considered as
a minor variance, please provide a written request and documentation justifying
the additional impervious surfaces proposed within the stream buffer and
demonstrate that impacts to the stream have been minimized.
2. According to plan sheet CS 260, it appears that the concrete generator pad has
been removed from the drainage area. Please include this built -upon area within
the drainage area of the wet detention pond. If this concrete pad cannot drain to
the pond, please provide justification and update the application and other
documents to reflect the reduction in drainage area and built -upon area.
3. The storage volume calculations submitted on August 5, 2009 indicate that the
provided storage volume is 43,901 ft3, while the volume computations and the
supplement indicate that the storage volume provided is 45,104 W. Please
ensure the documents are consistent.
Wilmington Regional Office
127 Cardinal 06ve Extension, Wilmington, North Carolina 28405 One
Rhone: 910-796-72151 FAX: [phone] Customer Service.1-877-623-6748 NorthCarolina
Internet: www.ncwaterquaiity.org Naturally
ly
An Equal OpportunitylAffirmative Action Employer �L 1`

r
Mr, Carl Baker =T- ---
August 21, 2009
Stormwater Application No. SW8 090517
4. Please provide updated drawdown calculations based on the new minimum
required storage volume, 27,820 cubic feet.
5. Please submit an updated plan sheet CS222 to reflect the latest changes to the
pond and site in order to ensure consistency with the other plans.
6. Due to the minor nature of these comments, the express Addlnfo fee has been
waived for this request for additional information.
7. Please keep in mind that changing one number may change other numbers and
require the calculations, supplements, and other supporting documentation to be
updated. Verify all numbers are correct to ensure consistency in the application
documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to August 27,
2009, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. Please note that a second significant request for additional information
may result in the return of the project. If that occurs, you will need to reschedule the
project through the Express coordinator for the next available review date, and resubmit
all of the required items, including the application fee.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project
name and State assigned project number on all correspondence. If you have any
questions concerning this matter please feel free to call me at [phone] or email
me at [e-mail].
Sincerely,
CLIuC
Christine Nelson
Environmental Engineer
GDSlcan: S:1WQSISTORMWATERIADDIN1=O120091090517.aug09
CC" Robert P. Pryor, DTC
Christine Nelson
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From, Nelson, Christine
Sent: Friday, August 21, 2009 11:35 AM
To: 'Pryor, Robert'; 'Towler, David'; 'Soumelidis, Andy'
Cc: Russell, Janet; Weaver, Cameron
Subject: r2ncf request:for-additionai-info:-SIN-ProjecfN6:-090517=Piney Green Gate
Attachments: 090517'aug09 pdf
Gentlemen,
I have attached a pdf version of my 2" d request for additional information For Stormwater Project S W8 090517 —
Piney Green Gate Security Upgrades. I will also send_copics via maihPlease let me know if you have any
questions!
Thanks,
Christine
Christine Nelson
State Stormwater Program - Express Permitting
NC Division of Water Quality
Wilmington Regional Office
910-796-7323
E-mail correspondence to and froni this address may he subject to the North
Carolina Public Records Latin and may be disclosed to third parries.

Nelson, Christine
From: Soumelidis, Andy [e-mail])
Sent: Wednesday, August 19, 2009 11.21 AM
To: Nelson, Christine .
Subject: RE: Piney Green question
Christine,
Yes, we are proposing a right turn lane onto Old Sawmill Road. There is approximately 1,000 sf of new BUA within the
buffer.
Thanks,
Andy Soumelidis
Civil Engineer, Land Development
Diversified Technology Consultants
2321 Whitney Avenue
Suite 301
Hamden CT 06518
Ph 203 239 4200
Fax [phone]
www,
From: Nelson, Christine[mailto:[e-mail]]
Sent: Wednesday, August 19, 2009 11:00 AM
To: Soumelidis, Andy; Pryor, Robert
Subject: Piney Green question
Robert and Andy,
I'm a bit confused by your response to Item 3.a, paragraph 3. Aren't you proposing a right turn lane onto Old Saw Mill
Road that will add BUA within the buffer? I'm also confused by the last sentence; I think a word is missing: "Minimal
road widening occurs in this area to have any impact on the stream"
I have other comments, but i want to make sure I understand this before I get them approved to send out.
Thanks,
Christine
Christine Nelson
State Stormwater Program
Division of Water Quality
Wilmington Regional Office
910-796-7323
Before printing this email, please consider your budget and the environment.
(♦ If you must print, please print only what you need.
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.

RECE3 S
r
Request for Additional Information Request
8/5/09
1. Please explain what is happening with what appears to be a drainageway associated
with flared end section 3 (FES 3) on sheet CS222. From the plans, it appears that a swale
and/or pipe, potentially carrying offsite runoff, will utilize the conveyance swale to the
pond. Where is the water from this drainage way going?
Please either divert all offsite runoff around the BMP and show how this is accomplished
on the plans or expand the project area and drainage area to include all areas draining to
the BMP.
The project area and drainage area has been expanded to include this area (DA-B)
draining to the BMP. All applicable calculations have been revised.
2. Plan sheet CS210, which delineates the project boundary, includes an area adjacent to
NC HWY 24 that is not included in the drainage area map on plan sheet CS260. If
additional BUA is proposed in this area, please include a third drainage area in the
application documents for this additional area. If no additional BUA is proposed, either
remove this area from the project boundary or identify a third drainage area. Please
ensure to update all application documents accordingly.
This area was removed from the permit boundary.
3. Please provide additional information on the wetland delineation documentation
provided in Appendix F. According to the map provided in Appendix F of the
calculations, there appears to be an identified stream within the wetlands to the west of
the road. Please verify the wetland documentation to determine if this line does in fact
represent a stream. If the documentation or ACOE do not identify this feature as a
stream, please contact Joanne Steenhuis with DWQ to verify the existence of the stream.
A perennial stream has been identified from the additional wetlands maps attached.
If this feature is identified as a stream, a 50 foot buffer is required from the top of
bank for all streams or rivers. This buffer cannot contain new impervious
surfaces, wet detention ponds, swales, or energy dissipation devices.
A 50' buffer has been provided and shown on sheet CS220 & CS240.
If this feature is found to be a stream, please identify the stream, including the top of
banks, and delineate the buffer on the plans. Please remove new impervious surfaces,
any portions of the wet detention pond, proposed swales, and energy dissipation devices
from the required buffer.
The wet detention pond, proposed swales, energy dissipation devices, and all new
impervious coverage, except the road, have been removed from this buffer.

�21 �C'`.���'�TJ��
A 2p0�
w �T.
It appears that new impervious surfaces are proposed=for--ti road -that could possibly be
located within the buffer. If additional impervious surfaces are proposed within the
buffer for the road widening portion of the project, provide documentation demonstrating
that the additional impervious surfaces are necessary to be located in the buffer and that
stream impacts have been minimized.
No new impervious areas other than the road and active control barrier (which acts as a
component of the road and needs to be in this location) lie within the buffer. Minimal
road widening occurs in this area to have any impact on the stream.
Provide calculations examining the flow from the pond outlets as well as all swales to
ensure that runoff from the 10 year storm will enter the buffer in a diffuse and non -
erosive manner. It is often necessary to provide an energy dissipation device, such as a
level spreader, to promote diffuse flow.
Rip rap calculations have been provided for the pond outlet depicting flow less than 2 fps.
b. If a stream is not identified within the wetlands, please provide additional
calculations to demonstrate that the discharge from the pond and runoff from the
swales for the 10-year storm will enter the wetlands at a diffuse, non -erosive
velocity (2 ft/s or less). Outlets and swales with velocities in excess of 2 ftls that
discharge to wetlands must provide a velocity reduction device such as a level
spreader, which provides non -erosive flow into and through the wetland.
Rip rap calculations have been provided for the pond outlet depicting flow less than 2 fps.
Please ensure to look at the velocity of the re -graded swale entering the wetlands from
the south east side of the road.
Calculations for the swale (Swale 9) entering the southeast side of the road have been
provided (DA—J).
If level spreaders are proposed, please provide calculations and supplements for
each as well as a signed and notarized operation and maintenance agreement.
No level spreader is being proposed.
4. If possible, please provide existing or proposed contours in the area proposed for the
pond discharge.
We do not have additional topography for this area.

P r4. 4,'rl_f
5. Plan sheets CS220 and CS224 identify the forebay berm elevation as being 33.5 ft,
however the permanent pool elevation has been identified as 32.5 ft. Generally the berm
is set at or below the permanent pool elevation. Please either:
a. Set the elevation of the berm at or just below the permanent pool = (32.5 ft.)
b. Include a weir in the berm set at or just below the permanent pool
c. Demonstrate how the forebay will draw down to the permanent pool elevation
d. Provide updated calculations and other application documents setting the forebay
permanent pool elevation at 33.5 ft. In this scenario the forebay must be excluded when
evaluating if the pond meets the minimum requirements (such as surface area and
average depth).
6. Please provide calculations for the required surface area for the permanent pool,
including the determination of the SAMA ratio.
Calculations have been provided.
7. Please verify that the surface area provided in the supplement for the bottom of the 10
ft vegetated shelf is identified correctly. The value listed in the supplements does not
appear to be consistent with the calculations.
Surface area has been changed to match the calculations.
8. Please provide more spot elevations or finished floor elevations for the impervious
areas near the start of swale 1 in order to demonstrate that the runoff will be directed to
the conveyance swales.
Swale 1 has been removed from the buffer, but additional spot elevations have been
provided. All calculations for Swale can be removed from the package.
9. The rip rap aprons associated with the pond outlets appear to be different on plan sheet
CS222 than the other sheets. Please ensure the plan sheets are consistent.
All rip rap aprons are consistent.
10. Plan sheet CS252 indicates that shallow land plants are proposed between the
permanent pool and the temporary pool elevations. Please note that it is not required for
shallow land plants to be planted above the top of the vegetated shelf. In fact, the signed
and notarized operation and maintenance agreement requires vegetation along the
perimeter of the pond to be maintained at approximately 6 inches. Instead of proposing
shallow land shrubs above the top of the vegetated shelf and on the 3:1 side slopes, it is
best to propose grass.
Shallow land plantings were changed to E1.=32.5-33.0. E1.=33.0 to upland areas will be
turf ground cover (centipede grass).

AUG x 0 2009
-7.
11. Please include details for the proposed road and typical swales on the plans.
A cross section has been provided on sheet CS220.
12. Due to the significant additional review time that will be needed, please submit a
reapplication fee of $500.
Check is included.

LAND S E), �i
ENGINEERED �•11 LETTER OF TRANSMITTAL
■T RII DTIf R
SOLUTIONS
WATER �r
1 „
To: North Carolina Department of Environment &
Natural Resources
Express Permit Coordination
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
WE ARE SENDING YOU
SPECIFICATIONS
CHANGE ORDER
X DRAWINGS
X REPORTS
DATE: August 7, 2009
PROJECT No. 08-278-106
RE: Camp LeJeune
Pinev Green Gate
Qx Attached UNDER SEPARATE COVER
COPY OF LETTER
SHOP DRAWINGS
X OTHER
ORIGINALSICOPIES DATE DESCRIPTION
210 1 Revised Plans & Calcs (Request for Additional Information)
THESE ARE TRANSMITTED As CHECKED BELOW:
FOR APPROVAL. APPROVED AS SUBMITTED
X FOR YOUR USE APPROVED As NOTED
AS REQUESTED RETURNED FOR CORRECTIONS
FOR REVIEW AND COMMENT OTHER
REMARKS:
Via UPS
RESUBMIT COPIES FOR APPROVAL
SUBMIT COPIES FOR DISTRIBUTION
RETURN CORRECTED PRINTS
COPY T0: FILE SIGNED: ANDY SOUMELIDIS
IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE.
P:12008108278-CAMP LEJEUNEIDOCUMENTSITRANSMITTALs12009-06-30 NC DEPT OF ENV & NATURAL RESOURCES LOT.DOC
DIVERSIFIED TECHNOLOGY CONSULTANTS
2321 WHITNEY AVENUE HAMDEN, CT 06S18 203 239 420D 203 234 7376 Fax
NORWICH, CT ANDOVER, MA

r _ 4 � •
NCDENR
North Carolina Department of Environment,and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen K Sullins Dee Freeman
Governor Director Secretary
July 31, 2009
Commanding Officer c/o Carl Baker, Deputy Public Works Officer
MCB Camp Lejeune
Bldg 1005 Michael Road
Camp Lejeune, NC 28547
Subject: Request for Additional Information
Stormwater Project No. SW8 090517
Piney Green Gate Security Upgrades
Onslow County
Construction Contract No. N40085-06-D-4008
Dear Mr. Baker:
The Wilmington Regional Office received an Express Stormwater Management Permit
Application for Piney Green Gate Security Upgrades on July 17, 2009. A preliminary review of
that information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
1. Please explain what is -happening with what appears to be a drainageway associated
with flared end section 3 (FES 3) on sheet CS222. From the plans, it appears that a
swale and/or pipe, potentially carrying offsite runoff, will utilize the conveyance swale
to the pond. Where is the water from this drainage way going?
Please either divert all offsite runoff around the BMP and show how this is
accomplished on the plans or expand the project area and drainage area to include
all areas draining to the BMP.
2. Plan sheet CS210, which delineates the project boundary, includes an area adjacent
to NC HWY 24 that is not included in the drainage area map on plan sheet CS260. If
additional BUA is proposed in this area, please include a third drainage area in the
application documents for this additional area. If no additional BUA is proposed,
either remove this area from the project boundary or identify a third drainage area.
Please ensure to update all application documents accordingly.
Please provide additional information on the wetland delineation documentation
provided in Appendix F. According to the map provided in Appendix F of the
calculations, there appears to be an identified stream within the wetlands to the west
of the road. Please verify the wetland documentation to determine if this line does in
fact represent a stream. If the documentation or ACOE do not identify this feature as
a stream, please contact Joanne Steenhuis with DWQ to verify the existence of the
stream.
a. If this feature is identified as a stream, a 50 foot buffer is required from the top of
bank for all streams or rivers. This buffer cannot contain new impervious
surfaces, wet detention ponds, swales, or energy dissipation devices.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer service: 1-877.623-6748 North Carolina
Internet: www.ncwaterquality.org Aat�tmrally
An Equal Opponunity 1 Affirmative Action Employer

Mr. Carl Baker
July 31, 2009
Stormwater Application No. SW8 090517
If this feature is found to be a stream, please identify the stream, including the
top of banks, and delineate the buffer on the plans. Please remove new
impervious surfaces, any portions of the wet detention pond, proposed swales,
and energy dissipation devices from the required buffer.
It appears that new impervious surfaces are proposed for the road that could
possibly be located within the buffer. If additional impervious surfaces are
proposed within the buffer for the road widening portion of the project, provide
documentation demonstrating that the additional impervious surfaces are
necessary to be located in the buffer and that stream impacts have been
minimized.
Provide calculations examining the flow from the pond outlets as well as all
swales to ensure that runoff from the 10 year storm will enter the buffer in a
diffuse and non -erosive manner. It is often necessary to provide an energy
dissipation device, such as a level spreader, to promote diffuse flow.
b. If a stream is not identified within the wetlands, please provide additional
calculations to demonstrate that the discharge from the pond and runoff from the
swales for the 10-year storm will enter the wetlands at a diffuse, non -erosive
velocity (2 ft/s or less). Outlets and swales with velocities in excess of 2 ft/s that
discharge to wetlands must provide a velocity reduction device such as a level
spreader, which provides non -erosive flow into and through the wetland.
Please ensure to look at the velocity of the re -graded swale entering the
wetlands from the south east side of the road.
c. If level spreaders are proposed, please provide calculations and supplements for
each as well as a signed and notarized operation and maintenance agreement.
4. If possible, please provide existing or proposed contours in the area proposed for the
pond discharge.
5. Plan sheets CS220 and CS224 identify the forebay berm elevation as being 33.5 ft,
however the permanent pool elevation has been identified as 32.5 ft. Generally the
berm is set at or below the permanent pool elevation. Please either:
a. Set the elevation of the berm at or just below the permanent pool
b. Include a weir in the berm set at or just below the permanent pool
c. Demonstrate how the forebay will draw down to the permanent pool elevation
d. Provide updated calculations and other application documents setting the
forebay permanent pool elevation at 33.5 ft. In this scenario the forebay must
be excluded when evaluating if. the pond meets the minimum requirements
(such as surface area and average depth).
6. Please provide calculations for the required surface area for the permanent pool,
including the determination of the SA/DA ratio.
7. Please verify that the surface area provided in the supplement for the bottom of the
10 ft vegetated shelf is identified correctly. The value fisted in the supplements does
not appear to be consistent with the calculations.
S. Please provide more spot elevations or finished floor elevations for the impervious
areas near the start of swale 1 in order to demonstrate that the runoff will be directed
to the conveyance swales.
Page 2 of 3

Mr. Cari Baker
July 31, 2009
Stormwater Application No_SW8 090517
9. The rip rap aprons associated with the pond outlets appear to be different on plan
sheet CS222 than the other sheets. Please ensure the plan sheets are consistent.
10, Plan sheet CS252 indicates that shallow land plants are proposed between the
permanent pool and the temporary pool elevations. Please note that it is not
required for shallow land plants to be planted above the top of the vegetated shelf.
In fact, the signed and notarized operation and maintenance agreement requires
vegetation along the perimeter of the pond to be maintained at approximately 6
inches. Instead of proposing shallow land shrubs above the top of the vegetated
shelf and on the 3:1 side slopes, it is best to propose grass.
11. Please include details for the proposed road and typical swales on the plans.
12. Due to the significant additional review time that will be needed, please submit a
reapplication fee of $500.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to August 10, 2009, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. Please
note that a second significant request for additional information may result in the return of the
project. If that occurs, you will need to reschedule the project through the Express coordinator
for the next available review date, and resubmit all of the required items, including the
application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely, , n_
UV672-"
Christine Nelson
Environmental Engineer
GDS/can: S:IWQSISTORMWATERIADDINFO120091090517.ju109
cc: Robert P. Pryor, DTC
Christine Nelson
Wilmington Regional Office
Page 3 of 3

;l
iE G 4rl
Nelson, Christine
i
�I From: Nelson, Christine
Sent: Friday, July 31, 2009 3:15 PM
i To: 'Pryor, Robert'; 'Towler, David'
E Cc: 'Soumelidis, Andy'; Russell, Janet
` Subject: request for additional info: SW Project No. 090517 - Piney Green Gate
�I I Attachments: 090517.ju109.pdf
� II
f ,
All,
'} I have attached a pdf version of my request for additional information for Stormwater Project SW8 090517 —
Piney Green Gate Security Upgrades. I will also send copies via mail. Let me know if you have any questions!
"I hanks!
Christine
Christine Nelson
State slormwater pro -rain - Empress Permitting
SIC Division of Water Quality
Wihnington R",ional Office
910-796-7323
Before printing this email. please consider your budget and the environment.
If you must print, please print only what you need.
E--meoil cru•r•espoiidence 10 awl.fimn lhis udilress may he suhjecl 10 1he Alooh
# C'nrnlincr 1'xhlic kecrrr•ds 1_rrn• curt! ufrtr hc: disclrrsed 1n dTird pirr'1ic,r.
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LAND
ENGINEERED
4TRUDTugEB
SOLUTIONS LETTER OF TRANSMITTAL
'- 'WATER
Via UPS
To: North Caroline Department of Environment & DATE: July 16, 2009
Natural Resources
Express Permit Coordination PROJECT No. 08.278-106
127 Cardinal Drive Extension RE: .. ... ._................. ..—......... ........
..,._._
Wilmington, North Carolina 28405
Attn: P44@Rda44a4 C-41
WE ARE SENDING YOU: F-x� Attached ^n UNDER SEPARATE COVER 11 1; 7 ry 2009
SPECIFICATIONS COPY OF LETTER L I
CHANGE ORDER SHOP DRAWINGS l
X DRAWINGS X OTHER
X REPORTS
ORIGINALS/COPIES DATE DESCRIPTION
a
110 Express Permit Package- Stormwater
110 Express Permit Package — Erosion and Sedimentation Control
THESE ARE TRANSMITTED As CHECKED BELOW:
FOR APPROVAL APPROVED AS SUBMITTED RESUBMIT COPIES FOR APPROVAL
X FOR YOUR USE APPROVED AS NOTED SUBMIT COPIES FOR DISTRIBUTION
AS REQUESTED RETURNED FOR CORRECTIONS RETURN CORRECTED PRINTS
FOR REVIEW AND COMMENT OTHER
REMARKS:
COPY TO: FILE SIGNED: ANDY SOUMELIDIS
IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE.
P:12008\0827$-CAMP LEJEUNEII70CUMENTSITRANSMITTALS12009-06-30 NC DEPT OF ENV & NATURAL RESOURCES LOT.DOC
DIVERSIFIED TECHNOLOGY CONSULTANTS
556 WASHINGTON AVENUE NORTH HAVEN CT 06473 203 239 4200 203 234 7376 FAX
NORWICH, CT ANDOVER, MA

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TRANSMISSION VERIFICATION REPORT
TIME : 08/31/2009 09:53
NAME : NCDENR
FAX : [phone]
TEL : [phone]
DATE DIME
08/31 09:50
FAX NO./NAME
919104512927
DURATION
00:02:49
PAGE(S)
09
RESULT
OK
MODE
STANDARD
ECM
State of North Carolina
Department of Environment and Natural Resources,
Wilmington Regional Office
Beiyerlr Eaves Perdue, Governor
FAX COVER SHEET
Dale: - }
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1_I111,0.(.}'1?V..io fnllnw
Dee Preemain, Secretar-i
No. ('ages (excl. cnvcl•):
Fxiwess 11emiitting
T'mm: Sandra f;xtwi
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1:'.7 Cardintil Drive I`\1ai irnl_ wifmington. W 28405 • [phone] . An I-L]L1,11 ( ppor1L1111tV A('Jirl v1ivc Action FinplmlttT

TRANSMISSION VERIFICATION REPORT
TIME 08/31/2009 09:58
NAME NCDENR
FAX [phone]
TEL [phone]
DATE,TIME 08/31 09:54
FAX NO./NAME 912032347376
DURATION 00 : 04 : 43
PAGE(S) 09
RESULT OK
MODE STANDARD
State of North Caroling
.Department of Environment and Natural Resources
Wilmington Regional Office
Beverly lirrt:es perdue. Governor
FAX COVER SHEET
Dee Freem ao, Secretar4
Date: No. Pages (c Xci, (;ovc1$
.,xpress Permitting
Frkitn: San!iro Ei Ll:li
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Phone J9 4,0) 796_7265
Fax: ��111.�.�# 0- .004
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117 Car[limfl Orivc Exicnsion. Wilmington, NC: 2840i • (910) 796-721 i .Mtn 14tial Opj ominity Ml-u- intive Aoio�n k nhlin-ur

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For ❑ENR Use ON LYk
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North Carolina Department of Environment and
Re _
Reviewer;
ARNatural Resources
Submit: _(p=Z�T 5 C-O f L-**'�
N[DENR Request for Express Permit Review
Time: I D: �1O
GO-r%rr%
Confirm: ^[
FILL-IN all the Information below and CHECK the Permit(s) you are requesting for express review. FAX or Emau the completed Corm to express
Coordinator along with a completed DETAILED narrative. site plan (PDF fllel and vicinity map !same items expected In the_ application package
of the project location. Please Include this form in the application package.
• Asheville Reglon-Allson Davidson 828-296.4698;alison.davidson-Pncmall not
-
• Fayetteville or Raleigh Region -David Lee 919.791-4203; [e-mail]
ncmall.net
• Mooresvillo & -Patrick Grogan 704.663.3772 or patrick.grosratQncmall.net
• Washington Rogion-Lyn Hardison 252.946.9215orlyn.hardisorlltncmaAnet
`(D — 2
• Wilmington Region -Janet Russell 910-350-2004 or janot.russalK&ncmall.not
Cam^
NOTE: Project appkcation received after 12 noon will be stamped in the following work day.
Project Name: PINEY GREEN GATE IMPROVEMENTS - MCB CAMP LEJEUNE County_ ONSLOW _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ Deleted: _
Applicant: COMMANDING OFFICER, MARINE CORPS BASE CAMP LEJEUNE Company: NIA
Address: BLDG. 1005 MICHAEL ROAOCity: MCB CAMP LEJEUNE, State: NC Zip: 28547-
Phone: [phone] Fax::[phone] Email: cad.h,[e-mail]
Physical LocatiomOLD SAWMILL ROAD - MCB CAMP LEJEUNE, JACKSONVILLE
Project Drains into N5W (WALLACE CREEKI waters - Water classification SSBB (for classification see-
http:iih2o.enr.sta(&.nc.uslbimslreportsirebortsWB.hlml)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , wilhin'G mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: ROBERT P. PRYOR P.E. Company: DIVERSIFIED TECHNOLOGY CONSULTANT_ - - - - Deleted: —
-----------------------
Address: 556 WASHINGTON AVENUE City: NORTH HAVEN, State: CT Zip 6473-_
Phone: [phone] Fax::[phone] Email: [e-mail]� - - - - - - - - - - - - - - - - - - - - - - - - - - - - Deleted:.
SECTION ONE: REQUESTING A SCOPING MEETING 0_NLY
❑ScopingMeeting ONLY ❑DWO,❑DCM,j]DLR, ❑OTHER________________,___________________________- Deleted:
SECTION TWO: CHECK ONLY THE PROGRAMS YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach 70P0 map marking the areas in questions
❑ IntermittenUPerennial Determination. # of stream calls
- Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification
❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization
❑ Minor Variance ❑ Major General Variance
® State Slormwater ❑ General ❑ SFR,
❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter —
If Curb Outlet Swales E]Off-site[SW _ (Provide permd It)]
® High Density -Detention Pond _# Treafinent Systems
❑ High Density -Infiltration _ #Treatment Systems
❑ High Density-Bio-Retention _# Treatment Systems
❑ High Oensity-Slormwater Wetlands _ # Treatment Systems❑ y High Density.
Other # Treatment Systems / ❑ MODIFICATION: El Major El Minor ❑ Revision 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 1212^18 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
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 DCNR use onl y
Fee Split for multiple nermits:fCheck# I
Total FaaAmabntt
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAVA
$
Variance (0 Mai; 0 Mfn)
$
SW (0 HU, El Lb, 0 Gen)
LQS
$
Stream Deter,
$
NCDENR EXPRESS September2008
Q E C E P V E
JUN .12 2009
DWG?
PROD 0 -_i

NYT: How the U.S. surplus became a deficit - The New York Times Page 3 of 3
URI,: http://www.msnbc.msn.com/id/31199889/
MSN Privacy, Legal
© 2009 MSNBC.com
http://www.msnbc.msn.com/id/31199889/print/l/displaymode/I 098/ 6/10/2009

For DENR Use ONL
North Carolina Department of Environment and Reviewer: � AZANatural Resources Submit: S Z
sec®EivR p
Request for Express Permit Review Time:
conrirm: -L-y - Le
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Eman me complerea corm to Express
Coordinator along with a completed DETAILED_ narrative, site plan (PDF file) and vicinity map flame 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;afison.davidson(&,ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.fee(@,ncmail.net s
• Mooresville & -Patrick Grogan 704-663-3772 orpatrick.groganAnc►nail.net
• Washington Region -Lyn Hardison 252-946-92f5orlyn.hardison(@-ncmail.net rr��
• Wilmington Region -Janet Russell 910-350-2004 orjanet.rpsself(a)ncmail.not
NOTE: Project application received after 12 noon will be stamped in the following work day
Project Name: PINEY GREEN GATE IMPROVEMENTS - MCB CAMP LEJEUNE County: ONSLOW
Applicant: COMMANDING OFFICER, MARINE CORPS BASE CAMP LEJEUNE Company: NIA
Address: BLDG, 1005 MICHAEL ROADCity: MCB CAMP LEJEUNE, State: NC Zip: 28547-
Phone: [phone] Fax::[phone] Email: [e-mail]
Physical Location:PINEY GREEN ROAD - MCB CAMP LEJEUNE, JACKSONVILLE
Project Drains into NSW (WALLACE CREEK) waters — Water classification SB (for classification see-
hUp:llh 2o. en r.state. n c.0 slbim streporislreportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
EngineerlConsultant: ROBERT P. PRYOR, P.E. Company: DIVERSIFIED TECHNOLOGY CONSULTANTS
Address: 556 WASHINGTON AVENUE City: NORTH HAVEN, State: CT Zip 6473-_ ❑ C° E d
Phone: [phone] Fax::[phone] Email: [e-mail]
SECTION ONE: REQUESTING A SCOPING MEETING ONLY MAY t 8 2009
® Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE _PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS_PERMITTINRGROJ #
DWQ
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please affach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls -- Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ® General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond _ # Treatment Systems El High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density—Stormwater Wetlands _ # Treatment Systems❑ High Density -
Other — # Treatment Systems /❑ MODIFICATION: ❑ Major ❑ Minor ❑ Revision 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 12.18 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
Fee Split for multiple permits: {Check #
Buffer Impacts: ® No ❑ YES: acres)
Isolated wetland on Property ® Yes ❑ No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
For DENR use only
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (® HD, ❑ LID, ❑ Gen) '
$
401:
$
LOS
$
Stream Deter,_
$
'EG
CC_ -
C-A-fresS 2,'000 6wrK:�
13 x (a S = E3 4:"
NCDENR EXPRESS September 2008 r-
S t„� w 4, 0 0 0

Pork's Dirty Secret: The nation's top hog producer is also one of America's worst polluters... Page 2 of 7
..................
RATE / COMMENT PRINT SHARE;
.................................... .........._,..
2345
Smithfield is no longe able to disfigur watersheds
quite so obviously a in the past; it c n no longer
expand and flatten mall pig farms uite so easily.
Several state legis tures have pas ed laws
prohibiting or limi ng the ownersh p of smail farms by
pork processors. n some places, ew
slaughterhouses re required to eet expensive
waste -disposal re uirements; ma y are forbidden
from using the wa te-lagoon syst m. North Carolina,
where pigs now ou umber peopl , has passed a
moratorium on new og operation and ordered
Smithfield to fund res rch into al ernative waste -
disposal technologies. S h Caroli a, having taken a
good look at its neighbor's c stal ain, has
pronounced the company unw om in the state. The
federal government and several tate have
challenged some of Smithfield's r cent cquisition
deals and, in a few instances, ha a force he
company to agree to modify its aste-tagoo
systems.
These initiatives, of tour e, come comically I te.
Industrial hog operati s control at least se enty-five
percent of the mark . Smithfield's market ominance
is hardly at risk: T enty-six percent of t pork
processed in this c untry is Smithfield rk. The
company's expansi n does not seem t be slowing
down: Over the pas two years, 5mit field's annual
sales grew by $1.5 bi ion. 1n Septe ber, the
company announced t at it is mergi g with Premium
Standard Farms, the na on's second largest hog
farmer and sixth -largest ark proces r. If the deal
goes through, Smithfield w I own mor pigs than the
next eight largest pork prod cers in the nation
combined. The company's m rket levera a and
political clout will allow it to produce ever reater
quantities of hog waste.
Smithfield points to the improvements it has made to
its waste -disposal systems in recent years. In 2003,
Smithfield announced that it was investing $20 million
in a program to turn its pig shit in Utah into
alternative fuel. It now produces approximately 2,500
gallons a day of biomethanol and has begun building a
facility in Texas to produce clean -burning biodiesel
fuel.
"We're paying a lot of attention to energy right now,"
says Treaty, the Smithfield vice president. "We've
come such a long way in the last five years." The
company, he adds, has undergone a "complete
cultural shift on environmental matters."
ADVE R'11SEPMEN T
hup://www.rollingstone.con-Ypolitics/story/I 2840743/porks_dlrty_secret—the—nations—top_h... 5/8/2009

Piney Green Road — Express Permit Narrative:
1. General Information
a. Name of Project — Piney Green Gate Improvements — MCB Camp Lejeune
b. Street Address, City, County— Piney Green Road, MCB Camp Lejeune, Onslow
c. Acres in Tract — 12.18 acres
d. Acres Being Disturbed — 12.18 acres
e. Acres in Wetlands — NIA
1. Wetlands Must Be Delineated — Appendix F
2. Proposed Wetland Impacts Require Permits From Corps & DWQ — Appendix F
f. Ownership Information From NC Secretary of State Web Site — NIA
g. Description of Development Proposal —The proposed project involves improvements to
the existing security checkpoint into Marine Corps Base Camp Lejeune located on Piney
Green Road, south of NC Route 24. The improvements include additional inbound and
outbound travel lanes on Piney Green Road and the construction of a commercial vehicle
queuing and inspection facility to the west of Piney Green Road.
1. Previous or Existing Permits — NIA
2. Tax parcel ID Number — NIA
h. Pre-1988 Built Upon Area, If Applicable — NIA
i. Discuss Phasing of the Project & Stormwater Facilities -- See Drainage Narrative
j. Discuss Proposed Waste Water Treatment & Water Supply — Proposed water service will
connect to proposed Onwasa water line. Proposed 6" sanitary sewer service will connect
to a new lift station, and through a force main to the Onwasa force main and wastewater
Pump station.
k. Identify Historic Sites & Projects Being Funded With Public Monies — The project is
being funded with government monies.
1. Disclose Any/All Non -Compliance Issues with DENR Agencies — NIA
z. Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All water Bodies On or
Adjacent To The Project or Closest to The Project Area — White Oak River Basin,
Wallace Creek Waters, SB, NSW 19-24
b. Identify Whether the Stormwater Design is High Density or Low Density - I -ID,
Commercial or Residential — Military Facility, State Stormwater or NPDES Phase II —
State Stormwater, Address Vested Rights --- NIA; Identify Pockets of High Density — NIA
c. Proposed Total % Impervious Surface — 47%
d. Number of Proposed Treatment Measures, Type(s) of Collection System — Wet detention i
pond (1), grass lined swales, culverts, and sheet now
e. Will All Built Upon Area Be Collected — All new impervious coverage and portions of
existing impervious surface will be conveyed to the wet detention pond.
f. Identify Whether or Not the Project Has Buffer Requirements & Whether or Not
Development Is Proposed Within A Buffer— NIA
g. Discuss Coastal Management Areas of Environmental Concern — NIA
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into The Proposed
BMP — NIA
i. Discuss Whether Road Construction Across Other Property Is Nee r T(eccess Thl E
Project — NIA
U
MAY 18 2009
DW Q
PROD #

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Piney Green'Road — Drainage Narrative:
The proposed project involves improvements to the existing security checkpoint into
Marine Corps Base Camp LeJeune located on Piney Green Road, south of NC Route 24.
The improvements include additional inbound and outbound travel lanes on Piney Green
Road and the constniction of a commercial vehicle queuing and inspection facility to the
west of Piney Green Road.
The overall project site contains 12.18 acres. Currently, there is 2.48 acres of impervious
coverage within the project site. Stormwater collection and treatment presently consists
of sheet runoff into grass -lined swales and discharge to low areas and existing roadway
culverts.
The proposed plan calls for an increase in impervious coverage to 5.77 acres, or
approximately 47% of the project site. Runoff from the eastern side of Piney Green Road
will continue to be collected by a relocated grass -lined swale. Runoff from the western
side of Piney Green Road and the proposed vehicle inspection area will be collected via
grass -lined swales and conveyed to a new wet detention basin. The proposed wet
detention basin has been sized to meet the requirements and recommendations contained
in the NCDENR BMP manual. The basin will serve as a water quality treatment facility
and will also act to maintain flows to pre-constniction rates for the I -year, 24-hour storm
event. The basin is equipped with an emergency spillway sized pass flows up to and
including the 100-year storm event.
E C E . 0 V ED
MAY 18 20p9
DWO
PROD #�

Pork's Dirty Secret: The nation's top hog producer is also one of America's worst polluters... Page 3 of 7
But cultural shifts, no matter how genuine, cannot
counter the unalterable physical reality of Smithfield
Foods itself. "All of a sudden we have this 800-pound
gorilla in the pork industry," Successful Farming
magazine warned -- six years ago. There simply is no
regulatory solution to the millions of tons of searingly
fetid, toxic effluvium that industrial hog farms
discharge and aerosolize on a daily basis. Smithfield
alone has sixteen operations in twelve states. Fixing
the problem completely would bankrupt the company.
According to Dr. Michael Mallin, a marine scientist at
the University of North Carolina at Wilmington who
has researched the effects of corporate farming on
water quality, the volumes of concentrated pig waste
produced by industrial hog farms are plainly not
containable in small areas. The land, he says, "just
can't absorb everything that comes out of the barns."
From the moment that Smithfield attained its current
size, its waste -disposal problem became
conventionally insoluble.
Joe Luter, like his pig shit, has an innate aversion to
being contained in any way. Ever since American
regulators and lawmakers st ed forcing Smithfield to
spend more money on wa -e treatment and
attempting to limit the co any's expansion, Luter
has been looking to do busin s elsewhere. In recent
years, his gaze has fallen on t e lucrative and
unregulated markets of Polan .
In 1999, Luter bought a st e-owned company called
Animex, one of Poland's ggest hog processors. Then
he began doing business hrough a Polish subsidiary
called Prima Farms, acqui ing huge moribund
Communist -era hog farms nd converting them into
concentrated feeding opera ions. Pork prices in Poland
were low, so Smithfield's sw ping expansion didn't
make strict economic sense, a cept that it had the
virtue of pushing small hog far ers toward
bankruptcy. By 2003, Animex w s operating six
subsidiary companies and seve processing plants,
selling nine brands of meat and taking in $338 million
annually.
The usual violations occurre . Near one of Smithfield's
largest plants, in Byszkow0, n enormous pool of
frozen pig spit, pumped into lagoon in winter,
melted and ran into two near y lakes. The lake water
turned brown; residents in loc villages got skin
rashes and eye infections; the st ch made it
impossible to eat.•A recent report t the Helsinki
Comma sslon found that Smithfield's Ilution
throughout Poland was damaging the ountry's
ecosystems. Overapplication was ende ic. Farmers
without permits were piping liquid pig hit directly into
watersheds that fed into the Baltic Se .
When Joseph Luter entered Poland, rate announced
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http://www.roll ingstone.com/politics/story/ 12840743/porks_dirty_secret_the_nations_top_h... 5/8/2009

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Certification Requirements:
1. The drainag area to the system contains approximately the permitted
acreage.
2. The drainage rea to the system contains no more than the permitted
amount of built- pon area.
3. All the built -upon ar associated with the project is graded such that the
runoff drains to the sy m.
4. The outlet/bypass structure a vations are per the approved plan.
5. The outlet structure is located p the approved plans. t
6. Trash rack is provided on the ou et/bypass structure.
7. All slopes are grassed with ermanent vegetation.
8. Vegetated slopes are nos eper than 3:1.
9. The inlets are located per the a roved plans and do not cause short-
circuiting of the system.
10. The permitted amounts of surface a ea and/or volume have been
provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
14. The dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ
inspector, county County Building Inspector
y

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3' 6 MARINE CORPS BASE GwP LEJENNE, NC d ] h�T�F��►a+� I
PINEY GREEN GATE—
i PHYSICAL SECURITY UPGRADES I,
ERNE GREEN WE - SNE yti0ut a\/J1
b n r�

project name
county County
Stormwater Project No. SW8 project #
Designer's Certification
I, 1 , as a duly registered in
the State of North Caro ina, having been authorized to observe (periodically 1 weekly /
full time) the constructio of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and dilig nce was used in the observation of the project
construction such that the construction as observed to be built within substantial
compliance and intent of the approved plans and specifications.
Required Items to be checked for this certification to be considered complete are on
page 2 of this form.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date
cc: NCDENR DWQ Regional Office
inspector, county County Building Inspector

FW: Piney Green Gate & Old Sawmill Road - Express Permit
Subject: FW: Piney Green Gate & Old Sawmill Road - Express Permit
From: "Pryor, Robert" <robert.pryorateamdtc.com>
Date: Mon, 18 May 2009 10:23:21 -0400
'1'o: <janet.russell rr ncmail.net>, <janet.russell a ncdenr.gov>
CC: "Marra, Tom" <tom.marra a teamdtc.com>, "Soumelidis, Andy" <andy,soumelidis rr teamdte.com>, "Towler CIV David W"
<david.towler a usmc,mil>
Janet,
Please find express permit application material for the Piney Green gate and Old Sawmill Road improvements at Camp LeJeune. Per my earlier emails,
we would like to Sit down with you on May 27, 2B, or 29th to review these permit applications as well as the permit application for the Main Gate
improvements at Marine Corps Air Station New River that was sent to you last week,
Thanks,
Robert P. Pryor, PF, LS, LEEDVAP
Manager, Land Development
Diversified Technotogy Consultants
556 Washington Avenue
North Eiaven, Cr 06473
T: [phone] x 109
M: [phone]
F: [phone]
[e-mail]
teamdte.com
www, teamcitc. coin
P Save paper and the environment, Print this out only ifyou really need to!
From: Soumelidis, Andy
Sent: Friday, May 15, 2009 4:47 PM
To: Pryor, Robert
Subject: Piney Green Gate & Old Sawmill Road - Express Permit
FYU. Both Old Sawmill and Piney Green.
Thanks,
Andy Soumelidis
Civil Engineer, Lund Development
Diversit►ed Technology Consultants
556 Washington Avenue
North Haven, CT 06473
T' [phone] x258
F: [phone]
[e-mail]
www.teamdtc.com
ECEgIIED
MAY 181009
PHOJ # DWq
rntent-Description: Express Permit Review (OSM).pdf:
Express Permit Review (OS,�1).pdfntent 'Type: applicationloctet-streamntent-Encoding: base64
Content -Description: Express Permit Review (PG).pdf'
Express Permit Review (PG).pdf Content -Type: applicationloctet-stream
Content -Encoding: base64
of I 5/18/2009 3:06 PM

4. Required Actions: (Each deficiency is explained below and what needs to be
done to bring the system back into compliance)
X
Inspector: Linda Lewis
Water Quality/Wilmington Regional Qfficel(910) 796-7215
ENBlarl: SAWQSISTQRMWATIINSPECTIfilename

,J111. 1 7 2009
51'-7
Express Permit Application Package
IN SUPPORT OF
Proposed Improvements to Piney Green Gate
MCB Camp Lejeune, NC
for the
Commanding Officer, Marine Corps Base, Camp Lejeune
•LESS/p • ��
9�
•a SEA r: r
34
BRT P.1
1P���`�
�1ut
DTC No. 08-278-106
July 14, 2009
ENGINEERED
SOLUTIONS
LAND
STRUCTURES
WATER
DIVERSIFIED TECHNOLOGY CONSULTANTS
SS6 WASHINGTON AVENUE NORTH HAVEN CT 06473 203 239 4200 203 234 7376 FAX
NORWICH, CT ANDOVER, MA

U
•
TABLE OF CONTENTS
Piney Green Road — Express Permit Narrative
Piney Green Road - Drainage Narrative
SK-1 Location Map
APPLICATION DOCUMENTS
Request for Express Permit Review
Stormwater Management Permit Application Form
ON
1111 1 7 2009
SUPPORTING DOCUMENTATION & CALCULATIONS
Appendix A Wet Detention Basin — Cc������►�S
rt reHno'e� CN
Appendix C Stormwater Basin Study
Appendix D Stormwater Management System Calculations
Appendix E Express Collection System Calculations for Culverts and Swales
Appendix F ACOE Wetland Delineation Documentation
REFERENCED DRAWINGS
GOO
Cover Sheet
CV001
Existing Conditions Legend
CS210
Site Layout Plan
CS220
Grading & Drainage Plan
CS222
Roadway Grading, Drainage, Plan & Profile
CS224
Pond Plan & Section
CS240
Sedimentation & Erosion Control Plan
CS241
Sedimentation & Erosion Control Notes & Details
CS252
Pond Planting Plan
CS260
Drainage Area Plan
CS261
Drainage Area Plan

AUG 2 B Z009
Piney Green Road — Drainage Narrative:
The proposed project involves improvements to the existing security checkpoint into
Marine Corps Base Camp LeJeune located on Piney Green Road, south of NC Route 24.
The improvements include additional inbound and outbound travel lanes on Piney Green
Road and the construction of a commercial vehicle queuing and inspection facility to the
west of Piney Green Road.
The overall project site contains 12.71 acres. Currently, there is 2.42 acres of impervious
coverage within the project site. Stormwater collection and treatment presently consists
of sheet runoff into grass -lined swales and discharge to low areas and existing roadway
culverts.
The proposed plan calls for an increase in impervious coverage to 5.88 acres, or
approximately 4717c of the project site. Runoff from the eastern side of Piney Green Road
will continue to be collected by a relocated grass -lined swale. Runoff from the western
side of Piney Green Road and the proposed vehicle inspection area will be collected via
grass -lined swales and conveyed to a new wet detention basin. The proposed wet
detention basin has been sized to meet the requirements and recommendations contained
in the NCDENR BMP manual. The basin will serve as a water quality treatment facility
and will also act to maintain flows to pre -construction rates for the 1-year, 24-hour storm
event. The basin is equipped with an emergency spillway sized pass flows up to and
including the 100-year storm event.
Based on Plan # CS260, there is new impervious area within watershed #2, which does
not receive treatment through the BMP. Conversely, there are existing impervious areas
in watershed # 1 that are not presently treated and will receive treatment as a result of the
proposed project.
Existing impervious Areas within Watershed #1 to receive treatment: 1.90 acres
New Impervious Areas within Watershed #2 that do not receive treatment: 0.32 acres
Ratio of Treated Existing Impervious/Untreated New Impervious = 1.90/0.32 = 5.94
The road improvements have been modified to only have new impervious within Zone 2
which requires a minor variance. The additional impervious surface proposed within
Zone 2 (±2,750 st) does not impact the stream as it drains to the east of Piney Green
Road. The road widening includes the addition of a right turn lane, requested by the
Navy, due to the proposed improvements to Old Sawmill Road.

L.7
L'G a2009
.
Piney Green Road — Express Permit Narrative:
1. General Information
a. Name of Project — Piney Green Gate Improvements — MCB Camp Lejeune
b. Street Address, City, County — Piney Green Road, MCB Camp Lejeune, Onslow
c. Acres in Tract — 12.71 acres
d. Acres Being Disturbed — 12.71 acres
e. Acres in Wetlands — NIA
1. Wetlands Must Be Delineated — Appendix F
2. Proposed Wetland Impacts Require Permits From Corps & DWQ Appendix F
f. Ownership Information From NC Secretary of State Web Site -- NIA
g. Description of Development Proposal — The proposed project involves improvements to
the existing security checkpoint into Marine Corps Base Camp Lejeune located on Piney
Green Road, south of NC Route 24. The improvements include additional inbound and
outbound travel lanes on Piney Green Road and the construction of a commercial vehicle
queuing and inspection facility to the west of Piney Green Road.
1. Previous or Existing Permits — NIA
2. Tax parcel ID Number -- NIA
h. Pre-1988 Built Upon Area, If Applicable — N/A
i. Discuss Phasing of the Project & Stormwater Facilities — See Drainage Narrative
j. Discuss Proposed Waste Water Treatment & Water Supply — Proposed water service will
connect to proposed Onwasa water line. Proposed 6" sanitary sewer service will connect
to a new lift station, and through a force main to the Onwasa force main and wastewater
pump station.
Identify Historic Sites & Projects Being Funded With Public Monies -- The project is
being funded with government monies.
Disclose Any/All Non -Compliance Issues with DENR Agencies — NIA
2. Stormwater Information
a. Provide River Basin, Stream Classification & Index Number for All water Bodies On or
Adjacent To The Project or Closest to The Project Area — White Oak River Basin,
Wallace Creek Waters, SB, NSW 19-20
b. Identify Whether the Stormwater Design is High Density or Low Density - HD,
Commercial or Residential — Military Facility, State Stormwater or NPDES Phase 11—
State Stormwater, Address Vested Rights — NIA; Identify Pockets of High Density — NIA
e. Proposed Total % Impervious Surface — 47%
d. Number of Proposed Treatment Measures, Type(s) of Collection System — Wet detention
pond (1), grass -lined swales, culverts, and sheet flow
e. Will All Built Upon Area Be Collected All new impervious coverage and portions of
existing impervious surface will be conveyed to the wet detention pond.
f. Identify Whether or Not the Project Has Buffer Requirements & Whether or Not
Development Is Proposed Within A Buffer — NIA
g. Discuss Coastal Management Areas of Environmental Concern — NIA
h. Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into The Proposed
BM P — NIA
i. Discuss Whether Road Construction Across Other Property Is Necessary To Access This
Project — NIA

ry
Ir
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21
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Piney Green Gate Security Improvements - MCB Camp Lejeune
Stormwater Computations
5-Aug-09 RIECO-7
.Required Storage Volume i AUG S 5 24
09
(Simple Method)
BY:
Runoff Coefficient
R„=0.05+0.9*1, 1a=0.48
R„=0.05+0.9*0.48
R, = 0.482
Volume of Runoff
VREQ = 3630 * Ra * Rv * A R„ = 0.482
RQ = 1.5"
A = 10.60 ac
VREQ = 3630 * 1.5 * 0.482 * 10.60
VREQ = 27,820 ft3
VPRov = 45,104 W
Average Depth of Permanent Pool _
Option 1 : day = V perm pool/ A perm pool
day = 82,234 118,750
day = 4.39
use Table 10-4 (48% Impervious, Coastal 90%, and dav= 4.5 ), SAIDA = 3.74
'Surface Area Required - Permanent Pool
SAIDA * Drainage Area = SAfeq
0.0374 * 461786 = 17,270.8

1 0 2009
Piney Green Gate Security Improvements - MCB Camp Lejeune
Stormwater Computations
5-Aug-09
Wet Detention Basin Volume Computations
lPermanent Pool Volume_
Elevation
_z
Area (ft }
Incremental
3
Cumulative
3
Volume (ft)
Volume(ft )
24.5
2800
0
0
25
3265
1516
1516
26
6600
4933
6449
27
8000
7300
13749
28
9480
8740
22489
29
11040
10260
32749
30
12685
11863
44611
31
14405
13545
58156
32
16250
15328
73484
32.5
18750
8750
82234
Temporary Pool Volume �
Incremental
Cumulative
Elevation
Area {ft2)
3
Volume (ft)
3
Volume(ft )
32.5
18750
0
0
33
21530
10070
10070
34
24025
22778
32848
34.5
25000
12256
45104
Forebay Volume
Incremental
Cumulative
Elevation
Area (ft)
Volume (ft)
Volume(ft)
26
1420
0
0
27
1760
1590
1590
28
2125
1943
3533
29
2515
2320
5853
30
3000
2758
8610
31
3370
3185
11795
32
3830
3600
15395
32.5
4075
1976
17371

RECE v E'>
BUG 5 2M
BY:
Piney Green Gate Security Improvements - MCB Camp Lejeune
Stormwater Computations
1 4-Jul-09
'Drawdown Computations
Q = CDA(2gHo)12 Cp = 0.60
A=.02
g = 32.2 ft/sec2
Ho = 0.67' (34.5'-32.5')13
Q = 0.60 * 0.02 (2*32.2*0.67)12
Q = 0.08 cfs
Drawdown Time
T=Vreq/Q
T = 27,82010.08
T = 347,750 seconds
T = 4.02 days

Xt (_' P-11 v
Pond Report - -,. J
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066 Thursday, Aug 6, 2009
Pond No. 1 - Piney Green
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 24.50 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult)
0.00
24.50
2,800
0
0,50
25,00
3,265
1,516
1.50
26.00
6,600
4,933
2.50
27.00
8,000
7,300
3.50
28.00
9.480
8,740
4.50
29.00
11,040
10,260
5.50
30.00
12,685
11.863
6.50
31.00
14,405
13,545
7.50
32.00
16,250
15,328
8.00
32.50
18,750
8,750
8.50
33.00
21,530
10,070
9.50
34.00
24,025
22,778
10.00
34,50
25,000
12,256
11.00
35,50
27,020
26,010
Total storage (cult)
0
1,516
6,449
13,749
22,489
32,749
44,611
58,156
73,484
82,234
92,304
115,081
127,338
153,348
2
Culvert 1 Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (in)
= 24.00
2.00 0.00
0.00
Crest Len (ft)
= 14.00
40.00
0.00 0.00
Span (in)
= 24.00
2.00 0.00
0.00
Crest El. (ft)
= 34.50
35.00
MO 0.00
No. Barrels
= 1
1 0
0
Weir Coeff,
= 3,33
3.33
3.33 3.33
Invert El. (ft)
= 28,65
32.50 0.00
0.00
Weir Type
= Riser
Broad
--- ---
Length (ft)
= 65,00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No No
Slope (%)
= 1.00
0.00 0.00
n/a
N-Value
= .013
.013 .013
nla
Orifice Coeff. = 0.60
0.60 0.60
0,60
Exfil.(inlhr)
= 0.000 (by
Contour)
Multi -Stage
= nla
Yes No
No
TW EIev. (ft)
= 0.00
Nate: Culvertfonfice outflows are analyzed under inlet {ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (5).
Stage I Storage 1 Discharge Table
Stage
Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft
cuft
ft
cfs
cfs cfs
cfs cis
cfs
cfs
cfs cfs cfs
cfs
0.00
0
24.50
0.00
0,00 ---
--- 0.00
0.00
-
- --- ---
0,000
0.50
1,516
25.00
0.00
0.00 ---
- 0.00
0.00
---
--
0.000
1.50
6,449
26.00
0,00
0,00 ---
0.00
0.00
---
--- --- -
0,000
2.50
13,749
27.00
0,00
0.00 ---
--- 0.00
0.00
---
--- --- ---
0.000
3.50
22,489
28.00
0,00
0.00 --
--- 0.00
0.00
---
--- --- ---
0.000
4.50
32,749
29.00
0.00
0,00 -
--- 0.00
0,00
---
--- --- --
0.000
5.50
44,611
30,00
0.00
0.00 --
--- 0.00
0.00
---
--- --- -
0.000
6.50
58,156
31.00
0.00
0.00 -
--- 0.00
0.00
-
--- --- ---
0.000
7.50
73,484
32,00
0.00
0.00 --
-- 0.00
0.00
-
--- --- ---
0.000
8.00
82.234
32.50
0.00
0.00 ---
--- 0.00
0.00
-
-- -
0,000
8.50
92,304
33.00
0.07 is
0,07 is ---
--- 0.00
OM
-
-
0.068
9.50
115,081
34.00
0.13 is
0.13 is ---
- 0.00
0,00
-
-
0.125
10.00
127,338
34.50
0.15 is
0.15 is ---
- 0.00
0.04
--
-
0.145
11.00
153,348
35.50
35.44 is
0.06 is
- 35.37
s 47.09
---
--- --- ---
82.53

•
LMG D I
LAND MANAGEMENT GROUP INC. JAN 0 5 2099
Environmental Consultants
aC;
December 23, 2008
Robert Pryor, P.E. ll It I i 2009
Diversified Technology Consultants
556 Washington Ave. [BY:
North Haven, CT 06473
Reference: Stormwater basin study for the proposed basin areas for the MCB Camp
Lejeune Main Gates, Located off of Holcomb Blvd. and Piney Green Rd in Jacksonville,
NC.
Dear Mr. Pryor:
On December 22, 2008, Land Management Group, Inc. had the pleasure of
evaluating the proposed MCB Camp Lejeune Main Gates proposed stormwater basin
areas for the Piney Green Rd, gate as well as the Holcomb Blvd. gate. The purpose of the
evaluation was to describe the soil profile, quantify the depth to the seasonal high water
table, and to inform the project engineer of any potential limitations of this project.
The soils at this site are mapped as Baymeade soils in the Soil Survey of Onslow
County (USDA, 1992). Actual soil pit 1 confirm the soil to be a Stallings soil series and
soil pit 2 confirms the soil to be a Baymeade soil series, Appendix B. The Baymeade soil
series can best be described as soils that formed from sandy marine sediments on flats
and low ridges, the Stalling soil series can best be described as soils that formed from
poorly drained sediment in the coastal plain.
The seasonal high water table is normally evident by observation of
redoximorphic features suggesting past conditions of saturation and reduction. There is
evidence of redoximorphic features at l I" in pit l which was located at the Piney Green
Rd. proposed area and 44" in pit 2 which was located at the Holcomb Blvd. proposed
area (see soil profile descriptions in Appendix B and Test Area Map Appendix A). No
physical water levels were recorded on December, 2008 within test depth of either soil
pit, as documented in the soil profile descriptions, Appendix B. All recorded depths are
from the existing surface as noted in the soil profile descriptions, Appendix B. The:
official published description and physical and chemical data for a Baymeade and
Stallings soil series are shown in Appendix C for comparison.
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 9 P.C. Box 2522, Wilmington, NC 28402

In summary, this site has an area that is proposed for stormwater basin placement.
This area has soils that have a seasonal high water tables at l l" in pit 1, and 44" in pit 2.
If infiltration rates are required, then they can be provided at the client's request. Please
do not hesitate to contact me if you have any questions with this report- I may be reached
at 910452-0001, 910-471-0505 or at nhowellglmg.roup.net .
Sincerely,
Nicholas Howell
NC Licensed Soil Scientist #1294
.7
U
RECFIV ED
.1111 1 7 2009
BY:

Appendix A
Test Area Maps
0
•
,It !I, 17 2009
BY:

•
0
•
MCB Camp Lejeune
Piney Green Rd Main Gate
Stormwater Basin Evaluation
Test Area Map
December 23, 2008
C777
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� s � f!D ML �pEpU1MT7 � V r
Fo-sou P1t
Job # 30+08401
Robert Pryor
Drawing By NAH.
Land Management Group, Inc. i Environmental Consultants Drawing Not to Scale'
P.O. Box 2522 "DrawingProvided B Others'"*
Wilmington, NC rovi
womy"Gmugigg�
Phone: [phone] Fax: [phone]

0
0
0
L Soil Pit
Jab # 3U-08-01
Robert Pryor
Drawing By N.P.H.
MCB Camp Lejeune
Holcomb Blvd. Main Gate
Stormwater Basin Evaluation
Test Area Map
December 23, 2008
n ri I 7 2009
BY.-
Land Management Group, Inc. *Drawing Not to Scale*
Environmental Consultants
vP.O. iBoi n= **Drawing Provided By others** WffW..MGrinuartet
Phone: 910-452-DOD1 Fax: 910-452-CM

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Appendix B
Soil Profile Descriptions
•
T V'] - )D
171 7 2009
BY:

MCB Camp Lejeune
Stormwater Basin Evaluation ,!I IL 1 7 2009
December 23, 2008
Piney Green Gate
Pit 1 Side Slope 2-4% Stallings Series
Fill — 0-11" Mixed Sandy Fill, structureless.
Ab—11-17" Loamy Sand, granular very friable non sticky non plastic, 1 OYR 2/1.
Bg—17-25" Loamy Sand weak medium subangular blocky 2.5Y 4/1.
Btgl -- 25-42" Sandy Loam with Sandy Clay Loam bodies, weak medium subangular
blocky friable slightly sticky slightly plastic, 2.5Y 6/1.
Btg2 — 42-47"+ Sandy Clay Loam, weak coarse subangular blocky friable slightly sticky
slightly plastic, 2.5Y 3/ 1.
Physical Water: NA
SHWT: 11" from existing grade.
Holcomb Blvd. Gate
Pit 2 Micro Ridge 0-1 % Baymeade Series
A — 0-4" Loamy Fine Sand, granular very friable non sticky non plastic, 1 OYR 3/1.
E — 4-9" Fine Sand granular very friable non sticky non plastic, 1 OYR 6/1.
Bw — 9-17" Loamy Fine Sand weak medium subangular blocky very friable non sticky
non plastic, 1 OYR 5/4.
E'—17-26" Fine Sand, granular very friable non sticky non plastic, 1 OYR 7/4.
Btl — 26-44" Fine Sandy Loam, weak medium subangular blocky friable slightly sticky
non plastic, 1 OYR 6/6.
Bt2 — 44-65" Fine Sandy Loam, weak medium subangular blocky friable slightly sticky
non plastic, 1 OYR 6/6 with 7.5YR 5/8 and 1 OYR 6/2 mottles.
C — 65-70"+ Fine Sand, single grained, loose non sticky non plastic, 2.5Y 5/4 with 1 OYR
5/6 and 2.5Y 6/2 mottles.
Physical Water: NA
SHWT: 44"

Project PINEY GREEN GATE
Location CAMP LEGEUNE, NC
Circle one: Present Developed
X
1_ Runoff Curve Number (CN)
By AS Date
Checked RPP Date
DA-1
8/5/2009
8/5/2009
Soil Name
Cover description
Area
Product
and
(cover type, treatment, and
CN 1
of
hydrologic
hydrologic condition;
CN x area
N
acres
group
percent impervious;
a)
`y
miz
unconnected/connected impervious
F
w
%
(Appendix A)
area ratio)
B
Open Space, Good Cond.
61
7.83
477.63
Imperv. Area (drive)
98
1.90
186.20
B
Woods
55
0.87
47.85
1 Use only one CN source per line
Totals =
10.60
711.68
total product
CN (weighted) = total area
2. Runoff
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
711.68 68
= 67.14 use CN =
10.60
Storm 1 Storm 2 Storm 3
1 1 i
(Use P and CN with Table 2-1, Fig. 2-1,
EX WS CN.As

Project PINEY GREEN GATE
Location CAMP LEJEUNE, NC
Circle one: Present Developed
x
1. Runoff Curve Number (CN)
By AS
Checked RPP
FBY:
CIEDII n Z 7 2009
Da to 1/2612009
Date 1/26/2009
DA-2
Soil Name
Cover description
Area
Product
and
(cover type, treatment, and
CN 1
of
hydrologic
hydrologic condition;
CN x area
N
h
,
a
,
group
percent impervious;
N
v
"'
`
NaCreS
mi'
~
m
t'
unconnected/connected impervious
F
. ',
w
•a
w
(Appendix A)
area ratio)
B
Open Space, Good Cond.
fit
1.59
96.99
lmperv. Area (drive)
98
0.52
50.96
1 Use only one CN source per line
Totals =
2.11
147.95
total product 147.95
CN (weighted) = total area - 2.11 -
2. Runoff
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
70.12 Use CN = 71
EX WS CN (7-7-09).xls

Project PINEY GREEN GATE By AS Date 3/1712009
Location CAMP LEJEUNE, NC Check, RPP Date 311712009
Circle One: Present eveloped
Circle One: T. T, through subarea DA-1
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID
1. Surface description (table 3-1)
GRASS
GRASS
2. Manning's roughness coeff., n
(table 3-1)
0.150
0.150
3. Flow Length, L (total L < 300
ft) ft
78
222
4. Two-yr 24-hr rainfall, P.
in
4
4
5. Land slope, s
ft/ft
0.013
0.005
"'
Compute Tt
0.142
+
0.481
0.624
6. Tt = 0 . 007 (nL)
hr
Pz 0.500,4
Shallow concentrated flow
Segment ID
7. Surface description (paved or
unpaved)
UNPAVED
8. Flow length, L
ft
585
9. Watercourse slope, s
ft/ft
0A11
10.Average velocity, V (figure 3-1)
ft/s
1.7
I,
Compute Tt hr
0.096
+
D.D96
11.Tt =
3600 V
Channel flow
Segment ID
12.Cross sectional flow area, a
fta
13.Wetted perimeter, pw
ft
14.Hydraulic radius, r r
a
pw Compute r ft
15.Channel slope, s
ft/ft
16.Manning's roughness coeff., n
V = 1.49 r2/3 s'/z
17. n
Compute V ft/s
18.Flow length, L
ft
L
_
19. T` 3600 V
Compute T, hr
0.000
20.Watershed or subarea T, or T.
(add Tt in steps 6,
11, 19)
hr
0.7i9
Use
Tc =
43
min.
.fill. 1 7 2009

Proj ect PINEY GREEN GATE By AS Date 3/17/2009
Location CAMP LEJEUNE, NC Check( RPP Date 3/1712009
Circle One: G
ent eveloped
Circle One: T, TL through subarea DA-2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet .
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1)
3. Flow Length, L (total L < 300 ft) ft
4. Two-yr 24-hr rainfall, P. in
5. Land slope, s ft/ft
6. Tt = 0.007 (nL) °'e Compute Tt hr
P 0,5 �QA
a
Shallow concentrated flow
7. Surface description (paved or unpaved)
8. Flow length, L
9. Watercourse slope, s
10.Average velocity, V (figure 3-1)
Segment ID
11 . T, = L Compute Tt
3600 V
ft
ft/ft
ft/s
hr
GRASS
0.150
300
4
0.009
0.484 +
UNPAVED
135
0.020
2.2
0.017 +
.If 1( 1 7 2009
'3Y: ___
= 0.017
Channel flow Segment ID
12,Cross sectional flow area, a ft,
13,Wetted perimeter, pW ft
a
14.Hydraulic radius, r r p Compute r ft
15.Channel slope, s ft/ft
16.Manning's roughness coeff., n
V =
1 .4 9 r2,3 91/2
17. n Compute V £t/s 5.00
18.Flow length, L ft 45
_ L _
19.T` w 3600 V Compute T� hr 0.003 0.003
20.Watershed or subarea T. or T. (add T. in steps 6, 11, 19) hr 0.504
Use Tc = 30 min.

0 2009
Watershed Model SchemaV�
y raflow•tslydrographs Extension for AutoCADcai Civil 3D0 2009 by Autodesk, Inc. v6.066
Project: PineyGreenExisting. gpw � Thursday, Aug 6, 2009

AUG .; 0 2000
Hydrograph Return_P_er_iodyRocgrapfs
Extension for AutoCADO Civil 3D® 2009 by Autodesk. Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
- -
4.491
8.894
-----
14.87
20.44
29.14
37.00
45.81
DA-1
2
SCS Runoff
------
1.338
2.479
-------
3.985
5.365
7.492
9.398
11.52
DA-2
3
Combine
1.2
5.686
11.15
-------
18.50
25.32
35.95
45.53
56.25
Total Discharge from Site
Proj. file: PineyGreenExisting.gpw
Thursday, Aug 6, 2009

3l:.el
Hydrograph Summary,Rep�d IA y ow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
intervali
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
4,491
1
755
31,878
-----
------
------
DA-1
2
SCS Runoff
1.338
1
744
7,569
-----
------
------
DA-2
3
Combine
5,686
1
752
39,448
1,2
-----
------
Total Discharge from Site
PineyGreenExisting.gpw
Return Period: I Year
Thursday, Aug 6, 2009

Hydrograph Summary
N N.
2000
Repl�ad,Aow Nydrographs E=xtension
for AutoCAD® Civil 300 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
20.44
1
750
128,420
------
------
------
DA-1
2
SCS Runoff
5,365
1
741
28,068
---
------
-----
DA-2
3
Combine
25.32
1
748
156,489
1,2
------
------
Total Discharge from Site
PineyGreenExisting.gpw
Return Period: 10 Year
Thursday, Aug 6, 2009

Project PINEY GREEN GATE
Location CAMP LEGEUNE, NC
Circle one: Present Developed
X
1. Runoff Curve Number (CN)
IRECET'.
AUG 2 5 20"
BY:
By AS Date
Checked RPP Date
DA-1
8/5/2009
8/512009
Soil Name
Cover description
Area
Product
and
(cover type, treatment, and
CN 1
of
hydrologic
hydrologic condition;
CN x area
N
N
group
percent impervious;
N
m
N
N
lacres
mi2
unconnected/connected impervious
F
U.
w
(Appendix A)
area ratio)
B
Open Space, Good Cond.
61
4.69
286.09
Imperv. Area (drive)
98
5.04
493.92
B
Woods
55
0.87
47.85
1 Use only one CN source per line
Totals =
10.60
827.86
total product
CN (weighted) = total area =
2. Runoff
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
827.86 = 78.10 Use CN = 79
10.60
Storm 1 Storm 2 Storm 3
(Use P and CN with Table 2-1, Fig. 2-1,
PR WS CN.As

Project PINEY GREEN GATE
Location CAMP LEJEUNE, NC
Circle one: Present Developed
x
1. Runoff Curve, Number_ (CN)
RE
By AS Date
Checked RPP Date
DA-2
1 /26/2009
1/26/2009
Soil Name
Cover description
Area
Product
and
(cover type, treatment, and
CN 1
of
hydrologic
hydrologic condition;
CN x area
N
N
X acres
group
percent impervious;
v
`
mi,
unconnected/connected impervious
w
(Appendix A)
area ratio)
B
Open Space, Good Cond.
61
1.27
77.47
Imperv. Area (drive)
98
0.84
82.32
1 Use only one CN source per line
Totals =
2.11
159.79
total product
CN (weighted) = total area =
2. Runoff
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
159.79 2.11 76
75.73 Use CN =
Storm 1 Storm 2 Storm 3
(Use P and CN with Table 2-1, Fig. 2-1,
PR WS CN.xls

Project PINEY GREEN GATE By AS Date 311712009
Location CAMP LEJEUNE, NC Check RPP Date 3117/2009
Circle One: Present Developed
Circle One: T� Tt through subarea DA-1
ROTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T. Only) Segment ID
1. surface description (table 3-11
2. Manning's roughness coeff., n (table 3-1)
3- Flow Length, L (total L c 300 ft) ft
4. Two-yr 24-hr rainfall, P. in
S. Land slope, s ft/ft
6 TL = 0. 007 (nL) °'a Compute Tt hr
P2 °.5g°.4
Shallow concentrated flow
7. Surface description (paved or unpaved)
8. Flow length, L
9. Watercourse slope, s
10.Average velocity, V (figure 3-1)
Segment ID
11.TL = L Compute Tt
3600 V
ft
ft/ft
ft/s
hr
= 0.583
= 0.290
ASPHALT
GRASS
0.011
0.150
60
240
4
4
0.004
0.004
0.023
+
0.560
UNPAVED
1160
0.004
1.1
0.290
+
Channel flow Segment ID
12.Cross sectional flow area, a fta
13.Wetted perimeter, pw ft
a
14.Hydraulic radius, r r W pw Compute r ft
15.Channel slope, s ft/ft
16.Manning's roughness coeff., n
V =
1.49 rZ/3 01/2
17. n Compute V ft/s
1B.Flow length, L ft
_ L _
19. TL 3600 V Compute Tt hr 0.DD0
20.Watershed or subarea T, or T. (add TL in steps 6, 11, 19) hr 0.873
Use Tc = 52 min.
7L I ?' 2009
BY:

Project PINEY GREEN GATE By AS Date 3/1712009
Location CAMP LEJEUNE, NC Check( RPP Date 3/17/2009
Circle One: Presen Developed
Circle One: T� Tt through subarea DA-2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T. Only) Segment ID
1. Surface description (table 3-1)
2. Manning's roughness coeff., n (table 3-1)
3. Flow Length, L (total L < 300 ft) ft
4. Two-yr 24-hr rainfall, P2 in
5. Land slope, s ft/ft
6. Tt = 0. 007 (nL) 0.8 Compute T, hr
P 0-5�0.1
1
Shallow concentrated flow
7. Surface description (paved or unpaved)
S. Flow length, L
9. watercourse slope, s
10.Average velocity, V (figure 3-1)
11.Tt = L
3600 V
Segment ID
ft
ft/ft
ft/s
Compute Tt hr
GRASS
0.150
300
4
0.009
o.a$a +
UNPAVED
135
0.020
2.2
0.017
Channel flow Segment I❑
12.Cross sectional flow area, a ft2
13.Wetted perimeter, pW ft
a
14.Hydraulic radius, r r pw Compute r ft
15.Channel slope, s ft/ft
15.Manning's roughness coeff., n
V = 1.49 r2/3 01/2
17. n Compute V ft/s 5.00
18.Flow length, L ft 45
_ L
19.T` 3600 V Compute Tt hr 0.003 0.003
20.Watershed or subarea T, or Tt (add T, in steps 6, 11, 19) hr 0.504
Use Tc = 30 min.
CP1TVF,D
JUL 17 2009
BY:

GG 1 0 2009
1
Watershed Model Schema T. ---
y raflovv Hydragraphs Extension for AutoCADD Civil 3D(D 2009 by Autodesk, Inc. v6.066
Project: PineyGreenProposed.gpw
Thursday, Aug 6, 2009

�.I,;
Hydrograph Return Period Hyd�affiiwC'I�yarographs Extension fog AutoCADCD Civil
3DO 2009 by Autodesk, Inc. v6.066
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
------
8.078
13.18
- -- -
19.53
25,14
33.59
41.00
49.15
DA-1
2
5CS Runoff
------
1,817
3.088
-------
4.702
6,145
8,334
10.27
12.40
DA-2
3
Reservoir
1
0.461
3.873
-------
13.55
22.22
32.90
40.58
48.75
Wet Detention Basin
4
Combine
2,3
1.875
4.371
------
14.71
24.67
38.46
47.96
57,85
Total Discharge from Site
Proj. file: PineyGreenProposed.gpw
Thursday, Aug 6, 2009

� eN —:\ i r
w.' u ? 009
3
Hydrograph Summary Reppgl - -
ydra ow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin]
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
8,078
1
757
56,920
----
------
------
DA-1
2
SCS Runoff
1.817
1
742
9,796
------
------
------
DA-2
3
Reservoir
0.461
1
1106
23,102
1
34.52
127,893
Wet Detention Basin
4
Combine
1.875
1
742
32,898
2,3
------
------
Total Discharge from Site
PineyGreenProposed.gpw
Return Period: 1 Year
Thursday, Aug 6, 2009

t 4.,` to
C,'.; G i 0 20 6
Hydrograph Summary Re PPydr13a
,w Hydrographs Extension=for-AutoCADd Civil 3D®2009 by Autodesk, Inc. v6.066
�
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
25.14
1
754
174,636
------
------
------
DA-1
2
SCS Runoff
6,145
1
740
32,131
-----
------
----
DA-2
3
Reservoir
22.22
1
769
140,614
1
35.06
141,885
Wet Detention Basin
4
Combine
24.67
1
767
172.745
2,3
-----
------
Total Discharge from Site
PineyGreenProposed.gpw
Return Period: 10 Year
Thursday, Aug 6, 2009

--� •--� rya "—'• -r`�
Piney Green Gate - MCB Camp-Lejel:
Rip Rap Sizing Computations
5-Aug-09
Outlet Pipe from Pond
Maximum Peak Flow = 22.22 cfs
allowable velocity 1.7 fps
Apron Width = 8 ft
Apron Slope = 0.5%
Mannings "n" = 0.07
Flow Depth = 1.63 ft
Area of Flow = 13.071 ft^2 Q = 21.6609
Wetted Perimeter = 11.268 ft
Hydraulic Radius = 1.160
Velocity = 1.7 fps

Project. Piney Green Gate 2/2/2009
Location: Camp Lejeune, NC
Drainage Area A (DA-A)
Q10 = CIA
C = ((0.3 " 0.84) + (0.9 0.50))11.34 = 0.52
I = 7 1
A = 1.34 ac
Q,Q = 0.52 } 7 ' 1.34 = 4.88 cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
JUL 1 7 20og
DY:

j r`t a
n ?OOS
Project: Piney Green Gate
Location: Camp Lejeune, NC
Drainage Area B (DA-B)
Q10 = CIA
C = 0.15
1 = 7 1
A = 0.87 ac
Q,o=0.15*7*0.87=0.92cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
815I2009

.. �.
UG i02000
Project: Piney Green Gate
Location: Camp Lejeune, NC
Drainage Area C (DA-C)
Q10 = CIA
C = ((0.3 i 1.00) + (0.9 " 1.97))12.97 = 0.70
I = 7 '
A = 2.97 ac
Q10=0.70'7*2.97= 14.55cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
8/5/2009

Project: Piney Green Gate
Location: Camp Lejeune, NC
Drainage Area D (DA-D)
Q1a = CIA
C=((0.3*1.08)+(0.9*1.22))12.30=0.62
I = 7 1
A = 2.30 ac
Qio = 0.62 * 7 * 2.30 = 9.98 cfs
Note:
1, Rainfall intensity duration curves, NOAA web site.
2/2/2009
�. ; 4
,f �I. 1 7 2009
SY:

Project: Piney Green Gate 2/2/2009
Location: Camp Lejeune, NC
Drainage Area E (DA-E)
Q10 = CIA
C = ((0.3 * 0.34) + (0.9 * 0.37))10.71 = 0.61
I = 7 1
A = 0.71 ac
Q10=0.61 *7*0.71=3.03cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
JUL 17 2009
BY:

Project: Piney Green Gate 2/2/2009
Location: Camp Lejeune, NC
Drainage Area F (DA-F)
Q,o = CIA
C=((0.3*0.14)+(0.9`0.38))I0.52=0.74
I = 7'
A = 0.52 ac
Q,o=0.74"7"0.52=2,69cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
JUL 1 7 2009
BY:

Project: Piney Green Gate 2/2/2009
Location: Camp Lejeune, NC
Drainage Area G (DA-G)
Q,o = CIA
C = ((0.3 " 0.08) + (0.9 " 0.13))10.21 = 0.67
Tc = 5 min.
I = 7 1
A = 0.21 ac
Q10=0.67"7"0.21=0.98cfs
Note:
1. Rainfall intensity duration curves, NQAA web site.
1�V�Jb
jl ii_ 1 7 2009

Project: Piney Green Gate
Location: Camp Lejeune, NC
Drainage Area H (DA-H)
Q10 = CIA
C=((0.3*1.01)+(0.9*0.44))/1.45=0.48
Tc = 5 min.
I = 7 1
A = 1.45 ac
Q,o=0.48*7* 1.45=4.87cfs
18" pipe flow at full capacity = 13.0 cfs
QTOTAL = 4.87 + 13.0 = 17.87 cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
2/2/2009
FJUL 1 7 2009
�3Y:

Project: Piney Green Gate 2/2/2009
Location: Camp Lejeune, NC
Drainage Area I (DA-1)
Q10 = CIA
C = ((0. 3 * 0. 19) + (0. 9 * 0, 04))10.23 = 0.40
Tc = 5 min.
I = 7 1
A = 0.23 ac
Q10 = 0.40 * 7 * 0.23 = 0.64 cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
�._
JUL 1 7 2009
BY:

0 2000
Project: Piney Green Gate
Location: Camp Lejeune, NC
Drainage Area J (DA-J)
Q10 = CIA
C=((0.3*0.24)+(0.9*0.14))10.38=0.52
Tc=5min.
I=7'
A = 0.38 ac
Q10=0.52*7*0.38=1.38cfs
Note:
1. Rainfall intensity duration curves, NOAA web site.
8/5/2009

Culvert Report
Hydraflow Express Extension for AutoCAD@ Civil 3D0 2009 by Autodesk,-In
Culvert A from Drainage Areas C, D, E
Invert Elev Dn (ft) = 31.05
Pipe Length (ft) = 70.00
Slope (%)
= 3.50
Invert Elev Up (ft)
= 33.50
Rise (in)
= 18.0
Shape
= Cir
Span (in)
= 18.0
No. Barrels
= 2
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0,0098, 2, 0.0398, 0,67, 0.5
Embankment
Top Elevation (ft) = 37.50
Top Width (ft) = 50.00
Crest Width (ft) = 5.00
Eley [nl
2800
37.00
36.00
35.00
3400
3300
32.00
31,00
30.00
0 5 10 15 2C 25 30 35 40 45 50 55 60 65 70 75 80 95 90
Cir Culvert HGL Embank
Reach [III
0 2009
Thursday, Aug 6 2009
Calculations
Qmin (cfs) = 27.00
Qmax (cfs) = 28.00
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 27.60
= 27.60
= 0.00
= 7.92
= 8.12
= 32.49
= 34.88
= 36.91
= 2.27
= Inlet Control
Culvert A from Drainage Areas C, D, E
Hw Depth [it)
INN
MEMO
MEMEMMEME
a 50
350
2.50
1.50
0.50
050
-1.50
-2.50
.3,50

Culvert Report
Hydraflow Express Extension for AutDCADD Civil 3DO 2009 by Autodesk, Inc.
Culvert B from Drainage Areas D & E
Invert Elev Dn (ft)
= 34.95
Pipe Length (ft)
= 58.00
Slope (%)
= 0.34
Invert Elev Up (ft)
= 35.15
Rise (in)
= 15.0
Shape
= Cir
Span (in)
= 15.0
No. Barrels
= 2
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 38.00
Top Width (ft)
= 50.00
Crest Width (ft)
= 18.00
ELY 00
39.00
MOD
37.D0
36.00
350D
34,00
33.00
Culvert B from Drainage Areas D & E
i 7 Z009
Wednesday, Jul 8 2009
Calculations
Qmin (cfs)
= 10.00
Qmax (cfs)
= 12.50
Tailwater Elev (ft)
= 36.55
Highlighted
Qtotal (cfs)
= 11.60
Qpipe (cfs)
= 11.60
Qovertop (cfs)
= 0.00
Veloc Dn (ftls)
= 4.73
Veloc Up (ft/s)
= 4:73
HGL Dn (ft)
= 36.55
HGL Up (ft)
= 37.02
Hw Elev (ft)
= 37.19
Hw/D (ft)
= 1.63
Flow Regime
= Outlet Control
KW Draa, Uil
395
205
1.85
O 95
` x MINES`-,
yY��.1��L�ST#��L �Cla+d�Jf3. ' i�k.L��[W .�. •�i 4r 'L'.S,SK��'"•�3 �1i: �, __
�.'Iy aft-
� ��i�1 �. - ° _ ,{�. ,�4 ��e,"'Y �' -7a: -�.L� ,�sS `. .��+:1•M.,.�s � -
w
��j T �
--
-'--'-
0 5 10 15 20 25
30
35 40 45 50 55
60 65
70 75
G caw HGL Embank
4115

Culvert Report
Hydraflow Express Extension for AutoCADV Civil 3M) 2009 by Autodesk, Inc.
Culvert C from Drainage Area E
Invert Elev Dn (ft)
= 38.14
Pipe Length (ft)
= 40.00
Slope (%)
= 0.30
Invert Elev Up (ft)
= 38.26
Rise (in)
= 15.0
Shape
= Cir
Span (in)
= 15.0
No. Barrels
= 1
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 40.50
Top Width (ft)
= 30.00
Crest Width (ft)
= 18.00
E L-Y VQ
41.00
4050
4000
39 50
3400
X50
Sam
37M
Culvert C from Drainage Area E
Jul 8 2009
Calculations
Qmin (cfs)
= 0.00
Qmax (cfs)
= 3.03
Tailwater Elev (ft)
= 37.19
Highlighted
Qtotal (cfs)
= 3.00
Qpipe (cfs)
= 3.00
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 4.25
Veloc Up (ftls)
= 3.28
HGL Dn (ft)
= 38.84
HGL Up (ft)
= 39.13
Hw Elev (ft)
= 39.30
Hw/D (ft)
= 0.83
Flow Regime
= Inlet Control
Hw Depth Ili)
274
224
T 1.74
__ 124
..., _..._
_. W' .. 'SR y r ' � r•by �r .k �Y 1,b �.
�,.. _� _
_
r � xsata F
� �. /i]l}i
.....
k`d���
�s ■ n � :R#«. �'diTS .�Fa.
074
D.24
-0.26
-0.76
0 5 10 15 20 25 30 35 40 45 5D 55 60
Cm CJverl HGL Embank
Rmhlll)

.77-.+,�.7
Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2009 by
Culvert D from Drainage Areas B, F, G, H,
Invert Elev Dn (ft) = 29.52
Pipe Length (ft) = 116.00
Slope (%)
= 3.00
Invert Elev Up (ft)
= 33.00
Rise (in)
= 24.0
Shape
= Cir
Span (in)
= 24.0
No. Barrels
= 1
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 38.00
Top Width (ft) = 45.00
Crest Width (ft) = 30.00
Elev lit]
39.00
37.00
3500
33.00
31.00
2900
27.00
0
Culvert D from Drainage Areas B- F- G. H, I
10 20 30 40 50 60 70 60 90 100
Cir Giveu HGL Embank
Thursday, Aug 6 2009
Calculations
Qmin (cfs) = 10.00
Qmax (cfs) = 11.00
Tailwater Elev (ft) = Normal
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (fUs)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 10.10
= 10.10
= 0.00
= 10.33
= 5.44
= 30.22
= 34.14
= 34.70
= 0.85
= Inlet Control
Hw Depth (IQ
6. DO
4.00
Ii Ile
conklol.-.
2-DO
0.00
-2.00
--
4.00
-6.00
140 150 160
Reach 09

Culvert Report
Hydraflow Express Extension for AutoCADV Civil 3130 2009 by Autodesk, to
Culvert E from Drainage Areas B, F, G, H
Invert Elev Dn (ft)
= 34.40
Pipe Length (ft)
= 32.00
Slope (%)
= 0.31
Invert Elev Up (ft)
= 34.50
Rise (in)
= 24.0
Shape
= Cir
Span (in)
= 24.0
No. Barrels
= 1
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 39.50
Top Width (ft)
= 20.00
Crest Width (ft)
= 10.00
Elev pry
4000 -
3900 -
3800 -
Culvert E irom Drainage Areas B, F. G. H
Erbank
Wednesday, Aug 5 2009
Calculations
Qmin (cfs)
= 9.00
Qmax (cfs)
= 10.00
Tailwater Elev (ft)
= 34.82
Highlighted
Qtotal (cfs)
= 9.50
Qpipe (cfs)
= 9.50
Qovertop (cfs)
= 0.00
Veloc Dn (ftls)
= 5.31
Veloc Up (ft/s)
= 4.57
HGL Dn (ft)
= 35.51
HGL Up (ft)
= 35.76
Hw Elev (ft)
= 36.14
Hw/D (ft)
= 0.82
Flow Regime
= Inlet Control
40 45 50
H. Devrh (it)
550
4.50
3 s0
2.50
1.50
0 50
.050
—i— -1.50
55
R each (ftj

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3D& 2009 by Autodesk, Inc.
Culvert F from Drainage Areas F & G
Invert Elev Dn (ft)
= 36.80
Pipe Length (ft)
= 30.00
Slope (%)
= 0.33
Invert Elev Up (ft)
= 36.90
Rise (in)
= 15.0
Shape
= Cir
Span (in)
= 15.0
No. Barrels
= 1
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 40.00
Top Width (ft)
= 16.00
Crest Width (ft)
= 10.00
Ekv (h)
41.00
40,00
3300
38.00
37.00
3G 00
35,00
Culvert F Irem Drainage Areas F 9 G
Wednesday, Jul B 2009
Calculations
Qmin (cfs)
= 3.00
Qmax (cfs)
= 4.00
Tailwater Elev (ft)
= 37.7
Highlighted
Qtotal (cfs)
= 3.70
Qpipe (cfs)
= 3.70
Qovertop (cfs)
= 0.00
Veloc Dn (ftls)
= 3.91
Veloc Up (ftls)
= 3.70
HGL Dn (ft)
= 37.70
HGL Up (ft)
= 37.85
Hw Elev (ft)
= 38.10
Hw/D (ft)
= 0.96
Flow Regime
= Inlet Control
H. Depth M
4.10
��LI�'1tI. ������Y�s,r�'�`t}-:•APf.Y{t��'.^ITL.'q�i r';;w�-Y3�+�� �..�. 7
I .._
._.-
_..-.
[`xt'
::�;, .�'e r� i��
_�•� ..�i,+x �'f�a�..i1 , F hf't i. °!4.'�Iu- � ��Ta[i-:i�...v, �'?�� L�;, : s'�' ° X
C. ' fkf�.
...... . ......
1c on
•ic
en
A en
rd 01reft HGL Embark
Reach (n)
3.10
210
1.10
0.10
-0.90
•1.90

Culvert Report
Hydraflow Express Extension for AutoCADe Civil 3DQ 2009 by Autodesk, Inc.
Culvert G from Drainage Area F
Invert Elev Dn (ft)
= 37.10
Pipe Length (ft)
= 58.00
Slope (%)
= 0.34
Invert Elev Up (ft)
= 37.30
Rise (in)
= 15.0
Shape
= Cir
Span (in)
= 15.0
No. Barrels
= 1
n-Value
= 0.013
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 40.00
Top Width (ft)
= 50.00
Crest Width (ft)
= 10.00
Q 00
MOD
31100
37.00
3600
0
Culvert G from Drainage Area F
Wednesday, Jul 8 2009
Calculations
Qmin (cfs)
= 2.00
Qmax (cfs)
= 3.00
Tailwater Elev (ft)
= 38.10
Highlighted
Qtotal (cfs)
= 2.70
Qpipe (cfs)
= 2.70
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 2.57
Veloc Up (ft/s)
= 2.87
HGL Dn (ft)
= 38.10
HGL Up (ft)
= 38.20
Hw Elev (ft)
= 38.27
Hw/D (ft)
= 0.78
Flow Regime
= Inlet Control
Hm Depth(R)
370
.. Y
2l �YFh
f3
�;f tali j�. -��b _
1 �_,�ltl�l�i �` l�Lp� �.•!1'ns
Li' r'xi ,SS~ ii�.�[3S �� � !�'�.ji
_
_ _.._._
_... __._
-._.
i � �
f��
Y fit' � � r .�'� f - ♦rt, *-`w�. ,,,
;
m��
�
- -
_•_._
ill:t..:, ciC'
270
1.70
0.70
430
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 go -1.30
- Cr R►ved HGL Embank
Reads (II)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 31)0 2009 by Autodesk, Inc.
Piney Green Gate - Swale 1 (Bermudagrass)
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 34.50
Slope (%)
= 0.40
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.94
Elev (ft) Section
37.00
36.50
36.00
35.50
35.00
r19.-1il
34.00
7 2009 J
Wednesday, Jul 8 2009
Highlighted
Depth (ft)
= 0.29
Q (Cfs)
= 1.940
Area (sqft)
= 1.41
Velocity (ftls)
= 1.37
Wetted Perim (ft)
= 5.83
Crit Depth, Yc (ft)
= 0.19
Top Width (ft)
= 5.74
EGL (ft)
= 0.32
Depth (ft)
2.50
2.00
1.50
1.00
0.50
[OX6I11]
_n rn
0 2 4 6 8 10 12 14 16 18 20 v vv
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD5 Civil 3D0 2009 by AutohesK Inc. Thursday, Aug 6 2009
Piney Green Gate - Swale 2 (Bare Soil)
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
= 1.34
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 27.56
Total Depth (ft)
= 3.00
Area (sqft)
= 8.07
Invert Elev (ft)
= 34.50
Velocity (ft/s)
= 3.42
Slope (%)
= 0.30
Wetted Perim (ft)
= 10.47
N-Value
= 0.020
Crit Depth, Yc (ft)
= 1.11
Top Width (ft)
= 10.04
Calculations
EGL (ft)
= 1.52
Compute by:
Known Q
Known Q (cfs)
= 27.56
Elev (ft) Section
38.00
37.00
36.00
35.00
34,00
33.00
Depth (ft)
3.50
2.50
1.50
0.50
-0.50
_i rin
0 2 4 6 8 10 12 14 16 18 20 22 24 vV
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD@ Civil 3D® 2009 by Autodesk'[nc��+
Piney Green Gate - Swale 2 (Curled Wood Mat)
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 34.50
Slope (%)
= 0.30
N-Value
= 0.035
Calculations
Compute by:
Known Q
Known Q (cfs)
= 27.56
Elev (ft)
38.00 -
37.00
36.00
35.00
34.00
33.00
Section
I 5 10 15 20
Reach (ft)
Thursday, Aug 6 2009
Highlighted
Depth (ft)
= 1.59
Q (cfs)
= 27.56
Area (sqft)
= 12.35
Velocity (fUs)
= 2.23
Wetted Perim (ft)
= 13.06
Crit Depth, Yc (ft)
= 1.00
Top Width (ft)
= 12.54
EGL (ft)
= 1.67
25 30
Depth (ft)
3.50
2.50
1.50
0.50
-0.50
1 -1.50
35

Channel ReportI�r����
Hydraflow Express Extension for AutoCADO Civil 3D@ 2009 by Autodesk, lric"• � Thursday, Aug 6 2009
Piney Green Gate - Swale 2 (Bermudagrass)
Trapezoidal
Highlighted
Bottom Width (ft)
= 2.00
Depth (ft)
= 1.48
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 27.56
Total Depth (ft)
= 3.00
Area (sqft)
= 9.53
Invert Elev (ft)
= 34.50
Velocity (ftls)
= 2.89
Slope (%)
= 0.30
Wetted Perim (ft)
= 11.36
N-Value
= 0.025
Crit Depth, Yc (ft)
= 1.11
Top Width (ft)
= 10.88
Calculations
EGL (ft)
= 1.61
Compute by:
Known Q
Known Q (cfs)
= 27.56
Elev (ft) Section
38.00
37.00
35.00
34.00
33.00
Depth (ft)
3.50
2.50
1.50
0.50
-0.50
A r1n
} 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc.
Piney Green Gate - Swale 3 (Bermudagrass)
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 35.00
Slope (%)
= 0.30
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.59
S F "'u`'
Wednesday, Jul 8 2009
BY
Highlighted
Depth (ft)
= 1.01
Q (cfs)
= 11.59
Area (sqft)
= 5.08
Velocity (ft/s)
= 2.28
Wetted Perim (ft)
= 8.39
Crit Depth, Yc (ft)
= 0.72
Top Width (ft)
= 8.06
EGL (ft)
= 1.09
Elev (ft) Section Depth
38.00 3.00
37.50 2.50
37.00 2.00
36.50 1.50
36.00 0 1.00
35.50 0.50
35.00 0.00
'Ad Fn 0 50
2 4 6 8 10 12 14
Reach (ft)
16 18

Channel Report
HydraFlow Express Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc.
Piney Green Gate - Swale 4 (Bermudagrass)
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Eiev (ft)
= 38.00
Slope (%)
= 0.40
N-Value
= 0.025
Calculations
Compute by: Known Q
Known Q (cfs) = 3.03
Elev (ft)
4o.ao
39.50
39.00
38.50
38.00
37.50
2 4 6
Section
4
8
Reach (ft)
1 7 9nnn
Wednesday, Jul 8 2009
Highlighted
Depth (ft)
= 0.33
Q (cfs)
= 3.030
Area (sgft)
= 1.98
Velocity (ftls)
= 1.53
Wetted Perim (ft)
= 7.09
Crit Depth, Yc (ft)
= 0.22
Top Width (ft)
= 6.98
EGL (ft)
= 0.37
10 12 14 16
Depth (ft)
2.00
1.50
1.00
0.50
_n rn

Channel Report 1 o •�aa
Hydraflow Express Extension for AutoCADO Civil 3D® 2009 by Autodesk" Inc.
Piney Green Gate - Swale 5 (Bare Soil)
Wednesday, Aug 5 2009
Trapezoidal
Highlighted
Bottom Width (ft)
= 5.00
Depth (ft)
= 0.61
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 10.10
Total Depth (ft)
= 4.00
Area (sqft)
= 4.17
Invert Elev (ft)
= 35.00
Velocity (ftls)
= 2.42
Slope (%)
= 0.30
Wetted Perim (ft)
= 8.86
N-Value
= 0.020
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 8.66
Calculations
EGL (ft)
= 0.70
Compute by:
Known Q
Known Q (cfs)
= 10.10
Elev (ft) Section
40.00
39.00
38.00
37.00
36.00
35.00
�tmffIIl7
Depth (ft)
5.00
Elul C
3.00
2.00
1.00
! !1
i &Til
0 5 10 15 20 25 30 35 40 vv
Reach (ft)

Channel Report i.�U ° 2009
Hydraflow Express Extension for AutoCADS Civil 3DCR 2009 by Autodesk; inc. —' Wednesday, Aug 5 2009
Piney Green Gate - Swale 5 (Curled Wood Mat)
Trapezoidal
Highlighted
Bottom Width (ft)
= 5.00
Depth (ft)
= 0.82
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 10.10
Total Depth (ft)
= 4.00
Area (sgft)
= 6.12
Invert Elev (ft)
= 35.00
Velocity (fUs)
= 1.65
Slope (%)
= 0.30
Wetted Perim (ft)
= 10.19
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 9.92
Calculations
EGL (ft)
= 0.86
Compute by:
Known Q
Known Q (cfs)
= 10.10
Elev (ft) Section
40.00
• 1 17
38.00
37.00
36.00
35.00
34.00
Depth (ft)
5.00
[KIII]
3.00
2,00
1.00
1 11
i Affil
0 5 10 15 20 25 30 35 40 vv
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc.
Piney Green Gate - Swale 5 (Bermudagrass)
Trapezoidal
Bottom Width (ft)
= 5.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 4.00
Invert Elev (ft)
= 35.00
Slope (%)
= 0.30
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10,10
Elev (ft) Section
40.00
39.00
38.00
37,00
36.00
35,00
34.00
Wednesday, Aug 5 2009
Highlighted
Depth (ft)
= 0.69
Q (cfs)
= 10.10
Area (sqft)
= 4.88
Velocity (ftls)
= 2.07
Wetted Perim (ft)
= 9.36
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 9.14
EGL (ft)
= 0.76
Depth (ft)
5.00
4.00
3.00
2.00
1,00
M
■ KON
0 5 10 15 20 25 30 35 40 vv
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2009 by Autodes'k Inc.
Wednesday, Aug 5 2009
'—•r
Piney Green Gate - Swale 6 (Bane Soil)
Trapezoidal
Highlighted
Bottom Width (ft) = 5.00
Depth (ft)
= 0.59
Side Slopes (z:1) = 3.00, 3.00
Q (cfs)
= 9.460
Total Depth (ft) = 4.00
Area (sgft)
= 3.99
Invert Elev (ft) = 35.00
Velocity (ft/s)
= 2.37
Slope (%) = 0.30
Wetted Perim (ft)
= 8.73
N-Value = 0.020
Crit Depth, Yc (ft)
= 0.44
Top Width (ft)
= 8.54
Calculations
EGL (ft)
= 0.68
Compute by: Known Q
Known Q (cfs) = 9.46
Elev (ft) Section
40.00
39.00
38.00
37.00
35.00
34.00
5 10 15 20 25
Reach (ft)
Depth (ft)
5.00
4.00
3.00
2.00
1,00
Ili
_a nn
30 35 40 �_

�S
Channel Report
Hydraflow Express Extension for AutoCADG) Civil 3DO 2009 by Autodesk, Inc. Wednesday, Aug 5 2009
Piney Green Gate - Swale 6 (Curled Wood Mat)
Trapezoidal
Highlighted
Bottom Width (ft)
= 5.00
Depth (ft)
= 0.80
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 9.460
Total Depth (ft)
= 4.00
Area (sqft)
= 5.92
Invert Elev (ft)
= 35.00
Velocity (ft/s)
= 1.60
Slope (%)
= 0.30
Wetted Perim (ft)
= 10.06
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.44
Top Width (ft)
= 9,80
Calculations
EGL (ft)
= 0.84
Compute by:
Known Q
Known Q (cfs)
= 9.46
Elev (ft) Section
40.00
39.00
3&00
K1I17
35.00
34.00
Depth (ft)
5.00
4.00
3.00
2.00
1.00
sun
.9 nn
•VV
0 5 10 15 20 25 30 35 40
Reach (ft)

ti� r vr.•r�- r� � -.
Channel Report 4,,G ,43
Hydraflow Express Extension for AutoCADa civil 3D® 2009 by Autodesk. Inc. Wednesday, Aug 5 2009
Piney Green Gate - Swale 6 (Bermudagrass)
Trapezoidal
Highlighted
Bottom Width (ft)
= 5.00
Depth (ft)
= 0.66
Side Slopes (z:1)
= 3.00, 3.00
Q (cfs)
= 9.460
Total Depth (ft)
= 4.00
Area (sgft)
= 4.61
Invert Elev (ft)
= 35.00
Velocity (ftls)
= 2.05
Slope (%)
= 0.30
Wetted Perim (ft)
= 9.17
N-Value
= 0.025
Crit Depth, Yc (ft)
= 0.44
Top Width (ft)
= 8.96
Calculations
EGL (ft)
= 0.73
Compute by:
Known Q
Known Q (cfs)
= 9.46
Elev (ft) Section
40.00
37.00
35.00
34.00
Depth (ft)
5,00
MR1111
3.00
2.00
1.00
M
_a nn
0 5 10 15 20 25 30 35 40 vv
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD) Civil 3DO 2009 by Autodesk, Inc.
Piney Green Gate
- Swale 7 (Bermudagrass)
Trapezoidal
Bottom Width (ft)
= 2.50
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 38.00
Slope (%)
= 0.30
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.67
Elev (ft)
42.00 --7
41.00
40.00
39,00
38.00
37.00
5 10
Section
15 20
Reach (ft)
Y 7 Z009Wednesday, Jul 8 2009
BY.
Highlighted
Depth (ft) =
0.54
Q (cfs) =
3,670
Area (sgft) =
2.22
Velocity (ftls) =
1.65
Wetted Perim (ft) =
5.92
Crit Depth, Yc (ft) =
0.36
Top Width (ft) =
5.74
EGL (ft) =
0.58
25 30
Depth (ft)
4.00
3.00
2.00
1.00
M
1 -1.00
35

Channel Report
Hydraflow Express Extension for AutoCAM) Civil 3DO 2009 by Autodesk, Inc.
Piney Green Gate - Swale 8 (Bermudagrass)
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2,00
Invert Elev (ft)
= 38.00
Slope (%)
= 0.40
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.69
rrrr 1 7 ZQD9
'V:_ Wednesday,1Jul82009
Highlighted
Depth (ft)
= 0.39
Q (cfs)
= 2.690
Area (sqft)
= 1.63
Velocity (ftls)
= 1.65
Wetted Perim (ft)
= 5.47
Crit Depth, Yc (ft)
= 0.27
Top Width (ft)
= 5.34
EGL (ft)
= 0.43
Elev (ft)
41.00
40.50
40.00
39.50
39.00
38.50
38.00
17 J,!]
Section
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-n rn
2 4 6 8 10 12 14 16 18 20
Reach (ft)

Channel Repoli RUG i 0 2009
wY "_
Hydraflow Express Extension for AutoCADCD Civil 3D® 2009 byAutodesk—Inc.
Piney Green Gate - Swale 9 (Bare)
Trapezoidal
Bottom Width (ft) = 4.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 29.00
Slope (%) = 1.00
N-Value = 0.020
Calculations
Compute by: Known Q
Known Q (cfs) = 1.38
Elev (ft) Section
31.00
30.50
29.50
29.00
28,50
I 1 2 3 4 5
6 7
Reach (ft)
Thursday, Aug 6 2009
Highlighted
Depth (ft)
= 0.16
Q (cfs)
= 1,380
Area (sqft)
= 0.72
Velocity (ft/s)
= 1.93
Wetted Perim (ft)
= 5.01
Crit Depth, Yc (ft)
= 0.15
Top Width (ft)
= 4.96
EGL (ft)
= 0.22
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
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