SW8070138_HISTORICAL FILE_20070327

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 U1013�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 00 10321
YYYYMMDD

F \NATF
O�� ,q Michael F Easley, Governor
7 William Rosslr,Secretary
North Carolina Department of Environment and Natural Resources
-i
O T Alan W Klimek, P E Director
Division of Water Quality
March 27, 2007
Rodney J Hyson, Sr
Cape Fear Trading Group, IV, LLC
109 North Davis Street
Southport, NC 28461
Subject Stormwater Permit No SW8 070138
Stevens Park- Phase I
High Density Subdivision Project
Brunswick County
Dear Mr Hyson
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Stevens Park- Phase I on March 22, 2007 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 We are forwarding Permit No SW8 070138,
dated March 27, 2007, for the construction of the project, Stevens Park- Phase I
This permit shall be effective from the date of issuance until March 27, 2017, 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
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 sixty (60) 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 Rhonda Hall, or me at [phone]
Since eiy,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/rbh S \WOS\STORMWATER\PERMIT\070138 mar07
cc Richard M Collier, PE, McKim & Creed
Brunswick County Inspections
Rhonda Hall
Wilmington Regional Office
Central Files
Nor Carolina
Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet oa" ncwa4.rou thty org Fax [phone] 623-6748
An Equal Opportunity/Af native Acton Employer- 50°% Recycled/l 0% Post Consumer Paper

State Stormwater Management Systems
Permit No SW8 070138
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION 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
Rodney J Hyson, Sr, Cape Fear Trading Group, IV, LLC
Stevens Park- Phase I
Brunswick County
FOR THE
construction, operation and maintenance of four wet detention pond in compliance with
the provisions of 15A NCAC 2H 1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit
This permit shall be effective from the date of issuance until March 27, 2017 and shall
be subject to the following specified conditions and limitations
I DESIGN STANDARDS
1 This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data
2 This stormwater system has been approved for the management of stormwater
runoff as described in Section 1 6 on page 3 of this permit The subdivision is
permitted for 154 lots, each allowed a maximum of 3,750 square feet of built -
upon area
3 Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit
4 The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system
5 Each lot within the subdivision whose ownership is not retained by the permittee,
must submit a separate Offsite Stormwater Management Permit application
package to the Division of Water Quality and receive a permit prior to any
construction on the lot
Page 2 of 9

State Stormwater Management Systems
Permit No SW8 070138
6
The following design elements have been permitted for this wet detention pond
stormwater facility, and must
be provided
in the system
at all times
Pond 1
Pond 2
Pond 3
Pond 4
a
Drainage Area, acres
5291
1992
1127
2083
Onsite, ft2
2,304,876
867,642
490,978
907,555
Offsrte, ftz
None
None
None
None
b
Total Impervious Surfaces, ftZ
777,927
288,310
146,480
376,444
Buildings/Lots, ftZ
322,500
86,250
52,500
116,250
Roads/Parking, ftZ
352,227
74,060
80,200
53,744
Sidewalks, ftZ
71,400
23,000
12,180
9,850
Pump Station, fh
1,600
0
1,600
1,600
Clubhouse, fiz
7,200
0
0
0
Indoor Pool, ftZ
23,000
0
0
0
Future Phase 1I, ftZ
0
105,000
0
195,000
c
Pond Depth, feet
4
4
5
5
d
TSS removal efficiency
90%
90%
90%
90
e
Design Storm, inches
1
I
1
1
f
Permanent Pool Elevation, FMSL
140
1800
1600
12
g
Permitted Surface Area @ PP, ftz
91,349
25,726
10,949
22,936
h
Permitted Storage Volume, ft'
232,217
70,468
24,836
72,467
1
Temporary Storage Elevation, FMSL
1638
205
180
1475
I
Controlling Orifice
3"�
2"�
1 5"�
2"�
k
Permanent Pool Volume, ft3
284,868
73,013
25,938
67,107
1
Forebay Volume, ft3
55,834
14,833
5,243
13,119
in
Maximum Fountain Horsepower
1
1/4
1/8
1/4
n Receiving Stream
Cottage Creek
o River Basin Cape Fear
p Stream Index Number 18-88-9-4
q Classification of Water Body Sc, Sw
II SCHEDULE OF COMPLIANCE
1 No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division
2 The permittee is responsible for verifying that the proposed built -upon area for
the entire lot does not exceed the maximum allowed by this permit Once the lot
transfer Is complete, the built -upon area may not be revised without approval
Page 3 of 9

State Stormwater Management Systems
Permit No SW8 070138
from the Division of Water Quality, and responsibility for meeting the built -upon
area limit is transferred to the individual property owner
3 If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit
4 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 the approved plans, regardless of size
b Project name change
c Transfer of ownership
d Redesign or addition to the approved amount of built -upon area
e Further subdivision, acquisition, or sale of all or part of the protect area
The protect 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
5 The Director may determine that other revisions to the protect should require a
modification to the permit
6 All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements The final plats for the protect
will be recorded showing all such required easements, in accordance with the
approved plans
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
8 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
9 During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
10 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
11 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
Page 4 of 9

State Stormwater Management Systems
Permit No SW8 070138
12 Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual
13 The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function 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 side slopes
d Immediate repair of eroded areas
e Maintenance of side slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of structures, orifice, catch basins and
piping
g Access to all components of the system must be available at all times
14 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
15 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
16 Prior to the sale of any lot, the following deed restrictions must be recorded
a The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 070138, as issued
by the Division of Water Quality under NCAC 2H 1000
b The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit
c These covenants are to run with the land and be binding on all persons
and parties claiming under them
d The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality
e Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality
f The maximum built -upon area per lot is 3,750 square feet This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement Built upon area includes, but is not limited
to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the
water surface of swimming pools
g Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations
h All runoff on the lot must drain into the permitted system This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to dram toward the street, or grading perimeter
swales and directing them into the pond or street Lots that will naturally
drain into the system are not required to provide these measures
Page 5 of 9

State Stormwater Management Systems
Permit No SW8 070138
Built -upon area in excess of the permitted amount will require a permit
modification
Each lot within the subdivision whose ownership is not retained by the
permittee, must submit a separate Offsite Stormwater Management Permit
application package to the Division of Water Quality and receive a permit
prior to any construction on the lot
17 A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds
18 Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel The facility must be in compliance with all permit conditions Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer Records of maintenance activities performed to date will be
required
19 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 the fountain's pump is based on the
permanent pool volume The maximum pump power for the four fountain
associated with this project are as follows
Decorative Spray Fountains
Pond #
Maximum Pump Horsepower
Pond A
1
Pond B
1 /4
Pond C
1/8
Pond D
1/4
20 Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools
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 there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan The
project must be in good standing with DWQ The approval of this request will be
considered on its merits and may or may not be approved
Page 6 of 9

State Stormwater Management Systems
Permit No SW8 070138
2 The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request
3 Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215 6A to 143-215 6C
4 The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal), which have 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
6 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
7 Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours
8 The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days
9 A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction
Permit issued this the 27`hday of March, 2007
NORTH-CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality ✓ vv V
By Authority of the Environmental Management Commission
Permit Number SW8 070138
Page 7 of 9

PAMMEW
i1001. OOMOM�1101111�/�r7lfitRIMER
%i7;
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM C�n'ty� 1
This form may be photocopied for use as an of iginal //
I GENERAL INFORMATION
1 Applicant's name (specify the name of the corporation, individual, etc who owns the project)
Fear
IV, LLC
2 Print Owners/Signing Official's name and title (the person legally responsible for facility and compliance)
Eric Lappala, Development Coordinator
3 Mailing Address for person listed in item 2 above
109 N Davis Street
City
Telephone Number 919-844-9025
State NC
Zip
28461
4 Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc )
Stevens Park — Phase I
5 Location of Project (street address)
0 6 miles west along N C S R 1209 (West 9`h Street) from its intersection with U S Highway 211
City Southport County Brunswick
6 Directions to project (from nearest major intersection)
From River Rd SE (133 South), turn left on Southport Supply Rd SE(U S Highway 211), which turns into
N Howe St Turn right on West 9" Street (N C S R 1209) The project is located 0 6 miles west along
N C S R 1209 (West 9s Street) from its intersection with U S Highway 211
7 Latitude 330 55' 44" N
Longitude 78' 02' 09" W
8 Contact person who can answer questions about the project
of project
Name Richard M Collier, PE Telephone Number [phone]
H PERMIT INFORMATION
1 Specify whether project is (check one) X New 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
and its issue date (if known)
Form SWU-101 Version 399 Page] of4

3 Specify the type of project (check one)
❑ Low Density ® High Density ❑ Redevelop ❑ General Pernut ❑ Other
4 Additional Project Requirements (check applicable blanks)
❑ CAMA Major ® Sediment/Erosion Control ® 404/401 Permit ❑ NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center
at 1-877-623-6748
III PROJECT INFORMATION
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 will be conveyed through catch basins and pipes into four (4) Stormwater Management
Wet Detention Ponds with forebay and outlet control structures Each pond will treat the 1" storm runoff to
90% TSS, and control the City of Southport pre vs post development runoff requirements
2 Stormwater runoff from this project drams to the Cape Fear River basin
3 Total Project Area 93 70 acres 4 Project Built Upon Area 31 58 %
5 How many drainage areas does the project have9
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 same format as
below
Basin Information
Drainage Area - Total
Drainage Area A - D
Receiving Stream Name
Cottage Creek
See Attached Supplement
Receiving Stream Class
Sc, Sw
Drainage Area
4,571,051 SF (104 94 AC)
Existing Impervious* Area
0
Proposed Impervious* Area
1,589,161 SF (36 48 AC)
% Impervious* Area (total)
36 48%
Impervious* Surface Area
Drainage Area - Total
Drainage Area A - D
On -site Buildings
577,500 SF
See Attached Supplement
On -site Street / Parking
560,231 SF
On -site Sidewalks
116,430 SF
Other on -site
35,000 SF
Off site (Future Phase II)
300,000 SF
Total
1,589,161 SF
* Impervious ai ea its defined as the built upon area including, but not limited to, buildings, loads,
parking areas, sidewalks, gravel areas, etc
7 How was the off -site impervious area listed derived? Sections of Phase 1 drainage areas outside of
Phase 1 property was included with estimated lot built upon areas and roadways
Form SWU-101 Version 3 99 Page 2 of 4

IV DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, out parcels and future development prior to 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 ensm e ongoing compliance with state management pei mit
number as issued by the Division of Water Quality
These covenants my not be changed or deleted without the convent of the State
2 No more than 33,750 squat e feet of any lot shall be covet ed by structia es or impervious mates ials
Impervious materials include asphalt, gravel, concrete, brick, stone, slate of similar mates ial but do
not include wood decking or the water surface ofswimming pools
3 Swales shall not be filled in, piped, of alter ed except av neeessaiy to provide di iveway crossings
4 Built -upon at ea in ezcevs of the pet mitted amount requu es a state stormwater management pernut
modification pt for to construction
S All pet nutted i unofffrom out parcels of future development shall be do ected into the pernu tied
stop mwater control system These connections to the stoi mwater contn of system shall be performed
in a mannet that maintains the integrity and petfot manne of the system as pen milted
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable item 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 Stonnwater 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-104
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

IV. 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.
Please indicate that you have provided the following required information by initialing in the space
provided next to each item
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One coov of the apnlicable Suoolement Form(s) for each BMP
• Permit aoolication Drocessmg fee of 9424 (oavable to NCDENR) Jlfo= i�vo Air
• Detailed narrative descnntion of stormwater treatment/manaeement tMr
• 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)
VI. 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) Richard M Collier, McKim & Creed PA
Mailing Address 243 North Front Street
City Wilmington State NC Zip 28401
Phone [phone] Fax [phone]
VII APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Eric G Lappala, P E
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions and
protective covenants will be reco d, d that the proposed project complies with the requirements of 15A NCAC
2H 1000
Signature
Date O Z' Z3. G
17. n QWI1-1 n1 VPr ', . 1 00 Papa d nfA

I PROJECT INFORMATION (CONTU
Basin Information '
Drainage Area A
Drainage Area
Receiving Stream Name
Cottage Creek
Cottage Creek
Receiving Stream Class
SC, Sw
SC, Sw
Drainage Area
2,304,876 SF
867,642 SF
Existing Impervious* Area
0 SF
0 SF
Proposed Impervious* Area
777,927 SF
288,310 SF
% Impervious* Area (total)
33 8%
33 2%
Irapernous*Surface Area
Drainage'Ama A _
- = Drainage Area B
On -site Buildings
322,500 SF
86,250 SF
On -site Street / Parking
352,227 SF
74,060 SF
On -site Driveway
0 SF
0 SF
On -site Sidewalks
71,400 SF
23,000 SF
Other (Pump Station)
1,600 SF
0 SF
Other (Clubhouse)
7 200 SF
0 SF
Other (Indoor Pool)
23,000 SF
0 SF
Off site (Future Phase 11)
0 SF
105,000 SF
Total
777,927 SF
288,310 SF
36 48197424
Basin Information : '
�Dmmage Area G
Drainage Area
Receiving Stream Name
Cottage Creek
Cottage Creek
Receiving Stream Class
SC, Sw
SC, Sw
Drainage Area
490,978 SF
907,555 SF
Existing Impervious* Area
0 SF
0 SF
Proposed Impervious* Area
146,480 SF
376,444 SF
% Impervious* Area (total)
29 8%
41 5%
Impervious* Surface Area
Drainage Area C
Drainage Area'D ,
On -site Buildings
52 500 SF
116,250 SF
On -site Street / Parking
80,200 SF
53,744 SF
On -cite Driveway
0 SF
0 SF
On -cite Sidewalks
12,180 SF
9,850 SF
Other (Pump Station)
1,600 SF
1,600 SF
Off site (Future Phase 1I)
0 SF
195,000 SF
Total
146,480 SF
376,444 SF
Form SWU-101 Version 3 99 Page 2A of 4

Page 1 of 2
Ray Marconi
From Paul Masten [PMasten@smeinc coml
Sent Wednesday, February 28, 2007 9 09 AM
To Noelle Lutheran, Ray Marconi
Subject Stevens Park 401 application
Noel le,
I left you a voicemail about this as well, but I wanted to have Ray Marconi privy to this also, as they are trying to submit the
stormwater application for Stevens Park
Ian McMillan told me that the PCN for Stevens Park had been sent down to the Wilmington Regional office on Feb 20 Ray was told
that they could not submit their stormwater application until the 401 permit had at least been applied for Have you received the PCN
from the Raleigh Central Office? Thanks for your help
Sincerely,
Paul Masten
Staff Professional
S&ME - Wilmington Branch
6409 Amsterdam Way, Building B-3
Wilmington, NC 28405
[phone] phone
[phone]
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2/28/2007

STORMWATER
DESIGN NARRATIVE
STEVENS PARK - PHASE 1
RESIDENTIAL DEVELOPMENT
Brunswick County, NC
City of Southport
McKim & Creed Project #04685-0003
February 2007
Prepared for
Cape Fear Trading Group, LLC
109 N Davis St
Southport, NC 28461
[phone]
Prepared by
v �MCIQM&CREED
243 North Front Street
Wilmington, NC 28401
[phone]

STEVENS PARK — PHASE 1
RESIDENTIAL DEVELOPMENT
Brunswick County, NC
City of Southport
McKim & Creed Project #04685-0003
February, 2007
Table of Contents
DESIGN NARRATIVE
➢ Existing Site
➢ Proposed Improvements
➢ Maintenance
ATTACHMENT 1— EROSION CONTROL CALCULATIONS
➢ Watershed Classification
➢ Wetlands Map signed by USACE
➢ Brunswick County SCS Soils Map
➢ USGS Topographic Map
➢ Storm Water Calculations
ATTACHMENT 2 — CONSTRUCTION PLANS
Page i

STEVENS PARK — PHASE 1
RESIDENTIAL DEVELOPMENT
Brunswick County, NC
City of Southport
McKim & Creed Project#04685-0003
February, 2007
DESIGN NARRATIVE
Existing Site
The site is located approximately 0 6 miles west along N C S R 1209 (West 91h Street) from the
intersection of US Highway 211 and West 91h Street, northwest of the town of Southport, with
the majority of the site just outside of the City Limits of the City of Southport
The development site is a 93 70-acre parcel of undeveloped land and an existing park area with
baseball fields as identified within the Survey as prepared by McHenry Surveying The site is
wooded with approximately three fourths the site covered in native hardwoods, and the
remaining site covered with the existing park Land use in the area is generally residential or
undeveloped The site borders West 9tt, Street and Indigo Plantation residential development to
the south, undeveloped parcels of land to the west and north, West 111b Street and a few
residences are located to the east and Southport Elementary School lies to the south east The
only existing onsite improvements include two baseball fields, a tee -ball field and adjacent
parking lots Several dirt trails have been graded through the site in order to access the
property The existing onsite structures are the concession buildings, maintenance shed and
dugouts that are associated with the baseball fields and a small home is located on the eastern
portion of the property These structures will be removed from the site
Please note the applicant owns the lands within the development from the 0 50 acre parcel
which is land locked by the development along the western property line An access easement
is proposed to Gables Run Further note the proposed alley along the south of the development
traverses onto the adjacent property for future access from that land and to the best of our
knowledge discussions with the applicant and adjacent property owner have allowed for this

� I t t V '�. '4i" t'iW �a1� •r -
i.
'j �)J •.. i,nau znoco�e�i Icl � �.. _ � GOQg���,
-
IYuirtYm33° '34'14:N iCOlb<i 99 `W olav ?'.,t.

was performed for the project by Davenport Engineering & Mandala Services, Inc, dated May
2006 and was submitted to the City of Southport under previous cover
3
Stevens Park Phase 1 will include a total of one -hundred fifty three (154) single-family lots
(dwelling units) located within two (2) residential 'cluster' communities as depicted within the
Site Plan documents provided
Please note as described within the contents of the Overall Site Plan, there are two (2)
residential zones identified as R-10 Residential Cluster and R-20 Residential Cluster Each of
the zones has their individual bulk requirements as shown and each contribute to the Open
Space requirements as calculated within the Open Space Calculations within the note on the
Overall Site Plan Eighteen (18) lots are proposed within the R-10 Residential Cluster and one
hundred thirty-five (135) lots are proposed within the R-20 Cluster Please note that there is an
additional Open Space which will be 'banked' for use during the future development of the
remaining lands which to date have not been confirmed by the applicant Right-of-ways are
shown in accordance with Southport UDO and of further importance to note the lots will be
accessed with driveway connections to the alley and therefore, no access to the thoroughfares
is proposed Please note one lot which will access site to the front along Oak Alley Run while
all other will be rear access Further, the street names have been confirmed with Brunswick
County
Sidewalks and bike paths are shown within the Site Plan Documents as depicted within the
Typical Roadway Sections in addition to Pedestrian Access Easements The applicant is
proposing valley curb where applicable Further Site Amenities such as picnic areas and the
club house are shown Please note the applicant intends to dedicate Tract I, the 'Ball Fields' and
Tract II, the 'Swimming Pool' to the City of Southport and associated language within the
Appendix for this Dedication is included Further development of this will need to occur
between the applicant's attorney and the City of Southport Attorney to confirm the language
Please note that Tract II, the'Access Easement' will be an easement only and not dedicated to
the City
It is important to note that on the project site there is an existing pocosin, or isolated wetlands
feature that will remain as opposed to the two (2) small pockets which are to be removed in
accordance with Wetlands Ecosystem Enhancement Program as included within the Appendix
of this Report, that provides both scenic benefit and environmental enhancement for the
project The development, as planned, proposes an elevated boardwalk along the pocosm
perimeter, to be constructed with materials and workmanship that will not create wetland
impacts (i e no heavy machinery, light -duty tools for wooden pile placement, etc), this will
allow for enjoyment by the tenants of this natural area without impact or degradation to the
pocosin area Additionally, the development also intends to protect this area within the project
during and after construction, in order to enhance the recreational and scenic qualities of the
development Please further note the applicant is proposing a 30' Conservation Easement to
further protect this area as shown Please note that a Soil Erosion and Sediment Control Permit
will need to be obtained from the Department of Environmental and Natural Resources in
order to commence site work

Stormwater
The Stormwater Management System has been designed pursuant to the City of Southport
Unified Development Ordinance Standards specifically the Stormwater Management Plan
Technical Supplemental as shown Please note the site will adhere to the rational method peak
runoff reductions as well as the SCS runoff volume analysis and storage for infiltration systems
based on 25-year storm Please note the four (4) Stormwater Mitigation Basins are shown, all
Wet Detention Basins and associated fore bays for each of the entry points to the basm A
bypass line is proposed for the stormwater runoff in excess of the 100-year storm event that is
proposed along proposed Steven's Path Way, north and parallel to 9th Street in an easterly
direction beginning from Pond A, eventual discharging to Cottage Creek Basin A, B, C and D
will tie into this by pass line, leading to a 50' level spreader with vegetative filter
Supporting calculations and miscellaneous information are provided within the following
pages of this report
Maintenance
The Contractor shall be responsible for periodic inspection and maintenance of all indicated
stormwater devices In addition, inspection and any necessary maintenance will be required
immediately following any significant storm event Any measure that fails to function as
intended shall be repaired immediately Upon completion of construction and the
establishment of stabilizing ground cover, the property owner shall be responsible for site
maintenance

ATTACHMENT 1— STORMWATER CALCULATIONS
➢ Watershed Classification
➢ Wetlands Map signed by USACE
➢ Brunswick County SCS Soils Map
➢ USGS Topographic Map
➢ Storm Water Calculations

State of North Cat olma Permit No
Depai tment of Euvu onment and Natural Resources
Division of Water Quality
WATER QUALITY CLASSIFICATION REQUEST FORM
This form may be pholocopied for use as an w igowl
I PROJECT INFORMATION
In oidei to determine whether a State Stornwater Management Permit will be iequiied foi a project in a
coastal county, the classification of the closest downslope surface wateis (the sui face waters that any sheet flow
of oveiflow from the pioject would flow toward) must be determined Please complete Sections I and H below
DQW Staff will determine the receiving stieam classification, complete Section III, and return the completed
form to you
1 Project Name ��✓ County tLllM LLiIc-k-
2 Contact Person M R -E i }f"rla o Ply c+
3 Madrng Addiess 7O A40 Alver- 5%rf-e /01
� LwtOS
_ 4 City > /ia router cote State Zip 74 P Phone No
5 Name of closest downslope surface wateis
6 Signature of contact person 44 � �� Date kloG
7 Is a Sedimentation Erosion Control Plan of a CAMA Major Permit requued? YES NO
II REQUIRED ITEMS
An 8'/z" x 11" copy of the appropriate poitron of a USGS quad sheet showing the pioject's property
boundaries, receiving stream, major roads or State Roads numbeis, and neatest town or city must be
attached
CLASSIFICATION REQUEST/(To be cooinplele//d by Regional Office personnl) e
Name of suiface wateis r t l 'Zl0 l f LLK _
River Basin Cl !- r aIndex No
3 Classification (as established by the Environmental Management Commission) SC SGy
4 Proposed Classification, if applicable
5 State Stormwater Management Permit requiied7 YES NO
6 Signature of Regional Office personnel
��(lC�/G�� Date
cc Linda Lewis
Cngineei
Building inspector
_ Central Files
I01111 SWU-111ve1Sion 10 99

Name of Stream Description Cur Class Date Prop pass Basin Stream Index q
Dutchman C.z'eek That section of BA RON
Shellfzob Ana Dutchmen Creek within a
line beginning at a
porn of amrnh at the
3unctro. of Dutchman
Creak aM Rlrrabeth
River and rvnbing due
north to . point of
onrah on the north bank
of Dutchman Creak
thence in a
mrthventarly drrectron
along the enot bank to
the aonthazde of the
LRrecoaotal Waterway
thence is a ve.Cerly
dzxectaw along the
wthu.de of the
Iuttacwatal Waters,
to the vent bank of
Dutchmen Creek thence
an . southeaoterly
demctron to the point
of Legrnornq, rncludrng
all tributarie. vlthin
thin line
Intracoastal Prop mouth of Cottage SC
Waterway Creek to Cape F.. Rrver
Cottage Creek Prom .wcce to SC 6v
Intracoastal Waterway
Doaher. Creek Prom Intracoastal SC
Waterway to Cape Peer
Rrver
Snokrbouse Creek Prom .. to Cape DC HOW
Pear River
Death.. Creek Prom .Dorm to Cape SC
Pear Biver
Ca.well Be.. Raz1re Basin BC
Atla.trt Ocean !rhe "tat. of the BB
Atlantic Oman
mntiguoua to that
portion of the Cape
Pear Pavar Dania that
extend. ftsm the
enatem edge of the
Lumber River Be.. to
the eaetetu and of oak
I.land
Figure 2 — Stream Classification
08/09/02 Cape Peer 18-88 9-3-(41
08/05/81
Cape Peer
18-88-9-0 5)
04/01/55
Cape Peer
16-88 9-4
00/09/81
Cape Pear
18-98 10
08/01/90
Cape Fear
16-88-11
08/09/81
CeDe Peer
1a-Fa-12
08/09/81
Cabe Pear
18-08-13
04/01/59
Cape Pear
99 (2)
Page 6 of 15

I 1
—J FI
tll
y
— I I
I1I p�ag
1X
11
h y
en
2�q ��is
z
F
it(i"
� [6y[6y
@
sew
8
i W
< Ilia,
a51:
III
a 'Y„
XT€s cF
i j
Eps
a
.8
X Ep3
Md
.iai
4'J lMi®IpG%Yw\ 3

Figure 3 — Brunswick County Soils Map
PaA — Pactolus fine sand, 0 to 2 % slopes
Permiability = 6 to 20 in/hr
WaB — Wendo fine sand, 0 to 6 % slopes
Permiability = 6 to 20 in/hr
Ma — Mandarin fine sand
Permiability = 0 6 to 20 in/hr
Lo — Leon fine sand
Permiability = 6 to 20 in/hr
w — small dam
KrB — Kureb fine sand, 1 to 8 % slopes
Permiability = 6 to 20 in/hr
Tm — Tomohawk loamy fine sand
Permiability = 2 to 20 in/hr

ST
Figure 4 — USGS Topographic Map

STEVENS
PARK
NCDENR
CALCULATIONS
(1" STORM EVENT)

Basin A Wet Detention Pond Calculations
NC DENR Retention Requirements
Objective design a wet detention basin with the following characteristics a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3 1
'Baffles will in be installed to achieve the length -to -width ratio
Step 1 Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 5291 ACRE
Value from CAD
Impervious Drainage Area 1786 ACRE
Value from CAD
Impervious Cover -(Impervious Drainage Area)/(Total
Impervious Cover 33 76%
Drainage Area)'100%
Elevation of Permanent Pool Surface 140 FT
Value selected by designer
Depth of Permanent Pool 40 FT
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation of Wet Detention Pond Bottom 100 FT
Elevation) -(Depth of Permanent Poop
Approximate Pond Length 301 FT
Value from CAD (flow path through forebay weir)
A roxtmate Pond Width 298 FT
Value from CAD
Len th Width Ratio (Baffles will be installed) 1 1
Ratio= Len th /Width 1
Required SAMA Ratio for 90% TSS Removal 2 950 Value from chart Reference "90% TSS Removal
Required Permanent Pool Surface Area 67,990 SF Required Surface Area=(Required SAIDA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 91,349 SF Interpolated value from stage -storage calculations
Step 2 Determine the 1-inch runoff elevation within the wet detentioUond
Runoff Coefficient Rv 0 354 MIN Rv=0 05+0 009"(% Impervious)
Required 1" Runoff Volume 67 960 CF 1"Runoff Volume=l inch'Rv'1 foot/12 inch'(Total
Drainage Area)
1" Runoff Volume Elevation 1471 FT Value from stage -storage calculations
[Temporary Pool Elevation 16 38 FT Elevation of the next -highest onfice (above the low -
Treatment
232,217 CF Total volume controlled at the tempor
elevation (from stage -storage charts)
Step 3 Calculate the required forebay volume (18-22% the total pond volume below permanent pool)
Total Pond Volume below permanent pool 284 868 CF Value from stage -storage calculations
Reoumad Forebav Volume 56,974 CF Forebay Volume=(Total Pond Volume)'20%
Provided Forebay Volume Total Pond Volume 20% (Provided Forebay
Volume)'100/
Step 4 Verify that time required to drawdown the 1-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -Flow Onfice
300
IN
Value chosen by designer
Weir Elevation of Outlet Structure
1400
FT
Value chosen by designer
(Total Elevation Head Above Center of
Total Elevation Head Above Onfice
226
FT
Onfice)=(Temp Pool Elevation) -(Perm Pool
Elevation)-(12 Orifice Diameter)
Average Elevation Head Above Orifice = 12 of Total
Average Elevation Head Above Orifice
1 13
FT
Elevation Head Above Orifice
Cd, Coefficient of Discharge
060
Value chosen by designer
Q=Cd'(Pp`((Diameter of Onfice)'(1 W12
Q Flowrate Through Low -flow Orifice
025
CFS
...Iln9/d*M•99 9`/d vcmc HmrV11M/l
Drawdown Time for 1-inch Runoff 313 DAYS (Drawdown Time)=(1"Runoff Volume)/Q"(1
5 W665WW3t2UTechlSlorm✓ateMond A\
Wet Detention Pond A As
D07
Post Basin Treatment

Wet Detention Pond A
Stage -Storage Calculations for Proposed Wet Detention Pond
determine the storage capacity and characteristics of the proposed wet detention pond
Pond side slope above Permanent Pool 31
Slope of Vegetated Shelf 61
Side Slope below planted shelf 3 1
incremental and cumulative storaoe of the wet detention pond per contour interval
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
140
91,349
0
0 "Permanent Pool
160
98,989
95,169
95169
160
98,683
98,836
194,005
170
102,432
100,558
294,563
180
106,234
104 333
398,896
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
100
58,002
0
0 -Pond Bottom
110
63,525
60,764
60,764
120
69,263
66,394
127 158
130
77,404
73,334
200,491
140
91,349
84,377
284,868 Permanent Pool
150
98,989
95,169
380,037
160
98,683
98,836
478,873
170
102,432
100,558
579,430
180
106,234
104,333
683,763
Forebay 1 & 2 Only (20% of Total Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
100
11,368
0
0 Pond Bottom
11 0
12,451
11,910
11,910
120
13 576
13,013
24,923
130
15 171
14,373
39,296
140
17,904
16,538
55,834 -Permanent Pool
S A665\0003\20 TecMStormwater\Pond A\
Wet Detention Pond Axis
Pond Stage Storage 2/26/2007

Wet Detention Pond A
Stage -Storage Calculations for Proposed Wet Detention Pond
DA of FES 1 2574 AC 49% 49% of total forebay volume
DA of FES 31 13 51 AC 26% of total forebay volume
DA of FES 52 1366 AC 26% 51% (DA of FES 31 & FES 52)
TOTAL DA 5291 AC
Forebay of FES 1 Only (20% of Total Pond & 49% of Total Forebay Volume)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
100
5 531
0
0 Pond Bottom
110
6,057
5,794
5,794
120
6,604
6,331
12,125
130
7,381
6,992
19,117
140
8,710
8,045
27,163 Permanent Pool
Forebay of FES 31 & 52 Only (20% of Total Pond & 51% of Total Forebay Volume)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
100
5,838
0
0 Pond Bottom
11 0
6 394
6,116
6,116
120
6,971
6,682
12,798
130
7,791
7,381
20,179
140
9,194
8,492
28,672 Permanent Pool
S A685\0003120-Tech\StomwateAPond A\
Wet Detenbon Pond A As
Pond Stage Storage 2/2612007

Coastal Counties SAMA Ratio
Reference- SA/DA Ratio for TSS Removal
Surface Area/Drainage Area for 90% TSS Removal
Permanent Pool Deoth (ft)
Impervious %
30
35
40
45
50
55ENE
10%
1 30
1 00
080
070
060
050
20%
240
200
1 80
1 70
1 50
140
30%
350
300
270
250
2 20
1 90
40%
450
400
350
310
280
250
50%
560
500
430
390
350
310
60%
700
600
530
480
430
390
70%
810
1 700
1 6 00
550
500
450
390
80%
940
800
700
640
570
520
4 60
90%
1070
900
790
720
560
590
5 20
100%
1200
1000
880
810
730
660
5 80
S \4685\0003\20-Tech\Stormwater\Pond_A\
Wet Detention Pond A xls
Reference - SA-DA Ratios 2/26/2007

Basin B Wet Detention Pond Calculations
NC DENR Retention Requirements
Objective design a wet detention basin with the following characteristics a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and Included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the Initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3 1
"Baffles will m be installed to achieve the length -to -width ratio
Step 1 Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 1992 ACRE Value from CAD
Impervious Drainage Area 662 ACRE Value from CAD
Impervious Cover 33 23% Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area)'f00%
Elevation of Permanent Pool Surface
180
FT
Value selected by designer
Depth of Permanent Pool
40
FT
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation of Wet Detention Pond Bottom
140
FT
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
209
FT
Value from CAD (flow path through forebay weir)
roximate Pond Width
127
FT
Value from CAD
Len th Width Ratw (Baffles will be installed)
2 1
Ratio= Len th / Idth 1
Required SAIDA Ratio for 90% TSS Removal 2 950 Value from chart Reference "90% TSS Removal
Required Permanent Pool Surface Area 25,598 SF Required Surface Area=(Required SAIDA
Raho)*(Total Drainage Area)
Provided Permanent Pool Surface Area 25,726 SF Interpolated value from stage -storage calculations _
Step 2 Determine the 1-inch runoff elevation within the wet detention pond
Runoff Coefficient Rv 0 349 INIIN Rv=O 05+0 009'(% Impervious)
Required 1" Runoff Volume 25,241 CF 1"Runoff Volume=l inch'Rv`l foot/12 inch'(Total
Drainage Area)
ro a,,.,,.ff vni„nip Fiavannn 1895 FT Value from stage -storage calculations _
Temporary Pool Elevation 2050 FT Elevation of the next -highest onfice (above the low -
/low onfice)
Treatment Volume 70,468 CIF Total volume controlled at the temporary pool
elevation (from stage -storage charts)
Step 3 Calculate the required forebay volume (18-22% the total pond volume below permanent pool)
Total Pond Volume below permanent pool 73 013 CIF Value from stage -storage calculations
Reauired Forebav Volume 14,603 CIF Forebay Volume=(Total Pond Volume)*20%
Provided Forebay Volume Total Pond Volume 20% (provided Forebay Volume)/(Total Pond
Volume)'100%
Steo 4 Venfv that time required to drawdown the 1-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -Flow Orifice
200
IN
Value chosen by designer
Weir Elevation of Outlet Structure
1800
FT
Value chosen by designer
(Total Elevation Head Above Center of
Total Elevation Head Above Orifice
242
FT
Onfice)=(Temp Pool Elevation) -(Perm Pool
Elevation)-(1/2 Orifice Diameter)
Average Elevation Head Above Orifice = 1/2 of Total
Average Elevation Head Above Orifice
1 21
FT
Elevation Head Above Orifice
Cd Coefficient of Discharge
060
Value chosen by designer
O=Cd'(Pi)*j(Diameter of Onfice)'(I ft/12
0 Flowrate Through Low -Flow Onfice
9
0 12
CFS
,n11n91d.M.19 9•rd vamp HpadltM/7
Drewdown Time for 1-inch Runoff 253 DAYS (Drawdown Time)=(l"Runort Volume)/Q'(7
a=„rseaenn °prnnHoi
S W68sOX) 2 Te stonmvateMMd B1
Wet Detention Pontl B xis =007
Post Basin Treatment

Wet Detention Pond B
Stage -Storage Calculations for Proposed Wet Detention Pond
determine the storage capacity and characteristics of the proposed wet detention pond
Pond side slope above Permanent Pool 3 1
Slope of Vegetated Shelf 61
Side Slope below planted shelf 3 1
remental and cumulative storage of the wet detention pond per contour inh
age/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
180
25,726
0
0 «Permanent Pool
0
190
27,593
26 660
26,660
200
29,517
28,555
55,215
21 0
31,497
30,507
85 722
220
32,516
32,007
117,728
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
140
13,297
0
0 Pond Bottom
150
15,218
14,258
14,258
160
17 485
16,352
30,609
170
20,798
19,142
49,751
180
25,726
23 262
73,013 -Permanent Pool
190
27,593
26,660
99,672
200
29,517
28 555
128,227
21 0
31,497
30507
158,734
220
32,516
32,007
190,741
Forebay Only (20% of Total Pond
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
140
2,103
0
0 Pond Bottom
150
2 836
2,470
2 470
160
3,651
3 243
5,713
170
4,541
4,096
9,809
180
5 507
5,024
14 833 Permanent Pool
5\4685\0003\20-Tech\Stormwater\Pond_B\
Wet Detention Pond B As
2 26l2007
Pond Stage Storege

Coastal Counties SAIDA Ratio
Reference SA/DA Ratio for TSS Removal
Surface Area/Drainage Area for 90% TSS Removal
Permanent Pool Depth ft
Im ervious%
30
35
40
45
50
55
60
10%
1 30
1 00
080
070
060
050
040
20%
240
200
1 80
1 70
1 50
1 40
1 20
30%
350
300
270
250
220
1 90
1 60
40%
450
400
350
310
280
250
210
50%
560
500
430
390
350
310
270
60%
700
6 00
530
480
430
390
340
70%
8
7 00
6 00
550
500
450
390
80%
9
8 00
700
690%
10 ;40
9 00
790
720
560
590
520
100%
12
10 00
880
8 10
I7 30
6 60
5 80
S W6e5\0003\20-Tech\Stormwater\Pond_B\
Wet Detention Pond B AS
Reference - SA-DA Ratios 2/26/2007

Basin C Wet Detention Pond Calculations
NC DENR Retention Requirements
Objective design a wet detention basin with the following characteristics a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume a temporary water pool sized to detain the initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3 1
Step 1 Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 11 27 ACRE Value from CAD
Impervious Drainage Area 336 ACRE Value from CAD
Impervious Cover 29 81 % Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area)'100%
Elevation of Permanent Pool Surface
160
FT
Value selected by designer
Depth of Permanent Pool
50
FT
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation of Wet Detention Pond Bottom
11 0
FT
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
189
FT
Value from CAD (flow path through forebay weir)
A.....,,,,-+. D—A \AhAth
84
FT
Value from CAD
Required SAIDA Ratio for 90% TSS Removal 220 Value from chart Reference "90% TSS Removal
Required Permanent Pool Surface Area 10,800 SF Required Surface Area=(Required SA/DA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 10,949 SF Interpolated value from stage -storage calculations
Steo 2 Determine the 1-inch runoff elevation within the wet detention pond
Runoff Coefficient Rv
0 318
INIIN
Rv=O 05+0 009'(% Impervious)
1 Runoff Volume=1 inch'Rv'1 foot/12 inch'(Total
Required 1" Runoff Volume
13 021
CF
Drainage Area)
1" Runoff Volume Elevation
1710
FT
Value from stage -storage calculations
Elevation of the next -highest onfice (above the low -
Temporary Pool Elevation
18 00
FT
Bow onfice
Total volume controlled at the temporary pool
Treatment Volume
24,836
CF
elevation (from stage -storage charts)
Step 3 Calculate the required forebay volume
(18-22% the total pond volume below permanent pool)
Total Pond Volume below permanent pool
25,938
CF
Value from stage -storage calculations
Reouired Forebav Volume
5,188
CF
Forebay Volume=(Total Pond Volume)*20%
Provided Forebay Volume Total Pond Volume 20 % (Provided Fore
Volume)'100%
Sten 4 Venfv that time required to drawdown the 1-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
1 50
IN
Value chosen by designer
Weir Elevation of Outlet Structure
1600
FT
Value chosen by designer
(Total Elevation Head Above Center of
Total Elevation Head Above Orifice
1 94
FT
Onfice)=(Temp Pool Elevation) -(Perm Pool
Elevation)-(1/2 Onfice Diameter)
Average Elevation Head Above Onfice = 1/2of Total
Average Elevation Head Above Orifice
097
FT
Elevation Head Above Orifice
Cd Coefficient of Discharge
060
Value chosen by designer
Q=Cd'(Pi)'j(Diameter of Orifice) *(I W12
Q Flowrate Through Low -flow Orifice
9
0 06
CFS
in )A2/4'12'32 2'(Averoe Head)P12
Drawdown Time for 1-inch Runoff 259 DAYS (Drawdown Time)=(1"Runoff Volume)/Q'(1
a.., ✓ncwnn ..e..,.. 1
5 \4685\0 OM3 Tech\$tor atehPend_G
Wet Detention Pon4 C As 726/2W7
Post Basin Trea nient

Basin C Wet Detention Pond Calculations
NC DENR Retention Requirements
Objective design a wet detention basin with the following characteristics a permanent water pool depth between 3- and
6-feet a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3 1
Step 1 Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 11 27 ACRE Value from CAD
Impervious Drainage Area 336 ACRE Value from CAD
Impervious Cover 29 81% Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area)*100%
Elevation of Permanent Pool Surface
160
FT
Value selected by designer
Depth of Permanent Pool
50
FT
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation of Wet Detention Pond Bottom
11 0
FT
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
181
FT
Value from CAD (flow path through forebay weir)
A roximate Pond Width
60
FT
Value from CAD
Len th Width Ratio
3 1
Ratio= Len tti/ idth 1
Required SAMA Ratio for 90% TSS Removal 220 Value from chart Reference "90% TSS Removal
Required Permanent Pool Surface Area 10,800 SF Required Surface Area=(Required SA/DA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 10,949 SF Interpolated value from stage -storage calculations
Step 2 Determine the 1-inch runoff elevation within the wet detention oond
Runoff Coefficient, Rv 0 318 MIN Rv=0 05+0 009'(% Impervious)
Required 1" Runoff Volume 13,021 CF 1"Runoff Volume=1 mch'Rv'i foot/12 inch'(Total
Drainage Area)
Temporary Pool Elevation 1800 FT Elevation of the next -highest onfice (above the low -
flow onfice)
Treatment Volume 24,836 CF Total volume controlled at the temporary pool
elevation (from stage -storage charts)
Step 3 Calculate the required forebay volume (18-22% the total pond volume below permanent pool)
Total Pond Volume below permanent pool 25 938 CF Value from stage -storage calculations
0--...—A C.."nh— VM.. . -9 1RR CF Forebav Volume=(Total Pond Volume)*20%
Provided Forebay Volume Total Pond Volume 20°k (Provided Forebay Volume)/(Total Pond
Volume)'f00%
Steo 4 Venfv that time required to drawdown the 1-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
1 50
IN
Value chosen by designer
Weir Elevation of Outlet Structure
1600
FT
Value chosen by designer
(Total Elevation Head Above Center of
Total Elevation Head Above Orifice
1 94
FT
Onfice)=(Temp Pool Elevation) -(Perm Pool
Elevation)-(1/2 Orifice Diameter)
Average Elevation Head Above Onfice = 12 of Total
Average Elevation Head Above Orifice
097
FT
Elevation Head Above Onfice
Cd Coefficient of Discharge
060
Value chosen by designer
Q=Cd'(PQ'((Diameter of Onfice)'(1 f 112
Q Flowrate Through Low -flow Orifice
9
0 O6
CFS
rnlr^9/e*r'l•?9 94Avpma Headll^12
Drawdown Time for 1-inch Runoff 2 59 DAYS (Draw down----1(1"Runoff Volume)/Q'(1
s W6ast0003t20-Tech45tommatartPontl Ct
Wet Detention Pond C As 726/2W7
Post Basin Treatment

Wet Detention Pond C
Stage -Storage Calculations for Proposed Wet Detention Pond
determine the storage capacity and characteristics of the proposed wet detention pond
Pond side slope above Permanent Pool 3 1
Slope of Vegetated Shelf
Side Slope below planted shelf
incremental and cumulative storage of the wet detention pond per contour interval
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume S
Contour
Area (SF)
Volume (CF)
160
10,949
0
0 Permanent Pool
170
12,404
11,677
11 677
180
13,915
13,160
24,836
190
15,483
14,699
39,535
200
17,108
16 296
55,831
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume S
Contour
Area (SF)
Volume (CF)
(CF)
11 0
1,836
0
0
-Pond Bottom
120
2,798
2 317
2,317
130
3,939
3 369
5,686
140
5,277
4 608
10,294
150
7,531
6 404
16,698
160
10,949
9,240
25,938
-Pennanent Pool
170
12 404
11 677
37,614
180
13 915
13 160
50,774
190
15 483
14 699
65,473
200
17 108
16 296
81,768
Forebay Only
(20% of Total Pond)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
110
94
0
0
-Pond Bottom
120
313
203
203
130
646
480
683
140
1,151
899
1 581
150
1793
1,472
3,053
160
2,587
2,190
5 243
-Permanent Pool
S \4685WM3120-TecnkStomw ner orM_C\
Wet Detention Pond C As 226R007
Pond Stege-Storage

Coastal Counties SAMA Ratio
Reference SA/DA Ratio for TSS Removal
Surface Area/Drainage Area for 90% TSS Removal
Permanent Pool Depth (ft)
Impervious %
30
35
40
45
50
55
60
10%
1 30
1 00
080
070
060
050
040
20%
240
200
1 80
1 70
1 50
140
1 20
30%
350
300
270
250
220
1 90
1 60
40%
450
400
350
310
280
250
210
50%
560
500
430
390
350
310
270
60%
700
600
530
480
430
390
340
70%
810
700
1 600
5 50
500
450
390
80%
940
800
700
640
570
520
460
90%
1070
900
790
720
560
590
520
100%
1200
1000
880
810
730
660
580
S \4685\0003\20-Tech\Sto"water\Pond_C\
Wet Detention Pond C As
Reference - SA-DA Ratios
2/26/2007

Basin D Wet Detention Pond Calculations
NC DENR Retention Requirements
Objective design a wet detention basin with the following characteristics a permanent water pool depth between 3- and
6-feet, a surface area that meets TSS removal requirements (values set by NC DENR and included here), a forebay that
is approximately 20% of the total pond volume, a temporary water pool sized to detain the initial 1 inch of rainfall runoff, an
outlet device that drains the temporary water pool within 2-5 days, and a length -to -width ratio of approximately 3 1
Step 1 Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 2083 ACRE Value from CAD
Impervious Drainage Area 864 ACRE Value from CAD
Impervious Cover 41 48% Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area)'100%
Elevation of Permanent Pool Surface 120 FT Value selected by designer
Depth of Permanent Pool 50 FT Value selected by designer
Elevation of Wet Detention Pond Bottom 70 FT (Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length 282 FT Value from CAD (flow path through forebay weir)
Required SAIDA Ratio for 90% TSS Removal 245 Value from chart Reference "90% TSS Removal
Required Permanent Pool Surface Area 22,230 SF Required Surface Area=(Required SA/DA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 22,936 SF Interpolated value from stage -storage calculations _
Step 2 Determine the 1-inch runoff elevation within the wet detention pond
Runoff Coefficient Rv 0 423 INIIN Rv=O 05+0 009'(% Impervious)
Required 1" Runoff Volume 32 008 CF 1"Runoff Volume=1 inch`Rv'1 foot/12 inch'(Total
rlra,nana droal
Temporary Pool Elevation 14 75 FT Elevation of the next -highest orifice (above the low -
Flow orifice)
Treatment Volume 72,467 CF Total volume controlled at the temporary pool
elevation (from stage -storage charts)
Step 3 Calculate the required forebay volume (18-22% the total pond volume below permanent pool)
Total Pond Volume below permanent pool 67,107 CF Value from stage -storage calculations
Required Forebav Volume 13,421 CF Forebay Volume=(Total Pond Volume)'20%
Provided Forebay Volume Total Pond Volume 20% (Provided ForVo/ume)'100/^ebay Volume)/(Total
Step 4 Venfv that time required to drawdown the 1-inch runoff volume is within 2 to 5 days
Diameter of Proposed Low -flow Orifice
200
IN
Value chosen by designer
Weir Elevation of Outlet Structure
1200
FT
Value chosen by designer
(Total Elevation Head Above Center of
Total Elevation Head Above Orifice
267
FT
Onfice)=(Temp Pool Elevation) -(Perm Pool
Elevation)-(1/2 Orifice Diameter)
Average Elevation Head Above Onfice = 12 of Total
Average Elevation Head Above Orifice
1 33
FT
Elevation Head Above Orifice
Cd, Coefficient of Discharge
060
Value chosen by designer
Q=Cd'(PQ'((DiameterofOnfice)'(1 11112
0, Flowrate Through Low -Flow Orifice
012
CFS
2`rAvama HeaAll^12
Drawdown Time for 1-inch Runoff 305 DAYS (Drawdown Time)=(1"Runoff Volume)/0'(1
S \46850003UD Tech%Stomr t.nPontl_D%
Wet Detentran Pond D xis
Post Bean Treatment 1R62007

Wet Detention Pond D
Stage -Storage Calculations for Proposed Wet Detention Pond
determine the storage capacity and characteristics of the proposed wet detention pond
Pond side slope above Permanent Pool 3 1
Slope of Vegetated Shelf 61
Side Slope below planted shelf 31
incremental and cumulative storage of the wet detention pond per contour interval
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
120
22,936
0
0 --Permanent Pool
130
25,331
24134
24,134
140
27,782
26 557
50,690
150
30,290
29 036
79 726
160
32,854
31 572
111,298
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
70
7 074
0
0
--Pond Bottom
80
9151
8,113
8,113
90
11,423
10,287
18,400
100
13 859
12,641
31,041
110
17 669
15,764
46 805
120
22,936
20,303
67 107
--Permanent Pool
130
25,331
24,134
91 241
140
27,782
26,557
117 797
150
30 290
29,036
146 833
160
32,854
31,572
178405
Forebay Only
(20% of Total Pond)
Cumulative
Contour
Incremental
Volume S
Contour
Area (SF)
Volume (CF)
(CF)
70
1,315
0
0
-Pond Bottom
80
1 775
1 545
1,545
90
2 289
2,032
3,577
100
2,854
2,572
6 149
110
3472
3,163
9,312
120
4 143
3,807
13,119
-Permanent Pool
S\4685\0003\2 Tech\Stonnwater\Pond D\
Wet Detention Pond D As
Pond Stage Storage 2l26l2007

Beaver Creek Commons
02149-0003
JAR
Coastal Counties SAMA Ratio
Reference SA/DA Ratio for TSS Removal
Surface Area/Drainage Area for 90% TSS Removal
Permanent Pool Depth (ft)
30
35
40
45
50
55
60
1 30
1 00
080
070
060
050
040
240
200
1 80
1 70
1 50
1 40
1 20
N
350
300
270
250
220
1 90
1 60
450
400
350
310
280
250
2 10
560
500
430
390
350
310
270
600/c
700
600
1 530
1 480
430
1 390
1 340
70%
810
7 00
600
550
500
450
390
80%
940
800
700
640
570
520
460
90%
1070
900
790
720
560
590
520
100%
1200
1000
880
810
730
660
580
S \4685\0003\20-Tech\Stormwater\Pond_D\
Wet Detention Pond D As
Reference - SA-DA Ratios
2/26/2007

STEVENS
STORM SEWER
COMPUTATION
SHEET

Storrs Sewer Computation Sheet
PROJECT STEVISTEVENSPARK Revi.ed WSM7
LOCATION C77T(CRV OF SOUTHPORT NC
5inucture
Drainage
A x
C
Velod
InvM
Elav
Rim
Are.
A
f e
Elev
D
a
=
t
g
E
on
~
IIAI
IL
OIP
m
%
O
N
IsL
dOf
C
A%G
I
O
d
Vf
U
L.
S
Wet Pond
A fFES 52
CB
57
CB 56
21890
O66
Ofi6
O6W
0395
0395
11 146d
10
5P
326
1083
1417
OW3
1960
30]
CO
56 1
FE5 1 55 1
10740
042
1D]
O6W
0250
0645
117
759
18
1D 53
596
1407
13W
0010
1840
283
CB
81
CB
76
Sow
on
or
0600
0132
D132
11T7
155
15
355
289
1531
151d
OW3
2110
454
CB
80
CB
79 1
30W
014 1
014
OWO
D085
0085
1177
1W
15
355
289
1626
1616
0W3
23W
549
GB
79
CB
78
5630
O20
034
v0W
0119
0204
11 ]]
240
15
355
289
1606
1590
OW3
F.
569
CB
78
CB
77
5600
014
Ode
06W
0085
0289
1177
340
15
355
289
1580
1563
OW3
2240
535
CB
77
CB
76
12980
020
068
0600
0119
0409
11 ]]
481
18
5P
326
1053 1
1514 1
0003 1
2240
53]
CB
76
54
286 W
0 29
1 20
FD
0177
D 717
1177
8 44
24
12 42
3 95
15 04
11
4 8
0 003
21 10
d 06
CB
62
EB
GB
59
5fi 00
022
022
0600
0132
0132
1177
155
15
355
289
1420
td 03
0003
1630
285
CB
61
CB
60
3260
014
014
06DD
0085
0085
1171
100
15
355
289
1505
1495
0W3
1890
260
CB
60
CB
59
27300
020
034
0600
0119
0204
1177
240
15
355
289
1485
1403
OOW
18W
270
CB
59
CB
53
17050
029
0&5
0600
0177
0513
11 ]]
604
24
1242
395
1393
1342
OW3
1830
237
CB
58
CB
54
59W
022
O22
06W
D132
0132
—Ti ]]
155
15
355
289
I436
1418
O003
194D
379
CB
56
CB
53
21890
020
161
06W
0119
0968
1177
1140
W
2253
459
1409
1342
OW3
1940
282
CB
53 iiiFE6
52
10740
030
277
0WD
0181
1662
it 77
1957
36
3663
518
1332
130D
0003
1840
208
Wet Pond
A FES
31
CB
51
CB
5O
W10
O11
011
0600
0069
OO69
1177
081
15
355
289
1168
1159
DW3
18W
597
CB
50
CB
32
15090
014
026
0600
0085
0154
1177
181
15
355
289
1149
1103
0W3
1820
546
CB
49
GB
42
3310
022
022
0600
0132
0132
11 ]7
155
15
355
289
1093
1083
OW3
194D
]22
CB
48
G8
43
3310
022
022
OWO
0132
0132
1177
155
15
355
289
1187
1178
OW3
1880
568
CB
47
CB
44
3310
022
022
0Soo
0132
0132
11T
155
15
355
289
1246
1236
OW3
1760
389
GB
46
CB
05
34020
032
032
0600
0192
0192
if 77
226
15
355
289
1375
1273
0003
173D
2 W
CB
45
CB
44
e970
011
043
0600
0069
0261
1177
307
15
355
289
1263
1236
OW3
174D
352
CB
44
1 CB
43
16120
014
080
0600
0085
0478
117]
562
18
577
326
1226
1178
0003
1760
1 384
CB
43
1 CB
42
28060
020
121
06W
0119
0729
1177
858
24
1242
395
1169
1083
0W3
1880
512
CB
42
CS
33
4450
029
173
O600
0177
1038
1177
1221
24
1242
395
10 ]3
1060
0003
1940
1 657
GB
41
CB
38
3310
022
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0600
0132
0132
11 ]]
155
15
355
289
1317
130]
0003
1920
478
CB
40
CB
39
4770
032
032
0600
0192
0192
1177
226
15
355
289
1391
1376
DW3
170
244
CB
39
CB
38
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6600
0192
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1177
452
18
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325
1366
1307
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1790
274
OB
38
CB
37
2d8W
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1t8
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0192
07M
1177
833
24
1242
1
OW3
1920
423
CSI
37
1 CB
1 36
1 10
032
1 W
O6W
0192
09W
1177
1059
24
12 d2
395
1212
1202
0003
2040
628
CBI
36
1 CB
1 35
1 3 00
029
1 179
06W
0172
1072
1177
1262
30
2253
459
1192
1182
OOW
2040
598
CB
35
L.
C8
34
4190
011
190
OfiW
0069
1141
11 ]7
1363
30
2253
459
11 ]2
1160
OW3
2050
628
CB
CB
33
29920
014
204
O6W
—Dogs
1226
11 ]]
1443
W
2253
459
1150
IOW
OW3
2040
640
CS
33
CB
32
4330
020
1 397
06W
0119
2382
1177
2B 04
36
3663
518
10W
103]
OW3
19W
610
CB
32
CB
31
9DW
013
435
060D
0075
2611
1177
W73
36
3663
518
1027
low
UW3
1940
613
Wet Pond
A (FES 1
1
CB
30
I CB
1 26 1 3310
022
022
0 00
0132
0132
11T7
155
15
355
289
1215
1205
OW3
1890
550
CB
29
CB
27
3310
022
022
06W
0132
0132
1177
155
15
355
289
1278
1268
0D03
1925
22 4
CBI
28
1 CB
1 27
1 7980
032
032
0600
0192
0192
1177
226
15
355
289
1292
1268
0003
1 1800
1 383
CB
27
CB
26
17750
029
083
OWO
0172
0496
1117
584
24
1242
395
1258
1205
0003
1B25
367
CB
26
CB
25
32070
011
116
OWO
OW9
0697
11 77
820
24
1242
395
1195
1099
OW3
1890
495
CBI
25
1 CB
1 24
1 4010
014
130
0600
0D85
0782
11T7
920
24
1242
395
1089
1077
OOW
1820
531
CB
24
CB
23
331D
020
150
O6 0
0119
0901
1177
1060
24
1242
395
1067
1057
0003
1790
523
GB
23
CB
2
3210
008
158
0600
6048
0949
117]
1116
24
1242
395
1047
1037
0003
1790
Sd3
CB
22
CB
18
3310
022
022
0600
0132
0132
117]
155
15
355
289
1239
1229
OOW3
1860
496
CB
21
CB
20
167W
032
032
O6W
0192
0192
1177
226
15
355
289
14W
1359
OW3
1780
246
CB
20
CB
19
48W
029
Ofi1
O6W
0172
0364
1177
029
16
5T/
326
1349
1334
OW3
1840
341
CB
19
GB
18
31950
011
0]2
0600
0069
0433
1177
509
18
SP
326
1324
1229
OW3
1840
366
CB
16
CB
17
19510
014
108
0 600
Doss
0 650
1177
70
24
1242
395
1219
1160
0003
18 W
441
CB
17
CB
16
42W
020
128
DWO
0119
0769
1177
905
24
1242
395
1150
1137
OW3
1840
490
GB
16
CB
3
=70
004
133
O6W
OO26
0795
11T7
936
24
1242
395
1127
1120
OW3
1030
503
CB
15
CB
fi
3 DO
056
056
0600
0335
0335
11A
394
19
577
326
1326
1316
0003
18W
404
CB
14
CB
6
95DO
025
025
05M
0152
0 552
1177
179
15
355
289
1345
1316
0003
i8W
330
CB
13
CB
12
fi025
049
049
06W
0293
0293
11 ]]
345
15
355
289
1305
12W
0003
21W
670
00
12
CB
11
13960
048
097
0600
0268
0581
1177
684
24
1242
395
1271
1235
OOW
2100
623
CB
11
CB
5
33 10
016
113
0600
0097
0678
1177
798
24
1242
395
1225
12 55
0003
18W
435
CB
10
CB
5
6610
050
050
0600
0302
0.2
1177
355
19
577
326
1235
1215
0003
20W
615
CB
9
CB
4
3300
021
021
0600
0129
0129
1177
152
15
355
289
1152
1142
00W
1840
563
STORM TABLE» P.,1 of 2 2 6R007121 PM

Storrs Sewer Computation Sheet
PROJECT STEVf STIV NSPARK Ren..d =6107
LOCATION CfIY( CITY OF SOIJTHPORT NC
Stmc ure
I
I
I
rama e
A x 'C
V.1ochv 11
Invert
Elev
Rim
J
Afee
A
U
F
p
LL
1 a
>;
EL
n
J
31
J
ie;
y
Ebv
E
Q
U
L
A
At
C
PxG
O
If
m
VI
U
Lo
S
CB
CB
CB
CB
8
]
6
5
CS
CB
CB
CB
]
6
5
4
3300
20258
30420
21146
049
032
016
Ot6
049
O81
178
358
060D
Ofi00
Ofi00
D600
D29fi
D192
0096
0095
0296
0488
1W1
214D
11 ]]
11 ]]
itA
1111
349
5]5
1260
252
15
18
30
36
355
57
2253
3663
289
326
459
51B
1397
13"
1306
1205
1387
1316
1215
1142
0003
0003
0003
0003
1750
1830
1880
1860
228
303
324
355
CB
CB
4
3
CB
CB
3
2
3770
24470
. 21
0.4
429
537
0 600
0600
9126
0026
2 4M
3221
1177
it ]7
28 25
3791
36
42
36 63
5525
518
570
1132
1110
1120
1037
0 003
0003
18 00
1830
4 08
370
CB
2
FES
1
Se 00
022
71)
0600
01M
4304
11 T1
5066
42
5525
574
1627
low
OW3
1800
425
Overflow
Wet PondA
St
Mre
FES117
OF
124
JB
123
20811
Va4e from
ofbw
2398
30
2402
489
1352
1281
0003
1]50
NA
JB
123
JB
122
4W
2398
30
24W
OB9
1271
1134
0003
1900
319
JB
122
JB
121
39680
4318
42
5525
574
1124
ID05
0003
19W
426
JB
121
JB
120
396 BD
4318
42
5525
574
995
876
0003
19 D0
555
JB
JB
JB
12D
119
118A
JB
JB
JB
119
118A
118
13873
11400
9983
4318
4318
6962
di
42
48
5525
5525
7889
574
574
62B
86fi
a15
770
825
780
740
D003
0003
0003
1700
1680
1680
484
515
510
JB
118
FES
117
43479
6962
48
7889
628
7W
600
0003
1700
570
Wet Pond
Pond B FES 73
CB
74
CB
73
5600
020
020
0600
0119
0119
11 ]]
140
15
355
289
u4z
1425
0003
2180
613
CB
CB
74
]3
CB
FE5
]3
]3A
21284
4939
220
02
020
0049
0600
0600
0119
017
0119
0296
11 ]7
1177
14D
348
24
24
1242
1242
395
395
1507
1415
1443
1400
DD03
0D03
2180
2180
473
565
Wet Pond
FES
63
CBHE
71
5600
020
020
06M
0119
a119
11P
140
15
355
289
1519
1503
0003
2280
CB71A
1.240
025
045
0600
0149
0269
11A
316
15
355
289
1520
14 B9
0003
218.
535
535
CB
64
16500
032
Dn
0600
0192
0461
117]
542
1B
57]
326
1493
1443
0003
2280
638
CB020
CB
63
1ID 00
029
020
126
0600
0600
0119
O1]]
0119
O7A
11 ]7
11 ]]
14D
891
15
24
355
1242
289
395
14 ]9
1433
1443
1400
0003
0003
21 do496
2200
567
Overflow SW cture
Wet PondB FES117
OF
137
JB
136
13867
Value fromH ,11.
10 ]5
24
1242
395
1737
1695
0003
2235
NA
JB
136
JB
135
21711
1075
24
1242
395
1685
1620
0003
2250
365
JB
135
JB
I 134
1 22613
1
1
1
1
110 ]5
1 24
1242
395
161D
1542
0003
2250
440
JB
134
JB
133
24121
1075
24
1242
395
1532
1460
0003
23W
568
JB
133
JB
132
33911
1075
24
1242
395
1450
1348
0003
23 DO
650
JB
132
JB
I 130
1 21721
1
1
1075
24
1242
395
133E
1273
0003
2420
882
at Pond
Pond (FES 81
CB
BB
CB
85
3300
029
029
0600
0177
0177
1177
208
15
355
289
1440
1430
0003
2160
595
CB
87
CB
86
3300
014
0085
00115
1177
1D0
15
355
289
1621
1611
OW3
2050
304
CB
86
CB
85
21950
032
0192
02R
1177
326
15
355
289
1601
1535
0003
2050
324
CB
85
CB
84
11210
O11
11a
OW9
0522
1177
615
24
1242
395
1525
1491
0003
2160
435
CB
B4
CB
83
10530
01a
5
Dfi07
11 ]]
715
24
1242
395
1481
14W
0003
239D
709CB
83
CB
82
330.
020
9
0]2]
117]
855
241242
395
144D
143D
D003
2420
780
CB
82
FE9
81
6630
029
0177
0903
1177
1063
24
1242
395
1420
1400
0003
2420
800
Overflow
Wet Pond
Structure
L
FES 117
OF
JS
JB
131
130
129
J8
JB
JB
1 130
121)
M
1 15050
14600
25010
I
lue immH&.fi.
845
1920
1920
18
30
30
1290
2253
2253
730
459
459
1499
1263
1209
1273
1219
113r
0015
0003
ONO
2500
22 DO
22 DO
NA
687
741
Wet Pond
Pond D FE5106
CB
105
CB
104
T.
020
020
.600
.119
011.
1177
140
15
355
289
1395
1384
OOD3
1760
240
CS
104
CB
95
5570
029
049
0600
017
O2
1177
348
15
355
289
1374
1358
0003
17W
281
CB
103
CB
102
1800
02D
020
0600
0119
0119
it ]]
140
15
355
2B9
1469
14.4
0003
1800
2D5
CB
102
CB
97
0210
029
O49
O600
01]]
0296
1177
348
15
355
289
1454
1441
0003Of00
221OBHCB
97
M40
032
032
0600
1171
226
15
355
289
1458
1441
000300
217CB9fi
1253.
O11
093
0600
11 ]]
655
N
1242
395
14311394
000340
209CB95
8660
014
10]
0600
Ml�l
11A
755
24
1242
395
13M
1358
000330
2d6CB94
21 fi0
020
176
06M
11Ti
1244
30
2253
459
13481341
000300
202
93
1 4420
029
206
06D0
11 ]]
1452
30
2253
459
1331
1300
0003
1800
1 219
Overflow
Wet Pond
Structure
(FES 117
OF
125
JB 118A 180 Vetre fromH Oow 2644 24 3208 j 1021 1 817 1 7B0 1 0020 I 2000 NA
STORM TABLEJ1a Pape 2 of 2 MWW71 21 PM

STEVENS
PARK
Stormwater
Calculations
Pre vs. Post Development
Conditions
(2, 10, 25, & 100 Year Events)

Project Name Stevens Park
Client Cape Fear Trading Group
Project Number 4685-0003
Prepared By
Date 2/26/2007
Basin Analysis for PrePost Development Conditions
Basin A Drainage area=
Wooded (Fair) __T22�'O
Grassland (Fair) -�.i, _ 778 0
Sum ll;„$,10001
Curve numbers taken from
v*,1 c1VlViC.3 C1V=
Area
52 91 acres = 0 083 miz
A
B
C
D
Sum
75 01,,'- 0 0>.,
--50 0'
_ _ 25 0,; d
- ei? .100 Of
CN A
CN B
CN C
CN D
Weighted CN
98
98
98
98
t" . 0 00S
36
60
73
79
49
69
79
84
Sum 55 33
TR-55
Use 5574
Basin A Drainage area=
Land Use % of Basin
CN
Water/Impervious
�
98
(includes pond)
Wooded (Good)
„� +.,+,50
30
Grassland (Good)
Sum
524
F 771100 0
39
Curve
numbers taken from
52 91 acres = 0 083 mil
B
C
D
Sum
�0`0Z ,' 25 01,,t
�( .1'00 0`:
CN B
CN C
CN D
Weighted CN
98
98
98
),'-�.4174;
55
70
77
2 09
61
74
80
Sum 69 64
TR-55
Use
S k1685\0003\20-Tech\Stormwater\
STEVENS PARK Curve Numbers PHASE 1 As
Pre -Post CN PHS1 1 of 4 2/26/2007

Protect Name Stevens Park
Client
Cape Fear Trading Group
Protect Number
4685-0003
Prepared By
Date
2/26/2007
Basin Analysis for PrePost Development Conditions
Basin
B Drainage area=
Pre
Use % of Basin
/Impervious 0 0
?d (Fair)
and (Fair) 66 00
Sum 100 0
Curve numbers taken from
v�1vI�KIlVi�CREED
Area
19 92 acres = 0 031 miz
A
B
C
D
Sum
5 0 -
00,.a,�00F, �250 #
'f >10001
'N A
CN B
CN C
CN D
Weighted CN
98
98
98
98
"''c0 00
36
60
73
79
49
69
79
84
Sum 54 Ol
TR-55
Use
Basin B Drainage area= 19 92 acres = 0 031 miz
Post
rve Number
HSG
of
e % of
(includes pond)
Wooded (Good)
Grassland (Good) 1'�4
Sum , « ^ l0O O7
Curve numbers taken from
A
B
C
D
Sum
75 0,,,-n
O'O';!.* 0 07 ,",2,5 0
_ 21 00-0
CN A
CN B
CN C
CN D
Weighted CN
98
98
98
98
`° 22.74�
30
55
70
77
--* 4 41]
39
61
74
80
° 24 03
Sum -„O 1,8,1
TR-55
Use
S \4685\0003\20-Tech\Stormwater\
STEVENS PARK Curve Numbers PHASE 1 As
Pre -Post CN PHS1 2 of 4 2/26/2007

Project Name Stevens Park
Client Cape Fear Trading Group
Project Number 4685-0003
Prepared By
Date 2/26/2007
Basin Analysts for PrePost Development Conditions
Basin C Drainage area=
1 (Fair) I 1-_- 35 0
nd (Fair) ;�.65 0
Sum?! _100�01
Curve numbers taken from
v�McK NI&CREED
Area
11 27 acres = 0 018 mil
A
B
C
D
Sum
„75 0"
`%0"0:. 0 0'- t5' 25 0
"=r100 0
CN A
CN B
CN C
CN D
Weighted CN
98
98
98
98
IT - 0 00
36
60
73
79
e 16=36
49
69
79
84
37 54
Sum 2 53 90
TR-55
Use
Basin C Drainage area= 11 27 acres = 0 018 miz
pnct
Curve Number
HSG
% of Basin
A S
C D
Sum
�k'75'0'f: 0 0� '10 0,'Z?125'0
�(. «100 07
Land Use
% of Basin
CN A
CN B
CN C
CN D
Weighted CN
Water/Impervious
F" Aa,r„3311
98
98
98
96
.9'32-39
(includes pond)
Wooded (Good)
(ff--�� 3^0
30
55
70
77
1 25'1
Grassland (Good)
�''-64 0'
39
61
74
80
31�50
Sum
, N„ „ 10001
Sum - 65'1=443
Curve numbers taken from
TR-55
Use
S \4685\0003\20-Tech\Stormwater\
STEVENS PARK Curve Numbers PHASE 1 xls
Pre -Post CN PHS1 3 of 4 2/26/2007

Project Name Stevens Park
Client
Cape Fear Trading Group
Project Number
4685-0003
Prepared By
Date
2/26/2007
Basin Analysis for PrePost Development Conditions
Basin D Drainage area=
,$ 1V1`KLLV &CFZGL1L
Area
20 83 acres = 0 033 mil
Pre
Curve Number
HSG
A
B
C
D
Sum
% of Basin 't°75
- 0 0 _'"
,, OO,Ota
°s25 OA
LL1200-0
Land Use
% of Basin
CN A
CN B
CN C
CND
Weighted CN
Water/Impervious
l 0e:,O 0
98
98
98
98
Y, 4"0 001
Wooded (Fair)
'i , 25'0
36
60
73
79
11 69
Grassland (Fair)
5 0
49
69
79
84
43 31
Sum
Sum 55 00
Curve numbers taken from
TR-55
Use
Basin D Drainage area= 20 83 acres = 0 033 miz
Land Use % of Basin
Water/Impervious ?"-'t.` 3lt 36°1
(includes pond)
Wooded (Good) 4140
Grassland (Good) - z 49 9
Sum ET,an100`0�
Curve numbers taken from
A
B
C
D
Sum
750V,-00r.'�.Q0-`",250«;
i ..100Of
CN A
CN B
CN C
CN D
Weighted CN
98
98
98
96p,,
, 35 35J
30
55
70
77
75 85
39
61
74
80
:.' 24 59
Sum 65 78j
TR-55
Use
S Y4685\0003\20-Tech\Stormwater\
STEVENS PARK Curve Numbers PHASE 1 As
Pre -Post CN PHS1 4 of 4 2/26/2007

TR55 Tc Worksheet
Hydmflow Hydrogmphs by Intelisolve
Hyd No 1
DA POND A PRE
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0 011
0 011
0 011
Flow length (ft)
= 3000
00
00
Two-year 24-hr preclp (in)
= 410
000
000
Land slope (%)
= 013
000
000
Travel Time (min)
= 765 +
000 +
000 =
765
Shallow Concentrated Flow
Flow length (ft)
= 45700
000
000
Watercourse slope (%)
= 013
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 059
000
000
Travel Time (min)
= 1299 +
000 +
000
= 1299
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope (%)
= 000
000
000
Manning's n-value
= 0 015
0 015
0 015
Velocity (ft/s)
= 000
000
000
Flow length (ft)
= 00
00
00
Travel Time (min)
= 000 +
000 +
000
= 000
Total Travel Time, Tc
20 64 min

TR55 Tc Worksheet
Hyd. No. 2
DA POND A POST
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip (In)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (fUs)
Flow length (ft)
Travel Time (min)
Total Travel Time, Tc
Hydraflow Hydrogmphs by Intelisolve
A
B
C
Totals
= 0 011
0 011
0 011
= 3000
00
00
= 410
000
000
= 014
000
000
= 743 +
000 +
000 =
743
= 45700
000
000
= 014
000
000
= Paved
Paved
Paved
= 077
000
000
= 994 +
000 +
000 =
994
= 000
000
0 00
= 000
000
000
= 000
000
000
= 0015
0015
0015
= 000
000
000
= 00
00
00
= 000 +
000 +
000
= 000
17 37 min

Kirpich Method
(drainage areas less 20 acres)
Tc = Tt = ((L^3/H)^0 385)/128
Pond B Pre
Height of most remote point
Low point of interest
Hydraulic Length
Slope
Tc
Pond C Pre
Height of most remote point
Low point of interest
Hydraulic Length
Slope
Tc
Pond B Post
242
Height of most remote point
254
22
Low point of interest
22
497
Hydraulic Length
497
0004427
Slope
0006841
75
Tc
63
Pond C Post
232 Height of most remote point 242
20 Low point of interest 20
773 Hydraulic Length 773
000414 Slope 0005433
108 Tc 97
S \4685\0003\20-Tech\Sto=water\Pond_B\
Kirpich Method (B & C) xis
Sheetl
2/26/2007

TR55 Tc Worksheet
Hydmflow Hydrographs by Intelisolve
Hyd No. 10
DA POND D PRE
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0 011
0 011
0 011
Flow length (ft)
= 3000
00
00
Two-year 24-hr preclp (In)
= 410
000
000
Land slope (%)
= 026
000
000
Travel Time (min)
= 585 +
000
+ 000 =
585
Shallow Concentrated Flow
Flow length (ft)
= 78700
000
000
Watercourse slope (%)
= 026
000
000
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 0 82
0 00
0 00
Travel Time (min)
= 1602 +
000
+ 000
= 1602
Channel Flow
X sectional flow area (sqft)
= 0 00
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope (%)
= 000
000
0 00
Manning's n-value
= 0 015
0 015
0 015
Velocity (ft/s)
= 000
000
000
Flow length (ft)
= 00
00
00
Travel Time (min)
= 000 +
000
+ 000
= 000
Total Travel Time, Tc
21 87 min

TR55 Tc Worksheet
Hydmflm Hydmgmphs by Intelisolve
Hyd. No. 11
DA POND D POST
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0 011
0 011
0 011
Flow length (ft)
= 3000
00
00
Two-year 24-hr precip (in)
= 410
000
000
Land slope (%)
= 021
000
000
Travel Time (min)
= 638 +
000 +
000 =
638
Shallow Concentrated Flow
Flow length (ft)
= 78700
000
000
Watercourse slope (%)
= 029
000
000
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 1 09
000
000
Travel Time (min)
= 1204 +
000 +
000
= 1204
Channel Flow
X sectional flow area (sqft)
= 000
000
000
Wetted perimeter (ft)
= 000
000
000
Channel slope (%)
= 000
000
000
Manning's n-value
= 0 015
0 015
0 015
Velocity (ft/s)
= 000
000
000
Flow length (ft)
= 00
00
00
Travel Time (min)
= 000 +
000 +
000
= 000
Total Travel Time, Tc
18 42 min

Hydrograph Return Period Recap
Hyd
Hydrograph
Inflow
Peak Outflow (cis)
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
345
--
1954
3259
6283
DA POND A PRE
2
SCS Runoff
2576
6816
9249
14039
DA POND A POST
3
Reservoir
2
027
11 13
1758
2398
A Wet Detention Pond
4
SCS Runoff
1 10
916
1515
2808
DA POND B PRE
5
SCS Runoff
432
1674
2423
4031
DA POND B POST
6
Reservoir
5
010
224
496
1075
B Wet Detention Pond
7
SCS Runoff
062
--
--
433
741
1397
DA POND C PRE
6
SCS Runoff
338
1072
1537
2476
DA POND C POST
9
Reservoir
8
007
335
570
845
C Wet Detention Pond
10
SCS Runoff
1 63
922
1538
2965
DA POND D PRE
11
SCS Runoff
--
838
2540
3594
--
5713
DA POND D POST
12
Reservoir
11
---
014
---
--
632
1036
2644
D Wet Detention Pond
Proj file pre post - SP phase 1 gpw
Monday, Feb 26 2007, 3 52 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Timeto
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
345
6
228
42,120
—
DA POND A PRE
2
SCS Runoff
2576
6
156
137,515
—
DA POND A POST
3
Reservoir
027
6
384
129,603
2
1543
134,547
A Wet Detention Pond
4
SCS Runoff
110
3
246
13 147
--
DA POND B PRE
5
SCS Runoff
432
3
153
27 107
—
DA POND B POST
6
Reservoir
010
3
372
25,353
5
1898
26 159
B Wet Detention Pond
7
SCS Runoff
062
6
252
7,422
—
--
DA POND C PRE
8
SCS Runoff
338
6
156
20 961
—
--
DA POND C POST
9
Reservoir
007
6
378
20 858
8
1764
20 151
C Wet Detention Pond
10
SCS Runoff
1 63
6
228
19 878
—
--
DA POND D PRE
11
SCS Runoff
838
6
156
49 812
--
--
DA POND D POST
12
Reservoir
014
6
384
49,637
11
1391
48 261
D Wet Detention Pond
pre post - SP phase 1 gpw
Return Period 2 Year
Monday, Feb 26 2007, 3 52 PM
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
(tuft)
Hydrograph
description
1
SCS Runoff
1954
6
168
153 774
—
DA POND A PRE
2
SCS Runoff
68 16
6
150
318 028
—
DA POND A POST
3
Reservoir
11 13
6
360
299,964
2
1672
262,804
A Wet Detention Pond
4
SCS Runoff
9 16
3
153
50 712
—
DA POND B PRE
5
SCS Runoff
1674
3
150
78,089
—
DA POND B POST
6
Reservoir
224
3
363
64,921
5
2061
73 901
B Wet Detention Pond
7
SCS Runoff
433
6
156
28 691
—
--
DA POND C PRE
8
SCS Runoff
1072
6
150
54,168
—
DA POND C POST
9
Reservoir
335
6
222
54,065
8
1815
27,059
C Wet Detention Pond
10
SCS Runoff
922
6
168
72,571
—
DA POND D PRE
11
SCS Runoff
2540
6
150
125,736
—
DA POND D POST
12
Reservoir
632
6
270
125,287
11
1499
79 304
D Wet Detention Pond
pre post - SP phase 1 gpw
Return Period 10 Year
Monday, Feb 26 2007, 3 52 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(CIS)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
32 59
6
162
225,701
—
DA POND A PRE
2
SCS Runoff
9249
6
150
418 138
—
DA POND A POST
3
Reservoir
1758
6
282
400 037
2
1685
275,576
A Wet Detention Pond
4
SCS Runoff
15 15
3
150
75,065
—
DA POND B PRE
5
SCS Runoff
2423
3
147
108,653
—
--
DA POND B POST
6
Reservoir
496
3
294
95,445
5
2070
76,594
B Wet Detention Pond
7
SCS Runoff
741
6
156
42,469
—
DA POND C PRE
8
SCS Runoff
1537
6
150
73 306
—
--
DA POND C POST
9
Reservoir
570
6
186
73 203
8
1823
28,226
C Wet Detention Pond
10
SCS Runoff
1538
6
162
106 516
—
DA POND D PRE
11
SCS Runoff
3594
6
150
169 173
--
--
DA POND D POST
12
Reservoir
1036
6
216
168 724
11
1508
82,263
D Wet Detention Pond
pre post - SP phase 1 gpw
Return Period 25 Year
Monday, Feb 26 2007, 3 52 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
6283
6
162
378 926
—
DA POND A PRE
2
SCS Runoff
14039
6
150
615 734
—
DA POND A POST
3
Reservoir
2398
6
282
597,472
2
1750
342 696
A Wet Detention Pond
4
SCS Runoff
2808
3
150
127,633
—
DA POND B PRE
5
SCS Runoff
4031
3
147
171 518
—
DA POND B POST
6
Reservoir
1075
3
207
158,291
5
20 84
80,849
B Wet Detention Pond
7
SCS Runoff
1397
6
156
72,194
--
DA POND C PRE
8
SCS Runoff
2476
6
150
111,917
--
DA POND C POST
9
Reservoir
845
6
186
111 814
8
1893
38 555
C Wet Detention Pond
10
SCS Runoff
2965
6
162
178 828
—
DA POND D PRE
11
SCS Runoff
57 13
6
150
256,363
—
DA POND D POST
12
Reservoir
2644
6
168
255,913
11
1537
91,508
D Wet Detention Pond
pre post - SP phase 1 gpw
Return Period 100 Year
Monday, Feb 26 2007, 3 52 PM
Hydraflow Hydrographs by Intelisolve

Pond Report
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Pond No 1 - POND A
Pond Data
Pond storage is based on known contour areas Average end area method used
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr Storage (cuft)
Total storage (cult)
000 1400
91,349
0
0
100 1500
94,989
93169
93,169
200 1600
98,683
96,836
190 005
300 1700
102 432
100 558
290 563
4 00 1800
106 234
104 333
394,896
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 3000
300
000
000
Crest Len (ft) = 16 00
000
000
000
Span (in)
= 3000
300
000
000
Crest El (ft) = 16 38
000
000
000
No Barrels
= 1
1
0
0
Weir Coeff = 333
333
000
000
Invert El (ft)
= 1352
1400
000
000
Weir Type = Riser
—
—
—
Length (ft)
= 218920
000
000
000
Multi -Stage = Yes
No
No
No
Slope (%)
= 030
000
000
000
N-Value
= 013
013
000
000
Dint Coeff
= 060
060
000
000
Multi -Stage
= n/a
Yes
No
No
E>fiiltrabon = 0 000 in/hr (Contour) Tailwater
Elev = 0 00 ft
Stage (ft)
400
300
200
1 00
000
000 200
— Total Q
400 600
Note CulveNOnFoe outflows have been analyzed under Inlet and outlet control
Stage / Discharge
Stage (ft)
400
300
200
1 00
I I I I i I I I I I 000
800 1000 1200 1400 1600 1800 2000 2200 2400 2600
Discharge (cfs)

Pond Report
HydraFlow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Pond No 2 - POND B
Pond Data
Pond storage is based on known contour areas
Average end area method
used
Stage / Storage Table
Stage (it) Elevation (it)
Contour area (sqft)
Incr Storage (cuft)
Total storage (cult)
000 1800
25,726
0
0
1 00 1900
27 593
26 660
26 660
200 2000
29 517
28 555
55,215
300 21 00
31 497
30 507
85,722
400 2200
32 516
32 007
117,728
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 2400
200
000
000
Crest Len (ft) = 16 00
000
000
000
Span (in)
= 2400
200
000
000
Crest El (ft) = 20 50
000
000
000
No Barrels
= 1
1
0
0
Weir Coeff = 333
333
000
333
Invert El (ft)
= 1737
1800
000
000
Weir Type = Riser
—
—
—
Length (ft)
= 137950
000
000
000
Multi -Stage = Yes
No
No
No
Slope I%)
= 030
Goo
000
000
N-Value
= 013
013
000
000
Onf Coeff
= 060
060
000
000
Multi -Stage
= n/a
Yes
No
No
Exfiltration = 0 000 In/hr (Contour) Tailwater
Elev = 0 00 it
Stage (ft)
400
3 00
200
1 00
000
Note CulvertlOnfice out to have been analned under mlel and oullet control
Stage / Discharge
Stage (it)
400
300
200
1 00
000
000 200 400 600 800 1000 1200 1400 1600
Discharge (cfs)
— Total Q

Pond Report
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Pond No 3 - POND C
Pond Data
Pond storage Is based on known contour areas
Average end area method used
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr Storage (cuft)
Total storage (cuft)
000 1600
10 949
0
0
1 00 1700
12,404
11,677
11,677
200 1800
13,915
13 160
24 836
300 1900
15 483
14 699
39 535
400 2000
17 108
16 296
55 831
Culvert / Orifice Structures
[A]
[gl
[C]
[D]
Rise (in)
= 1800
1 50
000
000
Span (in)
= 1800
1 50
000
000
No Barrels
= 1
1
0
0
Invert El (ft)
= 1499
1600
000
000
Length (ft)
= 54660
000
000
000
Slope (%)
= 030
000
000
000
N-Value
= 013
013
000
013
Orif Coeff
= 060
060
000
060
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
400
300
200
1 00
000
000
Weir Structures
[A]
[131
[C]
[D]
Crest Len (ft)
= 1600
000
000
000
Crest El (ft)
= 18 00
000
000
000
Weir Coeff
= 333
333
000
000
Weir Type
= Riser
—
—
—
Multi -Stage
= Yes
No
No
No
Exfiltrabon = 0 000 In/hr (Contour) Tailwater Elev = 0 00 ft
Note CulvertiOnfice out lo+vs have been analyzed under inlet and outlet control
Stage / Discharge
1 00 200 300 400 500 600 700 800
Total 0
Stage (ft)
400
300
200
100
1 1 000
900 1000
Discharge (cis)

Pond Report
Hydraflow Hydrographs by Intellsolve
Monday Feb 26 20D7, 3 52 PM
Pond No 4 - POND D
Pond Data
Pond storage Is based on known contour areas Average end area method used
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr Storage (cuft)
Total storage (cuft)
000 1200
22,936
0
0
1 00 1300
25 331
24 134
24,134
200 1400
27 782
26 557
50,690
300 1500
30,290
29,036
79,726
400 1600
32 854
31 572
111,298
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 2400
200
000
000
Span (in)
= 2400
200
000
000
No Barrels
= 1
1
0
0
Invert El (ft)
= 8 17
1200
000
000
Length (ft)
= 1807
000
000
000
Slope (%)
= 200
000
000
000
N-Value
= 013
013
000
000
Drif Coeff
= 060
060
000
000
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
400
300
200
1 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16 00
000
000
000
Crest El (ft)
= 14 75
000
000
000
Weir Coeff
= 333
333
000
000
Weir Type
= Riser
—
—
—
MultiStage
= Yes
No
No
No
Exfiltration = 0 000 in/hr (Contour) Tallwater Elev = 0 00 ft
Note CulveNOrdioe ouMlows have been analyzed under inlet and outlet control
Stage / Discharge
400 800 1200 1600 2000 2400 2800
Total Q
Stage (ft)
400
300
200
1 00
l 000
3200 3600 4000
Discharge (ds)

STEVENS
PARK
2 Year Event

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 1
DA POND A PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 3 45 cfs
Storm frequency =
2 yrs
Time Interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 20 60 min
Total precip =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
400
300
200
1 00
DA POND A PRE
Hyd No 1 -- 2 Yr
Hydrograph Volume = 42 120 cult
Q (cfs)
400
300
200
1 00
000 1 1 1 1 1 1 ' ' ' 000
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 2
DA POND A POST
Hydrograph type =
SCS Runoff
Peak discharge
= 25 76 cfs
Storm frequency =
2 yrs
Time Interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 70
Basin Slope =
0 0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc (Tc)
= 17 40 min
Total preclp =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
2800
2400
2000
1600
1200
800
400
000
00 10 20
— Hyd No 2
DA POND A• POST
Hyd No 2 — 2 Yr
30 40 50
Hydrograph Volume = 137,515 cuff
Q (cfs)
2800
2400
2000
1600
1200
800
400
000
60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday Feb 26 2007 3 52 PM
Hyd. No. 3
A Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 0 27 cfs
Storm frequency = 2 yrs Time Interval = 6 min
Inflow hyd No = 2 Max Elevation = 15 43 ft
Reservoir name = POND A Max Storage = 134,547 cuft
Storage Indication method used Hydrograph Volume = 129 603 cult
A Wet Detention Pond
0 (cfs) Hyd No 3 — 2 Yr Q (cfs)
2800 2800
2400 2400
2000 2000
1600 1600
1200 1200
800 800
400 400
000-L I I I — -
000
0 29 58 87 116 145 174 203 232 261 290
Time (hrs)
— Hyd No 3 — Hyd No 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 4
DA POND B PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 1 10 cfs
Storm frequency =
2 yrs
Time Interval
= 3 min
Drainage area =
19 920 ac
Curve number
= 54
Basin Slope =
0 4 %
Hydraulic length
= 497 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 7 49 min
Total precip =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
200
1 00
DA POND B PRE
Hyd No 4 -- 2 Yr
000 1 '
00 05 10 15 20 25 30
— Hyd No 4
Hydrograph Volume = 13,147 cuft
Q (cfs)
200
1 00
I I ' ' ' ' ` ' 000
35 40 45 50 55 60 65
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Inteltsolve
Hyd. No. 5
DA POND B POST
Hydrograph type =
SCS Runoff
Storm frequency =
2 yrs
Drainage area =
19 920 ac
Basin Slope =
0 7 %
Tc method =
KIRPICH
Total precip =
3 09 in
Storm duration =
6 hrs
Q (cfs)
500
400
300
200
1 00
DA POND B POST
Hyd No 5 — 2 Yr
Monday Feb 26 2007, 3 52 PM
Peak discharge = 4 32 cfs
Time interval
= 3 min
Curve number
= 61
Hydraulic length
= 497 ft
Time of conc (Tc)
= 6 34 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Hydrograph Volume = 27,107 cult
Q (cfs)
500
400
300
200
1 00
000 I 1 I I j I I I I I I I----'- 000
00 05 10 15 20 25 30 35 40 45 50 55 60 65
Time (hrs)
— Hyd No 5

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Monday Feb 26 2007 3 52 PM
Hyd. No. 6
B Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 0 10 cfs
Storm frequency = 2 yrs Time Interval = 3 min
Inflow hyd No = 5 Max Elevation = 18 98 ft
Reservoir name = POND B Max Storage = 26,159 cuft
Storage Indication method used
B. Wet Detention Pond
Hydrograph Volume = 25,353 cult
Q (cfs) Hyd No 6 -- 2 Yr Q (cfs)
500 500
400 400
300 300
200 200
1 00 1 00
000
000
0 15 29 44 58 73 87 102 116 131 145
Time (hrs)
— Hyd No 6 — Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 7
DA POND C PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 0 62 cfs
Storm frequency =
2 yrs
Time Interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 54
Basin Slope =
0 4 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 10 80 min
Total precip =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
1 00
0 90
080
070
060
050
040
030
020
0 10 - —
000
DA POND C PRE
Hyd No 7 — 2 Yr
0
Hydrograph Volume = 7,422 cuft
Q (cfs)
1 00
090
0 80
070
060
050
040
030
020
0 10
000
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 7

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No 8
DA POND C POST
Hydrograph type =
SCS Runoff
Peak discharge
= 3 38 cfs
Storm frequency =
2 yrs
Time Interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 65
Basin Slope =
0 5 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 9 73 min
Total precip =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
400
300
200
1 00
rTU7
DA POND C• POST
Hyd No 8 — 2 Yr
Hydrograph Volume = 20,961 cult
Q (cfs)
400
300
1 00
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Feb 26 2007, 3 52 PM
Hyd. No. 9
C Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 0 07 cfs
Storm frequency = 2 yrs Time Interval = 6 min
Inflow hyd No = 8 Max Elevation = 17 64 ft
Reservoir name = POND C Max Storage = 20,151 cuft
Storage Indication method used
C Wet Detention Pond
Hydrograph Volume = 20,858 cult
Q (cfs) Hyd No 9 -- 2 Yr Q (cfs)
400 400
300 300
200 200
1 00 1 00
000
000
0 20 40 60 80 100 120 140 160 180 200
Time (hrs)
— Hyd No 9 — Hyd No 8

Hydrograph Plot
Hydraflow Hydrographs by Inteltsolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 10
DA POND D PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 1 63 cfs
Storm frequency =
2 yrs
Time Interval
= 6 min
Drainage area =
24 970 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 21 87 min
Total precip =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
200
1 00
DA POND D PRE
Hyd No 10 -- 2 Yr
Hydrograph Volume = 19 878 cult
Q (cfs)
200
1 00
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 10

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 11
DA POND D POST
Hydrograph type =
SCS Runoff
Peak discharge
= 8 38 cfs
Storm frequency =
2 yrs
Time Interval
= 6 min
Drainage area =
24 970 ac
Curve number
= 66
Basin Slope =
0 0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc (Tc)
= 18 40 min
Total precip =
3 09 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
1000
Um
[:Y9IH
400
r e�
000 '
00 10
— Hyd No 11
Hydrograph Volume = 49 812 cult
DA POND D POST
Hyd No 11 — 2 Yr
20 30 40 50 60
Q (cfs)
1000
MI
M
400
200
1 000
70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday Feb 26 2007, 3 52 PM
Hyd. No. 12
D Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 0 14 cfs
Storm frequency = 2 yrs Time Interval = 6 min
Inflow hyd No = 11 Max Elevation = 13 91 ft
Reservoir name = POND D Max Storage = 48,261 cuft
Storage Indication method used
D Wet Detention Pond
Hydrograph Volume = 49 637 cult
Q (cfs) Hyd No 12 — 2 Yr Q (cfs)
1000 1000
1
8 00 800
6 00 600
400 400
200 200
I
000 000
0 28 56 84 112 140 168 196 224 252 280
Time (hrs)
— Hyd No 12 — Hyd No 11

STEVENS
10 Year Event

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Hyd. No. 1
DA POND A PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 19 54 cfs
Storm frequency =
10 yrs
Time Interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 20 60 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
21 00
1800
1500
1200
900
600
300
000
00 10 20
— Hyd No 1
DA POND A PRE
Hyd No 1 -- 10 Yr
30 40 50
Hydrograph Volume = 153,774 cull
Q (cfs)
21 00
1800
1500
1200
900
600
300
000
60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd No. 2
DA POND A POST
Hydrograph type =
SCS Runoff
Peak discharge
= 68 16 cfs
Storm frequency =
10 yrs
Time Interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 70
Basin Slope =
0 0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc (Tc)
= 17 40 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
7000
6000
5000
4000
3000
2000
1000 {
000
00 10
— Hyd No 2
DA POND A POST
Hyd No 2 — 10 Yr
Hydrograph Volume = 318 028 cult
Q (cfs)
7000
6000
5000
4000
3000
2000
1000
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Hyd. No. 3
A Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 11 13 cfs
Storm frequency = 10 yrs
Time Interval = 6 min
Inflow hyd No = 2
Max Elevation = 16 72 ft
Reservoir name = POND A
Max Storage = 262,804 cuft
Storage Indication method used
A Wet Detention Pond
Hydrograph Volume = 299,964 cuft
Q (cfs) Hyd No 3 -- 10 Yr Q (cfs)
7000 — - - 7000
6000 6000
_ I 5000 5000
40 00 4000
3000 3000
2000 2000
1000 1000
0 00 000
0 24 48 72 96 120 144 168 192 216 240 264
Time (hrs)
— Hyd No 3 — Hyd No 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 4
DA POND B PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 9 16 cfs
Storm frequency =
10 yrs
Time Interval
= 3 min
Drainage area =
19 920 ac
Curve number
= 54
Basin Slope =
0 4 %
Hydraulic length
= 497 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 7 49 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
1000
: 11
L. 11
400
200
bird 6T�
DA POND B PRE
Hyd No 4 — 10 Yr
Hydrograph Volume = 50 712 cult
Q (cfs)
1000
M
. WI
400
200
<IIQI]
00 05 10 15 20 25 30 35 40 45 50 55 60 65
Time (hrs)
— Hyd No 4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 5
DA POND B POST
Hydrograph type =
SCS Runoff
Peak discharge
= 16 74 cfs
Storm frequency =
10 yrs
Time Interval
= 3 min
Drainage area =
19 920 ac
Curve number
= 61
Basin Slope =
0 7 %
Hydraulic length
= 497 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 6 34 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Hydrograph Volume = 78 089 cult
DA POND B POST
Q (cfs) Q (cfs)
Hyd No 5 -- 10 Yr
1800
1500
1200
900
600
300
000
1800
1500
1200
900
600
300
000
00 05 10 15 20 25 30 35 40 45 50 55 60 65
Time (hrs)
— Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 6
B Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 2 24 cfs
Storm frequency = 10 yrs
Time Interval = 3 min
Inflow hyd No = 5
Max Elevation = 20 61 ft
Reservoir name = POND B
Max Storage = 73,901 cuft
Storage Indication method used
B Wet Detention Pond
Q (cfs) Hyd No 6 — 10 Yr
1800
1500
1200
•M
rim
300
Hydrograph Volume = 64 921 cult
Q (cfs)
1800
1500
1200
. W
300
WiIlIe]
0 15 29 44 58 73 87 102 116 131 145
Time (hrs)
— Hyd No 6 — Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 7
DA POND C PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 4 33 cfs
Storm frequency =
10 yrs
Time Interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 54
Basin Slope =
0 4 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 10 80 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
500
400
300
200
1 00
DA POND C. PRE
Hyd No 7 -- 10 Yr
Hydrograph Volume = 28,691 cuft
Q (cfs)
5 00
4
3
2
1
M1111111111
IM1111111111
IM1111111111
1 11 1 1ill
w�
10
Hyd No 7
20
30
40
50
a
70
Time (hrs)

Hydrograph Plot
HydraBow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 8
DA POND C POST
Hydrograph type =
SCS Runoff
Peak discharge
= 10 72 cfs
Storm frequency =
10 yrs
Time interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 65
Basin Slope =
0 5 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 9 73 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
12 00
1000
800
600
400
200
000
00 10
— Hyd No 8
DA POND C POST
Hyd No 8 -- 10 Yr
Hydrograph Volume = 54 168 cult
Q (cfs)
1200
1000
800
600
400
200
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 9
C Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 3 35 cfs
Storm frequency = 10 yrs
Time Interval = 6 min
Inflow hyd No = 8
Max Elevation = 18 15 ft
Reservoir name = POND C
Max Storage = 27,059 cuft
Storage Indication method used
C Wet Detention Pond
Hydrograph Volume = 54,065 cult
Q (cfs Q (cfs)
) Hyd No 9 -- 10 Yr
1200 1200
1000 10 00
800 800
6 00 600
400 400
200 200
000
000
0 10 20 30 40 50 60 70 80 90 100 110
Time (hrs)
— Hyd No 9 — Hyd No 8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 10
DA POND D PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 9 22 cfs
Storm frequency =
10 yrs
Time Interval
= 6 min
Drainage area =
24 970 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 21 87 min
Total precip =
4 63 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
1000
400
200
DA POND D PRE
Hyd No 10 — 10 Yr
Hydrograph Volume = 72 571 cult
Q (cfs)
1000
200
own
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 10

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Feb 26 2007, 3 52 PM
Hyd. No. 11
DA POND D POST
Hydrograph type
= SCS Runoff
Peak discharge
= 25 40 cfs
Storm frequency
= 10 yrs
Time interval
= 6 min
Drainage area
= 24 970 ac
Curve number
= 66
Basin Slope
= 0 0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc (Tc)
= 18 40 min
Total precip
= 4 63 in
Distribution
= SCS 6-Hr
Storm duration
= 6 hrs
Shape factor
= 484
Hydrograph Volume = 125,736 cuft
DA POND D POST
Q (cfs) Hyd No 11 — 10 Yr
2800
2400
2000
1600
1200
i:IltI�l
400
000
00 10 20 30 40 50 60
— Hyd No 11
Q (cfs)
2800
2400
2000
1600
1200
800
400
000
70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 12
D Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 6 32 cfs
Storm frequency = 10 yrs
Time Interval = 6 min
Inflow hyd No = 11
Max Elevation = 14 99 ft
Reservoir name = POND D
Max Storage = 79,304 cuft
Storage Indication method used
D Wet Detention Pond
Hydrograph Volume = 125 287 cult
Q (cfs) Hyd No 12 - 10 Yr Q (cfs)
2800 2800
2400 2400
2000 2000
1600 - -- - 1600
1200 1200
800 800
1
400 400
000 000
0 15 30 45 60 75 90 105 120 135 150
Time (hrs)
— Hyd No 12 — Hyd No 11

STEVENS
25 Year Event

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Hyd. No. 1
DA POND A PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 32 59 cfs
Storm frequency =
25 yrs
Time Interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 20 60 min
Total precip =
5 38 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
3500
3000
2500
2000
1500
1000
500
000
00 10
— Hyd No 1
DA POND A PRE
Hyd No 1 -- 25 Yr
20 30 40 50
Hydrograph Volume = 225 701 cult
Q (cfs)
3500
3000
2500
2000
1500
1000
500
000
60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 2
DA POND A POST
Hydrograph type =
SCS Runoff
Peak discharge
= 92 49 cfs
Storm frequency =
25 yrs
Time interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 70
Basin Slope =
0 0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc (Tc)
= 17 40 min
Total precip =
5 38 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
10000
90 00
8000
7000
60 00
5000
4000
3000
2000
1000
000
00 10
— Hyd No 2
DA POND A• POST
Hyd No 2 — 25 Yr
Hydrograph Volume = 418 138 cult
Q (cfs)
10000
9000
8000
7000
6000
5000
4000
3000
2000
1000
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 3
A Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge
= 17 58 cfs
Storm frequency = 25 yrs
Time Interval
= 6 min
Inflow hyd No = 2
Max Elevation
= 16 85 ft
Reservoir name = POND A
Max Storage
= 275,576 cuft
Storage Indication method used
Hydrograph Volume = 400,037 cuft
A Wet Detention Pond
Q (cfS) Hyd No 3 — 25 Yr Q (cfS)
10000
9000
8000----7
7000
6000
5000
4000
3000
2000
1000
0 00
L -
0 18 36
— Hyd No 3
54 72 90
— Hyd No 2
100 00
9000
8000
7000
6000
5000
4000
3000
2000
1000
000
108 126 144 162 180 198
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 4
DA POND B PRE
Hydrograph type =
SCS Runoff
Peak discharge =
15 15 cfs
Storm frequency =
25 yrs
Time Interval =
3 min
Drainage area =
19 920 ac
Curve number =
54
Basin Slope =
0 4 %
Hydraulic length =
497 ft
Tc method =
KIRPICH
Time of conc (Tc) =
7 49 min
Total precip =
5 38 in
Distribution =
SCS 6-Hr
Storm duration =
6 hrs
Shape factor =
484
Q (cfs)
1800
1500
if•AIII1
•M
. 61
300
000
00 05 10
— Hyd No 4
DA POND B PRE
Hyd No 4 — 25 Yr
Hydrograph Volume = 75 065 cuR
Q (cfs)
1800
1500
1200
M
. If S
300
I I 1I I I i I I I I -- 000
15 20 25 30 35 40 45 50 55 60 65
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 5
DA POND B POST
Hydrograph type =
SCS Runoff
Peak discharge
= 24 23 cfs
Storm frequency =
25 yrs
Time Interval
= 3 min
Drainage area =
19 920 ac
Curve number
= 61
Basin Slope =
0 7 %
Hydraulic length
= 497 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 6 34 min
Total precip =
5 38 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
2800
MINIII7
2000
1600
1200
800
400
DA POND B. POST
Hyd No 5 -- 25 Yr
Hydrograph Volume = 108,653 cuft
Q (cfs)
2800
f'Z[0I1]
2000
1600
1200
800
Ellie]
000 ' ' ' ' 000
00 05 10 15 20 25 30 35 40 45 50 55 60 65
Time (hrs)
— Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 6
B Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge
= 4 96 cfs
Storm frequency = 25 yrs
Time interval
= 3 min
Inflow hyd No = 5
Max Elevation
= 20 70 ft
Reservoir name = POND B
Max Storage
= 76,594 cuft
Storage Indication method used
Q (cfs)
2800
2400
2000
1600
1200
400
B Wet Detention Pond
Hyd No 6 -- 25 Yr
Hydrograph Volume = 95 445 cult
Q (cfs)
2800
2400
2000
1600
1200
400
000 000
0 15 29 44 58 73 87 102 116 131 145
Time (hrs)
— Hyd No 6 — Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
DA POND C PRE
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Drainage area =
11 270 ac
Basin Slope =
0 4 %
Tc method =
KIRPICH
Total precip =
5 38 in
Storm duration =
6 hrs
Q (cfs)
800
.M
400
200
000
00 10 20
Hyd No 7
DA POND C PRE
Hyd No 7 -- 25 Yr
Monday Feb 26 2007 3 52 PM
Peak discharge = 7 41 cfs
Time Interval
= 6 min
Curve number
= 54
Hydraulic length
= 773 ft
Time of conc (Tc)
= 10 80 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Hydrograph Volume = 42 469 cult
Q (cfs)
800
�6
400
200
I I I I ' o00
30 40 50 60 70
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 8
DA POND C POST
Hydrograph type =
SCS Runoff
Peak discharge
= 15 37 cfs
Storm frequency =
25 yrs
Time interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 65
Basin Slope =
0 5 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 9 73 min
Total precip =
5 38 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
18 00
15 00
1200
900
600
300
0 00
DA POND C POST
Hyd No 8 — 25 Yr
00 10 20 30
— Hyd No 8
Hydrograph Volume = 73 306 cult
Q (cfs)
1800
1500
1200
900
600
300
000
40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday, Feb 26 2007 3 52 PM
Hyd. No. 9
C Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 5 70 cfs
Storm frequency = 25 yrs Time Interval = 6 min
Inflow hyd No = 8 Max Elevation = 18 23 ft
Reservoir name = POND C Max Storage = 28,226 cuft
Storage Indication method used Hydrograph Volume = 73,203 cult
C Wet Detention Pond
Q (cfs) Hyd No 9 -- 25 Yr Q (cfs)
1800
1500
1200
900
600
300
000
18 00
1500
1200
900
600
300
000
0 6 12 18 24 30 36 42 48 54 60
Time (hrs)
— Hyd No 9 —Hyd No 8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Hyd. No 10
DA POND D PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 15 38 cfs
Storm frequency =
25 yrs
Time Interval
= 6 min
Drainage area =
24 970 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of cone (Tc)
= 21 87 min
Total precip =
5 38 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
1800
1500
1200
900
600
300
000
00 10
— Hyd No 10
DA POND D PRE
Hyd No 10 -- 25 Yr
Hydrograph Volume = 106 516 tuft
Q (cfs)
1800
1500
1200
900
600
300
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
DA POND D POST
Hydrograph type =
SCS Runoff
Storm frequency =
25 yrs
Drainage area =
24 970 ac
Basin Slope =
0 0 %
Tc method =
TR55
Total precip =
5 38 in
Storm duration =
6 hrs
DA POND D POST
Q (cfs) Hyd No 11 -- 25 Yr
4000
3000
2000
1000
Monday Feb 26 2007 3 52 PM
Peak discharge = 35 94 cfs
Time Interval
= 6 min
Curve number
= 66
Hydraulic length
= 0 ft
Time of conc (Tc)
= 18 40 min
Distribution
= SCS 6-Hr
Shape factor
= 484
Hydrograph Volume = 169,173 cuft
Q (cfs)
4000
3000
2000
f1IIIII1
Emw
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 11

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 12
D Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 10 36 cfs
Storm frequency = 25 yrs
Time interval = 6 min
Inflow hyd No = 11
Max Elevation = 15 08 ft
Reservoir name = POND D
Max Storage = 82,263 cuft
Storage Indication method used
Q (cfs)
4000
3000
2000
1000
D Wet Detention Pond
Hyd No 12 -- 25 Yr
000
0 10 20 30 40 50 60
— Hyd No 12 — Hyd No 11
Hydrograph Volume = 168 724 cult
Q (cfs)
4000
3000
2000
1000
000
70 80 90 100 110
Time (hrs)

STEVENS
100 Year Event

Hydrograph Plot
Hydrallow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 1
DA POND A PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 62 83 cfs
Storm frequency =
100 yrs
Time Interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 20 60 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
7000
6000
5000
4000
3000
2000
1000
000
00 10
— Hyd No 1
DA POND A* PRE
Hyd No 1 -- 100 Yr
Hydrograph Volume = 378 926 cult
Q (cfs)
7000
6000
5000
4000
3000
2000
1000
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Inteltsolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 2
DA POND A POST
Hydrograph type =
SCS Runoff
Peak discharge
= 140 39 cfs
Storm frequency =
100 yrs
Time interval
= 6 min
Drainage area =
52 910 ac
Curve number
= 70
Basin Slope =
0 0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc (Tc)
= 17 40 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
160 00
14000
12000
10000
8000
6000
4000
2000
0 00
DA POND A POST
Hyd No 2 -- 100 Yr
Hydrograph Volume = 615 734 cult
Q (cfs)
16000
14000
12000
10000
8000
6000
4000
2000
000
00 10 20 30 40 50 60 70
Time (hrs)
— Hyd No 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 3
A Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 23 98 cfs
Storm frequency = 100 yrs
Time Interval = 6 min
Inflow hyd No = 2
Max Elevation = 17 50 ft
Reservoir name = POND A
Max Storage = 342,696 cuft
Storage Indication method used
A Wet Detention Pond
Q (cfs) Hyd No 3 — 100 Yr
16000
14000
12000
10000
8000
6000
4000
2000
0 00
Hydrograph Volume = 597 472 cult
Q (cfs)
16000
14000
12000
10000
8000
6000
4000
2000
000
0 12 24 36 48 60 72 84 96 108 120 132
Time (hrs)
— Hyd No 3 — Hyd No 2
6

Hydrograph Plot
Hydraflow Hydrographs by Inteltsolve
Monday Feb 26 2007 3 52 PM
Hyd. No. 4
DA POND B PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 28 08 cfs
Storm frequency =
100 yrs
Time Interval
= 3 min
Drainage area =
19 920 ac
Curve number
= 54
Basin Slope =
0 4 %
Hydraulic length
= 497 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 7 49 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Hydrograph Volume = 127,633 cult
DA POND B PRE
Q (cfs) Hyd No 4 -- 100 Yr Q (cfs)
3000
2500
2000
1500
1000
500
000
30 00
2500
2000
1500
1000
500
000
00 05 10 15 20 25 30 35 40 45 50 55 60 65
Time (hrs)
— Hyd No 4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007, 3 52 PM
Hyd. No. 5
DA POND B POST
Hydrograph type =
SCS Runoff
Peak discharge
= 40 31 cfs
Storm frequency =
100 yrs
Time Interval
= 3 min
Drainage area =
19 920 ac
Curve number
= 61
Basin Slope =
0 7 %
Hydraulic length
= 497 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 6 34 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
5000
4000
3000
2000
1000
9 M..
DA POND B• POST
Hyd No 5 — 100 Yr
Hydrograph Volume = 171 516 cult
Q (cfs)
5000
3000
2000
1000
00 05 10 15 20 25 30 35 40 45 50 55 60 65
Time (hrs)
— Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 6
B Wet Detention Pond
Hydrograph type = Reservoir
Peak discharge = 10 75 cfs
Storm frequency = 100 yrs
Time Interval = 3 min
Inflow hyd No = 5
Max Elevation = 20 84 ft
Reservoir name = POND B
Max Storage = 80,849 cuft
Storage Indication method used
Q (cfs)
5000
4000
3000
076 19
1000
B Wet Detention Pond
Hyd No 6 -- 100 Yr
Hydrograph Volume = 158 291 cult
Q (cfs)
5000
4000
3000
2000
1000
000 1 I I i 1 I I 1 000
0 9 18 27 36 45 54 63 72 81 90
Time (hrs)
— Hyd No 6 — Hyd No 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Feb 26 2007 3 52 PM
Hyd. No. 7
DA POND C PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 13 97 cfs
Storm frequency =
100 yrs
Time Interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 54
Basin Slope =
0 4 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 10 80 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
DA POND C PRE
Q (cfs)
Hyd No 7 — 100 Yr
1400
12 00
1000
800
600
400
200
000
00 10
— Hyd No 7
Hydrograph Volume = 72 194 cult
Q (cfs)
1400
1200
1000
800
600
400
200
" 000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Monday Feb 26 2007 3 52 PM
Hyd. No. 8
DA POND C POST
Hydrograph type =
SCS Runoff
Peak discharge
= 24 76 cfs
Storm frequency =
100 yrs
Time Interval
= 6 min
Drainage area =
11 270 ac
Curve number
= 65
Basin Slope =
0 5 %
Hydraulic length
= 773 ft
Tc method =
KIRPICH
Time of conc (Tc)
= 9 73 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
2800
2400
2000
1600
1200
800
400
0 00
00 10
— Hyd No 8
DA POND C POST
Hyd No 8 -- 100 Yr
Hydrograph Volume = 111,917 cult
Q (cfs)
2800
2400
2000
1600
1200
800
400
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday Feb 26 2007, 3 52 PM
Hyd. No. 9
C Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 8 45 cfs
Storm frequency = 100 yrs Time Interval = 6 min
Inflow hyd No = 8 Max Elevation = 18 93 ft
Reservoir name = POND C Max Storage = 38,555 cuft
Storage Indication method used
C Wet Detention Pond
Q (cfs) Hyd No 9 -- 100 Yr
2800
2400
2000
1600
1200
800
400 -
000
00 10 20 30
— Hyd No 9 — Hyd No 8
Hydrograph Volume = 111,814 cult
Q (cfs)
2800
2400
2000
1600
1200
800
400
000
40 50 60 70 80
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 10
DA POND D PRE
Hydrograph type =
SCS Runoff
Peak discharge
= 29 65 cfs
Storm frequency =
100 yrs
Time Interval
= 6 min
Drainage area =
24 970 ac
Curve number
= 55
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 21 87 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
3000
2500
2000
1500
1000
500
000
00 10
— Hyd No 10
DA POND D PRE
Hyd No 10 -- 100 Yr
Hydrograph Volume = 178 828 cult
Q (cfs)
3000
2500
2000
1500
1000
500
000
20 30 40 50 60 70
Time (hrs)

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve
Monday Feb 26 2007, 3 52 PM
Hyd. No. 11
DA POND D POST
Hydrograph type =
SCS Runoff
Peak discharge
= 57 13 cfs
Storm frequency =
100 yrs
Time Interval
= 6 min
Drainage area =
24 970 ac
Curve number
= 66
Basin Slope =
0 0 %
Hydraulic length
= Oft
Tc method =
TR55
Time of conc (Tc)
= 18 40 min
Total precip =
6 76 in
Distribution
= SCS 6-Hr
Storm duration =
6 hrs
Shape factor
= 484
Q (cfs)
6000
5000
4000
3000
2000
1000
000
DA POND D. POST
Hyd No 11 -- 100 Yr
Hydrograph Volume = 256 363 cuff
Q (cfs)
6000
5000
4000
3000
2000
1000
000
00 10 20 30 40 50 60 70
— Hyd No 11 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Monday Feb 26 2007, 3 52 PM
Hyd. No. 12
D Wet Detention Pond
Hydrograph type = Reservoir Peak discharge = 26 44 cfs
Storm frequency = 100 yrs Time Interval = 6 min
Inflow hyd No = 11 Max Elevation = 15 37 ft
Reservoir name = POND D Max Storage = 91,508 cuft
Storage Indication method used
Hydrograph Volume = 255,913 cuft
D Wet Detention Pond
Q (cfs) Hyd No 12 -- 100 Yr Q (cfs)
6000
5000
4000
3000
2000
1000
0 00
60 00
5000
4000
3000
2000
1000
000
00 10 20 30 40 50 60 70 80 90
— Hyd No 12 Hyd No 11 Time (hrs)

CAPE FEAR REALTY
January 31, 2007
Eric Lappala, P E CPHG
Eagle Resources P A.
4005 Lake Springs Court
Raleigh, NC 27613
Re Cape Fear Trading Group, IV
Dear Mr Lappala
With respect to our Southport Crossing, Stevens Park, Yacht
Basin and Ninth Street projects in Southport, North Carolina, we
authorize you to submit and execute on our behalf
1 Any permit application to the City of Southport, Brunswick
County, the State of North Carolina or the U S Army Corps
of Engineers,
2 Plans sets for any Phase of consideration, review, and
approval by the City of Southport, its planning board, and
staff,
3 Any operating agreement for the maintenance of facilities
for water, sanitary sewer, and storm water management,
4 Any agreement with the City of Southport or other entity
for construction and maintenance of all off site water and
sanitary sewer infrastructure, and
Cape Fear Realty, LLC
109 North Davis Street
Southport, North Carolina 28461
www capefearrealty com www baldlieadislandrentals com www middleislandolantation con
Phone [phone] • FAX [phone]
Real Estate Sales Vacation Rentals Property Management

January 31, 2007
Paae 2
All such authorities shall be valid unless and until we
revoke any of them by written notice to you
Very truly yours,
Cal
EN
PC Rob Gandy, City Manager
City of Southport
Chad Hicks, Planning Director
City of Southport
Bob Grant, Director of Public Services
City of Southport
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SLO9070/ 3S(',
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D Simons, PG, PE Land Quality Section Michael F Easley, Governor
Director and State Geologist William G Ross Jr, Secretary
1 /31 /2007
LETTER OF RECEIPT FOR AN EROSION CONTROL PLAN EXPRESS REVIEW
Cape Fear Trading Group, LLC
Mr Rodney J Hyson, Jr, LLC, Agent/ Development Mgr
109 North Davis Street
Southport, NC 28461
RE Protect Name Stevens Park- Municiple Park Express Reviewer Id N 3 t 2007
Protect Number Bruns-2007-268 Y
County Brunswick, Southport, Maple Street
River Basin Cape Fear
Submitted By McKim & Creed
Date Received by LOS January 31, 2007
Plan Type NEW
Dear Mr Hyson,
This office has received a soil erosion and sediment control plan for the protect listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (G S 113A-57 (4)) The
Act requires that all persons disturbing an area of one or more acres of land must obtain approval of a soil
erosion control plan pnor to the commencement of the land -disturbing activity (G S 113A-54(d) (4))
The review penod for an express review is three days of receipt of a complete plan If additional
information is requested, it must be submitted within five working days of receipt
Commencement or continuation of a land -disturbing activity under the tunsdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act
We have performed a preliminary review of your submitted plan and have determined that additional
information will be necessary before a final review can be completed Enclosed is a checklist of items that
must be submitted before we can complete the review process Failure to provide the additional information
may result in disapproval of your plan
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules
If you have questions please do not hesitate to contact this office Your cooperation in this matter is
appreciated and we look forward to working with you on this protect
Sincerely,
Carol N Miller
Assistant Regional Engineer
cc Mr Ray Marconi, El, McKim & Creed
LOS-WiRO SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext , Wilmington, North Carolina 28405-3845 • Phone 91 D-796-7215 / FAX [phone]

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
PROJECT NAME Stevens Park- Municiple Park DATE 1/3112007 0 00 00
PROJECT NO • Bruns-2007-268 COUNTY Brunswick
To expedite the approval process a cursory review of your submitted Erosion and Sediment Control Plan application has been made and
has shown the need for additional information as specified below To meet our review schedule, any additional information should be
received by this office no later than_2/6/07 Failure to meet this schedule may result in disapproval of your
plan The following items shall be incorporated with respect to specific site conditions in an erosion and sediment control plan
LOCATION INFORMATION
Project location (roads streets landmarks)
North arrow and scale
GENERAL SITE FEATURES (Plan elements)
Legend North arrow, scale, etc
Property lines
Existing contours (topographic lines)
Proposed contours
Limits of disturbed area (provide acreage total delineate limits,
and label)
Planned and existing building locations and elevations
Planned & existing road locations & elevations
Lot and/or building numbers
Geologic features rock outcrops seeps, springs, wetland and
their limits streams lakes ponds dams etc
Easements and dramageways
Profiles of streets, utilities, ditchlines etc
Stockpiled topsoil or subsoil locations
If the same person conducts the land disturbing actr ty & any related borrow
or waste activity, the related borrow or waste activity shall constitute part of
the landdisturbing activity unless the borrow or waste activity is regulated
under the Mining Act of 1971 ores a landfill regulated by tie Divexin of Waste
Management If the land -disturbing activity and any related borrow or waste
activity are not conducted by the same person they shall be considered
separate land -disturbing activities and must be permited either thni the
Sedimentation Pollution Control Act as a one -use borrow erte orthmugh the
Mining Act
Required Any Corps 404 permit and Water Duality 401 certification (e g
stream disturbances over 150linear feet)
EROSION CONTROL MEASURES (on plan)
Legend
Location of temporary measures
Location of permanent measures
Construction drawings and details for
temporary and permanent measures
Maintenance requirements of measures
Contact person responsible for maintenance
SITE DRAINAGE FEATURES
Existing and planned drainage patterns (include off -site areas
that drain through project)
Method of determination of and calculations for Acreage of land
being disturbed
Size and location of culverts and sewers
Soil information type special characteristics
Sod information below culvert storm outlets
Name and classification of receiving water course
(only where stommater discharges are to occur)
Comments Ck ditch calculations for bare earth
Velocities n= 022 Line where they exceed 2 5ft(sec
STORMINATER CALCULATIONS
Pre -construction runoff calculations for each outlet from the site
(at peak discharge points)
Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients of the site)
Design talcs of culverts and storm sewers
Discharge and velocity calculations for open channel and ditch
flows (easement & right -of ways)
Design talcs of cross sections and method of stabilization of
existing and planned channels (include temporary linings)
Design talcs and construction details of energy dissipators
below culvert and storm sewer outlets (diameters & apron
dimensions)
Design talcs and dimension of sediment basins
Surface area and settling efficiency information for proposed
sediment traps and/or basins
VEGETATIVE STABILIZATION
Area & acreage to be vegetatively stabilized
Method of soil preparation
Seed type & rates (temporary & permanent)
Fertilizer type and rates
Mulch type and rates
NOTE Plan should include provisions for groundcover on
exposed slopes within 15 working days or 30 calendar
days (whichever Is shorter), following completion of any
phase of grading, permanent groundcover for all
disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following completion of construction or
development
FINANCIAL RESPONSIBILITYIOWNERSHIP FORM
Completed signed & notarized FR/O Form
Accurate application fee ($50 00 per acre rounded up the
next acre with no ceiling amount)
_ Certificate of assumed name, if the owner is a partnership
_X_ Name of Registered Agent (if applicable)
Copy of the most current Deed for the site
NOTE For the Express Permitting Option, inquire at the local
ReglonalOffice for availability
NARRATIVE AND CONSTRUCTION SEQUENCE
Narrative describing the nature and purpose of the
construction activity
Construction sequence related to erosion and sediment
control(includmg installation of critical measures prior to
the initiation of the land -disturbing activity & removal of
measures after areas they serve are permanently stabilized)
Bid specifications related only to erosion control

v, - K M&CREED
TO Rhonda Hall, Express Permitting
NCDENR — DWQ - W1RO
127 Cardinal Drive
Wilmington, NC 28405
ATTENTION Rhonda Hall
WE ARE SENDING ® Originals ® Prints
❑ Specifications ❑ Calculations
LETTER OF TRANSMITTAL
DATE February 27, 2007
PROJECT NO 4685-0003
TASK NO 40
RE Stevens Park
Municipal Park
Stormwater Application
TRANSMITTAI NO
PAGE 1 OF 1
❑ Shop Drawings ❑ Samples
❑ Other -
Quantity Drawing No Rev Description Status
2 C I Full size plan set G
2 SWU-101 Form (original + copy) G
2 4 SWU-102 Form (original + copy) G
2 Stormwater Design Narrative & Calculations G
2 Deed i C
2 1 1 1 Wetland Map signed by USACE I C
I2 I 1I Notarized Agent Authorization Letter I C
Issue Status Code A Preliminary B Fabrication Only C For Information D Bid
E Construction F For Review & Comments G For Approval H See Remarks
Action Status Code 1 No Exceptions Taken 2 Make Corrections Noted 3 Other
4 Amend & Resubmit 5 Rejected -See Remarks
REMARKS A check for $4000 00 (Check No 128061) was subrr
fee along with the EC application and EC fee
on January 30, 2007 for the express
241 NORTH FRONT SIRFEF WILMINGTON NC 28401 [phone] FAX (910) til 8282
oc Eric Lappala w/ enclosure McKIM & CREED, PA
File w/ enclosure
Signed /jMe t c
Ramon Marconi for Richard Colher, PE
5 \4689\0001\10 Comm\022707 NCDENR SW Submit Trsm Doc

RET
TOTAL REV
REC#— --CY, WT q
Exctae lax $4x�z-w
Prepared by
Mad After Recording to
Brun5tncK County —Register of C\eeds
Robert J Robinson
Inst #285859 Hook 222013age 1117
08/24/2005 09.13.20am RecO q yyei 7r-I
ei1JA
--
_
Parcel Idcnnfier No' —WITHOUT OPINIONON rITLE
Tames R Prevatte Jr (md)
PREVAITE, PREVAI T E AND CAMPHELT_ PLLC 08/24/2005
P O Box 10969, Southport NC 28461 411,362 00 51
Brief Descnpucn for the Index 9 q0 Ar-1Q gn _ „ eprw G
0pp0L1HA i, ,�. Raal Esiarx
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this ol-34 day of 4000,S,r, 2005 by and between
GRANTOR GRANTEE
JAMES M HARPER, III and Wife, CAPE FEAR TRADING
EDNA VIRGINIA CANADY HARPER, GROUP IV, LLC
EDWARD T HARPER, Separated, 120 East Moore Street
KATHERINE HUFHAM HARPER, Separated, Southport, North Carol ma 28461
And JAIIAILA MORRIS HARPER, Divorced
The designation Grantor and Grdntee as used herein shall include said p,"es, their heirs, successors,
and assigns, and shall include singular, plural, masculine, feminine or neuter as required by context
W ITNESSETII
THAT said GRANTORS, for a valuable consideration paid by the GRANTEE, the receipt of
which is hereby acknowledged, have and by these presents do grant, bargain, sell and convey unto
the Grantee in fee simple, all that certain lot or parcel of land situated in ARUNS W ILK COUNT Y,
NORTH CAROLINA, and more particularly described as follows
1

If
erU L>r 35y' p
— 5 id-05 _ Jrr-rr cLc r'.rG'• in
Iust # 285859 Book 2220Page• 1118
SEE EXHIBIT "A" Al (ACHED HERETO AND
INCORPORAI ED HEREIN BY REFERENCE
TO HAVE AND TO HOLD the above described tract or parcel of land, together with all
privileges and appurtenances thereunto belonging, unto lire said Grantee, its successors and assigns,
to the only use and behoof of Grantee and its said successors and assigns, FOREVER
AND said Grantors covenant to and with said Grantee that they are seized of the property at
fee simple, and have the right to convey the same in fee simple, that the title is marketable and free
and clear of all encumbrances except deeds of tmst of record which are conveyed herewith, and that
they do hereby and will forever warrant and defend title to the same against the lawful claims of all
persons whomsoever EXCEPT for the exceptions hereinafter stated
1 Zoning ordinances of the City of Southport and/or Brunswick County,
2 Utility easements and easements of record,
3 Lien of ad valorem taxes for 2005 (taxes shall he pro -rated an a
calendar year basis as of the date of closing,
4 Terms of the Lease Agreement with the City of Southport for
"Stevens Park"; and
5 Streets and roads of the "Cul[agc Tract" as appears of record
IN PES"I IMONY WHEREOF, said Grantors have hereunto set their hands and seats, the day
and year first above written
J
(— r L — (SF.AI )
JAJMAS M 11 ARPE.R,,j!! , Gran tar
C�-u_ 4 SLAL)
LDNA VIRC !A CANADY ARPE , Grantor
011

Inst k 285859 Book 22202age: 1119
�-77�- -- —(SEAL)
EDWARD T. HARPER, raptor
KATHG NE 1 UFHAibI HARPER, itor
L/ JAHAILA MORRIS HARPER, Giantor
STATE OF NORTH CAROLINA
COUNTY OF BR jU`�N�SWICK
I _ / �t Rp.l( `e- Notary Public for said County
and State, do hereby certi that JAMES M HARPER, III and wife, EDNA VIRGINIA
CANADY HARPER, personally appeared before me this day and acknowledged the due execution
of the foregoing instrument
Witness my hand and notarial stamp or seal, this the a13d day of 2005
(Notary S(amp/Seal)
My commission eapues
-' QI/n4/a�
3
1
Notary Pi he