SW8051065_CURRENT PERMIT_20000709

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SW8 OS 1 v (p 5
DOC TYPE
N CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 2_000 07o t
YYYYMM DD

r
>: OFFICE USE ONLY ,; o
Date Received Fee raid Permit Number
ObU36 Z ur DS1 L�6
7s�i3�bl� r`Stte of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Marine Corps, Camp Lejeune c/o CDR Laurence J. Readal, Officer in Charge
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
CDR Laurence J. Readal
3. Mailing Address for person listed in item 2 above:
1005 Michael Road
City: Camp Lejeune
Telephone Number: ( 910 } 451-2581
State: NC Zip. 28547
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
FSAG Operations & Maintenance Facility, 2nd LAR Armory
5. Location of Project (street address):
Corner of McHugh Boulevard & "O" Street
City: Jacksonville, NC County: Onslow
6. Directions to project (from nearest major intersection):
Corner of McHugh Boulevard & "O" Street
7. Latitude: 34-39'-26" N� _ Longitude: 77-20'-21 " W of project
8. Contact person who can answer questions about the project:
Name: Engr. Resources Group c/o Fred Watkins Telephone Number: ( 757 } 961-6215
IL PERMIT INFORMATION:
1. Specify whether project is (check one): X New
FormSWU-let Version3.99 Page I of
Renewal Modification

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop Generale Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major Sedimentation/Erosion Control 404/401 Permit X NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
Ill PROJECT INFORMATION
1. In the space provided below, sumniarize how storrnwater will be treated. Also attach a detailed narrative
(one to two pages) describing storrnwater management for the project .
The storm water generally flows across the site from north west to south east. It will be intercepted by a series of inlets,
and transferred to a BMP at the southwest corner of the site. After processing through the BMP it will outfall
to an existing ditch that outflows to the south east.
2. Storrnwater runoff from this project drains to the White Oak
3, 'total Project Area: 5.28 acres 4. Project Built. Upon Area:
5. I -low many drainage areas does the project. have? 2
River basin.
48.1 %
6. 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 sarne format as below.
TV S"11:1 1111PA $S
Basin Information
Drainage Area I "
'Drainage Area 2
Receiving Stream Narne
Cogdels Creek
Receiving Stream Class
SC
5G
Drainage Area
4.36 acres
O.C12, AC_
Existing Impervious* Area
39.640 SF
Proposed lmpervious*Area
106,722 SF
3 W
% Impervious* Area (total)
Impervious* Surface Area
. Drainage Area I
Drainage, Area 2 ..
On -site Buildings
11,326 SF
On -Site Streels
13,001 SF
I&(OWL �Z_P
On-sile Parking
75,290 SF
On-sile Sidewalks
7,105 SF
`Z
Other on -site
-
Off -site
Total: 106,722 sf = 2.45 acres
Total: 3-1,. I Slr = O.CqAc_
* Impervious area is defined as the built upon area including, but riot limited to, buildings, roads, parking areas,
sidewalks, gravel areas. etc.
Form SWU-101 Version 3.99 Page 2 of 4

How was the off -site impervious area listed above derived? BY best assumption and use of CADD Automated
area calcutation
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed 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.
I. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
WA as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than N/A square feet of any lot shall he covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-109
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3,99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form 542,
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of442&(payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- 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, please complete this section.
Designated agent (individual or firm): Engineering Resources Group c/o Fred Watkins, P.E.
Mailing Address:- 5265 Providence Road, Suite 202
City: Virginia Beach State: VA Zip. 23464
Phone: L757 ) 961-6215 Fax: ( 757 961- 7244
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of rson listed in Ge.
certify that the infbr a on included on
that the project will ns ucted in cc
and protective cov n ill be recort�l
NCAC 2H. 1000., ' , f
tion, item 2) CDR Laurence J. Readal
application form is, to the best of my knowledge, correct and
,vith the approved plans, that the required deed restrictions
the proposed project complies with the requirements of 15A
Form S W U-101 Version 3.99 Page 4 of 4
Date: v k, o�

Permit No. �-+ �� 6 5) D U 5
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATI:R MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form rrtay be photocopied for use as an original
DWQ Stormwater Management Plan Review_
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECTINFORMATION
Project Name: FSRC Operations & Maintenance Facility, 2nd LAR Armory
Contact Person: Fred Watkins, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: NA
elevations
Basin Bottom Elevation 9.50 ft.
Permanent Pool Elevation 14.00 ft.
Temporary Pool Elevation 15.40 ft.
areas
Permanent Pool Surface Area ^
9,890
sq. ft.
Drainage Area
4.36
ae.
Impervious Area
2.45
ac.
volumes
Permanent Pool Volume
23,926
cu. ft.
Temporary Pool Volume
15,752
cu. ft.
Forebay Volume
4,916
cu. ft.
Other parameters
SA/DAJ
Diameter of Orifice
Design Rainfall
Design TSS Removal 2
Form SWU-102 Rev 3.99
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -.site and off=site drainage to 111L' basin)
(combined volume of stain basin crud forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
4.80 (surface area to drainage area ratio from DWQ table)
1.5 in (2 to 5 day temporary pool draw -down required)
1 in.
85 % (mininluln 85% required)
Page 1 of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%, TSS removal. The NCDENR 13MP manual provides design tables for both 85% TSS removal and 90% TSS removal.
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department ol' Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008,
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
it. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. if required, it 3046ot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
F. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with it slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
111. WILT DETENTION BASIN OPERATION AND MAINTENANCE: AGREEMENT
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) 0 does V does not incorporate a vegetated filter at the outlet.
This system (check one) A.,does 0 does not incorporate pretreatment other than a forebay.
Form S W U-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
l . After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
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 3.37 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 5.00 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 14.00
Sediment R\Ele,,.ition
al t31. 9.00 5%
------------- -- Sediment Removal Elevation 10.63 759
13U[tom R.00 25%--------------------------------------------- -------
13onom Elevation 9.50 25
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. if the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form S W U-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
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.
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.
I, t -�/>� , a Notary Public for the State of��J"�
County of _ 1'Li? .� ^, do hereby certify that 4
personally appeared before me this _ � = day of Q G , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4

DESIGN REPORT
Project:
FSRG Operations & Maintenance Facility
2 nd LAR Armory
Marine Corps Base
Camp Lejeune, NC
4
Prepared For:
The Haskell Company
I I I Riverside Avenue
Jacksonville, FL 32202
Submitted By:
=*FEB 13 2006�D
BY:
Engineering Resources Group, LLC
November 19, 2005
Revised February 1, 2006

FngineenngResources Croup, IYC
5265 Providence Road, Suite 202
Virginia Bcach, VA 23464
Ph: ( ) 961421S F. (757) 961-72"
Drainage Narrative
FSRG Operations & Maintenance Facility
P-1 148 2n`i LA R Armory
at
. Camp Lejeune
Our findings are based on the items that could be verified by the Topographic Survey
provided by Johnny J. Williams Land Surveying PC. Since no existing storm sewer
calculations could be provided, all items as shown on the survey were assumed true.
The existing site ranges in elevation from 20.0 feet in the northwestern portion of the site
to elevation 15.0 in the southwestern portion of the site. The stormwater runoff from the
site sheet flows from the northeast to the existing drainage ditches adjacent to the western
edge of the site, which then outfalls to the south. The site is naturally wooded with two
hard surface slabs for recreational use (tennis courts, etc.).
The proposed development includes stone systems, swales, and a retention facility to
accommodate runoff from the proposed parking lot and building. The proposed site
ranges in elevation from 21.48 feet adjacent to an existing roadway to 8.50 feet at the
bottom of the retention facility. The majority of the area to be developed will be
collected in the on -site storm system and carried to the proposed forebay and retention
facility where it will be treated and released into the existing ditch adjacent to the
developed area at a rate less than that of the 10 year pre -development flow. A minor
portion of the site will bypass the proposed storm system and run off into the existing
ditch and adjacent sites.
The required 85% pollutant removal efficiency has been achieved utilizing swales and the
retention facility.
The Preliminary Report of Subsurface Exploration and Geotechnical Engineering
Evaluation has shown the ground water table to be at elevation 8.50 feet.
The proposed retention facility with forebay is sized for quality and quantity. The bottom
elevation extends 4.5 feet below the normal water level at a 3:1 side slope. The retention
facility will rise to elevation 14.90 feet with a I" rainfall and elevation 18.10 feet with a
6" rainfall.
] Of 1

EnglmeenmgResourees Group, -11,C
5265 Providence Road, Suite 202
Virp= Be ,h, VA 23464
Ph [phone] Pc (757)%1-7?A4
Project Name: 2nd LAR Armory
Project Number: 1200410.4C
Date: 21-Feb-06
r
BMP Bypass Areas within Developed Area
Byp1 Acres "c"
CA
Pervious = 0.90 0.30
0.27
Impervious = 0.02 0.90
0.02
Total Area = 0.92
0.29
Byp2 Acres "c"
CA
Pervious = 0.00 0.30
0.00
Impervious = 0.00 0.90
0.00
Total Area = 0.00
0.00
Byp3 Acres "c"
CA
Pervious = 0.00 0.30
0.00
Impervious = O.00 0.90
0.00
Total Area = 0.00
0.00
Byp4 Acres "c'.
CA
Pervious = 0.00 0.30
0.00
Impervious = 0.00 0.90
0.00
Total Area = 0.00
0.00
Byp5 Acres "c"
CA
Pervious = 0.00 0.30
0.00
Impervious = 0.00 0.90
0.00
Total Area = . 0.00
0.00
Total Bypass Area = 0.92 Ac
"c" post = 0.31
"C post = 0.31
"c" post = #DIVIO!
"c" post = #DIVIO!
"c" post = #DIVIO!
"c" post = #DIVIO!

Erojwenl7gResouwcs Group, .UC
5265 Providence Road, Suite 202
Virginia Bk ch, VA 23464
Ph [phone] V.: [phone]
Project Name: 2nd LAIR Armory
Project Number: 1200410.4C
Date: 21-Feb-06
Drainage Areas to BMP
1
Acres
" c ,
CA
Pervious =
0.07
0.30
0.02
Impervious =
0.24
0.90
0.22
Total Area =
0.31
0.24
2
Acres
IV'
CA
Pervious =
0.05
0.30
0.01
Impervious =
0.24
0.90
0.22
Total Area =
0.29
0.23
3
Acres
"c'.
CA
Pervious =
0.22
0.30
0.07
Impervious =
0.32
0.90
0.29
Total Area =
0.54
0.35
4
Acres
1.0
CA
Pervious =
0.06
0.30
0.02
Impervious =
0.13
0.90
0.12
Total Area =
0.19
0.14
5
Acres
"c"
CA
Pervious =
0.05
0.30
0,01
Impervious =
0.28
0.90
0.25
Total Area =
0.33
0.27
6
Acres
"c"
CA
Pervious =
0.62
0.30
0.19
Impervious =
0.29
0.90
0.26
Total Area =
0.90
0,44
7
Acres
"c"
CA
Pervious =
0.09
0.30
0.03
Impervious =
0.31
0.90
0.28
Total Area =
0.40
0.31
" C" post =
..c" post =
0.76
M
"c" post = 0.65
"c" post =
1.c" post =
0.71
0.82
"c" post = 0.49
"c" post = 0.77

r' Engrneerrng Reso=ff Gmup, L -
5265 Providmcc Road, Suitc 202
Virginia B=6, VA 2-UM
PR [phone] Pr. (15T)961.72"
8
Acres
"c"
CA
Pervious =
0.26
0.30
0.08
Impervious =
0.51
0.90
0.45
Total Area =
0.76
0.53
9
Acres
"C"
CA
Pervious =
0.28
0.30
0.08
BMP =
0.23
1.00
0.23
Impervious =
0.13
0.90
0.12
Total Area =
0.64
0.43
Total BMP Area = 4.36 Ac
"c" post = 0.67
"C" post =
"C" post =
0.70

Engh7eerxrrgResources Gm up, LfC
5265 Providence Rind, Sulu 202
Wrgi 6ech, VA 23464
rn: p»j �t.aau tk qs� Ant.i7�a
Project Name: 2nd LAR Armory
Project Number: 1200410.4C
Date: 21-Feb-06
Stormwater Flows for Developed Area
1 Developed Area - Pre -Development
Acres I.c"
CA
Pervious = 4,37 0.30
1.31
Impervious = 0.91 0.90
0.82
Total Area = 5.28
2.13
2 Developed Area - Post -Development
A Post -Developed Area - Bypass
Acres "c"
CA
Pervious = 0.83 0.30
0.25
Impervious = 0.09 0.90
0.08
Total Area = 0.92
0.33
B Post -Developed Area - To BMP
Acres
..c"
CA
Pervious =
1.69
0.30
0.51
BMP =
0.23
1.00
0.23
Building =
0.26
0.90
0.23
Impervious =
2.19
0.90
1.97
Total Area =
4.36
2.94
3
Size BMP Outfall Pipes
A Size Orifice Pipe for Draw Down
B Size Outfall Pipe
Orifice Dia = 1.5 in
h1 = 1" Rainfall Elev = 14.9 ft
h2 = Perm. Pool Elev = 14 ft
1" Rainfall Volume = 9696 sf
h3 = Avg Elev = 14.45 ft
Q = 0.6A(2g(h3-h2))^0.5
Q = 0.0396 cfs
t= VIQ
t = 244738.6 sec
t = 2.83 days
= 6.00 in
Q pre = 12.79 cfs
Q post bypass = 1.98 cfs
Q min BMP out = 10.81 efs
Q = 0.6A(2gh)^0.5
11.06 = 0.6A(2-32.2-0.75)^0.5
A = 2.592916 sf
Req'd Outfall Dia = 10.90 in
Use: 10 in outfall pipe

tRc y, Fi7g7nccm2gRest9wres Croup, IJC
5265 Providence Road, Suite 202
Wrenn Beach, VA 23464
Plc o!n 963di!] Pc: (i]1J 96I.TdM
Project Name: 2nd LAR Armory
Project Number: 1200410.4C
Date: 21-Feb-06
BMP Sizing Calculations
1 Surface Area Required For Water Quality:
A
Site Information
S
Total Area to BMP = 4.36 Acres
d 0
Impervious Area To BMP(s), IA = 2.68 Acres
Percent (%) Impervious Area = 0.61 or
61 %
Pond Depth = 4.50 ft
B
Required BMP Surface Area at Normal Water Level (NWL)
From NCDENR Stormwater BMP Table 1.1,
SAMA Ratio = 4,80 %
Required Surface Area = 0.21 acres =
9,121 sf
2 Volume Required
Above NWL For Water Quantity
A
Runoff Coefficient
Rv = 0.05 + (0.009'1)
= 0.60 intin
B
Required BMP Volume
Design Rainfall = 1,00 Inch Per Impervious Acre
-
1.00 in 1 ft 4.36
ac 43,560 sf
Rv
12 in
1 ac
-
9,536 cf
3 Proposed BMP
A
Water Quality
Provided Surface Area = 9,890 sf >
Required Surface Area =
9,121 sf
@ Elevation = 14.00
B
Water Quantity - 1" Rainfall
Provided Storage Volume = 15,752 cf >
Required Storage Vol =
9,536 cf
@ Elevation = 15,40
C
Water Quantity - 6" Rainfall
Provided Storage Volume = 58,882 cf >
Required Storage Vol =
57,215 cf
@ Elevation = 18.20
4 Forebay
A
Total Forebay Volume Provided = 4,916
cf
B
Total BMP Volume Provided = 23,926
cf
C
Forebay Volume Percentage of Total Vol = 21
%

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Storm Sewer Summary Report Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
NO.
1
ST2-ST1
21.79
30 c
91.0
8.34
8.34
0.000
14.00'
14.26'
0.38
End
2
ST3-ST2
2.24
18 c
188.5
11.25
11.82
0.302
14.64"
14.73'
0.02
1
3
ST6-ST2
18.41
30 c
93.0
8.34
8.53
0.204
14.64'
14.83"
0.33
1
4
ST5-ST6
11.25
24 c
119.6
13.19
13.55
0.301
15.16
15.40
0.32
3
5
ST9-ST5
7.98
18 c
63.0
13.55
13.74
0.302
15.72'
16.09"
0.16
4
6
ST10-ST9
5.14
18 c
63.0
13.74
13.93
0.302
16.25"
16.40*
0.13
5
7
ST7-ST6
2.61
18 c
138.8
13.49
13.91
0.303
15.16
15.23
0.04
3
8
S78-ST6
4.07
18 C
48.0
13.49
13.63
0.292
15.16'
15.23'
0.08
3
Project File: stermsys-site.stm
Number of lines: 8
Run Date: 02-24-2006
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ` Indicates surcharge condition.
HydraFlow Storm Sewers 2003

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Hydrograph Return Period Recap
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
Rational
-------
-------
10.52
-------
12.64
14.16
16.15
17.61
19.15
Existing Site
2
Rational
-------
18.54
-------
22.02
24.54
27.82
30.22
32.78
Proposed Site Conditions
3
Reservoir
2
-------
0.00
------
0.00
0.00
0.00
0.00
0.00
Proposed Site Routing
Proj. file: site4c-06-0221.gpw
Friday, Feb 24 2006, 11:10 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
14.16
1
15
12,744
----
------
------
Existing Site
2
Rational
24.54
1
8
11.780
----
------
------
Proposed Site Conditions
3
Reservoir
0.00
1
0
0
2
14.82
40,218
Proposed Site Routing
site4c-06-0221.gpw
Return Period: 10 Year
Friday, Feb 24 2006, 11:10 AM
Hydraflow Hydrographs by Intelisolve

K�
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Feb 24 2006, 11:10 AM
Hyd. No. 1
Existing Site
Hydrograph type
= Rational
Peak discharge
= 14.16 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 5.280 ac
Runoff coeff.
= 0.4
Intensity
= 6.705 in/hr
Tc by User
= 15.00 min
OF Curve
= wilmington-nc-2005-hydragraphs.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
15.00
12.00
9.00
6,00
0.00 -Y
0.0 0.1
Hyd No. 1
Hydrograph Volume = 12,744 cult
Existing Site
Hyd. No. 1 -- 10 Yr
0.2 0.3 0.3 0.4
Q (cfs)
15,00
12.00
M
3.00
—X- 0,00
0.5
Time (hrs)

C!
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Friday, Feb 24 2006, 11:10 AM
Hyd. No. 2
Proposed Site Conditions
Hydrograph type = Rational
Peak discharge
= 24.54 cfs
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area = 4.310 ac
Runoff coeff.
= 0.67
Intensity = 8.499 in/hr
Tc by User
= 8.00 min
IDF Curve = wilmington-nc-2005-hydragraphs.IDF
Asc/Rec limb fact
= 111
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Proposed Site Conditions
Hyd, No. 2 -- 10 Yr
Hydrograph Volume = 11,780 tuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4,00
0 00
0.0 0.1 0.2 0.3 0.3
Time (hrs)
Hyd No. 2

Hydrograph Plot
Hydraflcw Hydrographs by tntelisolve Friday, Feb 24 2006, 11:10 AM
Hyd. No. 3
Proposed Site Routing
Hydrograph type = Reservoir Peak discharge = 0.00 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 14.82 ft
Reservoir name = Proposed BMP Max. Storage = 40,218 cult
Storage Indication method used. Wet pond routing start elevation = 14.00 ft. Hydrograph Volume = 0 tuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
1 1 i��������
w
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
wl
4.00
RO"A
5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond Report
Hydraflow Hydrographs by intelisolve Friday, Feb 24 2006, 11:10 AM
Pond No 1 - Pro osed BMP
p
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00
8.00
05
0 0
0.50
8.50
2,361
592 592
4.00
12.00
5,027
12,929 13,521
6.00
14.00
9,890
14,917 28,438
10.50
18.50
18,926
64,836 93,274
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 1.50
0.00
0.00
0.00
Crest Len (ft) = 10.00 0.00
0.00
0.00
Span (in)
= 1.50
0.00
0.00
0.00
Crest El. (ft) = 15,40 0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0,00
Invert El. (ft)
= 14.00
0.00
0,00
0.00
Weir Type = Riser
---
---
Length(ft)
= 2.00
0.00
0.00
0.00
Multi -Stage = Yes No
No
No
Slope (%)
= 0.20
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0,00
0.00
Multi -Stage
= n/a
No
No
No
Exfiltration = 0.000 inft (Contour) Tailwater Elev.
= 14.00 ft
Stage (ft)
12.00
10.00
8.00
6.00
4.00
2,00
000
Note: CulvertlOrifice outflows have been analyzed under inlet and outlet control.
Stage 1 Discharge
Stage (ft)
12.00
10.00
8.00
6.00
4.00
2.00
000
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00
Total 0 Discharge (cfs)