SW8060238_HISTORICAL FILE_20060921

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW80V�23�'
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
`LUOuol)2-1
YYYYMMDD
i

A7-F'
67
vv� y
September 21, 2006
Mr. Dennis Sullivan, Member/Manager
Maco Road Partners, LLC
7101 Creedmore Road, Suite 122
Raleigh, NC 27613
Subject: Stormwater Permit No. SW8 060238
Grayson Park - Phases 1 A & 1 B
High Density Subdivision Project
Brunswick County
Dear Mr. Sullivan
Michael F. Easley, Governor
William G. Russ Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
�I3
The Wilmington Regional Office received a complete Storm ter Management Permit
Application for Grayson Park - Phases 1A & 1 B on August. , 2006. Staff review of the plans
and specifications has determined that the project, as pr osed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2 .1000. We are forwarding Permit No.
SW8 060238, dated September 21, 2006, for the co 'ruction of the subject project.
This permit shall be effective from the date of iss nce until September 21, 2016, and shall be
subject to the conditions and limitations as spe ' ied therein. Please pay special attention to
the Operation and Maintenance requirements n this permit. Failure to establish an adequate.
system for operation and maintenance of th stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitation contained in this permit are unacceptable, you have
the right to request an adjudicatory h anng 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 thEyNorth Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Dr wer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be fi al and binding.
If you have any questions, o need additional information concerning this matter, please
contact Paul Bartlett, or m9fat [phone].
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:\WQS\STORMWAT\PERMIT\060238.sept06
cc: Richard Christensen, Cape Fear Engineering, Inc.
Delaney Aycock, Brunswick County Inspections
Jeff Phillips, Brunswick County Engineering
Paul T. Bartlett, P.E.
Wilmington Regional Office
Central Files
N�oy�`t,Carolina
�Vatura!/y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone]
Wilmington Regional Office Internet: www newatcmuality t g Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycledl10% Post Consumer Paper
Customer Service
1-877-623-6748

State Stormwater Management Systems
Permit No. SW8 060238
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Dennis Sullivan and Maco Road Partners, LLC
Grayson Park - Phases 1A & 1B
Brunswick County
FOR THE
construction, operation and maintenance of four wet detention ponds and two amenity
ponds 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 September 21, 2016 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 1.5 on page 3 of this permit. The subdivision is
permitted for the following built -upon area: (a) Lots 1 through 57, each allowed
3,500 square feet; (b) Lots 58 through 95, each allowed 3,000 square feet; and
(c) 94 multi -family units with a building footprint of 2,160 square feet each.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 060238
5. The following design elements have been permitted for the wet detention pond
stormwater facilities, and must be provided in the systems at all times.
Design Criteria
Pond #1
Pond #4
Pond #5
Pond #6
a. Drainage Area, acres:
Onsite, h2
Offsite, h2
40.11
1.747,192
None
19.07
830,689
None
23.1
1,003,622
None
9.4
409,464
None
b. Total Impervious Surfaces, ft2
(1)Buildings
(2) Roads/Parking
(3) Other
(4) Offsite
456,462
306,180
101,495
31,363
17,424
221,407
172,620
43.124
5,663
None
334.311
79,920
79,715
174,676
None
152,842
71,820
57,935
23,087
None
c. Design Storm, inches
1
1
1
1
d. Pond Depth, feet
7.5
6.0
6.0
7.0
e. TSS removal efficiency
90
90
90
90
I. Permanent Pool Elev., FMSL
50.0
57.0
62.0
53.0
g. Perm. Pool Surface Area, ft'
49,482
10,972
15,150
9,028
h. Permitted Storage Volume, ft'
46,338
15,991
32,579
14,014
i. Temporary Storage Elev., `MSL
50.9
58.2
63.8
54.4
I. Controlling Orifice, "0 pipe
3
2
2
1.5
k. Permitted Forebay Volume, ft'
9,429
4.974
8,615
3,771
I. Receiving Stream/River Basin
Bishop Branch / Cape Fear
m. Stream Index Number
18-81-7-1
n. Classification of Water Body
C; Sw
o. Max. horsepower for a fountain
1 3/4 1 118 1 116 1/8
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, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval 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 project area. The project
area is defined as all property owned by the permittee, for which Sedimentation
and Erosion Control Plan approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 060238
6. 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.
7. 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.
8. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, 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.
10. 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.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. 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 060238, 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 3,500 square feet (Lots 1 through 57), and
3,000 square feet (Lots 58 through 95). 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 from built upon area 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 drain 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.
Built -upon area in excess of the permitted amount will require a permit
modification.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 060238
13. 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.
14. Decorative spray fountains will be allowed in the wet detention pond stormwater
treatment systems, 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 a fountain in the wet detention ponds is
listed on page 3 of this permit in Section 1.5.
15. 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.
16. 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 revegetation 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.
17. 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.
18. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
19. 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 5 of 8

State Stormwater Management Systems
Permit No. SW8 060238
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.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
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 21 st day of September 2006.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 060238
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 060238
Grayson Park - Phases 1A & 1 B
Stormwater Permit No. SW8 060238
Brunswick County
Designer's Certification
Page 1 of 2
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 060238
Certification Requirements: Page 2 of 2
cc:
_1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the.outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
NCDENR-DWQ Regional Office
Delaney Aycock, Brunswick County Building Inspections
Jeff Phillips, Brunswick County Engineering

-OFFICE USE ONLY
4 /�-9 /a6 # /0 7 7 (1 /, CM, JTJ
y 717104 State of North Carolina
&,,l 61.2#4 Department of Environment and Natural Resources
4Z,�_t S/�s/�j n Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION:
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
Mace, Road Partners LLC.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Dennis Sullivan, Member/Manager
3. Mailing Address for person listed in item 2
7101 Creedmoor Road .
7/vG
City: Raleigh State: NC
Telephone Number: (910 ) 362-1809
Zip:
27613
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Park — Phases 1 A & 1 B
5. Location of Project (street address):
Approximately 1.3 miles northwest of the intersection of Maco Road and NC Highway 17
City: Leland
6. Directions to project (from nearest major intersection):
County: Brunswick
Approximately 1.3 miles northwest of the intersection of Maco Road and NC Highway 17
7. Latitude: 34°12.37' N
Longitude: 78°05.27' W of project
8. Contact person who can answer questions about the project:
Name: Lam Gilman
H. PERMIT INFORMATION:
I . Specify whether project is (check one):
Telephone Number:
X New
Renewal
10)383-1044
Modification
Form: SWU-101 Version 3.99
Page I of4
4 /�-9 /a6 # /0 7 7 (1 /, CM, JTJ
y 717104 State of North Carolina
&,,l 61.2#4 Department of Environment and Natural Resources
4Z,�_t S/�s/�j n Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION:
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
Mace, Road Partners LLC.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Dennis Sullivan, Member/Manager
3. Mailing Address for person listed in item 2
7101 Creedmoor Road .
7/vG
City: Raleigh State: NC
Telephone Number: (910 ) 362-1809
Zip:
27613
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Park — Phases 1 A & 1 B
5. Location of Project (street address):
Approximately 1.3 miles northwest of the intersection of Maco Road and NC Highway 17
City: Leland
6. Directions to project (from nearest major intersection):
County: Brunswick
Approximately 1.3 miles northwest of the intersection of Maco Road and NC Highway 17
7. Latitude: 34°12.37' N
Longitude: 78°05.27' W of project
8. Contact person who can answer questions about the project:
Name: Lam Gilman
H. PERMIT INFORMATION:
I . Specify whether project is (check one):
Telephone Number:
X New
Renewal
10)383-1044
Modification
Form: SWU-101 Version 3.99
Page I of4

94/00 -mil /Pv/�,i-zz,
5-b'08 OGG'- 3 9
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number And its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/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
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated with wet detention basins.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area:
ME
acres 4. Project Built Upon Area: 27.76 %
5. How many drainage basins does the project have?
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
Total Drainage Area
Drainage Area 2
Receiving Stream Name
Bishops Branch
Receiving Stream Class
C, Sw
Drainage Area
91.62 ac. (3,990,967 sf)
Existing Impervious* Area
0.40 ac. 17,424 s
Proposed Impervious* Area
25.44 ac. (1,108,021 s
% Impervious* Area (total)
27.76
Impervious* Surface Area
Drainage Area I
Drainage Area 2
On -site Buildings
13.17 ac.(573,540 sf)
On -site Streets
6.48 ac. (282,269 sf)
On -site Parking
-0-
On-site Sidewalks
1.78 ac. (77,537 s
Other on -site
3.61 ac. (157,252 so
Off site
0.40 ac. (17,424 s
Total: 25.44 ac. (1,108,021 s
Total:
* Impervious area is defined as the built upon area inclnding, but not limited to, buildings, roads, parking areas,
sidewalks, grovel areas, etc.
Fonn: SWU-101 Version3.99 Page
1,2of4

61--2/96 6ed /`evl - 26 _ , cS`0f'OtooZ38
III.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
.
-_ a PO4P*Ts3(/Lal6wtT`/
3asln formationiD�ainae"tlreaWit?)
,- ea
Receivin Stream Name
Receivin Stream Class
G' SW
SW
Drainage Area
Z A` SIS G t k g
33.2Zhe_ 1 447 o63
ExistingImpervious * Area
O.13a0 (S 663
O•s\OAe- 0 424 s
Proposed Impervious* Area (as,ing & Proposed)
Z• 64 Ae_ (115j 121
6 .ga ^(. '373 676Aw
% Impervious* Area (total)
21.9
?�. B3
F--.vcw .zrsr»x,�,t up- J ✓ c. :.:-
Im ervlousSurlaceiArzeav=�
_ ibrama"
Mai
..Ihama epArea-
On -site Buildin s or Lot BUA
1.9(OAG 05 500s
5.09AG C256 Woos
On -site Streets
O.d r u 90 6 i
g7p a 9S $13
On -site Parkin
- o-
- o -
On -site Sidewalks/Concrete
O.Q/ ( O at
0.32,ae l3 °1�1
Other on -site
-0-
Off -site
0.13Ae. ( -5 663
0.40AC 17 42 S )
Total: 2.44At 115 m%
Total: 6. AL (3T5 676
, r.�P• , 1W Yw110 d 1 / 11=G ,�6n�. rrtn.1 \ 9�.,e�3A / .-.r•.w .���.... _ ..
vi-.•x es-.rv=c+if '.sJibHi'%^' ..1': - P
"M-10jnMR06on ,
L _
Receivin Stream Name k
-�'-_ +11 r.�
p� ;; iljrain e€Area 3
. �• •', A••, wv..wY
Dram' eY ea
13\5�410
#3lSk4o
Receivin Stream Class04,04
G W
G' W
Drainage Area0.11
7 192 s
o7. e S o 69q 5 i
ExistingImpervious * Area
O, q,L 7
—.p—.
Pro osed Im ervious* Area (Existing&Proposed)
p• 49 o 4425
3. 4 l
% Impervious* Area (total
146. 175
s-7-7
w a�Fr Mu l - - -
Im ervaous*�Sn_rfacepArea ., _ _
On -site Buildings or Lot BUA
-z-.- - r n _.
��..Fa_ina e�- ear "�,y�'
7.o'a pA Sob t50
Tt='�m`x"age
`a�ea x
Z• AC I156Z0 5
On -site Streets
2.33AG Clol 'l95S
c 3 1 S
On -site Parking
On -site Sidewalks/Concrete
0. j2Ac 3l 36 3
0.13q 5 6 b
Other on -site
Off -site
o.4oA( \7 424
- o -
Total: 10.40,Az 456,416
Tota1:3.'T7Ac )64 4a'iS
iw �1ti VS /IIL^f•:,'K•�rC.rT�.r\ f2.�.-..�/ /...r ��..�. •.�._. .\
a_lna elE�i'Ca -'
9 in a
lea ,S
Receivin Stream Name
��tj�p 01 1
Receivin Stream Class
G SvJ
G W
Draina eArea
3.p At l 003 bLZS
IJ•40AG( 9 g
Existin Im ervious * Area
Pro osed Im ervious* Area testing& Proposed)
7. 61A4 C 334 310 5 )
3.S1aL C 152 '�425
% Impervious* Area (total)
33.29
37.3
�Im emopsSnrface Area 4 :
}ainAreamina
On -site Buildings or Lot BUA
1.�3AL 7q 205
/ 65AC 7 Sz4 S
On -site Streets
On -site Parking
_ o -
-o—
On-site Sidewalks/Concrete
Other on -site
O. 40,4� 17 Z4
3.6 157 Zsa
0.53Ae ?h O 5
-o ^
Off -site
^o
Total: 7, (, Ac 3 los
Total: 3.5)4t wz'b425
p"
J �y, ID6
/Y 2 6 W 4

.., . - i - '. - � : ." .'; . P...,

Sw'y D&oz30
7. How was the offsite impervious area listed above derived? Brunswick County GIS aerial photograph.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stornnvater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or d let d without the connt the State. I (
2. No more than 3.500 3e)00 square feet ofany lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface ofswimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Bui/1-upon area in excess area of the permitted amount requires a state stornnvater management permit modification prior to
construction.
5. All permitted runofffrom outparcels or fimme development shall be directed into the permitted stormwater control
system. These connections to the stornnvater control system shall be performed in a manner that maintains the
integrity and performance of the system cis permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land , that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form: SWU-101 Version 3.99 Page 3 of

3�z1 -,�����•� 4 sib oho�3S
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
o Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment /management
• Two copies of plans and specifications, including:
-Development/Project name
-Engineer and firm
-Legend
-North Arrow
-Scale
-Revision number & date
-Mean high water line
-Dimensioned property / project boundary
-Location map with named streets or NCSR numbers
-Original contours, proposed contours, spot elevations, finished floor elevations
-Details of roads, drainage features, collection systems, and stormwater control measures
-Wetlands delineated, or a note on plans that none exist
-Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
-Drainage areas delineated
-Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide information on you
behalf, please complete this section:
Designated agent (individual or firm): Cape Fear Engineering, Inc.
Mailing Address: 151 Poole Road, Suite 100
City:
Phone:
Belville
State:
10)383-1044 Fax: [phone]
Vlll. APPLICANT'S CERTIFICATION
Zip: 28451
1, (print or type name ofperson listed in General Information, item 2) Dennis Sullivan
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000.
Signature:
Date: 8
Form: S W U-101 Version 3.99 Page 4 of 4

WET DETENTION POND ANALYSIS
FILE NAME:
PROJECT#: SWB
060238
PROJECT NAME:
Grayson Park
Pond 1
Pond 4
Pond 5_
Receiving Stream:
_
f -
Bishop Branch
Classification:
C; Sw
Index Number:
_
18-81-7-1_
_
Onsite DA, sf=
1747192.00
830689.00
1003622.00
Offsite DA, sf =
Total Drainage Area:
1747192.00
830689.00
1003622.00
Built -Upon Area
Buildings/Lots, sf=
306180.00
Streets/Parking, sf=
101495.00
Sidewalk/Concrete, sf=
31363.00
Other, sf=
Offsite, sf=
17424.00
Total Built -upon Area:
1 456462.00
Surface Area
% impervious
26.13%
Design Depth, ft:
7.50
TSS (85% or 90%):
90
SA/DA ratio
0.72%
Req. Min. Surface Area
12624
Volume Calculations
Design Storm, inches:
1
Rational Cc=
0.40
Rational Volume, cf:
58458
Rv =
0.285
Min. Req. Volume=
41515
Bottom Elevation=
42.50
Permanent Pool Elev=
50.00
Perm Pool Area=
49482.00
Design Pool Elevation=
50.90
Design Pool Area=
53090.10
Total Volume Prov. =
46157.44
Forebay Volume
Permanent Pool Vol.=
203309.00
Req. Forebay Volume=
40661.8
Prov. Forebay Volume=
8777.00
Percent= (22>%>18)"
4%
" Ponds are oversized,
forebay is
Pond 1
Drawdown Orifice/Weir
Avg. Head,ft =
Average Flow 02, cfs
Average Flow Q5, cfs
Q2 Area, sq. in. _
Q5 Area, sq. in. _
No. of Orifices
Orifice Diameter, in.=
Orifice Area, sq. in. _
Weir Height, inches=
Weir Length, inches=
Weir C =
Weir L', eff. length=
Avg. Flowrate, Q, cfs =
Drawdown, days =
172620.00
43124.00
5663.00
79920.00
79715.00
17424.00
157252.00
S:\WQS\POND\060238.x1s
REVIEWER: R. Gordon/P.Bartlett
Original Run Date:
Last Modified: 21-Sep-06
Pond 6
409464.00
409464.00 0.00 0.00
71820.00
57935.00
23087.00
26.65%
33.31%
37.33%
#DIV/01
#DIV/01
6.00
6
7.00
90
90
90
1.47%
1.77%
1.32%
#DIV/0!
#DIV/0!
12179
17719
5404
#DIV/01
#DIV/01
1
1
1
0.41
0.46
0.49
#DIV/0!
#DIV/0!
28114
38214
16557
#DIV/01
#DIV/01
0.290
0.350
0.386
#DIV/01
#DIV/0!
20067
29255
13169
#DIV/01
#DIV/01
51.00
56.00
46.00
57.00
62.00
53.00
10972.00
15150.00
9028.00
58.20
63.80
54.40
15462.50
18882.00
10788.20
15860.70
30628.80
13871.34
0.00
0.00
31765.00 40269.00
6353 8053.8
4433 8615
14% 21%
,of pp at the point where
Pond 2 Pond 3
25597.00
5119.4 0 0
3771.00
15% #DIV/01 #DIV/0!
req't is met
Pond 4 Pond 5 Pond 6
0.39
0.56
0.86
0.67
0.240
0.116
0.169
0.076
0.096
0.046
0.068
0.030
11.54
4.65
5.47
2.79
4.62
1.86
2.19
1.11
1
1
1
1
3
2
2
1.5
7.069
3.142
3.142
1.767
24.723
18.503
22.717
23.538
-0.077
-0.112
-0.172
-0.134
0.00
0.00
#DIV/0!
#DIV/0!
#DIV70!
#DIV/01
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
0.000
0.000
#DIV/01. #DIV/01
0.000 0.000
0.000 0.000
x

.on�����
CAPE FEAR
Engineering, Inc.
151 Poole Hoed, Suite 100
Belville, NC 28451
TEL (910) 383-IN4
FAX [phone]
www.capefearengineering.com
To NCDENR —Water Quality
Attn: Paul Bartlett
Transmittal
Date: 8/25/06
File: 820-01
Subject: Grayson Park -Phases I & 1 B
Express Permitting
Brunswick County
Permit No. SW8 051240
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ® Sent via Courier
Quantity
Drawing No.
Description
2
Revised Stormwater Control Plan Sheet SW-3
2
Revised Stormwater Application -Sheet 3
1
Response Letter
REMARKS If you have any questions or comments, please feel free to contact this office.
AUG 2 5 2006
Transmittal-NCDENR-8-25-06.doc

d�FCAPE FEAR
Engineering, Inc.
August 25, 2006
Paul Bartlett
NCDENR
Express Permitting Section
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Grayson Park — Phases lA & 1 B
Stormwater Project No. SW8 060238
Dear Mr. Bartlett:
Please find the enclosed response to your request for additional information for the above
referenced project.
f
1 Per the comment letter received from your office, dated March 7, 2006, line
item #7 requested the draft proposed restrictive covenants for the project; they
were and are unavailable so we submitted the pr osed stormwater language
for high -density subdivisions as provid our office. As of now lots 1-57
are to have a BUA no greater than ,500 9qu e
� feet. Lots 58-95 are to have a
BUA no greater than 3,000 square 50C square feet was simply used to
ensure stormwater ponds of conservative size.
2. Pond #6 does not require baffles. The pond satisfies the 3:1 lengt�l -to-width
ratio requirement. Pond #6 has a required surface area of 5,364 square feet,
O Id • which -would require a pond with dimensions of 43' x 129'. Pond #6 provides
7,858 square feet of surface area and has dimensions of roughly 6
Znn
d #6 is oversized on both accounts, therefore baffles were decme
ecessary. 7u A)92tem K cut-off trench with label has been added to the Pond #4 plan view %Pig
on sheet SW-').
AUG 2 5 Z006
151 Poole Road, 5uite 100 • Belville, NG 2,5451 • TEL: [phone] • FAX: [phone]
www.capefearengineering.com

I trust this information to be sufficient for your review and approval. If you have any
questions or require additional information, please contact this office. Thanks for your
timely review.
Sincerely,
Richard Christensen
cc: File

* * * COMMUNICATION RESULT REPORT ( AUG.17.2006 2:24PM ) * * *
P. 1
FILE MODE
---------------
589 MEMORY TX
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
9-3831045
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
WIRO
PAGE
P. 3/3
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross, Jr., Secretary
FAX COVER SHEET
Date:
8/17/06
To:
Richard Christensen
Company:
Cape Fear Eng.
FAX #: [phone]
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 060238
Project Name: Grayson Park - Phases 1A & 1 B
MESSAGE:
Richard,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Sullivan, and a copy will be mailed to you.
X /7

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
Date: 8/17/06
To: Richard Christensen
Company: Cape Fear Eng.
FAX #: . [phone]
William G. Ross, Jr., Secretary
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 060238
Project Name: Grayson Park - Phases 1A & 1 B
MESSAGE:
Richard,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Sullivan, and a copy will be mailed to you.
ENB\ptb: S:\WQS\STORMWATER\ADDINFO\2006\060238.aug06
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

. \O OF W A rF9oG
� T
August 17, 2006
Mr. Dennis Sulivan, Member/Manager
Maco Road Partners, LLC
7101 Creedmore Road, Suite 122
Raleigh, NC 27613
Subject: Request for Additional Information
Stormwater Project No. SW8 060238
Grayson Park - Phases 1A & 1 B
Brunswick County
Dear Mr. Sullivan:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Grayson Park - Phases 1A & 1 B on July 7, 2006, and a revised application on August 2, 2006.
A preliminary review of that information has determined that the application is not complete.
The following information is needed to continue the st rmwater re lew:
Co-IT"f- 5- fg3-9�S - 3 O-OV
1. / Please clarify the BUA per i eed Restrictions for the single family residences.
The notarized DRs list ,5 ft and Section IV.2 of the application lists 4,500 sq ft of
l� per lot. Neither o ppears to agree with Section 111.6 of the application for
j e�e Impervious area entries for the drainage areas. Please provide a separate table If
f BUA varies by lot number, and modify the notarized DRs, in any case, if required.
^lob PI e� i�Ilust�r to e, afflee fv Pond #rn heet #SW-1/and SW-3.� K
3. Please add the System K cutoff trench wi label to the Pond #4 plan view on Sheet
#SW-3. Pn3l _
Please note that this request for additional information is in response to a partial, preliminary
review. The requested information should be received by this Office prior to August 25, 2006,
or the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
N"o�` ,Carolina
�vatura!!jf
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterqualitv.ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

o Mr. Dennis Sullivan
" August 17, 2006
Stormwater Permit # SW8 060238
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sin rely,
` e,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/PTB: S:\WQS\STORMWATERWDDINFO\2006\060238.aug06
cc: Richard Christensen, Cape Fear Engineering, Inc.
Paul T. Bartlett

f
CAPE
7zg A CR
15t Poole Road. Suite too
Bekd?l , NC 28451
TEL [phone]
045
w O
ww.cw.capepefearengineering. com
Transmittal
To: NCDENR — Water Quality
Attn: Paul Bartlett
Date: 8/1 /06
File: 820-01
Subject: Grayson Park -Phases 1A & 1 B
Express Permitting
Brunswick County
Permit No. SW
051240
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
r_I Sent via Mail ® Sent via Courier
Quantity
Drawing No.
I Description
2
Revised Stormwater Control Plan
2
Design Narrative with Calculations
2
Original and One Copy of Stormwater Application
2
Original and One Copy of Wet Detention Basin Supplement for Pond #4
1
Response Letter
1
Offsite Aerial Photo Sheet C-1 (Offsite Impervious)
REMARKS If
tio1,o nnv ni iaRtions or comments, please feel free to contact this office.
Transmittal-NCDENR-8-1-06.doc

Stormwater Design Narrative
For
Express Permitting
Subject:
Grayson Park
-Phase 1A and 1B
Brunswick County, North Carolina
Prepared for7' "
Cu)°
Maco Road Partners, LLC.
7101 Creedmoor Road
Raleigh, North Carolina 27613
[phone]
Date: April 2006
Revised: July 2006 OotkCARO�yb��j
4ES$/O
Q° 7 &O
Prepared by _ Q CFAL
Cape Fear Engineering, Inc.
151 Poole Road, Suite 100
Belville, NC 28451
[phone]

DESIGN NARRATIVE
General:
Grayson Park is a proposed high density development located off Maco Road within Brunswick
County, North Carolina. The current proposal is for phases IA and 1B consisting of
approximately 80 acres.
The intent of this project is to develop streets, drainage improvements, residential�-multi-
mulnd
amenities. This phase of the development will support 95 single family home sites andfamily
units. The impervious coverage has been kept to a minimum to promote in filtration as
much as possible. A master association is to be formed for Grayson Park and this association will
maintain ownership and maintenance responsibilities for the amenity and stormwater ponds to be
permitted.
Existing Site:
Site topography in the area is relatively flat with slopes typically less than (4) percent. The
entire project follows the natural drainage pattern of northwest to southwest into surrounding
wetlands. Vegetation consists primarily of grasses, minor ground cover and row pines.
Subsurface soils on the site are primarily Wando Sands with some silty sands and organics. The
soils are extremely well drained with high infiltration rates.
Proposed Improvements:
Improvements proposed include drainage devices, streets, and utilities. Drainage for the most
part will sheet flow from the lots into the streets which will have curb and gutter to direct
drainage to low points in the roads. Drainage from the low points will drain into stormwater
ponds that drain to surrounding wetlands.
The use of these stormwater ponds will also allow the project to conform to the new County
stormwater regulations of pre -development and post -development runoff rates.

WET DETENTION BASIN DATA SHEET
GRAYSON PARK - PHASE I
U))P POND # I
DRAINAGE AREA (Ad)
IMPERVIOUS AREA (Al):
BUILDINGS:
ROADS:
SIDEWALKS:
Off -SITE
CONTINGENCY:
TOTAL:
PERCENT IMPERVIOUS (1):
I = Ad/AI = 2G. 1 3%
40.1 1 ACRES
7.03 ACRES
2.33 ACRES
0.72 ACRES
0.40 ACRES
0.00 ACRES
10.45 ACRES
(SAY 26%)
(57 5F LOT5@45005F/LOT S 23 W @ 2 1 60 5F/UNIT)
(SIDEWALKS � MF DRIVEWAYS)
l-7,//7!,
POND# I SHALL BE 7.5' DEEP AND DESIGNED TO REMOVE 90% T55.
SA/DA= 0.7200%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SAQEO =
0.288792 AC. _ .
12580 SF
`iURFACF
ARL.A PROVIDED AT PFtP:ANCI!1
P(/OL iI-I..�C)
49•", I .7 Sr
SA PROV'D=
49481 .GG >
12550 =5A REQ'D
OK
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05+0.009'(I)
Rv= 0.28517
VOLUME= I "'Rv'Ad = 0.953 18 AC -FT
= 41520.G FT^3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
TOTAL
EL
5A F
VOL. (CF)
VOL. (CF)
Pl e�0
4t04�82
0
0
151
Sv349 Y
5 1 48G.2
5 1 48G.2
52
5755G
55523.4
107010
53
G I G78
59G 17.2
I GGG27 POND# I DATA SHEET
PAGE I OF 3
AP RI L. 2000

SET TEMP. POOL ELEVATION:
REQ'D EL.= 50.80G44 4--5AY 50.9
VOL. PROV'D = 4G338 CF
:...........................................................................................................................
VOL. PROV'D= 4G337.54 > 41520.G =VOL. REM) OK
............................................................................................................................
FOREBAY 51ZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
A F
VOL. (CF)
VOL. (CF)
42.5
13344
0
0
43
14997
7085
7085
44
15375
IGGBG
23771
45
21847
20111
43863
4G
25414
23G30
G7513
47
29058
2723G
94749
48
327G3
30911
125000
49
3G527
34G45
IG0305
50
49482
43004
7.0330�
REQ'D VOLUME = 20% TOTAL =
8777 CF
CHECK FOKEBAY VOLUME:
(5A REQT MET!)
INCREM. TOTAL
El
A F
VOL. (CF) VOL (CP)
4G
1418
0 0
47
2533
197G 197G
48
3711
3122 5098
49
4951
4331 9429
FROV'D VOLUME =
...........................................................................................................................
9429
CF 3' DEEP FOREBAY)
VOL. PROV'D=
9429
= 8777 =VOL. REQ'D OK
POND# 1 DATA 5HEET.
PAGE 2 Of 3
APP I L. 2000

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0.240261 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.09G 1 12 C1`5 (FOR 5 DAY DRAWDOWN)
SELECT A 3"" CIRCULAR ORIFICE; EL. 50.0' (PERM. POOL EL.)
Q PROV'D= Cd"A'(26jh)^ 1/2 WHERE: Cd= 0.6
A= 0.04909 5F
g= 32.2 FP5/5
h= AVE. HEAD =(Off - (0.5)(371 2))/2
0.3375
Q PROV'D= 0. 137309
r.................................................................
Q2> 0.137309 >Q5 OK
.................................................................... r
DRAWDOWN TIME:
TIME = VOLUME = 3.49987 DAYS
Q PROV'D
POND# 1 DATA 5HEET
PAGE 3 OF 3
APKIL. 2000

DRAINAGE AREA (Ad) _
IMPERVIOUS AREA (Ai):
WET DETENTION BASIN DATA SHEET
GRAY50N PARK - PHASE I p
POND #2 4-7v-pw'�
BUILDINGS:
ROADS:
SIDEWALKS:
OFF -SITE
CONTINGENCY:
TOTAL:
PERCENT IMPERVIOUS (1):
I = Ad/Ai = 25.83%
33.22 ACRES
5.89 ACRES (57 51' LOTS X 4500 SF/LOT)
1.97 ACRES
0.32 ACRE5
0.40 ACRE5 (EXISTING STRUCTURES)
0.00 ACRES
8.58 ACRES
(SAY 26%)
POND#2 SHALL BE 7.5' DEEP AND DESIGNED TO REMOVE 90% T55.
5A/DA= 0.7200%
REQUIRED SURFACE AREA AT PERMANENT POOL:
5APEQ = 0.239154 AC. = 104 19 SF
5URFACL' AREA PROVIDED AT PERi\AAI\4f JT rOCd (E1..54)= 40210. 1 '�F
........................ ................. ............................................................ I ....... I ..............
5A PROV'D= 402 10.1 > 104 19 =5A REQ'D OK
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009"(1)
Rv= 0.28247
VOLUME= I "'Rv"Ad = 0.781 97 AC -FT
= 340G2.7 FT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
TOTAL
EL
5A F
VOL. (CF)
VOL (CF)
54
40210
0
0
55
44259
42234.5
42234.5
5G
483G4
4G311.5
8854G
57
5252G
50445
1 38991 POND#2 DATA 5HEeT
PAGE I OF 3
APRIL, 2000

5ET TEMP. POOL ELEVATION:
REQ'D EL.= 54.8065 1 ---5AY 54.9
VOL. PROV'D = 3801 1 CF
............................................................................................................................
VOL. PROV'D= 3801 1.02 > 340G2.7 =VOL. REQ'D OK
FOREBAY 51ZING:
PERMANENT POOL VOLUME:
INCREM. TOTAL
El.
(5F)
VOL (CF)
VOL. (CF)
46.5
12108
0
0
47
13615
G431
G431
48
17161
15388
21819
49
20829
18995
40814 (5A REQT MET!)
50
24583
22706
63520
51
28403
26493
90013
52
32282
30343
120356
53
36216
34250
154606
- ;4
40210
38214
REQ'D VOLUME = 20% TOTAL
=
8 1 63
CF
CHECK FOKEEAY VOLUME:
INCREM. TOTAL
EL
5A F
VOL. (CF) VOL. (CF)
52
192
0 0
53
419
305 305
54
719
569 674
55
1082
900 1774
56
1 508
295 30G9 (5A REQT MET!)
PROV'D VOLUME =
............................................................................................................................
3069
CF 5' DEEP FOREBAY)
VOL. PROV'D=
3069
-= 81 63 =VOL. REQ'D OK
PONDk2 DATA SHEET
PAGE 2 OF 3
APPIL. 2000

ORIFICE SIZING: KEQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0. 1 971 22 CFS (FOR 2 DAY DKAWDOWN)
Q5= 0.078849 CFS (FOR 5 DAY DRAWDOWN)
SELECT A 3_' CIRCULAR ORIFICE, EL. 48.0' (PERM. POOL EL.)
Q PROV'D= Cd'A'(2gh)^ 1/2 WHERE: Cd= O.G
A= 0.04909 SF
g= 32.2 FPS/5
h= AVE. HEAD =(0.9' - (0.5)(371 2))/2
0.3875
Q PROV'D= 0. 147128
r.................................................................
Q2> 0.147128 >Q5 OK
................................................................... r
DRAWDOWN TIME:
TIME = VOLUME = 2.G7959 DAYS
Q PROV'D
PONDN2 DATA SKEET
PAGE 3 OF 3
APRI L. 200 G

WET DETENTION BA51N DATA SHEET
GPAY50N PARK - PHASE I
POND #3 /9v awj �3
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (Ai):
BUILDINGS:
ROADS:
SIDEWALKS:
OFF -SITE
CONTINGENCY:
12.02 ACRES
1 .9G ACRES (1 9 SF LOTS X 45005F/LOT)
0.48 ACRES
0.07 ACRES
0. 13 ACRES (EXISTING STRUCTURES)
0.00 ACRES
TOTAL: 2.G4 ACRES
PERCENT IMPERVIOUS (1):
I = Ad/Ai = 21 .9G% (5AY229'o)
POND #3 SHALL BE 7.5' DEEP AND DESIGNED TO REMOVE 90% T55.
5A/DA= O.G400%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SA�Eo = 0.07G928 AC. = 3351 SF
51jf'.FACF AREA PROVIDED AT PERMANENT POOL
5A PROV'D= 9G7G > 3351 =5A KEQ'D OK
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Kv=0.05+0.009"(I)
Rv= 0.247G4
VOLUME= I "'Rv'Aci = 0.24805 AC -FT
= 1 0805. 2 FT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM. TOTAL
El.
5A F
VOL (CF)
VOL (CF)
59
9G7G
0
0
GO
I 1 2G7
1047 1.4
10471.4
GI
12937
12102
22573.4
G2
14G81
1 3809
3G382.4 POND#3 DATA SHEET
PAGE I OF 3
APRIL 2000

SET TEMP. POOL ELEVATION:
REQ'D EL. 60.02758 +--5AY 60. 1
VOL. PROV'D = 11682 CIF
............................................................................................................................
VOL. PROV'D= 11681 .55 > 10805.2 =VOL. REQ'D OK
...........................................................................................................................
FOREBAY 51ZING:
PERMANENT POOL VOLUME:
INCREM,
TOTAL
El
A F
VOL. (CF)
VOL (CF)
1 244
0
0
52
1589
708
706
53
2375
1982
2690
54
3289
2832
5522
55
4330
3809
9331
56
5493
4911
14242
57
6773
6133
20375
58
8170
7471
27846
9676
8923
36769
REQ'D VOLUME = 20 %
DOTAL =
2848 CF
CFIECK POREBAY VOLUME:
INCREM.
TOTAL
EL
5A (5P)
VOL (CF)
VOL. (CF)
52
192
0
0
53
419
305
305
54
713
569
874
55
1082
300
1774
56
1506
1295
3069
(5A REQT MET!)
(5A REM MET!)
PROV'D VOLUME = 3069 CF 5' DEEP FOREBAY)
.....................................................................................................................
VOL. PROV'D= 3069 -= 2848 =VOL. REQ'D OBI
PONDH3 DATA 5hEET
PAGE 2 OF 3
APKIL 2000

ORIFICE 51ZING: REQ'D DKAWDOWN TIME = 2-5 DAYS
02= O.OG253 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.025012 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A CIRCULAR ORIFICE, EL. 59.0' (PERM. POOL EL.)
Q PROV'D= Cd'A'(2gh)^ 1/2 WHERE: Cd= O.G
A= 0.0 1227 5P
g= 32.2 FP5/5
h= AVE. HEAD =(I . 1 ' - (0.5)(1
= 0.51675
Q PROV'D= 0,042552
r.................................................................
Q2> 0.042552 >Q5 OK
.....................................................-:.......... r
DRAWDOWN TIME:
TIME = VOLUME = 2.93901 DAY5
Q PROV'D
571 2))/2
PONDk3 DATA SHEET
PAGE 3 OF 3
APPIL 2000

WET DETENTION BASIN DATA SHEET
GRAYSON PARK - PHASE I
POND #4
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (Ai):
BUILDINGS:
ROADS:
SIDEWALKS:
OFF -SITE
CONTINGENCY:
TOTAL:
PERCENT IMPERVIOUS (1):
19.07 ACRES
2.G5 ACRES
0.99 ACRES
0. 13 ACRES
0.00 ACRES
0.00 ACRES
3.77 ACRES
I = Ai/Ad = 1 9.77°7o (5AY20%)
(38 5F LOTS @ 3000 5F/LOT +
I G20 5F OF I MF UNIT)
(INCLUDES I MF UNIT DRIVEWAY)
POND #4 SHALL BE G.O' DEEP AND DESIGNED TO REMOVE 90% TSS.
5A/DA= 1.2000%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SAFztQ,= 0.22854 AC. = 99G8 5F
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.57)= 10972.3 5F
............................................................................................................................
SA PROV'D= 10972.32 > 99G8 =SA REQ'D OK
...........................................................................................................................
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05+0.009'(I)
Rv= 0.22793
VOLUME= I ""Rv"Ad = 0.3G222 AC -FT
= 15776.2 FT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
TOTAL
Ems_
SA (SP)
VOL( F)
VOL (CF)
57
10972
0
0
1 4'� z?,_
12647
12647
SG58
59
I G72 1
1 572 1 .4
285G8.3
GO
1 8804
1 77G2.G
4G330.9 POND#4 DATA 5hEET
PAGE I OF 3
J U LY. 2000

SET TEMP. POOL ELEVATION:
REQ'D EL.= 58. 18G45 +--5AY 58.2
VOL. PROV'D = 15991 CF
.......................................................................................................................... .
VOL. PROV'D= 15991.22 > 15778.2 =VOL. REQ'D OK
...........................................................................................................................:
FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
EL
5A (5F)
VOL (CF)
VOL. (CP)
51
1460
0
0
52
20G4
1772
1772
53
2732
2396
4170
54
3489
3110
7260
55
43G1
3925
1120G
5G
5536
4949
IG155
57
10972
8255
24410
REQ'D VOLUME = 20% TOTAL = 4882 CP
CHECK FOREBAY VOLUME:
(5A REQT MET!)
INCREM. TOTAL
EE_ 5A (5F) VOL. (CF) VOL (CF)
53 43G O 0
54 1096 7G7 7G7
55 20G9 1584 2350
5G 3179 2G24 4974 F (5A REQT MET!)
PROV'D VOLUME = 4974 CP 4' DEEP FOREBAY)
............................................................................................................................
VOL. PROV'D= 4974 4882 =VOL. REQ'D OK
:...........................................................................................................................:
POND#4 DATA SHEET
PAGE 2 OF 3
JULY. 2000

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0.091 309 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.036524 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 2" CIRCULAR ORIFICE, EL. 57.0' (PERM. POOL EL.) 9,
Q PROV'D= CclW(2cgh)^ 1/2 WHERE: Cd= 0.6
A= 0.02182 51' $�
g= 32.2 FPS/5
h= AVE. HEAD =(1 .4' - (0.5)(27 1 2))/2
= 0.65833
Q PROV'D= 0.085232
r.................................................................
Q2> 0.085232 >Q5 OK
....................................................................r
DRAWDOWN TIME:
TIME = VOLUME = 2. 1426 DAYS
Q PPOV'D
PONDH4 DATA SHEET
PAGE 3 OF 3
JULY.2000

WET DETENTION DA51N DATA 5HEET
GRAY50N PARK - PHASE I
POND #5
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (Ai):
BUILDINGS:
ROADS:
SIDEWALKS:
OPF-SITE
CONTINGENCY:
TOTAL
PERCENT IMPERVIOUS (1):
I = AI/Ad = 33.29%
23.04 ACRES
1.63 ACRES
1.83 ACRES
0.40 ACRES
0.00 ACRE5
3.6 I ACRE5
7.67 ACRE5
(5AY 33%)
(37 MF UNITS @ 2 1 60 5F/UNIT)
(SIDEWALKS + MF DRIVEWAYS)
(4.2G AC.AMENITY AREA: 85% IMPERVIOUS)
POND #5 SHALL BE 6.O' DEEP AND DESIGNED TO REMOVE 00% T55.
5A/DA= 1.4500%
REQUIRED SURFACE AREA AT PERMANENT POOL:
5AREQ.= 0.33408 AC. = 14553 5P
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.62)= 15 150.4 SF
:...........................................................................................................................
5A PROV'D= 15 150.4 > 14553 =5A REQ'D
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05+O.O05'(I)
Kv= 0.34961
VOLUME= I "'RV'AcI = 0.67125 AC -PT
= 29239.7 PT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
TOTAL
El
5A (5F)
VOL. (CP)
VOL (CF)
62
15150
0
0
63
17174
16162.1
16162.1
64
19309
18241.2
34403.3
65
21572
20440.5
54843.8 POND#5 DATA SHEET
PAGE I OF 3
DECEMBER.2005

SET TEMP. POOL ELEVATION:
REQ'D EL.= G3.71 G93 e-5AY G3.5
VOL. PROV'D = 32579 Cl'
............................................................................................................................
VOL. PROV'D= 32579.21 > 29239.7 =VOL. REQ'D OK
..........................................................................................................................:
FOREBAY 51ZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
EL.
A F
VOL. (CF)
VOL (CF)
5G
2545
0
0
57
3G47
309G
309G
58
4850
4248
7344
59
G159
5504
12846
GO
7599
G879
19727
GI
91G8
5363
28110
G2
15150
12159
402G9
REQ'D VOLUME = 20% TOTAL = 8054 CF
CHECK FORE15AY VOLUME:
INCREM.
TOTAL
F--L
5A (5F)
VOL (CF)
VOL (CF)
57
724
0
0
58
1357
1041
1041
59
2064
1721
27G1
GO
2904
2494
5255
GI
381 G
33GO
�r- 1�5 4-
(5A REQT MET!).
(5A REQT MET!)
PROV'D VOLUME = 8G 15 CF 4' DEEP FOREBAY)
.....................................................................................................................
VOL. PROV'D= 8G 15 8054 =VOL. REQ'D OK
POND#5 DATA SHEET
PAGE 2 OF 3
DECEMDER.2005

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0. 1 G92 1 I CF5 (FOR 2 DAY DRAWDOWN)
Q5= O.OG7G84 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 2" CIRCULAR ORIFICE. EL. G2.0' (PERM. POOL EL.)
Q PROV'D= Cd*A*(26jh)^ 1/2 WHERE: Cd= O.G
A= 0.02 18 5F
g= 32.2 FP5/5
h= AVE. HEAD =(1 .8' - (0.5)(271 2))/2
0.8583
Q PROV'D= 0.09724G
r.................................................................
Q2> 0.09724G >Q5 QYL
DRAWDOWN TIME:
TIME = VOLUME = 3.48006 DAYS
Q PROV'D
POND#5 DATA SHEET
PAGE 3 OF 3
DECEMBER, 2005

WET DETENTION BASIN DATA SHEET
GKAYSON PARK - PHASE lb
POND #G
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (Ai):
BUILDINGS:
ROADS:
SIDEWALKS:
OFF -SITE
CONTINGENCY:
6%�o]vr@0=
I .G5 ACRES
1.33 ACRES
0.53 ACRES
0.00 ACRE5
0.00 ACRE5
TOTAL: 3.51 ACRES
PERCENT IMPERVIOUS (1):
I = Ai/Ad = 37.34% (5AY377o)
(33.25 MP UNITS @ 2, 1 GO SF )
(0.28 AC. 5W + 0.25 AC. DW)
POND#G SHALL BE 7.0" DEEP AND DESIGNED TO REMOVE 00% T55.
SA/DA= 1.3100%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SA,Eco = 0,12314 AC. = 53G4 51'
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.53)= 9028 SF
5A PROV'D= 9028 > 53G4 =5A REQ'D OK
MINIMUM REQUIRED VOLUME (S(MPLE METHOD BY TOM SCHUELER):
Rv=0.05+0.009'(I)
Rv= 0.38000
VOLUME= I "Rv"Ad = 0.3024 1 AC -FT
= 1 3 1 73. 1 FT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
INCREM.
TOTAL
EL
5AA (5f)
VOL (CF)
VOL (CF)
53
9028
0
0
54
102G5
9G4G
9G4G
55
1 1 573
109 18.9
205G5.4 POND#G DATA 5NEET
5G
1255 I
1 22G 1.7
32827 PAGE i OF 3
APRI L. 2000

SET TEMP. POOL ELEVATION:
REQ'D EL.= 54.32299 f--SAY 54.40
VOL. PROV'D = 14014 CF
...........................................................................................................................
VOL. PROV'D= 14014.03 > 13173 =VOL. REQ'D OK
:............................................................................:
FOREBAY SIZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
EL
SA 5(5f)
VOL (CF)
VOL. (CF)
4G
IIG2
0
O
47
IG72
14I7
1417
48
22G2
19G7
3384
49
2933
2597
5961
50
3G85
3309
9290
51
4519
4102
13392
52
5431
4975
183G7
53
9028
7229
25597
REQ'D VOLUME = 20% TOTAL
=
3G73
CF
Ci1ECK FOREBAY VOLUME:
INCREM. TOTAL
A F
VOL (CF) VOL. (CF)
49
G52
0 0
50
1015
833 833
51
1451
1233 20GG
52
19GO
1705 3771
PROV'D VOLUME =
3771
CF (3' DEEP FOPEBAY)
(SA REQ'T MET!)
(SA REQ'T MET!)
............................................................................................................................
VOL. PROV'D= 3771 3G73 =VOL. REQ'D OK
...................................................................................................P©�JD#6 f3P TA•5M�Ei'
PAGE 2 OF 3
APPIL.20OG

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAY5
02= 0.07G233 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.030493 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 1 -1/2" CIRCULAR ORIFICE. EL. 53.0' (PERM. POOL EL.)
Q PROV'D= Cd"A'(26jh)^ 1/2
Q FROV'D= 0.048432
WHERE: Cd= O.G
A= 0.0 123 5F
g= 32.2 FP5/5
h= AVE. HEAD =(1 .4' - (0.5)(1 .5"/ 1 2))/
= O.GG875
s.................................................................
Q2> 0.048432 >Q5 OK
.....................................................—.......... r
DRAWDOWN TIME:
TIME = V ME _
Q PKOV'D
3.14607 DAYS
POND#G DATA SHEET
PAGE 3 OF 3
APRI L. 20OG

C-j:2A-1r,0f,S
.r/ r
1
• 1• 1 1
pip
a� diameter (Do) La 110
A
_ 1 1,III�I Q�I
11...nwnmmimw��owwmrnmmnrmnemmumn.�nmrmrmm
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (T.2 0.5 diameter)
Uo = 2.4 "Czt
90 = *Np
3Do = 6'
3�0 z 9
IA4 - 17Z'
8.06.4 t In 11
i
�11
C
6GASS 1?�
GLAD E�
3
Rev. 12,93
A
C

Table of Contents1 620.01_Fond_Routing.gpw
Hydraflow Hydrographs by Intelisolve Thursday, Jul 6 2006, 11:27 AM
10 - Year
HydrographReports........................................................................................................
1
Hydrograph No.
1, SCS Runoff, Pond #3 Drainage Area ..............................................
1
Hydrograph No.
2, SCS Runoff, Pond #2 Drainage Area ..............................................
2
Hydrograph No.
3, SCS Runoff, Pond #1 Drainage Area ..............................................
3
Hydrograph No.
4, SCS Runoff, Pond #4 Drainage Area ..............................................
4
Hydrograph No.
5, SCS Runoff, Pond #5 Drainage Area ..............................................
5
Hydrograph No.
6, SCS Runoff, Pond #6 Drainage Area ..............................................
6
Hydrograph No.
8, Reservoir, Pond #3 Routing.............................................................
7
PondReport
..............................................................................................................
8
Hydrograph No.
9, Reservoir, Pond #2 Routing.............................................................
9
PondReport
............................................................................................................
10
Hydrograph No.
10, Reservoir, Pond #1 Routing..........................................................
11
PondReport
............................................................................................................
12
Hydrograph No.
11, Reservoir, Pond #4 Routing.........................................................
13
PondReport
............................................................................................................
14
Hydrograph No.
12, Reservoir, Pond #5 Routing.........................................................
15
PondReport
............................................................................................................
16
Hydrograph No.
13, Reservoir, Pond #6 Routing.........................................................
17
PondReport
............................................................................................................
18
100 - Year
HydrographReports......................................................................................................
19
Hydrograph No.
1, SCS Runoff, Pond #3 Drainage Area ............................................
19
Hydrograph No.
2, SCS Runoff, Pond #2 Drainage Area ............................................
20
Hydrograph No.
3, SCS Runoff, Pond #1 Drainage Area ............................................
21
Hydrograph No.
4, SCS Runoff, Pond #4 Drainage Area ............................................
22
Hydrograph No.
5, SCS Runoff, Pond #5 Drainage Area ............................................
23
Hydrograph No.
6, SCS Runoff, Pond #6 Drainage Area ............................................
24
Hydrograph No.
8, Reservoir, Pond #3 Routing...........................................................
25
PondReport
............................................................................................................
26
Hydrograph No.
9, Reservoir, Pond #2 Routing...........................................................
27
PondReport
............................................................................................................
28
Hydrograph No.
10, Reservoir, Pond #1 Routing..........................................................
29
PondReport
............................................................................................................
30
Hydrograph No.
11, Reservoir, Pond #4 Routing.........................................................
31
PondReport
............................................................................................................
32
Hydrograph No.
12, Reservoir, Pond #5 Routing.........................................................
33
PondReport
............................................................................................................
34
Hydrograph No.
13, Reservoir, Pond #6 Routing.........................................................
35
PondReport
............................................................................................................
36

Hydrograph Report
1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pond #3 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 12.02 ac
= 0.0 %
= TR55
= 4.25 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.30
12.29
12.33
12.58
12.37
12.65 <<
12.40
12.56 —
12.43
12.37
.End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 12.65 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 29.5 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 68,408 cult
( Printed values >= 97% of pp.)

Hydrograph Report
2
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pond #2 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 43.73 ac
= 0.0 %
= TR55
= 4.25 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.37
43.68
12.40
44.05 <<
12.43
43.94
12.47
43.49
...End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 44.05 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 31.0 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 251,985 cult
( Printed values>= 97 h of Op.)

Hydrograph Report
91
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Pond #1 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 49.89 ac
= 0.0 %
= TR55
= 4.25 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.37
49.83
12.40
50.25 <<
12.43
50.13
12.47
49.61
.End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 50.25 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 32.3 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 287,480 cult
( Pmted values — 97%of Op.)

Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Pond #4 Drainage Area
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 18.61 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 4.25 in
Storm duration
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.53
14.84
12.57
14.99
12.60
15.03 <<
12.63
15.00
12.67
14.89
12.70
14.71
... End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 15.03 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 50.6 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 105,912 cuft
( Printed values >= 97 h of opJ

Hydrograph Report
5
HydraOow Hydrographs by Intelisolve
Hyd. No. 5
Pond #5 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 23.04 ac
= 0.0 %
= TR55
= 4.25 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.40
27.24
12.43
27.69
12.47
27.79 <<
12.50
27.64
12.53
27.32
...End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 27.79 cfs
Time interval
= 2 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 37.5 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 168,054 cuft
( Fn,aaa values >= 97% of Qp j

Hydrograph Report
T
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Pond #6 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 6.86 ac
= 0.0 %
= TR55
= 4.25 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.27 13.26
12.30 13.31 <<
12.33 13.11
.End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 13.31 cfs
Time interval
= 2 min
Curve number
= 85
Hydraulic length
= Oft
Time of conc. (Tc)
= 25.7 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 65,753 cult
(Prmtod values — 97%or pp.)

Hydrograph Report
rM
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Pond #3 Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 1
Max. Elevation = 60.18 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
Thursday, Jul 6 2006, 11:27 AM
= 1.05 cfs
= 2 min
= Pond #3
= 50,105 cuft
Storage Indication method used.
Outflow hydrograph volume = 29,292 cult
Hydrograph
Discharge
Table
`Pdrue'values >-97%of Op)
Time
Inflow
Elevation
Clv A
Clv B Clv C
Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs cfs
15.73
1.12
60.18
1.03
0.06 -----
----- 0.96
----- ----- ----- ----- 1.02
15.77
1.10
60.18
1.04
0.06 -----
----- 0.97
----- ----- ----- ----- 1.03
15.80
1.09
60.18
1.04
0.06 -----
----- 0.98
----- --- ----- ----- 1.04
15.83
1.08
60.18
1.05
0.06 -----
----- 0.98
----- ----- ----- ----- 1.05
15.87
1.07
60.18
1.05
0.06 -----
----- 0.99
----- ----- ----- ----- 1.05
15.90
1.06
60.18
1.05
0.06 -----
----- 0.99
----- ----- ----- ----- 1.05
15.93
1.04
60.18
1.05
0.06 -----
----- 0.99
----- ----- ----- ----- 1.05
15.97
1.03
60.18
1.05
0.06 -----
----- 0.99
----- ----- ----- ----- 1.05
16.00
1.02
60.18
1.05
0.06 -----
----- 0.98
----- ----- ----- ----- 1.05
16.03
1.01
60.18
1.05
0.06 -----
----- 0.98
----- ----- ----- ----- 1.04
16.07
0.99
60.18
1.04
0.06 -----
----- 0.97
----- ----- ----- ----- 1.04
16.10
0.98
60.18
1.04
0.06 -----
----- 0.97
----- ----- ----- ----- 1.03
16.13
0.97
60.18
1.03
0.06 -----
----- 0.96
----- ----- ----- ----- 1.02
End

Pond Report
Em
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Pond No. 1 - Pond #3
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 (cult)
Total storage (cult)
0.00 51.50
1,244
0
0
1.00 52.00
1,589
1,416
1,416
2.00 53.00
2,375
1,982
3,398
3.00 54.00
3,289
2,832
6,230
4.00 55.00
4,330
3,809
10,039
5.00 56.00
5,493
4,911
14,950
`
6.00 57.00
6,773
6,133
21,083
7.00 58.00
8,170
7,471
28,554
8.00 59.00
9,676
8,923
37,477
9.00 60.00
11,267
10,471
47,948
10.00 61.00
12,937
12,102
60,050
11.00 62.00 -
14,681
13,809
73,859
12.00 63.00
16,499
15,590
89,449
13.00 64.00
18,389
17,444
106,893
14.00 65.00
20,440
19,414
126,307
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C] [D]
[A] [B]
[C]
ID]
Rise (in) = 24.00
1.50
0.00 0.00
Crest Len (ft)
= 12.00 0.00
0.00
0.00
Span (in) = 24.00
1.50
0.00 0.00
Crest El. (ft)
= 60.10 0.00
0.00
0.00
No. Barrels = 1
1
0 0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft) = 57.28
59.00
0.00 0.00
Weir Type
= Riser --
---
---
Length (ft) = 50.74
0.00
0.00 0.00
Multistage
= Yes No
No
No
Slope (%) = 0.20
0.00
0.00 0.00
N-Value = .013
.024
.000 .000
Orif. Coeff. = 0.60
0.60
0.00 0.00
Multi -Stage = n/a
Yes
No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvewonfic, outflows have been analyzed under inlet and outlet control.
Weir riser checked for onfice conditions.
Stage I Storage / Discharge Table
Stage Storage Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D
Exfil
Total
ft cuft ft
cfs
cfs
cfs cfs cfs
cfs cfs
cfs
cfs
cfs
0.00 0 51.50
0.00
0.00
--- --- 0.00
--- --
---
---
0.00
1.00 1,416 52.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
2.00 3,398 53.00
0.00
0.00
-- --- 0.00
--- ---
---
--
0.00
3.00 6,230 54.00
0.00
0.00
--- -- 0.00
--- ---
---
---
0.00
4.00 10,039 55.00
0.00
0.00
--- -- 0.00
--- ---
---
---
0.00
5.00 14,950 56.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
6.00 21,083 57.00
0.00
0.00
--- --- 0.00
--- --
---
---
0.00
7.00 28,554 58.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
8.00 37,477 59.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
9.00 47,948 60.00
0.06
0.06
--- --- 0.00
--- ---
---
---
0.06
10.00 60,050 61.00
22.00
0.03
--- --- 21.97
--- -- .
---
---
22.00
11.00 73,859 62.00
28.65
0.02
--- --- 28.62
--- ---
---
---
28.64
12.00 89,449 63.00
32.53
0.02
--- --- 32.51
--- --
---
---
32.53
13.00 106,893 64.00
35.83
0.02
--- --- 35.80
--- ---
---
---
35.82
14.00 .126,307 65.00
38.84
0.02
--- --- 38.82
--- ---
---
--
38.84

Hydrograph Report
a�
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 9
Pond #2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.19 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Reservoir name
= Pond #2
Max. Elevation
= 54.98 ft
Max. Storage
= 240,523 cuft
Storage Indication method used.
Outflow hydrograph volume = 46,121 cult
Hydrograph Discharge
Table
( Printetl values >= 97% of Cat
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs cfs
23.40
1.28
54.97
1.18
0.22
----- =---- 0.94
----- ----- ----- ----- 1.16
23.43
1.28
54.97
1.18
0.22
----- ----- 0.94
----- ----- ----- ----- 1.16
23.47
1.27
54.98
1.19
0.22
----- ----- 0.95
----- ----- ----- ----- 1.17
23.50
1.27
54.98
1.19
0.22
----- ----- 0.95
----- ----- ----- ----- 1.17
23.53
1.26
54.98
1.19
0.22
----- ----- 0.96
----- ----- ----- ----- 1.17
23.57
1.26
54.98
1.20
0.22
----- ----- 0.96
----- ----- ----- ----- 1.18
23.60
1.25
54.98
1.20
0.22
----- ----- 0.96
----- ----- ----- ----- 1.18
23.63
1.25
54.98
1.20
0.22
----- ----- 0.96
----- ----- ----- ----- 1.18
23.67
1.24
54.98
1.20
0.22
----- ----- 0.97
----- ----- ----- ----- 1.18
23.70
1.24
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
23.73
1.23
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
23.77
1.23
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
23.80
1.22
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
23.83
1.22
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
23.87
1.21
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
23.90
1.21
54.98
1.21
0.22
-----. ----- 0.98
----- ----- ----- ----- 1.19
23.93
1.20
54.98
1.21
0.22
----- ----- 0.98
----- ----- ----- ----- 1.19
23.97
1.20
54.98
1.21
0.22
----- ----- 0.98
----- ----- ----- ----- 1.19
24.00
1.19
54.98
1.21
0.22
----- ----- 0.98
----- ----- ----- ----- 1.19 <<
24.03
1.18
54.98
1.21
0.22
----- ----- 0.98
----- ----- - 1.19
24.07
1.16
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
24.10
1.13
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
24.13
1.09
54.98
1.21
0.22
----- ----- 0.97
----- ----- ----- ----- 1.19
24.17
1.04
54.98
1.20
0.22
----- ----- 0.97
----- ---- ----- ----- 1.18
24.20
0.99
54.98
1.20
0.22
----- ----- 0.96
----- ----- ----- ----- 1.18
24.23
0.93
54.98
1.19
0.22
----- ----- 0.95
----- ----- ----- ----- 1.17
24.27
0.86
54.97
1.18
0.22
----- ----- 0.94
----- ----- ----- ----- 1.16
End

Pond Report
am
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Pond No. 2 - Pond #2
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 (cuft)
0.00 46.50
12,108
0
0
1.00 47.00
13,615
12,861
12,861
2.00 48.00
17,161
15,388
28,250
3.00 49.00
20,829
18,995
47,245
4,00 50.00
24,583
22,706
69,951
5.00 51.00
28,403
26,493
96,444
6.00 52.00
32,282
30,343
126,786
7.00 53.00
36,218
34,250
161,037
8.00 54.00
40,210
38,214
199,251
9.00 55.00
44,259
42,235
241,485
10.00 56.00
48,364 _
46,311
287,796
11.00 57.00
52,526
50,445
338,242
12.00 58.00
45,688
49,107
387,348
Culvert / Orifice Structures
Weir Structures
[A]
[e]
[C] [D]
[A] [B]
[C]
[D]
Rise (in) = 24.00
3.00
0.00 0.00
Crest Len (ft)
= 12.00 0.00
0.00
0.00
Span (in) = 24.00
3.00
0.00 0.00
Crest El. (ft)
= 54.90 0.00
0.00
0.00
No. Barrels = 1
1
0 0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft) = 52.07
54.00
0.00 0.00
Weir Type
= Riser ---
---
---
Length (ft) = 116.91
0.00
0.00 0.00
Multi -Stage
= Yes No
No
No
Slope (%) = 0.20
0.00
0.00 0.00
N-Value = .013
.013
.000 .000
Cirif. Coeff. = 0.60
0.60
0.00 0.00
Multi -Stage = n/a
Yes
No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev.
= 0.00 ft
Note: CulverVOnfice oufflows have been analyzed under inlet and outlet control.
Weir riser
checked for orifice conditions.
Stage I Storage / Discharge Table
Stage Storage Elevation
Civ A
CIv B
Clv C CIv D Wr A
Wr B Wr C
Wr D
Exfil
Total
ft Cuft ft
cis
cfs
cfs cis cfs
cfs cfs
cfs
cis
cis
0.00 0 46.50
0.00
0.00
-- --- 0.00
--- ---
---
---
0.00
1.00 12,861 47.00
0.00
0.00
--- --- 0.00
--- --
---
---
0.00
2.00 28,250 48.00
0.00
0.00
--- --- 0.00
--- --
---
--
0.00
3.00 47,245 49.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
4.00 69,951 50.00
0.00
0.00
-- --- 0.00
--
0.00
5.00 96,444 51.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
6.00 126,786 52.00
0.00
0.00
-- - 0.00
--- ---
---
---
0.00
7.00 161,037 53.00
0.00
0.00
--- --- 0.00
--- ---
---
---
0.00
8.00 199,251 54.00
0.00
0.00
--- --- 0.00
--- ---
---
--
0.00
9.00 241,485 55.00
1.51
0.22
--- -- 1.26
-- --
---
---
1.48
10.00 287,796 56.00
21.13
0.07
--- --- 21.05
--- ---
---
---
21.12
11.00 338,242 57.00
25.91
0.06
--- --- 25.84
-- ---
---
---
25.90
12.00 387,348 58.00
29.74
0.06
--- --- 29.66
--- ---
---
---
29.72

Hydrograph Report 91
HydraFlow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 10
Pond #1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.74 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3
Reservoir name
= Pond #1
Max. Elevation
= 51.27 ft
Max. Storage
= 277,011 cuft
Storage Indication method used.
Outflow hydrograph volume = 61,502 cult
Hydrograph Discharge
Table
( Printed values = 97%of Op)
Time
Inflow
Elevation
Clv A
Clv B
Clv C
Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(hrs)
cfs
ft
cfs
cfs
cfs
cfs cfs
cfs cfs cfs cfs cfs
24.00
1.36
51.26
0.47
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.72
24.03
1.35
51.26
0.47
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.72
24.07
1.32
51.27
0.48
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.72
24.10
1.29
51.27
0.48
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.73
24.13
1.24
51.27
0.48
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.73
24.17
1.19
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.73
24.20
1.13
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.73
24.23
1.06
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.74
24.27
0.98
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.74
24.30
0.89
51.27
0.49
0.25
0.23
----- 0.26
----- ----- ----- ----- 0.74
24.33
0.79
51.27 <<
0.49
0.25
0.23
----- 0.26
----- ----- ----- ----- 0.74
24.37
0.69
51.27 <<
0.49
0.25
0.23
----- 0.26
----- ----- ----- '- 0.74 <<
24.40
0.61
51.27
0.49
0.25
0.23
----- 0.26
----- ----- ----- ----- 0.74
24.43
0.52
51.27
0.49
0.25
0.23
----- 0.26
----- ----- ----- ----- 0.74
24.47
0.45
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.74
24.50
0.38
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.73
24.53
0.32
51.27
0.49
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.73
24.57
0.26
51.27
0.48
0.25
0.22
----- 0.26
----- ----- ----- ----- 0.73
24.60
0.21
51.27
0.48
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.73
24.63
0.16
51.27
0.48
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.72
24.67
0.12
51.27
0.48
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.72
24.70
0.09
51.26
0.47
0.25
0.22
----- 0.25
----- ----- ----- ----- 0.72
End

Pond Report
12
Hydraflow Hydrographs by Intelisolve Thursday, Jul 6 2006, 11:27 AM
Pond No. 3 - Pond #1
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 (cult)
0.00
42.50
13,344
0
0
1.00
43.00
14,997
14,171
14,171
2.00
44.00
18,375
16,686
30,857
3.00 -
45.00
_ 21,847
20,111
50,968
4.00
46.00
25,414
23,630
74,598
5.00
47.00
29,058
27,236
101,834
6.00
48.00
32,763
30,911
132,745
7.00
49.00
36,527
34,645
167,390
8.00
50.00
49,482
43,004
210,394
9.00
51.00
53,491
51,486
261,880
10.00
52.00
57,556
55,523
317,404
11.00
53.00
61,678
"59,617
377,021
12.00
54.00
43,020
52,349
429,370
Culvert / Orifice Structures
Weir Structures
[A]
[13]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
3.00
12.00
0.00
Crest Len (ft)
= 0.79
30.00
0.00
0.00
Span (in)
= 12.00
3.00
12.00
0.00
Crest El. (ft)
= 50.90
52.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
3.33
0.00
3.33
Invert El. (ft)
= 50.90
50.00
50.90
0.00
Weir Type
= Riser
Ciplti
---
Length (ft)
= 27.00
0.00
27.00
0.00
Multistage
= Yes
No
No
No
Slope (%)
= 6.47
0.00
6.47
0.00
N-Value
= .013
.013
.013
.000
Orif. Coeff.
= 0.60
0.60
0.60
0.00
Multi -Stage
= n/a
No
Yes
No
Exfiltration = 0.000
in/hr (Contour) Tailwater
Elev. = 0.00 ft
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Chi A
ft
cuft
ft
cfs
0.00
0
42.50
0.00
1.00
14,171
43.00
0.00
2.00
30,857
44.00
0.00
3.00
50,968
45.00
0.00
4.00
74,598
46.00
0.00
5.00
101,834
47.00
0.00
6.00
132,745
48.00
0.00
7.00
167,390
49.00
0.00
8.00
210,394
50.00
0.00
9.00
261,880
51.00
0.04
10.00
317,404
52.00
2.66
11.00
377,021
53.00
4.58
12.00
429,370
54.00
5.96
Note: Culvert/Odfice outflows have been analyzed under Inlet and outlet wntrol.
Clv B
Clv C
CIv D
Wr A
Wr B
Wr C
Wr D
Exfil
Total
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
0.00
---
0.00
0.00
---
---
---
0.00
0.00
0.00
---
0.00
0.00
---
--=
--
0.00
0.00
0.00
---
0.00
0.00
---
---
---
0.00
0.00
0.00
--
0.00
0.00
---
---
---
0.00
0.00
0.00
-
0.00
0.00
--
---
---
0.00
0.00
0.00
---
0.00
0.00
---
---
---
0.00
0.00
0.00
---
0.00
0.00
---
---
--
0.00
0.00
0.00
---
0.00
0.00
--
---
---
0.00
0.00
0.00
---
0.00
0.00
---
---
---
0.00
0.22
0.01
--
0.03
0.00
---
---
-
0.26
0.32
1.24
-
1.42
0.00
---
---
---
2.99
0.40
1.38
---
3.20
99.90
---
---
---
104.88
0A7
1.28
-
4.68
282.56
---
---
---
288.99

Hydrograph Report
13
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Pond #4 Routing
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 4
Max. Elevation
= 58.80 ft
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 6.71 cfs
Time interval = 2 min
Reservoir name = Pond #4
Max. Storage = 48,186 cuft
Storage Indication method used.
Hydrograph Discharge Table
Time Inflow Elevation
Clv A
Civ B Clv C Clv D
Wr A
(hrs) cfs ft
cfs
cfs cfs cfs
cfs
13.23 7.11 58.80
6.66
0.14 ----- -----
6.52
13.27 6.60 58.80
6.71
0.14 ----- -----
6.57
13.30 6.13 58.80
6.63
0.14 ----- -----
6.49
End
Outflow hydrograph volume = 78,775 cult
( Prinle0 values>= 97%of op.)
Wr B Wr C Wr D Exfil Outflow
cfs cfs cfs cfs cfs
----- ----- ----- ----- 6.66
----- ----- ----- ----- 6.71 <<
----- ----- ----- ----- 6.62

Pond Report
�14
Hydraflow Hydrographs by Intelisolve
Pond No. 4 - Pond #4
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
Thursday, Jul 6 2006, 11:27 AM
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
13.00
49.50
50.00
51.00
52.00
53.00
54.00
55.00
56.00
57.00
58.00
59.00
60.00
61.00
62.00
755
975
1,480
2,064
2,731
3,488
4,362
5,457
10,514
12,300
14,168
16,117
18,147
20,258
0
865
1,228
1,772
2,397
3,109
3,925
4,909
7,985
11,407
13,234
15,143
17,132
19,203
0
865
2,093
3,864
6,262
9,371
13,296
18,205
26,190
37,598
50,832
. 65,975
83,107
102,309
Culvert I
Orifice Structures
Weir Structures
[A]
[B]
[C] [D]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
2.00
0.00 0.00
Crest Len (ft)
= 12.00 30.00
0.00
0.00
Span (in)
= 24.00
2.00
0.00 0.00
Crest El. (ft)
= 58.50 60.00
0.00
0.00
No. Barrels
= 1
1
0 0
Weir Coeff.
= 3.33 3.33
0.00
3.33
Invert EL (ft) = 55.67
57.00
0.00 0.00
Weir Type
= Riser Ciplti
---
---
Length (ft)
= 263.05
0.00
0.00 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 1.79
0.00
0.00 0.00
N-Value
= .013
.013
.000 .000
Orif. Coeff.
= 0.60
0.60
0.00 0.00
Multi -Stage
= n/a
Yes
No No
Exfiltration = 0.000 in/hr (Contour) Tailwater
Elev. = 0.00 ft
Note: Culved/Oflfice outflows have been analyzed
under inlet and outlet control.
Stage / Storage
/ Discharge Table
Stage
Storage Elevation
Clv A
Clv B
Clv C
Clv D ,
Wr A
Wr B Wr C
Wr D
Exfil
Total
ft
cuft ft
cfs
cfs
cfs
cfs
cfs
Cfs cfs
cfs
cfs
cfs
0.00
0 49.50
0.00
0.00
---
---
0.00
0.00 ---
---
---
0.00
1.00
865 50.00
0.00
0.00
-
--
0.00
0.00 ---
---
---
0.00
2.00
2,093 51.00
0.00
0.00
---
---
0.00
0.00 ---
---
---
0.00
3.00
3,864 52.00
0.00
0.00
---
---
0.00
0.00 ---
---
---
0.00
4.00 -
6,262 53.00
0.00
0.00
---
---
0.00
0.00 --
--
---
0.00
5.00
9,371 54.00
0.00
0.00
---
--
0.00
0.00 ---
---
---
0.00
6.00
13,296 55.00
0.00
0.00
---
---
0.00
0.00 ---
---
---
0.00
7.00
18,205 56.00
0.00
0.00
--
---
0.00
0.00 ---
--
---
0.00
8.00
26,190 57.00
0.00
0.00
---
---
0.00
0.00 --
---
---
0.00
9.00
37,598 58.00
0.11
0.10
---
---
0.00
0.00 --
---
---
0.10
10.00
50,832 59.00
14.26
0.13
--
--
14A3
0.00 --
---
---
14.25
11.00
65,975 60.00
27.28
0.03
--
---
27.25
0.00 ---
--
---
27.28
12.00
83,107 61.00
31.46
0.01
---
---
16.49
14.84 ---
---
---
31.34
13.00
102,309 62.00
34.80
0,00
---
---
14.75
19.75 ---
---
---
34.50

Hydrograph Report
15
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
Pond #5 Routing
Thursday, Jul 6 2006, 11:27 AM
Hydrograph type
= Reservoir
Peak discharge
= 0.00 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 5
Reservoir name
= Pond #5
Max. Elevation
= 0.00 ft
Max. Storage
= 0 cuft
Storage Indication method used. Outflow hydrograph volume = 0 cuff
...End

Pond Report
16
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Pond No. 5 - Pond #5
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 (cult)
0.00 56.00
2,545
0
0
1.00 57.00
3,647
3,096
3,096
2.00 58.00
4,850
4,248
7,344
3.00 59.00
6,159
5,504
12,848
4.00 60.00
7,599
6,879
19,727
5.00 61.00
9,168
8,383
28,110
6.00 62.00
15,150
12,159
40,269
7.00 63.00
17,174
16,162
56,432
8.00 64.00
19,309
18,241
74,673
9.00 65.00
21,572
20,440
95,113
10.00 66.00
23,953
22,762
117,876
11.00 67.00
26,411
25,182
143,058
12.00 68.00
28,948
27,680
170,737
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C] [D]
[A] [B]
[C]
[D]
Rise (in) = 24.00
2.00
0.00 0.00
Crest Len (ft)
= 16.00 30.00
0.00
0.00
Span (in) _ 24.00
2.00
0.00 0.00
Crest El. (ft)
= 63.80 67.00
0.00
0.00
No. Barrels = 1
1
0 0
Weir Coeff.
= 3.33 3.33
0.00
3.33
Invert El. (ft) = 60.98
62.00
0.00 0.00
Weir Type
= Riser Ciplti
---
---
Length (ft) = 78.64
0.00
0.00 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%) = 0.49
0.00
0.00 0.00
'
N-Value = .013
.013
.000 .000
Orif. Coeff. = 0.60
0.60
0.00 0.00
Multi -Stage = n/a
Yes
No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev.
= 0.00 ft
Note: CulveNOrifioe outflows have been analyzed
under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation
CIv A
Clv B
Clv C CIv D Wr A
Wr B Wr C
Wr D
Exftl
Total
ft cuft ft
cfs
cfs
cfs cfs cfs
cis cfs
cfs
cfs
cis
0.00 0 56.00
0.00
0.00
--- --- 0.00
0.00 ---
---
---
0.00
1.00 3,096 57.00
0.00
0.00
--- --- 0.00
0.00 --
---
---
0.00
2.00 7,344 58.00
0.00
0.00
--- --- 0.00
0.00 ---
---
---
0.00
3.00 12,84859.00
0.00
0.00
--- -- 0.00
0.00 ---
---
---
0.00
4.00 19,727 60.00
0.00
0.00
--- -- 0.00
0.00 ---
---
---
0.00
5.00 28,110 61.00
0.00
0.00
--- -- 0.00
0.00 ---
---
---
0.00
6.00 40,269 62.00
0.00
0.00
--- -- 0.00
0.00 ---
---
---
0.00
7.00 56,432 63.00
0.11
0.10
--- --- 0.00
0.00 ---
---
---
0.10
8.00 74,673 64.00
4.98
0.15
-- -- 4.77
0.00 ---
--
---
4.91
9.00 95,113 65.00
24.60
0.02
-- --- 24.58
0.00 ---
---
---
24.60
10.00 117,876 66.00
29.54
0.01
--- -- 29.48
0.00 ---
---
---
29.49
11.00 143,058 67.00
33.64
0.01
--- --- 33.63
0.00 ---
---
---
33.63
12.00 170,737 68.00
37.10
0.00
- --- 26.89
10.17 ---
---
---
37.06

Hydrograph Report
17
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 13
Pond #6 Routing
Hydrograph type
= Reservoir
Peak discharge
= 2.41 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 6
Reservoir name
= Pond #6
Max. Elevation
= 54.35 ft
Max. Storage
= 39,032 cuft
Storage Indication method used.
Outflow hydrograph volume = 38,707 cuft
Hydrograph Discharge Table
(Pnnted values >= 97% of Qp)
Time Inflow Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs cfs
13.00 2.60 54.35
2.38
0*06
----- ----- 2.31
----- ----- ----- ----- 2.38
13.03 2.47 54.35
2.42
0.06
----- ----- 2.35
----- ----- ----- ----- 2.41
13.07 2.36 54.35 <<
2.42
0.06
----- ----- 2.35
----- ----- ----- ----- 2.41 <<
13.10 2.27 54.35
2.40
0.06
----- ----- 2.33
----- ----- ----- ----- 2.39
13.13 2.19 54.34
2.36
0.06
----- ----- 2.29
----- ----- ----- ----- 2.35
End

Pond Report
W
Hydraflow Hydrographs by Intelisolve Thursday, Jul 6 2006, 11:27 AM
Pond No. 6 - Pond #6
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 (cuft)
0.00
46.00
1,162
0
0
1.00
47.00
1,672
1,417
1,417
2.00
48.00
2,262
1,967
3,384
3.00
49.00
2,933
2,597
5,981
4.00
%00
3,685
3,309
9,290
5.00
51.00
4,519
4,102
13,392
6.00
52.00
5,431
4,975
18,367
7.00
53.00
9,028
7,229
25,597
8.00
54.00
10,265
9,646
35,243
9.00
55.00
11,573
10,919
46,162
10.00
56.00
12,951
12,262
58,424
11.00
57.00
14,399
13,675
72,098
12.00
58.00
15,918
15,158
87,257
13.00
59.00
17,506
16,712
103,969
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.50
0.00
0.00
Crest Len (ft)
= 12.00
0.00
0.00
0.00
Span (in)
= 24.00
1.50
0.00
0.00
Crest El. (ft)
= 54.20
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 51.37
53.00
0.00
0.00
Weir Type
= Riser
---
---
---
Length (ft)
= 21.58
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.10
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n/a
Yes
No
No
Exfiltration = 0.000
in/hr (Contour) Tailwater
Elev.
= 0.00 ft
Stage / Storage / Discharge Table
Stage
Storage
Elevation
CIv A
It
cult
It
cfs
0.00
0
46.00
0.00
1.00
1,417
47.00
0.00
2.00
3,394
48.00
0.00
3.00
5,981
49.00
0.00
4.00
9,290
50.00
0.00
5.00
13,392
51.00
0.00
6.00
18,367
52.00
0.00
7.00
25,597
53.00
0.00
8.00
35,243
54.00
0.06
9.00
46,162
55.00
22.05
10.00
58,424
56.00
28.61
11.00
72,098
57.00
32.48
12.00
87,257
58.00
35.85
13.00
103,969
59.00
38.93
Note: Culverd On6ce ouHlom have been analyzed under inlet and outlet control.
ChtB
CIvC
ClvD
WrA
WrB
WrC
WrD
Exfil
Total
CIS
cfs
cfs
cfs
cfs
CIS
cfs
Cfs
cfs
0.00
---
-
0.00
---
--
---
---
0.00
0.00
---
---
0.00
---
---
--
---
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.00
--
---
0.00
--
---
---
---
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.00
---
---
0.00
---
---
---
--
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.00
---
--
0.00
--
---
---
---
0.00
0.06
---
--
0.00
---
---
---
---
0.06
0.03
--
---
22.01
---
---
--
---
22.04
0.01
---
---
28.59
---
---
---
---
28.61
0.01
---
---
32.46
---
---
---
---
32.47
0.01
---
---
35.74
---
---
---
---
35.74
0.00
---
---
38.79
---
---
---
---
38.79

Hydrograph Report
iR1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pond #3 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 12.02 ac
= 0.0 %
= TR55
= 7.95 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.30
37.54
12.33
37.91 <<
12.37
37.64
12.40
36.95
End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 37.91 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 29.5 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 197,910 cuft
( PnnfeE values>= 97 h of Op.)

Hydrograph Report
20
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pond #2 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 43.73 ac
= 0.0 %
= TR55
= 7.95 in
= 24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.33
130.51
12.37
132.06 <<
12.40
131.64
12.43
129.92
WARM
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 132.06 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 31.0 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 729,016 cult
( Primed values >= 97% of up )

Hydrograph Report
21
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Pond #1 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 49.89 ac
= 0.0 %
= TR55
= 7.95 in
= 24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.33
148.89
12.37
150.66 <<
12.40
150.19
12.43
148.22
...End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 150.66 cfs
Time interval
= 2 min
Curve number
= 71
Hydraulic length
= Oft
Time of conc. (Tc)
= 32.3 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 831,709 cult
( PnntW vaW. — 97% of op.)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Pond #4 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 18.61 ac
= 0.0 %
= TR55
= 7.95 in
= 24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.50
44.65
12.53
45.13
12.57
45.19 <<
12.60
44.96
12.63
44.52
12.67
43.88
...End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 45.19 cfs
Time interval
= 2 min
Curve number
= 71.
Hydraulic length
= Oft
Time of conc. (Tc)
= 50.6 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 306,414 cuff
( Printed values >= 97%of ep.)

Hydrograph Report
W
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pond #5 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 23.04 ac
= 0.0 %
= TR55
= 7.95 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.40
71.96
12.43
72.58 <<
12.47
72.33
12.50
71.48
.End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 72.58 cfs
Time interval
= 2 min
Curve number
= 77
Hydraulic length
= Oft
Time of conc. (Tc)
= 37.5 min
Distribution
= Type III
Shape factor
= 484
Hydrograph Volume = 437,287 cult
( Printed values — 97 h of Qp)

Hydrograph Report
24
Hydrallow Hydrographs by Intelisolve
Hyd. No. 6
Pond #6 Drainage Area
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 6.86 ac
= 0.0 %
= TR55
= 7.95 in
= 24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.23
29.05
12.27
29.76 <<
12.30
29.70
12.33
29.08
...End
Thursday, Jul 6 2006, 11:27 AM
Peak discharge = 29.76 cfs
Time interval
= 2 min
Curve number
= 85
Hydraulic length
= Oft
Time of conc. (Tc)
= 25.7 min
Distribution
= Type III
Shape factor
= 484
rl
Hydrograph Volume = 151,121 cult
( Printed values — 97% of op.)

Hydrograph Report
` -M
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 8
Pond #3 Routing
Hydrograph type
= Reservoir
Peak discharge
= 25.88 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1
Reservoir name
= Pond #3
Max. Elevation
= 61.50 ft
Max. Storage
= 66,982 cuft
Storage Indication method used.
Outflow hydrograph volume = 158,781 cult
Hydrograph
Discharge
Table
(Printed values -97%of Op.)
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs cfs
12.53
31.52
61.43
25.40
0.02
----- ----- 25.37
----- ----- ----- ----- 25.39
12.57
29.61
61.47
25.69
0.02
----- ----- 25.67
----- ----- ----- ----- 25.68
12.60
27.55
61.50
25.85
0.02
----- ----- 25.83
----- ----- ----- ----- 25.85
12.63
25.38
61.50
25.89
0.02
----- ----- 25.86
----- ----- ----- ----- 25.88 <<
12.67
23.14
61.49
25.80
0.02
----- ----- 25.77
----- ----- ----- ----- 25.79
12.70
20.88
61.46
25.58
0.02
----- ----- 25.56
----- ----- ----- ----- 25.58
12.73
18.67
61.41
25.26
0.02
----- ----- 25.23
----- ----- - 25.25
End

Pond Report
26
Hydraflow Hydrographs by Intelisolve Thursday, Jul 6 2006, 11:27 AM
Pond No. 1 - Pond #3
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)
0.00
51.50
1,244
0
0
1.00
52.00
1,589
1,416
1,416
2.00
53.00
2,375
1,982
3,398
3.00
54.00
3,289
2,832
6,230
4.00
55.00
4,330
3,809
10,039
5.00
56.00
5,493
4,911
14,950
6.00
57.00
6,773
6,133
21,083
7.00
58.00
8,170
7,471
28,554
8.00
59.00
9,676
8,923
37,477
9.00
60.00
11,267
10,471
47,948
10.00
61.00
12,937
12,102
60,050
11.00
62.00
14,681
13,809
73,859
12.00
63.00
16,499
15,590
89,449
13.00
64.00
18,389
17,444
106,893
14.00
65.00
20,440
19,414
126,307
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
1.50
0.00
0.00
Crest Len (ft) = 12.00
0.00
0.00
0.00
Span (in)
= 24.00
1.50
0.00
0.00
Crest El. (ft) = 60.10
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff. = 3.33
0.00
0.00
0.00
Invert El. (ft)
= 57.28
59.00
0.00
0.00
Weir Type = Riser
---
Length (ft)
= 50.74
0.00
0.00
0.00
Multi -Stage = Yes
No
No
No
Slope (%)
= 0.20
0.00
0.00
0.00
N-Value
= .013
.024
.000
.000-
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= n/a
Yes
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater
Elev.
= 0.00 ft
Stage / Storage / Discharge Table
Stage
Storage
Elevation
CIv A
ft
cuft
ft
cfs
0.00
0
51.50
0.00
1.00
1,416
52.00
0.00
2.00
3,398
53.00
0.00
3.00
6,230
54.00
0.00
4.00
10,039
55.00
0.00
5.00
14,950
56.00
0.00
6.00
21,083
57.00
0.00
7.00
28,554
58.00
0.00
8.00
37,477
59.00
0.00
9.00
47,948
60.00
0.06
10.00
60,050
61.00
22.00
11.00
73,859
62.00
28.65
12.00
89,449
63.00
32.53
13.00
106,893
64.00
35.83
14.00
126,307
65.00
38.84
Note: Culvert/Orifice outFlovs have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Clv B
Clv C
Clv D
Wr A
Wr B
Wr C
Wr D
Exfil
Total
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
cfs
0.00
--
---
0.00
---
---
---
---
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.00
---
---
0.00
--
---
--
---
0.00
0.00
---
--
0.00
--
---
--
---
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.00
--
---
0.00
-
---
---
---
0.00
0.00
--
--
0.00
-
---
---
--
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.00
---
---
0.00
---
---
---
---
0.00
0.06
---
---
0.00
--
---
---
---
0.06
0.03
---
---
21.97
---
---
---
---
22.00
0.02
---
---
28.62
--
---
---
---
28.64
0.02
---
---
32.51
-
---
---
---
32.53
0.02
---
---
35.80
---
---
---
---
35.82
0.02
---
--
38.82
---
---
---
---
38.84

Hydrograph Report
27
HydraFlow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 9
Pond #2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 28.64 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Reservoir name
= Pond #2
Max. Elevation
= 57.70 ft
Max. Storage
= 372,763 cuft
Storage Indication method used.
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A
(hrs) cfs ft cfs cfs cfs cfs cfs
Outflow hydrograph volume = 523,059 cuft
( Printed values >= 97%of pp)
Wr B Wr C Wr D Exfil
cfs cfs cfs cfs
12.87
54.32
57.48
27.83
0.06 -----
----- 27.75 -----
12.90
49.14
57.54
28.05
0.06 -----
----- 27.98 -----
12.93
44.94
57.59
28.22
0.06 -----
----- 28.16 -----
12.97
41.46
57.62
28.36
0.06 -----
----- 28.29 -----
13.00
38.47
57.65
28.47
0.06 -----
----- 28.40 -----
13.03
35.81
57.67
28.54
MIS -----
----- 28.47 -----
13.07 -
33.47
57.69
28.60
0.06 -----
----- 28.53 -----
13.10
31.41
57.70
28.63
0.06 -----
----- 28.56 -----
13.13
29.63
57.70
28.65
0.06 -----
----- 28.58 -----
13.17
28.10
57.70
28.65
0.06 -----
----- 28.58 -----
13.20
26.79
57.70
28.64
0.06 -----
----- 28.57 -----
13.23
25.68
57.69
28.62
0.06 -----
----- 28.55 -----
13.27
24.75
57.69
28.59
0.06 -----
----- 28.52 -----
13.30
23.96
57.68
28.55
0.06 -----
----- 28.48 -----
13.33
23.29
57.66
28.51
0.06 -----
----- 28.44 -----
13.37
22.72
57.65
28.46
0.06 -----
----- 28.39 -----
13.40
22.20
57.64
28.40
0.06 -----
----- 28.34 -----
13.43
21.72
57.62
28.34
0.06 -----
----- 28.28 -----
13.47
21.28
57.60
28.28
0.06 -----
----- 28.22 -----
13.50
20.87
57.59
28.22
0.06 -----
----- 28.15 -----
13.53
20.49
57.57
28.15
0.06
28.08 -----
13.57
20.14
57.55
28.07
0.06
28.00 -----
13.60
19.82
57.53
28.00
0.06
27.93 -----
13.63
19.52
57.51
27.92
0.06
27.85 -----
13.67
19.24
57.49
27.84
0.06
27.77 -----
...End
Outflow
cfs
27.81
28.04
28.22
28.35
28.46
28.54
28.59
28.62
28.64
28.64 <<
28.63
28.61
28.58
28.54
28.50
28.45
28.40
28.34
28.28
28.21
28.14
28.06
27.99
27.91
27.83

Pond Report
9M
Hydraflow Hydrographs by Intelisolve Thursday, Jul 6 2006, 11:27 AM
Pond No. 2 - Pond #2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 46.50
1.00 47.00
2.00 48.00
3.00 49.00
4.00 50.00
5.00 51.00
6.00 52.00
7.00 53.00
8.00 54.00
9.00 55.00
10.00 56.00
11.00 57.00
12.00 58.00
Contour area (sqft)
12,108
13,615
17,161
20,829
24,583
28,403
32,282
36,218
40,210
44,259
48,364
52,526
45,688
Incr. Storage (cuft)
0
12,861
15,388
18,995
22,706
26,493
30,343
34,250
38,214
42,235
46,311
50,445
49,107
Total storage (cult)
0
12,861
28,250
47,245
69,951
96,444
126,786
161,037
199,251
241,485
287,796
338,242
387,348
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [D]
[A] [B]
ICI
[D]
Rise (in) = 24.00
3.00 0.00 0.00
Crest Len (ft)
= 12.00 0.00
0.00
0.00
Span (in) = 24.00
3.00 0.00 0.00
Crest El. (ft)
= 54.90 0.00
0.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft) = 52,07
54.00 0.00 0.00
Weir Type
= Riser
Length (it) = 116.91
0.00 0.00 0.00
Multi -Stage
= Yes No
No
No
Slope (%) = 0.20
0.00 0.00 0.00
'
N-Value = .013
.013 .000 .000
Orif. Coeff. = 0.60
0.60 0.00 0.00
Multistage = n/a
Yes No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culved/0rifice outflows have teen analyzed under inlet and outlet control.
Weir dser checked for orifice conditions.
Stage / Storage I Discharge Table
Stage Storage Elevation
CIv A Clv B Clv
C Clv D Wr A
Wr B Wr c
Wr D
Exffl
Total
it cuft ft
cfs cfs cis
cfs cfs
cis cis
cfs
cfs
cfs
0.00 0 46.50
0.00 0.00 --
-- 0.00
-- --
--
--
0.00
1.00 12,861 47.00
0.00 0.00 ---
-- 0.00
-- -
0.00
2.00 28,250 48.00
0.00 0.00 ---
-- 0.00
-- ---
---
--
0.00
3.00 47,245 49.00
0.00 0.00 --
--- 0.00
-- ---
---
--
0.00
4.00 69,951 50.00
0.00 0.00 ---
--- 0.00
-- ---
---
---
0.00
5.00 96,444 51.00
0.00 0.00 ---
--- 0.00
--- ---
---
---
0.00
6.00 126,786 52.00
0.00 0.00 ---
--- 0.00
--- ---
---
---
0.00
7.00 161,037 53.00
0.00 0.00 ---
-- 0.00
-- ---
---
--
0.00
8.00 199,251 54.00
0.00 0.00 --
---- 0.00
--- ---
---
---
0.00
9.00 241,485 55.00
1.51 0.22 --
--- 1.26
-- ---
---
-
1A8
10.00 287,796 56.00
21.13 0.07 --
-- 21.05
--- ---
--
--
21.12
11.00 338,242 57.00
25.91 0.06 ---
--- 25.84
--- ---
---
---
25.90
12.00 387,348 58.00
29.74 0.06 ---
--- 29.66
--- ---
---
---
29.72

Hydrograph Report
29
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 10
Pond #1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 88.61 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3
Reservoir name
= Pond #1
Max. Elevation
= 52.89 ft
Max. Storage
= 370,420 cuft
Storage Indication method used.
Outflow hydrograph volume = 602,968 cuft
Hydrograph Discharge Table
I Printatl values = 97% of Qp)
Time Inflow Elevation
Clv A
Clv B
Clv C
Clv D Wr A
Wr B
Wr C Wr D Exfil Outflow
(hrs) cfs ft
cfs
cfs
cfs
cfs cfs
cfs
cfs cfs cfs cfs
12.73 92.80 52.89
4.40
0.39
1.38
----- 3.02
83.78
----- ----- ----- 88.57
12.77 84.65 52.89
4.40
0.39
1.38
----- 3.02
83.81
----- ----- ----- 88.61 <<
12.80 76.60 52.88
4.38
0.39
1.38
----- 2.99
81.87
----- ----- ----- 86.64
...End

Pond Report 30
Hydraflow Hydrographs by Intelisolve Thursday, Jul 6 2006, 11:27 AM
Pond No. 3 - Pond #1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (it)
0.00 42.50
1.00 43.00
2.00 44.00
3.00 45.00
4.00 46.00
5.00 47.00
6.00 48.00
7.00 49.00
8.00 50.00
9.00 51.00
10.00 52.00
11.00 53.00
12.00 54.00
Contour area (sgft) Incr. Storage (cuft)
13,344 0
14,997 14,171
18,375 16,686
21,847 20,111
25,414 23,630
29,058 27,236
32,763 30,911
36,527 34,645
49,482 43,004
53,491 51,486
57,556 55,523
61,678 59,617
43,020 52,349
Total storage (cult)
0
14,171
30,857
50,968
74,598
101,834
132,745
167,390
210,394
261,880
317,404
377,021
429,370
Culvert /
Orifice Structures
Weir Structures
[A]
[B]
[C] [D]
[A] [B]
[C]
[D]
Rise (in)
= 12.00
3.00
12.00 0.00
Crest Len (ft)
= 0.79 30.00
0.00
0.00
Span (in)
= 12.00
3.00
12.00 0.00
Crest El. (ft)
= 50.90 52.00
0.00
0.00
No. Barrels = 1
1
1 0
Weir Coeff.
= 3.33 3.33
0.00
3.33
Invert El. (ft) = 50.90
50.00
50.90 0.00
Weir Type
= Riser Ciplti
---
---
Length (ft)
= 27.00
0.00
27.00 0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 6.47
0.00
6.47 0.00
N-Value
= .013
.013
.013 .000
Orif. Coeff.
= 0.60
0.60
0.60 0.00
Multi -Stage = n/a
No
Yes No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 it
Nate: CulvenADrif¢e oudloms have been analyzed under inlet and outlet control.
Stage I Storage / Discharge Table
Stage
Storage Elevation
Clv A Clv B
Clv C
Clv D Wr A
Wr B Wr C
Wr D
Exfil
Total
ft
auft it
cfs
cfs
cis
cfs cis
cfs cfs
cfs
cfs
cis
0.00
0 42.50
0.00
0.00
0.00
--- 0.00
0.00 ---
---
---
0.00
1.00
14,171 43.00
0.00
0.00
0.00
--- 0.00
0.00 ---
---
---
0.00
2.00
30,857 44.00
0.00
0.00
0.00
--- 0.00
0.00 --
---
---
0.00
3.00
50,968 45.00
0.00
0.00
0.00
-- - 0.00
0.00 --
---
--
0.00
4.00
74,598 46.00
0.00
0.00
0.00
-- 0.00
0.00 ---
---
---
0.00
5.00
101,834 47.00
0.00
0.00
0.00
-- 0.00
0.00 ---
---
---
0.00
6.00
132,745 48.00
0.00
0.00
0.00
--- 0.00
0.00 --
---
---
0.00
7.00
167,390 49.00
0.00
0.00
0.00
--- 0.00
0.00 ---
---
---
0.00
8.00
210,394 50.00
0.00
0.00
0.00
--- 0.00
0.00 ---
---
---
0.00
9.00
261,880 51.00
0.04
0.22
0.01
--- 0.03
0.00 --
---
---
0.26
10.00
317,404 52.00
2.66
0.32
1.24
-- 1.42
0.00 --
---
--
2.99
11.00
377,021 53.00
4.58
0.40
1.38
--- 3.20
99.90 ---
---
---
104.88
12.00
429,370 54.00
5.96
0.47
1.28
--- 4.68
282,56 --- .
---
---
288.99

Hydrograph Report
31
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 11
Pond #4 Routing
Hydrograph type = Reservoir
Peak discharge =
31.15 cfs
Storm frequency = 100 yrs
Time interval =
2 min
Inflow hyd. No. = 4
Reservoir name =
Pond #4
Max. Elevation = 60.95 ft
Max. Storage =
82,282 cuft
Storage Indication method used.
Outflow hydrograph volume = 279,267 cult
Hydrograph Discharge Table
( Pnatoi values = 97%of op.)
Time Inflow Elevation Clv A
Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Exfil Outflow
(hrs) cfs ft cfs
cfs cfs cfs cfs cfs cfs
cfs cfs cfs
12.77
40.92
60.71
30.37
0.01 -----
----- 17.80
12.53 ----- -----
----- 30.34
12.80
39.64
60.78
30.63
0.01 -----
----- 17.42
13.13 ----- -----
----- 30.56
12.83
38.24
60.84
30.85
0.01 -----
----- 17.13
13.60 ----- -----
----- 30.75
12.87
36.74
60.88
31.02
0.01 -----
----- 16.92
13.97 ----- -----
----- 30.89
12.90
35.15
60.92
31.15
0.01 -----
----- 16.78
14.23 ----- -----
----- 31.02
12.93
33.51
60.94
31.24
0.01 -----
----- 16.70
14.40 ----- -----
----- 31.11
12.97
31.83
60.95
31.28
0.01 -----
----- 16.66
14.48 ----- -----
----- 31.15 <<
13.00
30.14
60.95
31.27
0.01 -----
----- 16.66
14.47 ----- -----
----- 31.14
13.03
28.44
60.94
31.23
0.01 -----
----- 16.71
14.38 -----
31.09
13.07
26.76
60.91
31.14
0.01 -----
----- 16.79
14.20 -
----- 31.00
13.10
25.08
60.88
31.01
0.01 -----
----- 16.94
13.93 ----- -----
----- 30.88
13.13
23.43
60.83
30.83
0.01 -----
----- 17.15
13.57 ----- -----
----- 30.73
13.17
21.81
60.78
30.62
0.01 -----
----- 17.43
13.11 ----- -----
----- 30.56
13.20
20.22
60.71
30.37
0.01 -----
----- 17.80
12.53 ----- -----
----- 30.34
...End

Pond Report
32
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Pond No. 4 - Pond #4
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 (cult)
Total storage (cuft)
0.00 49.50
755
0
0
1.00 50.00
975
865
865
2.00 51.00
1,480
1,228
2,093
3.00 52.00
2,064
1,772
3,864
4.00 53.00
2,731
2,397
6,262
5.00 54.00
3,488
3,109
9,371
6.00 55.00
4,362
3,925
13,296
7.00 56.00
5,457
4,909
18,205
8.00 57.00
10,514
7,985
26,190
9.00 58.00
12,300
11,407
37,598
10.00 59.00
14,168
13,234
50,832
11.00 60.00
16,117
15,143
65,975
12.00 61.00
18,147
17,132
83,107
13.00 62.00
20,258
19,203
102,309
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] ID]
[A] [B]
[C]
ID]
Rise (in) = 24.00
2.00 0.00 0.00
Crest Len (ft)
= 12.00 30.00
0.00
0.00
Span (in) = 24.00
2.00 0.00 0.00
Crest El. (ft)
= 58.50 60.00
0.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 3.33
0.00
3.33
Invert El. (it) = 55.67
57.00 0.00 0.00
Weir Type
= Riser ciplti
---
---
Length (it) = 263.05
0.00 0.00 0.00
Multistage
= Yes Yes
No
No
Slope (%) = 1.79
0.00 0.00 0.00
N-Value = .013
.013 .000 .000
Orif. Coeff. = 0.60
0.60 0.00 0.00
Multistage = n/a
Yes No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulveNOnfice outflow have been analyzed
under inlet and outlet control.
Stage / Storage I Discharge Table
Stage Storage Elevation
CIv A clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D
Exfil
Total
It cuft R
cfs cfs
cfs cis cis
cfs cfs
cfs
cfs
cis
0.00 0 49.50
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
1.00 865 50.00
0.00 0.00
--- --- 0.00
0.00 --
---
---
0.00
2.00 2,093 51.00
0.00 0.00
-- --- 0.00
0.00 --
---
---
0.00
3.00 3,864 52.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
4.00 6,262 53.00
0.00 0.00
-- -- 0.00
0.00 ---
---
---
0.00
5.00 9,371 54.00
0.00 0.00
-- --- 0.00
0.00 ---
---
---
0.00
6.00 13,296 55.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
7.00 18,205 56.00
0.00 0.00
-- -- 0.00
0.00 --
---
---
0.00
8.00 26,190 57.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
9.00 37,598 58.00
0.11 0.10
--- --- 0.00
0.00 ---
---
---
0.10
10.00 50,832 59.00
14.26 0.13
--- --- 14.13
0.00 ---
---
---
14.25
11.00 65,975 60.00
2Z28 0.03
-- --- 27.25
0.00 ---
---
--
27.28
12.00 83,107 61.00
31.46 0.01
--- --- 16.49
14.84 ---
---
---
31.34
13.00 102,309 62.00
34.80 0.00
--- --- 1475
19.75 ---
---
---
34.50

BIC=
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 12
Pond #5 Routing
Hydrograph type
= Reservoir
Peak discharge
= 35.83 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 5
Reservoir name
= Pond #5
Max. Elevation
= 67.64 ft
Max. Storage
= 160,794 cuft
Storage Indication method used. Outflow hydrograph volume = 391,157 cult
Hydrograph Discharge Table (Printed values >= 97% of Op)
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
cfs
12.73
55.32
67.39
35.11
0.01
----- ----- 30.30
4.76 ----- ----- -----
35.07
12.77
52.07
67.47
35.40
0.01
----- ----- 29.74
5.61 ----- ----- -----
35.36
12.80
48.72
67.53
35.63
0.01
----- ----- 29.31
6.27 ----- - --- -----
35.58
12.83
45.32
67.58
35.79
0.01
----- ----- 29.01
6.75 ----- ----- -----
35.77
12.87
41.93
67.62
35.90
0.01
----- ----- 28.77
7.05 ----- ----- -----
35.83
12.90
38.59
67.64
35.96
0.01
----- ----- 28.61
7.21 ----- ----- -----
35.83
12.93
35.34
67.64
35.98
0.01
----- ----- 28.57
7.26 ----- ----- -----
35.83 <<
12.97
32.19
67.63
35.95
0.01
----- ----- 28.64
7.18 ----- ----- -----
35.83
13.00
29.21
67.61
35.88
0.01
----- ----- 28.83
7.00 ----- ----- -----
35.83
13.03
26.51
67.58
35.77
0.01
----- ----- 29.06
6.68 ----- ----- -----
35.74
13.07
24.21
67.53
35.62
0.01
----- ----- 29.33
6.24 ----- ----- -----
35.57
13.10
22.33
67.48
35.44
0.01
----- ----- 29.68
5.70 ----- ----- -----
35.39
13.13
20.76
67.42
35.22
0.01
----- ----- 30.11
5.08 ----- ----- -----
35.20
13.17
19.41
67.35
34.98
0.01
----- ----- 30.48
4.34 ----- ----- -----
34.83
...End

Pond Report
34
Hydraflow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Pond No. 5 - Pond #5
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 (cult)
Total storage (cuft)
0.00 56.00
2,545
0
0
1.00 57.00
3,647
3,096
3,096
2.00 58.00
4,850
4,248
7,344
3.00 59.00
6,159
5,504
12,848
4.00 60.00
7,599
6,879
19,727
5.00 61.00
9,168
8,383
28,110
6.00 62.00
15,150
12,159
40,269
7.00 63.00
17,174
16,162
56,432
8.00 64.00
19,309
18,241
74,673
9.00 65.00
21,572
20,440
95,113
10.00 66.00
23,953
22,762
117,876
11.00 67.00
26,411
25,182
143,058
.12.00 68.00
28,948
27,680
170,737
Culvert / Orifice Structures
Weir Structures
[A]
[e] ICI [D]
[A] [B]
[C]
[D]
Rise (in) = 24.00
2.00 0.00 0.00
Crest Len (ft)
= 16.00 30.00
0.00
0.00
Span (in) = 24.00
2.00 0.00 0.00
Crest El. (ft)
= 63.80 67.00
0.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 3.33
0.00
3.33
Invert El. (ft) = 60.98
62.00 0.00 0.00
Weir Type
= Riser Ciplti
---
---
Length(ft) = 78.64
0.00 0.00 o.0o
Multi -Stage
= Yes Yes
No
No
Slope (%) = 0.49
0.00 0.00 0.00
N-Value = .013
.013 .000 .000
Orif. Coeff. = 0.60
0.60 0.00 0.00
Multi -Stage = n/a
Yes No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOrifice outflo have been analyzed
under inlet and outlet control.
Stage I Storage I Discharge Table
Stage Storage Elevation
CIv A Clv B
CIv C CIv D Wr A
Wr B Wr C
Wr D
Exfil
Total
ft cuft it
cis cis
cfs cis cis
cis cis
cfs
cis
cis
0.00 0 56.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
1.00 3,096 57.00
0.00 0.00
-- --- 0.00
0oo --
---
---
0.00
2.00 7,344 58.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
3.00 12,848 59.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
4.00 19,727 60.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
5.00 28,110 61.00
0.00 0.00
--- --- 0.00
0.00 ---
--
---
0.00
6.00 40,269 62.00
0.00 0.00
--- --- 0.00
0.00 ---
---
---
0.00
7.00 56,432 63.00
0.11 0.10
--- --- 0.00
0.00 ---
---
---
0.10
8.00 74,673 64.00
4.98 0.15
--- --- 4.77
0.00 ---
---
---
4.91
9.00 95,113 65.00
24.60 0.02
--- --- 24.58
0.00 ---
---
---
24.60
10.00 117,876 66.00
29.54 0.01
--- --- 29.48
0.00 ---
--
---
29.49
11.00 143,058 67.00
33.64 0.01
--- --- 33.63
0.00 ---
---
---
33.63
12.00 170,737 68.00
37.10 0.00
--- -- 26.89
10.17 ---
---
---
37.06

Hydrograph Report
HydraFlow Hydrographs by Intelisolve
Thursday, Jul 6 2006, 11:27 AM
Hyd. No. 13
Pond #6 Routing
Hydrograph type = Reservoir
Peak discharge =
24.67 cfs
Storm frequency = 100 yrs
Time interval =
2 min
Inflow hyd. No. = 6
Reservoir name =
Pond #6
Max. Elevation = 55.23 ft
Max. Storage =
49,028 cuft
Storage Indication method used.
OutFlow hydrograph volume =
124,065 cuft
Hydrograph Discharge Table
( Printed values
= 97%of Op)
Time Inflow Elevation Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C
Wr D Exfil
Outflow
(hrs) cfs ft cfs
cfs
cfs cfs cfs cfs cfs
cfs cfs
cfs
12.37 28.13 55.18 24.25
0.03
----- ----- 24.22 ----- -----
----- -----
24.24
12.40 26.97 55.22 24.53
0.03
----- ----- 24.51 ----- -----
----- -----
24.53
12.43 25.61 55.23 24.66
0.03
----- ----- 24.63 ----- -----
----- -----
24.66
12.47 24.09 55.23 << . 24.68
0.03
----- ----- 24.65 ----- -----
----- -----
24.67 <<
12.50 22.41 55.22 24.57
0.03
----- ----- 24.54 ----- -----
----- -----
24.57
12.53 20.60 55.19 24.32
0.03
----- ----- 24.30 ----- -----
----- -----
24.32
... End

Pond Report
36
Hydraflow Hydrographs by Intelisolve
Pond No. 6 - Pond #6
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
46.00
1.00
47.00
2.00
48.00
3.00
49.00
4.00
50.00
5.00
51.00
6.00
52.00
7.00
53.00
8.00
54.00
9.00
55.00
10.00
56.00
11.00
57.00
12.00
58.00
13.00
59.00
Culvert / Orifice Structures
[A]
[B]
Rise (in)
= 24.00
1.50
Span (in)
= 24.00
1.50
No. Barrels
= 1
1
Invert El. (ft)
= 51.37
53.00
Length (ft)
= 21.58
0.00
Slope (%)
= 0.10
0.00
N-Value
= .013
.013
Crif. Coeff.
= 0.60
0.60
Multi -Stage
= n/a
Yes
Contour area(sgft)
1,162
1,672
2,262
2,933
3.685
4,519
5,431
9,028
10,265
11,573
12,951
14,399
15,918
17,506
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
It cuft ft cfs
0.00 0 46.00 0.00
1.00 1,417 47.00 0.00
2.00 3,384 48.00 0.00
3.00 5,981 49.00 0.00
4.00 9,290 50.00 0.00
5.00 13,392 51.00 0.00
6.00 18,367 52.00 0.00
7.00 25,597 53.00 0.00
8.00 35,243 54.00 0.06
9.00 46,162 55.00 22.05
10,00 58,424 56.00 28.61
11.00 72,098 57.00 32.48
12.00 87,257 58.00 35.85
13.00 103.969 59.00 38.93
[C]
0.00
0.00
0
0.00
0.00
0.00
.000
0.00
No
[D]
0.00
0.00
0
0.00
0.00
0.00
000
0.00
No
Incr. Storage (cult) Total storage (cuft)
0
0
1,417
1,417
1,967
3,384
2,597
5,981
3,309
9,290
4,102
13,392
4,975
18,367
7,229
25,597
9,646
35,243
10,919
46,162
12,262
58,424
13,675
72,098
15,158
87,257
16,712
103,969
Weir Structures
Thursday, Jul 6 2006, 11:27 AM
[A]
[B]
[C]
[D]
CrestLen(ft)
= 12.00
0.00
0.00
0.00
Crest El. (ft)
= 54.20
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Riser
--
---
---
Multi-Stage
= Yes
No
No
No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: Culvenl0rifice outtlom have been analysed under inlet and outlet control.
Ch,B
CIvC
Ch,D
'WrA
WrB
WrC
WrD
Exfil
Total
cis
cfs
cis
cfs
cis
cfs
cfs
cfs
cis
0.00
-
--
0.00
---
---
---
---
0.00
0.00
--
--
0.00
---
---
---
---
0.00
0.00
--
---
0.00
---
-
---
--
0.00
0.00
--
--
0.00
---
--
---
---
0.00
0.00
---
--
0.00
---
--
---
---
0.00
0.00
--
---
0.00
---
---
---
--- .
0.00
0.00
--
---
0.00
---
---
---
--
0.00
0.00
-
--
0.00
--
---
---
---
0.00
0.06
--
---
0.00
---
--
--
---
0.06
0.03
--
---
22.01
---
---
---
---
22.04
0.01
---
---
28.59
---
---
---
---
28.61
0.01
---
---
32.46
---
---
---
---
32.47
0.01
---
---
35.74
---
--
---
---
35.74
0.00
--
---
38.79
---
---
---
---
38.79

CAPE FEAR
Engineering, Inc.
August 1, 2006
Robert D. Gordon
NCDENR
Express Permitting Section
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Grayson Park —Phases IA& I
Stormwater Project No. SW8 060238
Dear Mr. Gordon:
`J 2
pS'w8 d_
Please find the enclosed response to your request for additional information for the above
referenced project.
✓1. A dimension for the driveways of the multi -family units has been provided.
t,//2. A cross-section detail for the private drives has been added to the detail sheet.
\ The baffle wall and cutof trenches have ben di ensi n;�dd on sheet S W-3.
/V kti r�C�� 7X� "
4.rA cote has been added to the baffle detail to ensure the baffles extend to the
l// bottom of the permanent pool.
( 5� The smaller orifice pipe is increased in diameter to keep the pipe from
clogging. Paul Bartlett has asked us to do this at Seawatch before and 1
believe it was an earlier comment of yours.
�6/A note has been added to the pond details for draining.
7. The bottom elevation of each forebay has been added to the details.
8. cross-section of the outlet channel has been provided.
9.ZA cut-off trench has been added around the—oUtlet tt keep from draining the
IL � w lands.
Sw3
0. The outlet structure elevation has been revised.
iJd. A trash guard note has been added to the details.
151 Poole Road, Suite 100 • 8elville, NC26451 • TEL: [phone] • FAX: [phone]
wwwcapefearengineering.com

✓I2. The offsite drainage area has been included on the offsite map.
I trust this information to be sufficient for your review and approval. If you have any
questions or require additional information, please contact this office. Thanks for your
timely review.
Sincer y,
Richard Christensen
cc: File

O�0F W A TFIyrOG Michael F. Easley, Governor
William G. Ross Jr., Secretary
C North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
_ Division of Water Quality
M. J. Naugle - Express Permitting
Surface Water Protection Section
127 Cardinal Drive Extension
Wilmington, NC 28405
To:
Richard Christianson — Cape Fear Engr.
From:
M. J.
Naugle: 910-796-7303
Fax:
910-383-1045
Pages:
4
Phone: [phone] late: 7/31/2006
Re: Stormwater Project No. SW'8 060238 CC: [Click here and type name]
Grayson Park Ph 1A & 1 B
❑ Urgent x For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
• Comments:
Mr. Christianson
Attached is a copy of the resubmittal of request for additional information to Mr. Sullivan,
member/manager. The July 19, 2006 submittal was returned for incorrect address. If you have any questions on
this project, please contact Mr. Paul Bartlett at 910-796-7215. Please call and confine that you have received
this memo.
�Sincerely,
Mary Jean
DWQ Express
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617
Internet: h2o.encstate.nc.us 512 N. Salisbury St. Raleigh, NC 27604
An Equal Opportunity/Affirmative Action Employer - 50% Recyded/10 % Post Consumer Paper
No a hCarolina
Wura/!y
Phone [phone] Customer Service
FAX [phone]

Q�0F warFgpc
h
r
�
a��
July 31, 2006
Mr. Dennis Sullivan, Member/Manager
Maco Road Partners, LLC
29 North Third Street
Wilmington, NC 18401
Subject: Request for Additional Information
Stormwater Project No. SW8 060238
Grayson Park - Phases 1A & 1B
Brunswick County
Dear Mr. Sullivan:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
Please find attached an additional request for information, dated July 19, 2006. The original submittal was
returned for incorrect address. If there are any questions on this project, please contact Paul Bartlett at 910-796-
7215.
Sincerely,
4-a-*Mary Jean a gle
NC DWQ Express Permitting
mjn: S:\WQS\STORMWATER\ADDINF0\2006\060238july31 7
cc: Richard Christianson, Cape Fear Engineering
Mary Jean Naugle
Paul Bartlet
0.
rCaro ina
ura/y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwateroualitv.org Fax [phone]
An Equal Opportunity/Affrma6ve Action Employer - 50 % Recycled110% Post Consumer Paper

WET DETENTION POND ANALYSIS
PROJECT #: SW8 060238
PROJECT NAME: Grayson Park
Pond 11P
Receiving Stream:
Classification:
Index Number:
Onsite DA, sf= 1747192.,M
Offsite DA, sf = //'
Total Drainage Area: ✓1747192.00
Built -Upon Area
�
Buildings/Lots, sf=
11306180.00
Streets/Parking, sf=
1101495.00
Sidewalk/Concrete, sf=
,�31363.00
Other, sf=
✓
Offsite, sf=
17424.00
Total Built -upon Area:
1 456462.00
Surface Area
FILE NAME: S:\WQSIPOND\060238.xis
REVIEWER: R. Gordon
Original Run Date:
Last Modified: 19-Jul-06
Pond 4 Pond 5 Pond 6
830689.00 1 1003622.00 1 409464.00
830689.00 1 1003622.00 1 409464.00
YI72620.00 79920.00 71820.00
v<-5I i 2.4.00 79715.00 57935.00
v5663.00 17424.00 23087.00
157252.00
% impervious 26.13%
26.65%
33.31 %
37.33%
Design Depth, It 7.50
6.00
6
7.00
TSS (85% or 90%): 90
90
90
90
SAIDA ratio 0.72%
1.47%
1.77%
1.32%
Req. Min. Surface Area 12624
12179
17719
5404
Volume Calculations
Design Storm, inches: 1
1
1
1
Rational Cc= 0.40
0.41
0.46
0.49
Rational Volume, cf: 58458
28114
38214
16557
Rv= 0,285
0.290
0.350
0,386
Min. Req. Volume= 41515
20067
29255
13169
Bottom Elevation= .42.50
51.001/
56.00
46.00
Permanent Pool Elev= v 50.00
57.00 ✓
62.00
53.00
Perm Pool Area= 49482.00
12634.00//
15150.00
25597.00
Design Pool Elevation= ✓50.90
.S%rQ%8�
63.80
54.40
Design Pool Area= v' 53090.10
15462.50/1i147-18882.00
10788.20
Total Volume Prov. = 46157,44
21072.38 ,
30628,80
25469.64
Forebay Volume
Permanent Pool Vol.= 203309.00
31765.00 .
40269.00
25597.00
Req. Forebay Volume- 40�
8053.8
5119.4
Prov. Forebay Volume= 0
4433
4433
8615
.00
3771.00
Percent=(22>%>18)" to
14%
21%
15%
Ponds are oversized, forebay is 20%
of pp at the
point where
SA req't is met
Pond 1
Pond 2
Pond 3
Pond 4
� •r r rr
#DIV/01
#DIV/01
#DIVIO!
#DIV/O!
#DIV/O!
#DIV/01
#DIV/01
#DIV/01
#DIV/O!
#DIV/O!
#DIV/O!
#DIV/01
#DIV/0!
#DIV/O!
�it
0 0
#DIV/0! #DIV/O!
Pond 5 Pond 6
Drawdown Orifice/Weir
Avg. Head, ft = 0.39
071
0.86
0.67
0.00
0.00
Average Flow Q2, cfs 0.240
0.1In
0.169
0.076
#DIVIO!
#DIVIO
Average Flow Q5, cfs , 0.096
0.046
0.068
0.030
#DIV,'O!
#Dh/h;!
Q2 Area, sq. in. = 11.54
4.13
5.47
279
#DIV/0':
4DIV/0':
Q5 Area, sq. in. = 4.62
1 :i5 +
2.19
1.11
#DIV/0!
4D V/0!
No. of Orifices 1
1 /
1
1
Orifice Diameter, in.= ✓ 3
2 ✓
2
1.5
Orifice Area, sq. in. = 7.069
3.142
3.142
1.767
0.000
0.000
Weir Height, inches=
Weir Length, inches=
Weir C = 24.723
22.595
22.717
23.538
#DIV/O!
#DIV/O!
Weir L', eff. length= -0.077
-0.142
-0.172
-0.134
0.000
0.000
Avg. Flowrate, Q, cfs = 0,147
0.088
0,097
0.048
0.000
0.000
2.6
3.5
3.2
#DIV10!
#DIVIO.
Drawdown, days= 3.3
rr ).iQ�.�r4'//3 ao. F9a
zzy oG'��t
W D

Surface Water Protection Section
N.C. Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension 2.0 :Il_I L.:?Isv
Wilmington, NC 28405
F2ECL,FV�' �
JUL 2 7 Z005
BY:
Mr. Dennis Sulivan, Member/Manager
Maco Road Partners, LLC
7101 Creedmore Road �U
Raleigh, NC 27613
02 1A ip IUIII.111-a il-
0004337146 JUL 20 2006
MAILED FROM ZIPCODE 28405
�� � 1 �'� i �C}Ir � vG�(:1G Illllll illllll lillll lllll lllllllll lilillllilll lllllllllillll 11

RECYCLED
60olumbian.

P. 1
COMMUNICATION RESULT REPORT ( SUL.19.2006 4:21PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
------------------------------------------------------------------------------------------------
009 MEMORY TX 9-3831045 OK P. 3/3
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
FAX COVER SHEET
Date: July 19, 2006 No. of Pages: 3
To: Richard Christianson From: Robert Gordon
Company: Cape Fear Engineering Express Permitting section
FAX #: Cape 45 g g FAX # [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 060238
Project Name: Grayson Park
MESSAGE:
Attached is the request for additional information for Grayson Park. The original
will be mailed to the applicant and a copy will also be mailed to you. Please call
if you have any questions. Thanks!

FAX COVER SHEET
Date: July 19, 2006 No. of Pages: 3
To: Richard Christianson From: Robert Gordon
Express permitting section
Company: Cape Fear Engineering FAX # [phone]
FAX #: [phone] Phone # [phone]
DWQ Stormwater Project Number: SW8 060238
Project Name: Grayson Park
MESSAGE:
Attached is the request for additional information for Grayson Park. The original
will be mailed to the applicant and a copy will also be mailed to you. Please call
if you have any questions. Thanks!

W ATF9
P
AID
July 19, 2006
Mr. Dennis Sulivan, Member/Manager
Maco Road Partners, LLC
7101 Creedmore Road
Raleigh, NC 27613
Subject: Request for Additional Information
Stormwater Project No. SW8 060238
Grayson Park - Phases 1A & 1B
Brunswick County
Dear Mr. Sullivan:
Michael F- Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Grayson Park - Phases 1A & 1 B on July 7, 2006. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
Please provide a dimension for the driveways of the multi -family units.
Some of the private drives appear to have an inverse crown. There is no cross-section
that includes an inverse crown. Please add any appropriate roadway cross -sections
and label them accordingly.
The exact (plan view) location and dimensions of the cutoff trench and baffle walls are
not clearly identified on the site plan. It will be difficult to provide this detail at 1 "=100'
scale. It is recommended that this detail be provided at a better scale, perhaps on the
details shown on sheet SW-3. The location and linear feet are needed for each cutoff
trench and the length and approximate location within the basin is needed for each
baffle wall.
4. The baffles must extend to the bottom of the permanent pool.
5. On the pond 1 section, there is a 3" pipe specified on the left of the cutoff trench and a
6" pipe specified on the right of the trench.
6. Please specify how the pond will be drained for maintenance or in an emergency.
Typically a note specifying a pump is provided.
7. Please specify the forebay bottom elevation on all pond sections.
8. Please provide a cross-section of the "system K" outlet channel. It must have side -
slopes no greater than 3:1.
9. The head of the "system K" outlet channel appears to be —50' from the nearest wetland.
However, the outlet is significantly lower in elevation than the wetland. Please provide a
calculation that the distance provided is sufficient to avoid a drawdown impact to the
wetlands (typically a basic ellipse equation calculation is used to satisfy this concern)
NotthCarolina
1Zaturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service 1-977-623-6748
Wilmington Regional Office - Wilmington, NC 28405 Fax [phone] Internet. ww,,.ncwatCmUallty.org
An Equal Opportunity/Affirmative Action Employer - 50 % Recycledl10 % Post Consumer Paper

yson Park
July 19, 2006
Stormwater Permit # SW8 060238
10. For pond #6 the top of the outlet structure is lower than the storage pool elevation.
11. Please provide a detail of the outlet structure grate (or specify that the max trash guard
opening is 4").
12. Please call out the offsite drainage area on the offsite map.
Please note that this request for additional information is in response to a partial, preliminary
review. The requested information should be received by this Office prior to July 31, 2006, or
the application will be returned as incomplete. The return of a project will necessitate
resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that heed to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Robert D. Gordon
Environmental Engineer II
ENB/RDG: S:\WQS\STORMWATER\ADDINFO\2006\060238.ju106
cc: Richard Christianson, Cape Fear Engineering, Inc.
Robert D. Gordon

�7P
CAPE FEAR
Engineering, Inc.
151 Poole Rood, Suite 100
BeNtlle, NC 28451
TEL [phone]
FM [phone]
www.capefearengit)eering.com
NCDENR — Water
Attn: Robert Gordon
❑ As Requested ❑ For Your Files
❑ Sent via Mail ® Sent via Courier
JUL 0 7
Date-7/6/06
File: 820-01
Subject: Grayson Park -Phases 1A & I
Express Permitting
Brunswick County
Permit No. SW8 051240
❑ For Distribution ® For your Review / Action / Approval
Quantity
Drawing No.
Description
2
Revised Stormwater Control Plan
2
Design Narrative with Calculations
2
Original and One Copy of Stormwater Application
2
Original and One Copy of Wet Detention Basin Supplement
1
Response Letter
1
Offsite Aerial Photo Sheet C-1 (Offsite Impervious)
REMARKS If you have anv questions or comments, please feel free to contact this office.
CC
mra'Aw 00marivirsom
.11"1CIto lIIIIII I!. - 1
1OAr
Transmittal-NCDENR-7-6-06.doc

CAPE FEAR
Engineering, Inc.
July 6, 2006
Robert D. Gordon
NCDENR
Express Permitting Section
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Grayson Park— Phases I & I
Stormwater Project No. SW8 060238
Dear Mr. Gordon:
Per our meeting, please find the enclosed response to your request for additional
information for the above referenced project.
1. Cut-off trenches have been added to ponds # 1, #4, #5 and #6 to keep the
wetlands from draining back into those ponds. The details for the ponds have
also been revised to show the cut-off trench.
2. Pond #6 is oversized. It has a surface area of 9,028 sf, but only 5,364 sf is
required per the pond calculations. With a required surface area of 5,364.sf,
the pond would need to be 42' by 128'to meet the 3:1 length to width ratio
requirement. Pond #6 is roughly 88' by 134' which exceeds what is required.
Therefore, baffles are not necessary for Pond #6.
Ponds #4 has been revised to show a baffle in order to lengthen the flow
distance from the flare end section to the outlet structure.
The shape, size and location of Pond #5 have been revised. Calculations are
included.
3. The bridges have been labeled as pervious structures.
4. The driveways in the multi -family sections have been added to the plans and
their impervious areas added to the pond calculations.
5. The impervious areas for the pond spreadsheets have been revised and show
how the impervious areas were determined.
151 Poole RoaA, Suite 100 • Belville, NC2,5451 • TEL: [phone] • FAX: [phone]
www. ca pefearengineering. com

6. The temporary pool elevations on the wet detention basin supplements have
been revised.
7. All infrastructure associated with the amenity area has been removed from the
plans.
8. A sheet containing an aerial photo of the offsite buildings used to calculate the
offsite impervious has been added to this package.
9. A sheet showing the dimensions of the permanent pool has been added to this
package.
10. Spot elevations of the roadway high and low points have been added to the
plans.
11. Roadway cross -sections have been revised.
12. Cul-de-sac details have been added.
I trust this information to be sufficient for your review and approval. If you have any
questions or require additional information, please contact this office. Thanks for your
timely review.
Sincerely,
Richard Christensen
cc: File

9
WET DETENTION BASIN DATA SHEET
GRAYSON PARK - PHA5E I
POND #4
DRAINAGE AREA (Ad) =
IMPERVIOUS AREA (Ai):
BUILDINGS:
ROAD5:
51 DEWALK5:
OFF -SITE
CONTINGENCY:
TOTAL:
PERCENT IMPERVIOUS (1):
I = Ai/Ad = 1 9.77%
19.07 ACRE5
2.G5 ACRE5
0.99 ACRE5
0. 13 ACRES
0.00 ACRE5
0.00 ACRES
3:77 ACRES
(SAY 20%)
(38 5F LOTS @ 3000 5P/LOT +
1 G20 SF Of I MP UNIT)
(INCLUDES I MF UNIT DRIVEWAY)
POND #4 SHALL BE G.O' DEEP AND DESIGNED TO REMOVE 90% T55.
5A/DA= 1.2000%
REQUIRED 5URPACE AREA AT PERMANENT POOL:
5A�zfQ.= 0.22884 AC. = 99G8 SF
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.57)= 10572.3 5P
............................................................................................................................
SA PROV'D= 10972.32 > 99G8 =5A REQ'D OK
...........................................................................................................................:
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BYTOM SCHUELER):
Rv=0.05+0.009'(I)
Rv= 0.22703
VOLUME= I ""Rv'Aci = 0.3G222 AC -FT
1 5775.2 FT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
EL.
SA (51
57
10972
58
14722
59
IG721
GO
16804
INCREM. TOTAL
VOL. (CP) VOL. (CF)
0 0
12847 12647,
15721.4 285G8.3
177G2.G 4G330.9
POND#4 DATA 5HEET
PAGE I OF 3
J U LY. 2000

SET TEMP. POOL ELEVATION:
REQ'D EL.= 58. 18645 +-5AY 58.2
VOL. PROV'D = 15991 CF
............................................................................................................................
VOL. PROV'D= 15991.22 > 15778.2 =VOL. REQ'D OK
...........................................................................................................................
FOREDAY 5121NG:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
5A (5P)
VOL (CF)
VOL. (CF)
51 1480
0
0
52 2064
1772
.1772
53 2732
2398
4170
54 3489
3110
7280
55 4361
3925
11206
56 5538
4949
16155
57 10972
6255
24410 f- (5A REM METI)
REQ'D VOLUME = 20% TOTAL =
4(582
CP
CHECK FORE5AY VOLUME:
INCREM.
TOTAL
F1 -
5A (5F)
VOL (CP)
VOL. (CF)
53
436
0
0
54
1096
767
767
55
2069
1554
2350
56
3 179
2624
4974 (5A REQ'T METI)
PROV'D VOLUME = 4974 CP 4' DEEP PORE5AY)
..................................... :.......................................................:........
......................
VOL. PROV'D= 4974 -= 4882 =VOL. REQ'D OK
............................................................................................................................
POND#4 DATA 5HEET
PAGE 2 OF 3
JULY, 2006

ORIFICE 51ZING: REQ'D DRAWDOWN TIME = 2-5 DAYS
Q2= 0.09 1309 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.03G524 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 2" CIRCULAR ORIFICE, EL. 57.0' (PERM. POOL EL.)
Q PROV'D= Cd'A'(2gh)^ 1/2 WHERE: Cd= O.G
A= 0.02182 5F
g= 32.2 FPS/5
h= AVE. HEAD =(1 .4' - (0.5)(27 1 2))/2
= O.G5833
Q PROV'D= 0.085232
r.............................................................
Q2> 0.085232 >Q5 OK
.................................................................... f
DRAWDOWN TIME:
TIME = VOLUME = 2. 142G DAYS
Q PROV'D
POND#4 DATA 5HEET
PAGE 3 OF 3
JULY, 2000

,�gggs
�'
CAPE FEAR
Engineering, Inc.
151 Poole Road, Suite 1W
BeNi11e, NC 2e451
TEL (970) 3W 1044
FAX [phone]
www.capefearengineering.com
To: NCDENR — Water Quality
Attn: Robert Gordon
Transmittal
4/24/06
820-01
subject: Grayson Park -Phases I & 1 B
Express Permitting
Brunswick County
Permit No. SW8 051240
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
2
Stormwater Control Plan
2
Design Narrative with Calculations
2
Original and One Copy of Application
2
Original and One Copy of All Supplements
1
$1000 Review Fee
1
Response Letter
1
Operational Agreement
2
Wetland Maps
REMARKS If you have any questions or comments, please feel free to contact this office.
CC: Cape F�ngineering, I
Signed
ichard Chris ensen
Transmittal-NCDENR-4-24-06.doc

CAPE FEAR
Engineering, Inc.
April 24, 2006
Robert D. Gordon
NCDENR
Express Permitting Section
127 Cardinal Dr. Ext.
Wilmington, NC 28405
RE: Grayson Park —Phases IA & 113
Stormwater Project No. SW8 060238
Dear Mr. Gordon:
Please find the enclosed response to your request for additional information for the above
referenced project.
I. The drawdown pipe sizes have been revised. Pond # I now shows a
drawdown pipe. The pond detail for Pond #1 now shows a 6" pipe downsized
to a 3" pipe with a reducer to prevent clogging. The revised plan also shows
that the ponds will draw down.
2. A copy of the wetlands jurisdictional determination map has been included in
this package.
3. A copy of the Operational Agreement for Maco Road Partners, LLC has been
included in this package.
4. The dimensions for the multi -family units have been added to the plans.
5. The dimensions for all roadways have been added to the plans.
6. The project boundary has been dimensioned.
7. A draft copy of the proposed restrictive covenants has been added.
8. The layout for the amenity area has not been finalized. But I have added the
drainage area to Pond #5 with 85% of this amenity area as impervious. I will
resubmit the site plan once the amenity area design has been completed.
151 Poole Road, Suite 100 • Belville, NC 26451 • TEL; [phone] • FAX: [phone]
wwwcapefearengineering.com

9. 1 have reconfigured the pond as best 1 can. There will be a stamped concrete
bridge crossing over Pond #5. The pond has maintained a depth of 3' through
the crossing.
10. Spot elevations have been provided.
11. The 10' vegetative shelf issues have been addressed.
12. Storage elevations have been revised.
13. The storm drainage table has been revised to include all structures.
1 trust this information to be sufficient for your review and approval. If you have any
questions or require additional information, please contact this office. Thanks for your
timely review.
Sincerely,
�
Richard Christensen
cc: File

OPERATING AGREEMENT
FOR 'Ca" >t-71,D
MACO ROAD PARTNERS, LLC
APR 2 4 2006
L
Y:_- _
THESE SECURITIES HAVE NOT BEEN REGISTERED UNDER THE NORTH CAROLINA
SECURITIES ACT OF 1990, AS AMENDED, IN RELIANCE UPON THE EXEMPTION FROM
REGISTRATION SET FORTH IN §78A-17(9) OF SUCH ACT. IN ADDITION, THESE SECURITIES
HAVE NOT BEEN REGISTERED WITH THE UNITED STATES SECURITIES AND EXCHANGE
COMMISSION IN RELIANCE UPON AN EXEMPTION FROM SUCH REGISTRATION SET FORTH
IN THE SECURITIES ACT OF 1933 PROVIDED BY SECTION 4(2) THEREOF, NOR HAVE THEY
BEEN REGISTERED WITH THE SECURITIES COMMISSION OF CERTAIN STATES IN RELIANCE .
UPON CERTAIN EXEMPTIONS FROM REGISTRATION. THESE SECURITIES HAVE BEEN
ACQUIRED FOR INVESTMENT PURPOSES ONLY AND MAY NOT BE OFFERED EXCEPT IN
ACCORDANCE WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT AND IN A
TRANSACTION WHICH IS EITHER EXEMPT FROM REGISTRATION UNDER SUCH ACTS OR
PURSUANT TO AN EFFECTIVE REGISTRATION STATEMENT UNDER SUCH ACTS.
ARTICLE 1
The following terms used in this Operating Agreement shall have the following meanings (unless
otherwise expressly provided herein):
"Admission Agreement." An agreement between a prospective member and the Company which sets
out the prospective member's acceptance of membership under the conditions set forth in this Operating
Agreement and the terms of any Contribution to Capital required of him.
"Affiliate." (i) in the case of an individual, any relative of such Person, (ii) any officer, director,
trustee, partner, manager, employee or holder of ten percent (10%) or more of any class of the voting
securities of or entity interest in such Person, or (iii) any corporation, partnership, limited liability company,
trust director, trustee, partner, manager, employee or holder of ten percent (10%) or more of the outstanding
voting securities of any corporation, partnership, limited liability company, trust or other entity controlling,
controlled by or under common control with such Person.
"Articles of Organization." The Articles of Organization of MACO ROAD PARTNERS, LLC, as
filed with the Secretary of State of North Carolina and as the same may be amended from time to time.
"Capital Account." A capital account maintained in accordance with the Code and Treasury
Regulations § 1.704-1(b)(2) & (4), as amended from time to time, and the rules under Article IX hereof, to
the extent that such rules do not conflict with the Code and the Treasury Regulations.
"Code." The Internal Revenue Code of 1986, as amended from time to time.
"Comoanv." MACO ROAD PARTNERS, LLC, a North Carolina limited liability company.

"Contribution to Capital." Any contribution, as defined in N.C. Gen. Stat. §57C-4-01, to the capital
of the Company in cash, property, or other binding obligation to contribute cash or property whenever made.
"Distributable Cash." All cash, revenues and funds received by the Company from Company
operations, less the sum of the following to the extent paid or set aside by the Company; (i) all principal and
interest payments on indebtedness of the Company and all other sums paid to lenders; (ii) all cash
expenditures incurred incident to the normal operation of the Company's business;(iii) such Reserves as the
Managers deem reasonably necessary to the proper operation of the Company's business.
"Economic Interest." A Member's or Economic Interest Owner's share of one or more of the
Company's Net Profits, Net Losses and distributions of the Company's assets pursuant to this Operating
Agreement and the North Carolina Act, but shall not include any right to vote on, consent to or otherwise
participate in any decision of the Members or Managers.
"Economic Interest Owner." The owner of an Economic Interest who is not a Member.
"Entity." Any general partnership, limited partnership, limited liability company, corporation, joint
venture, trust, business trust, cooperative or association or any foreign trust or foreign business organization.
"Fiscal Year." The Company's fiscal year, which shall be the calendar year.
"Initial Contribution to Capital." The initial contribution to the capital of the Company made by a
Member pursuant to this Operating Agreement.
"Maiority Interest." Ownership Interests of Members, which, taken together, equal or exceed fifty
one percent (51 %) of the aggregate of all Ownership Interests.
"Manager." Manager shall mean each of the initial Members of the Company named in Article IV
of this Agreement, or any other Person that succeeds such Manager in their capacity as Manager or any other
Person(s) elected to act as Manager of the Company as provided herein. "Managers" refers to such Persons
as a group.
"Member." Each of the parties who executes a counterpart of this Operating Agreement as a Member
and each of the parties who may hereafter be admitted as a Member in accordance with Article XIL
"Members" refers to such Persons as a group.
. "Membership Interest." All of a Member's rights in the Company, including without limitation the
Member's share of the Profits and Net Losses of the Company, the right to receive distributions of the
Company's assets, any right to vote, any right to participate in the management of the business and affairs
of the Company, including the right to vote on, consent to, or otherwise participate in any decision or action
of or by the Members granted pursuant to this Operating Agreement or the North Carolina Act.
"Net Losses." The Company's taxable loss computed pursuant to the Code.
"Net Profits." The Company's taxable income computed pursuant to the Code.
"North Carolina Act." The North Carolina Limited Liability Company Act, N.C. Gen. Stat. § 57-1-
01, et seq.

"Operating Agreement." This Operating Agreement as originally executed and as amended from
time to time.
"Organizer". Any Person who executes the Articles of Organization thereby organizing the
Company.
"Ownership Interest." The percentage of ownership set opposite each Member's name set forth on
Schedule "A" attached hereto. All references to a "majority in interest" of the Members or other designated
group shall refer to a majority of the then Ownership Interests held by the Members.
"Person." Any individual or Entity, and the heirs, executors, administrators, legal representatives,
successors, and assigns of such "Person" where the context so permits.
"Reserves." With respect to any fiscal period, funds set aside or amounts allocated during such
period to reserves which shall be maintained in amounts deemed sufficient by the Managers for working
capital and to pay taxes, insurance, debt service or other costs or expenses incident to the ownership or
operation of the Company's business.
"Transferring Member." A Member or Economic Interest Owner who sells, assigns,_pledges,
hypothecates or otherwise transfers for consideration or gratuitously all or any portion of its Membership
Interest or Economic Interest.
"Treasury Regulations" or "Regulations." The Federal Income Tax Regulations promulgated under
the Code, as such regulations may be amended from time to time (including correspondence provisions of
succeeding regulations).
ARTICLE 11
ORGANIZATION OF COMPANY
2.01 Formation. On MAY 2005, CINDY S. ROSEFIELDE-KELLER, SANDMAN &
ROSEFIELDE-KELLER, organized the Company as a North Carolina limited liability company by executing
and delivering Articles of Organization to the Secretary of State of North Carolina in accordance with the
provisions of the North Carolina Act.
2.02 Agreement. For and in consideration of the mutual covenants herein contained and other
good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, the
Members executing this Operating Agreement hereby agree to the terms and conditions of this Operating
Agreement, as it may from time to time be amended according to its terms. It is the express intention of the
Members that this Operating Agreement shall be the sole source of agreement of the parties, and, except to
the extent a provision of this Operating Agreement expressly incorporates federal income tax rules by
reference to sections of the Code or Regulations or is expressly prohibited or ineffective under the North
Carolina Act, this Operating Agreement shall govern, even when inconsistent with, or different than, the
provisions of the North Carolina Act or any other law or rule. To the extent any provision of this Operating
Agreement is prohibited or ineffective under the North Carolina Act, this Operating Agreement shall be
considered amended to the smallest degree possible in order to make this Operating Agreement effective
under the North Carolina Act. In the event the North Carolina Act is subsequently amended or interpreted
in such a way to make any provision of this Operating Agreement that was formerly invalid valid, such
provision shall be considered to be valid from the effective date of such interpretation or amendment.

2.03 Name. The name of the Company is MACO ROAD PARTNERS, LLC.
2.04 Priricipal Place of Business. Theprincipal place of business of the Company within the state
of North Carolina is 7101 CREEDMOOR ROAD, SUITE 122, RALEIGH, NORTH CAROLINA 27613.
The Company may locate its places of business and registered office at any other place or places as the
Manager or Managers may from time to time deem advisable.
2.05 Registered Office and Registered Agent. The Company's initial registered office shall be
at the office of its registered agent at 7101 CREEDMOOR ROAD, SUITE 122, RALEIGH, NORTH
CAROLINA 27613 , and the name of its initial registered agent at such address is ANDREW K.
SANDMAN. The registered office and registered agent may be changed from time to time by filing the
address of the new registered office and/or the name of the new registered agent with the Secretary of State
of North Carolina pursuant to the North Carolina Act and the applicable rules promulgated thereunder.
2.06 Term. The Company shall be dissolved and its affairs wound up in accordance with the
North Carolina Act and this Operating Agreement on JANUARY 1, 205_, unless the term shall be extended
by amendment to this Operating Agreement and the Articles of Organization, or unless the Company shall
be sooner dissolved and its affairs wound up in accordance with the North Carolina Act or this Operating
Agreement.
ARTICLE III
BUSINESS OF COMPANY
3.01 Permitted Businesses. The business of the Company shall be:
\ (a) To accomplish any lawful business whatsoever, or which shall at any time appear conducive
to or expedient for the protection or benefit of the Company and its assets.
(b) To exercise all other powers necessary to or reasonably connected with the Company's
business which may be legally exercised by limited liability companies under the North Carolina Act.
(c) To engage in all activities necessary, customary, convenient, or incident to any of the
foregoing.
ARTICLE IV
NAMES AND ADDRESSES OF MEMBERS
The name and addresses of the initial Members are as follows:
Name
ANDREW K. SANDMAN
H. ARTHUR SANDMAN
rd
Address
7101 CREEDMOOR ROAD, SUITE 122
RALEIGH, NC 27613
P.O. BOX 19808
RALEIGH, NC 27619

ELAINE E. SANDMAN P.O. BOX 19808
RALEIGH, NC 27619
JONATHAN J. BUXBAUM 503 OBERLIN ROAD, SUITE 202
RALEIGH, NC 27605
DENNIS H. SULLIVAN 29 NORTH THIRD STREET
WILMINGTON, NC 28401
ARTICLE V
RIGHTS AND DUTIES OF MANAGERS
5.01 Management. The business and affairs of the Company shall be managed by its Managers.
Except for situations in which the approval of the Members is expressly required by this Operating
Agreement or by non-waivable provisions of applicable law, the Managers shall have full and complete
authority, power and discretion to manage and control the business, affairs and properties of the Company,
to make all decisions regarding those matters and to perform any and all other acts or activities customary
or incident to the management of the Company's business. At any time when there is more than one
Manager, any one Manager may take any action pemtitted to be taken by the Managers, unless the approval
of more than one of the Managers is expressly required pursuant to this Operating Agreement or the North
Carolina Act.
5.02 Number and Qualifications. Except as otherwise provided in Sections 5.09 and 5.10, all
Members by virtue of their status as Members shall be Managers of this Company. The Members may elect
non-members as Managers upon the affirmative vote of Members holding at least a Majority Interest. Each
Manager shall hold office until the Manager's successor shall have been elected and qualified, or until the
death or dissolution of such Manager, or until his or its resignation or removal from office in the manner
provided in this Operating Agreement or the North Carolina Act.
5.03 Manager's Standard of Care. A Manager's duty of care in the discharge of the Manager's
duties to the Company and the other Members is limited to refraining from engaging in grossly negligent or
reckless conduct, intentional misconduct, or a knowing violation of law. In discharging its duties, a Manager
shall be fully protected in relying in good faith upon the records required to be maintained under Article XI
hereof and upon such information, opinions, reports or statements by any of its other Managers, Members
or agents, or by any other person, as to matters the Members or agents, or by any other person, as to matters
the Managers reasonably believes are within such other person's professional or expert competence and who
has been selected with reasonable care by or on behalf of the Company, including information, opinions,
reports or statements as to the value and amount of the assets, liabilities, profits or losses of the Company
or any other facts pertinent to the existence and amount of assets from which distributions to Members might
properly be paid.
5.04 Certain Powers of Managers. Without limiting the generality of Section 5.0 1, the Managers
shall have power and authority, on behalf of the Company:
(a) To acquire property from any Person as the Managers may determine. The fact that a
Manager or a Member is directly or indirectly affiliated or connected with any such person shall not prohibit
the Managers from dealing with that Person.

decide any questions arising with respect to the Company and this Operating Agreement which are not
specifically or expressly provided for in this Operating Agreement.
14.20 Further Assurances. The Members each agree to cooperate, and to execute and deliver in
a timely fashion any and all additional documents necessary to effectuate the purposes of the Company
and this Operating Agreement, including but not limited to consents to jurisdiction for a taxing
jurisdiction with regard to the collection of income taxes attributable to the Member's income and interest
and penalties assessed on such income.
IN WITNESS WHEREOF, the undersigned, being all of the initial Members of the Company,
have caused this Operating Agreement to be duly adopted by the Company as of the day of
May, 2005, and do hereby assume and agree to be bound by and to perform all of the terms and
provisions set forth in this Operating Agreement.
F.\cindy\corporat\gcncral\fours\ naco road partners Ilc
MEMBERS:
Andrew K.San
Arthur
J. Buxbaum
-"' cz S�') (SEAL)
Dennis H. Sullivan
20

14.17 Invalidity. The invalidity or unenforceability of any particular provision of this Operating
Agreement shall not affect the other provisions hereof, and this Operating Agreement shall be construed in
all respects as if such invalid or unenforceable provision were omitted. If any particular provision herein is
construed to be in conflict with the provisions of the North Carolina Act, the North Carolina Act shall control
and such invalid or unenforceable provisions shall not affect or invalidate the other provisions hereof, and
this Operating Agreement shall be construed in all respects as if such conflicting provision were omitted.
14.18 Banking. All funds of the Company shall be deposited in its name in an account or accounts
as shall be designated from time to time by the Managers. All funds of the Company shall be used solely
for the business of the Company. All withdrawals from the Company bank accounts shall be made only upon
check signed by a Manager or by such other persons as the Managers may designate from time to time. Any
account opened by the Managers for the Company shall not be commingled with other funds of the Managers
or the Members.
14.19 Determination of Matters Not Provided For In This Agreement. The Managers shall decide
any questions arising with respect to the Company and this Operating Agreement which are not specifically
or expressly provided for in this Operating Agreement.
14.20 Further Assurances. The Members each agree to cooperate, and to execute and deliver in
a timely fashion any and all additional documents necessary to effectuate the purposes of the Company and
this Operating Agreement, including but not limited to consents to jurisdiction for a taxing jurisdiction with
regard to the collection of income taxes attributable to the Member's income and interest and penalties
assessed on such income.
IN WITNESS WHEREOF, the undersigned, being all of the initial Members of the Company, have
caused this Operating Agreement to be duly adopted by the Company as of the day of May, 2005,
and do hereby assume and agree to be bound by and to perform all of the terms and provisions set forth in
this Operating Agreement.
MEMBERS:
(SEAL)
Andrew K. Sandman
H. Arthur Sandman
(SEAL)
Elaine E. Sandman
(ADDITIONAL SIGNATURE PAGE ATTACHED)
r\cindy\co`poat\geneml\maco road partners Ile
20

f.\cindy\cotpomt\general\forms\maco mad partners Ile
MEMBERS (CONTINUED):
Jonathan J. Buxbaum
Dennis H. Sullivan
21

SCHEDULE A
Names and Addresses
Initial Capital
Membership
of Members
Contribution
ANDREW K. SANDMAN
$ .00
32%
7101 CREEDMOOR ROAD, SUITE 122
RALEIGH, NC 27613
H. ARTHUR SANDMAN
$ .00
16%
P.O. BOX 19808
RALEIGH, NC 27619
ELAINE E. SANDMAN
$ .00
16%
P.O. BOX 19808
RALEIGH, NC 27619
JONATHAN J. BUXBAUM
$ .00
32% -
503 OBERLIN ROAD, SUITE 202
RALEIGH, NC 27605
DENNIS H. SULLIVAN
$ .00
4%
29 NORTH THIRD STREET
WILMINGTON, NC 28401
Total:
$ .00
100%
E\cindy\corporat\general\maco road partners Ile
22

DRAINAGE AREA (Ad) _
IMPERVIOUS AREA (Ai):
WET DETENTION BASIN DATA SHEET
GRAY50N PARK - PHASE 113
POND #6
9.40 ACRE5
BUILDINGS:
I .65 ACRES
ROADS:
1.33 ACRES
SIDEWALKS:
0.53 ACRE5
OFF -SITE
0.00 ACRES
CONTINGENCY:
0.00 ACRES
TOTAL:
3.51 ACRES
PERCENT IMPERVIOUS (1):
I = Ai/Ad = 37.34% (5AY37%b)
(33.25 MF UNITS @ 2, 1 60 5F )
(0.28 AC. SW + 0.25 AC. DW)
POND#6 SHALL BE 7.0" DEEP AND DESIGNED TO REMOVE 90% T55.
5A/DA= 1.3100%
REQUIRED SURFACE AREA AT PERMANENT POOL:
SA�a = 0. 123 14 AC. = 5364 SF
SURFACE AREA PROVIDED AT PERMANENT POOL (EL.53)= 9028 SF
7A i' ;O'v'D= 9028 - 5364 =5A RE i ;
MINIMUM REQUIRED VOLUME (SIMPLE METHOD BY TOM 5CHUELER):
Rv=0.05 +0.009' (I)
Rv= 0.38606
VOLUME= I "'Rv"Ad = 0.30241 AC -FT
= 13173.1 FT ^ 3
VOLUME PROVIDED AT TEMPORARY POOL:
`
INCREM.
TOTAL
EL.
SA c.SFi
VOL. (CPi
VOL. lrFi
53
9026
0
0
54
10265
9G46
9646
55
1 1 573
109 18.9
20565.4 POND#G DATA 511EET
56
1 295 1
1 22G 1.7
32827 PAGE I OF 3
APPIL, 2000

SET TEMP. POOL ELEVATION:
REQ'D EL.= 54.32299 a -SAY 54.40
VOL. PROVD. = 14014 CF
............................................................................................................................
VOL. PROV'D= 14014.03 > 13173 =VOL. REQ'D OK
...........................................................................................................................
FOREBAY 51ZING:
PERMANENT POOL VOLUME:
INCREM.
TOTAL
LL,.
5A (5F)
VOL, (CF)
VOL, (CF)
40
IIG2
0
0
47
IG72
1417
1417
48
22G2
19G7
3354
49
2933
2507
5981
50
3G85
3309
9290
51
4519
4102
13392
52
5431
4975
183G7
53
9028
7229
25597
"-'Q'D VOLUPjIE = 2010
" -10 FAIL
CHECK FOREBAY VOLUME:
.a-
INCREM.
TOTAL
Ems,
5A (5F)
VOL. (CF)
VOL. (CF)
49
G52
0
0
50
1015
833
833
51
1451
1233
2000
52
1900
1705
3771 �-
PROV'D VOLUME = 3771 CF (3' DEEP FOREBAY)
(SA REQT MET!)
(5A REQT MET!)
VOL. PROV'D= 3771 -= 3073 =VOL. REQ'D OK
...................................................................................................P®IJD#6 f3ATA•5M�Ei
PAGE 2 OF 3
APPIL, 2006

ORIFICE 5121NG: REQ'D DRAWDOWN TIME = 2-5 DAY5
Q2= 0.07G233 CF5 (FOR 2 DAY DRAWDOWN)
Q5= 0.030493 CF5 (FOR 5 DAY DRAWDOWN)
SELECT A 1 -1 /2" CIRCULAR ORIFICE: EL. 53.0' (PERM. POOL EL.)
Q PROV'D= Cd'A'(2gh) ^ 112 WHERE: Cd= 0.G
A= 0.0123 5F
g 32.2 FPS/5
h= AVE. HEAD =(1 .4' - (0.5)(1 .5"/ 1 2))/
= O.GG875
Q PROV'D= 0.048432
Q2> 0.048432 >Q5 OK
:...................................................................:
DRAWDOWN TIME:
TIME = VOL ME = 3.14507 DAY5
Q PROV'D
POND#G DATA 5HEET
PAGE 3 OF 3
APRIL, 2000

* * * COMMUNICATION RESULT REPORT ( MAR. 7.2006 3:57PM ) * * *
P. 1
FILE MODE
297 MEMORY TX
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
93831045
TTI NCDENR WIRO
T PAGE
-_-_- _--
- P. 5/5
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
FAX COVER SHEET
Date: March 7, 2006 No. of Pages: 5
70: Richard Christianson permittingrt Gordon
Express°section
Company: Cape Fear Engineering FAX # [phone]
910-3604004
FAX #: [phone]
DWQ Stormwater Project Number: sW8 060236
Project Name: Grayson Park
MESSAGE:
Attached is the request for additional information Grayson Park. The original will
be mailed to the applicant and a copy will also be mailed to you, Please call if
you have any questions, Thanksl
=> Please note the last item requiring the resubmittal fee, please understand
this is not necessarily an indication of the quality of the plan but rather an
indication of permitting complexity for the site and the amount of time
required for re -review.
Please give me a call to set up a date for re -review. It needs to be prior to
April 6, but our schedule is currently booked for the next two weeks.

FAX COVER SHEET
Date: March 7, 2006 No. of Pages: 5
To: Richard Christianson From: Robert Gordon
Express permitting section
Company: Cape Fear Engineering FAX # [phone]
FAX #: [phone] Phone # [phone]
DWQ Stormwater Project Number: SW8 060238
Project Name: Grayson Park
MESSAGE:
Attached is the request for additional information Grayson Park. The original will
be mailed to the applicant and a copy will also be mailed to you. Please call if
you have any questions. Thanks!
=> Please note the last item requiring the resubmittal fee. Please understand
this is not necessarily an indication of the quality of the plan but rather an
indication of permitting complexity for the site and the amount of time
required for re -review.
=> Please give me a call to set up a date for re -review. It needs to be prior to
April 6, but our schedule is currently booked for the next two weeks.

� — I
March 7. 2006
Mr. Dennis Sullivan, Member/Manager
Maco Road Partners, LLC
7101 Creedmoor Road
Raleigh, NC 27613
Subject: Request for Additional Information
Stormwater Project No. SW8 060238
Grayson Park - Phases 1A & 1B
Brunswick County
Dear Mr. Sullivan:
Michael P. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Grayson Park - Phases 1A & 1 B on February 27, 2006. A preliminary review of that
information has determined that the application is not complete. The following information is
needed to continue the stormwater review:
Please revisit the drawdown orifice configuration.
a. The drawdown pipe sizes appear to be incorrect on sheet 2.
b. The drawdown pipes are not drawn on the site plan.
C. A 1 or 2" orifice through an outlet structure box is fine, but a long 1 or 2" pipe
through the embankment is not permittable. This configuration will clog very
easily.
d. The permanent pool of each pond is well below the lowest contour elevation of
the adjacent wetland. No outlet is provided. It does not appear the proposed
system can draw down the storage volume to permanent pool.
2. Please provide a copy of the wetland jurisdictional determination map signed by the US
Army Corps of Engineers.
3. Please provide documentation showing Mr. Sullivan is a member of Maco Road
Partners, LLC. Only the Articles of Organization are filed with the Secretary of States
office, and that document does not list the members of the LLC. The LLC's operating
agreement has been submitted in the past to satisfy this requirement.
4. Please provide dimensions of the multi -family units. Typical Dimensions may be used
where appropriate. Please also add a note indicating all roof runoff will be directed to
the permitted stormwater system.
5. Please provide dimensions for all roadways. If using cross -sections, be sure to account
for all variations (cul-de-sacs, traffic circle, hammerhead, entrance road etc...). It is not
clear where each of the provided cross -sections apply. No sidewalks are shown on the
cross -sections.
6. Please dimension the project boundary.
N'o'ithCarolina
,Xaturatly
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service 1-877-623-6748
Wilmington Regional Office Wilmington, NC 28405 Fax [phone] Internet: www.newaterauaftvon,
An Equal Opportunity/Affirmative Action Employer — 50% Recycled/l0% Post Consumer Paper

'Grayson Park — Phases 1A & I
March 7, 2006
Stormwater Permit # SW8 060238
7. Please provide a copy of the draft proposed restrictive covenants for the project (that
contain all required stormwater language). If this document is not available, just the
proposed stormwater language may be submitted if it is signed, dated and notarized by
the applicant. A copy of the required stormwater language for high -density subdivisions
is enclosed.
It is not clear what is proposed in the amenity area. The application lists buildings,
streets, sidewalks & "other" proposed BUA (but no parking). There are no lots in the
pond 5 DA; there not any buildings drawn either. There is parking drawn (though it
appears to be partially turned off). Any BUA specified as buildings, streets etc on the
application must be drawn & dimensioned on the site plan. If it is not proposed (to be
permitted now), please remove it from the site plan (and label the area for "future
development"). Please also clarify what the "other" BUA allocation is on the application.
If it is the future allocation — please label it as such.
9. Please address the following issues with the configuration of ponds 4 & 5.
a. Pond 4 utilizes a 7.5 ft depth to calculate the required surface area for the pond.
Yet only a very small portion of the main bay meets this 7.5 ft depth. The
majority of the pond surface area is forebay, which is much more shallow.
Please reconfigure the forebay & bottom so that the 7.5ft depth is maintained for
the majority of the flow path. If this is not feasible, use an average depth for the
pond when calculating required surface area.
b. It is not clear how the road is crossing pond #5. Is it a bridge? No portion of the
pond (bottom) may be less than 3 ft. If it must be <3ft (for example where the
pond crosses under the road), then that portion of the pond should be treated like
a pipe and subtracted from the surface area and volume of the pond..
10. Please provide spot elevations for high & low areas of the roadway.
11. Please address the following issues with the vegetated shelf of each pond.
a. The detail refers to a 10' maintenance access shelf. This should be labeled as a
vegetated shelf or an aquatic bench. It is below the permanent pool and is not
intended for maintenance access.
b. Please provide proposed aquatic vegetation for this vegetated shelf.
C. The vegetated shelf,is drawn on the site plan around the entire main bay of each
pond. The detail sheet specifies it around the entire pond. Either option is
acceptable; please clarify.
12. The temporary pool or storage elevation corresponds to the invert elevation of the next
highest outlet device above the permanent pool orifice (in this case the emergency
spillway). All storage elevation/volumes listed on the supplement should reflect this
elevation for each pond.
13. There appear to be several inlets that were not included on the storm drain schedule (CI
74-78). Also, if it is at all possible, please place the storm drain schedule on the site
plan sheet — it will facilitate the review.
Additional fees, not to exceed 50% of the original permit application fee, may be
charged for subsequent reviews due to the insufficiency of a permit application, as
specified by Section 11 AA of S.L. 2003-284.
=> Because the application has significant permitting issues/deficiencies, a
resubmittal fee of $1,000 will be required in order for this project to remain in the
express program. Please contact this office to schedule a resubmittal date.

'Grayson Park — Phases I & 1B
March 7, 2006
Stormwater Permit # SW8 060238
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to April 6, 2006, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,_`
9��p .
Robert D. Gordon
Environmental Engineer II
ENB/RDG:. S:\WQS\STORMWATER\ADDINFO\2006\060238mar7
cc: Richard Christianson, Cape Fear Engineering
Robert D. Gordon

In accordance with Title 15 NCAC 2H.1000, the Coastal Stormwater Management Regulations, deed
restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility.
Deed restrictions and protective covenants are necessary to ensure that the development maintains a
"built -upon" area consistent with the design criteria used to size the stormwater control facility.
I, , acknowledge, affirm and agree by my signature below, that
I will cause the following deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number as issued by the Division of Water Quality
under NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under them.
4. 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.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is 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.
T. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street,
grading the lot to drain toward the street, or grading perimeter swales to collect the lot runoff
and directing them into a component of the stormwater collection system. Lots that will naturally
drain into the system are not required to provide these additional measures.
Signature: Date:
State of
County of
a Notary Public in the
do hereby certify that personally appeared
before me this the day of 20 , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
Signature
My Commission expires

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o�
CAPE FEAR
Engineering, Inc.
151 Poole Road, Suite 100
BeNille, NC 28451
TEL [phone]
FAX [phone]
www.capefearengineering.com
To I NCDENR —Water Quality
Paul Bartlett, P.E.
Transmittal
Date: 2/27/06
File: 820-01
Subject: Grayson Park -Phases 1 A & 1B
Express Permitting
Brunswick County
Permit No. SW8 051240
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
2
Stormwater Control Plan
2
Design Narrative with Calculations
2
Original and One Copy of Application
2
Original and One Copy of All Supplements
1
$4000 Application Fee
REMARKS If you have any questions or comments, please feel free to contact this office.
CC: 1�1�) — k'J 2
� J000
po \-A S
Cape Fe En ineerin Inc.
Signed /a� Richard Christensen
CEIVED
FEB ?7'206
Transmittal-NCDEN R.doc

'=J1-19-2006
08:20am From-xerox
[phone] T-442 PAR F-978
WC®ENR A
North Carolina Departt of FJrvirorunent and Natural Resources
men
127 Cardinal Drive, Wilmington NC 26405 [phone] FAX [phone]
Request for Express Permit Review A0 �J
FILL-IN all information below and CHECK required Permit(s). yi3 — 6 l�
FAX or email to Cameron. Weaver(dricmail.net along with a narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT
Name Dennis Sullivan, Member / Manager
Phone [phone] Fax [phone]
PROJECT Name Grayson Park Subdivision
PROJECT SYSTEM(S) TRIBUTARY TO Bishop's Branch(STREAM NAME) Cape Fear RIVER BASIN
ENGINEERICONSULTANT Davis Fennell P.E.
Company Cape Fear Engineering Inc
Address 151 Poole Rd Suite 1.00 City/State Belville. NC Zlp 28451 County Brunswick
State or National Environmental Policy Act (SEPA, NEPA) — EA or EIS Required ❑ Yes ® No
❑ STREAM ORIGIN DVinnatio # of stream calls; Stream Name
® STORMWATER sity High Density -Detention Pond ❑ High Density -Other
Wetlands MUST be addr❑ Low Density -Curb & Gu er ❑ High Density -Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with -_-- acres to be disturbed.
WETLANDS (401) Wetlands on Property ® Yes ❑ No Isolated Wetlands on Property ® yes ❑ No
Check all that apply Wetlands Will Be Impacted ® Yes ❑ No Wetland Impacts: N/A Acre(s)
Wetlands Delineation has been completed ® Yes ❑ No ❑ Buffers Impacted: Acre(s)
USACOE Approval of Delineation completed ® Yes ❑ No
404 Application in process w/USACOE ❑Yes ®No I Permit received from USACE ❑Yes [—]No
401 Application required ❑Yes ® No If Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee, may be charged for
subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA $
LOS $
401 $ Total Fee Amount $

01-19-20.06 08:20am Fram-xerox
[phone] T-442 P.004/011 F-978
DESIGN NARRATIVE
General:
Grayson Park is a proposed low density development located off Sunset Harbor Road within
Brunswick County, North Carolina. The current proposal is for phases IA and 1B consisting of
approximately 64 acres -
lots, intent of this project is to develop streets, drainage improvements, residen[ lots, and
amenities. This phase of the development will support 96 single family�tomesit and 5� ti-
family units. The impervious coverage has been kept to a minimum to promote inflltrati as ''11
muc as posst le. et,07
Existing Site:
Site topography in the area is relatively flat with slopes typically less than (4) percent. The
entire project follows the natural drainage pattern of northwest to southwest into surrounding
wetlands. Vegetation consists primarily of grasses, minor ground cover and row pines.
Subsurface soils on the site are primarily Wando Sands with some silty sands and organics. The
soils are extremely well drained with high infiltration rates_
Proposed Improvements:
Improvements proposed include drainage devices, streets, and utilities. Drainage for the most
part will sheet flow from the lots into the streets which will have curb and gutter to direct
drainage to low points in the roads. Drainage from the low points will drain into stormwater
ponds that drain to surrounding wetlands. All piped stormwater will employ flow spreaders and
30' vegetated buffers before entering wetlands.
The use of these stormwater ponds will also allow the project to conform to the new County
stormwater regulations of pre -development and post -development runoff rates.

01-19—tOD6 09:ZOam From—xerox
[phone] T-442 P.005/011 F-979
LOCATION MAP
SCALE = 1:2M
Y CAPE Engineering,
_ngin �

7 _\ : Stonnwater Project No. SW8051240
Subject: Re: Stormwater Project No. SW8051240
From: Linda Lewis <[e-mail]>
Date: Mon, 27 Feb 2006 08:27:13 -0500
To: Andrea Larkins<[e-mail]>
CC: Beverly Rivenbark <Beverly. Rivenbark@ncmai 1. net>
Andrea:
Apparently, there was a mixup of the project name on the letter. It should be
Grayson Park Subdivison, not Charleston Place. Thank you for bringing this to my
attention. It will avoid a lot of confusion down the road.
Linda
Andrea Larkins wrote:
Ms. Lewis,
I have received a letter from you regarding a request for a Stormwater
Management Permit Application for Stormwater Project No. SW8051240 with the name
of *Charleston Place, *we do not have a project by that name. The letter was
written to Maco Road Partners, we have a project named *Grayson Park* with them.
Would this letter be referencing them? .
Thanks,
Andrea
1 of 1 2/27/2006 8:27 AN,

wA rF9
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
February 15. 2006
Maco Road Partners LLC
Dennis Sullivan, Member Manager
7101 Creedmoor Road, Ste. 142
Raleigh, NC 27613
Subject: Request for Stormwater Management Permit Application
-Chaftesteff44=e Ca'-2Vj50- P-?He--
Stormwater Project No. SW8051240
Brunswick County
Dear Mr. Sullivan:
On December 22, 2005, the Wilmington Regional Office received a copy of an Erosion Control Plan for the
subject project. The North Carolina Administrative Code requires any project that must receive either
Sedimentation and Erosion Control Plan approval and/or a CAMA Major permit to apply for and receive a
Stormwater Management Permit by the Division of Water Quality. Any construction on the subject site, prior to
receipt of the required permit, will constitute a violation of 15A NCAC 21-1.1000 and may result in appropriate
enforcement action by this Office.
Either a Stormwater Permit Application Package including 2 sets of plans, completed application form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal
date must be received in this Office no later than March 16, 2006. Failure to respond to this request may result in
the initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter must
NOT be considered the Coastal Stormwater Management Permit, which will be signed by the Water Quality
Supervisor. Please reference the Project Number above on all correspondence. If you have any questions,
please call me at (910)-796-7215 or email me at [e-mail].
Sincerely,
Linda Lewis
Environmental Engineer
LL/pjc: S:\WQS\STORMWAT\STORMSUB\051240 Dec.05
cc: Brunswick County Building Inspections
Andrea Larkins, Cape Fear Engineering
Wilmington Regional Office File
Central Files
North Carolina Division of Water Quality 127 Cardinal Dove Extension Phone [phone] Customer Service 1-877f23-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet h2o.enr.state.nc.us One

NCDENR
North Carolina Department of Environment and Natu
Division of Land Resources
James D. Simons, PG, PE Land Quality Section
Director and State Geologist
January 23, 2006
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Maco Road Partners LLC
Mr. Dennis Sullivan, Member Manager
7101 Creedmoor Road Ste. 142
Raleigh, NC 27613
RE: Project Name: Grayson Park Subdivision
Project ID: Bruns-2006-190
County: Brunswick
River Basin: Cape Fear
Submitted By: Cape Fear Engineering
Date Received by LQS: January 19, 2006
Plan Type: Modified
Dear Mr. Sullivan:
JAN 2 3 2006
asourc
Michael F-Easi6y, Governor
William G. Ross Jr., Secretary
This office has received a soil erosion and sediment control plan for the project 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 prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
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 project.
Sincerely,
i
/i t /f
chuyl r . Snowdon
Land Quality Section
cc: Andrea Larkins, Cape Fear Engineering
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone] / FAX: [phone]

r
,
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
December 21, 2005
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Maco Road Partners LLC yt
Dennis Sullivan, Member Manager
7101 Creedmoor Road Ste. 142
Raleigh, NC 27613
RE: Project Name: Grayson Park Subdivision
Project ID: bruns2006190
County: Brunswick
River Basin: Cape Fear
Submitted By: Cape Fear Engineering
Date Received by LQS: December 20, 2005
Plan Type: NEW
Dear Dennis Sullivan:
This office has received a soil erosion and sediment control plan for the project 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 prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction 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 project.
Sincerely, %
Todd C. Walton
Environmental Technician
Land Quality Section
cc: Andrea Larkins, Cape Fear Engineering
LQS-WiRO; SWS-WRO
DEC 2 2 2005
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 . Phone: [phone] FAX: [phone]

NC®ENR
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
December 21, 2005
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Maco Road Partners, LLC
Dennis Sullivan, Member Manager
7101 Creedmoor Rd., Ste. 142
Raleigh, NC 27613
RE: Project Name: Grayson Park Utility Ext.
Project ID: bruns2006189
County: Brunswick
River Basin: Cape Fear
Submitted By: Cape Fear Engineering
Date Received by LQS: December 20, 2005
Plan Type: NEW
Dear Dennis Sullivan:
This office has received a soil erosion and sediment control plan for the project 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 prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
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 project.
Sincerely,
Todd C. Walton
Environmental Technician F__,.DEC
Land Quality Sectioncc: Andrea Larkins, Cape Fear Engineering
LQS-WRQ; SWS-Wino 2 M5 I
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 - Phone: [phone] FAX: [phone]

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
PROJECTNAME 00plsu�A Knit cl"�A vrs;cvl DATE: t7.2 .cS
PROJECT NO.: Ra,rt�- Zoo ( - /9U COUNTY: r;:aarvluc
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 S r 9 ZDUb . 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 & 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 fines)
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 drainageways
Profiles of streets, utilities, ditchlines, etc.
Stockpiled topsoil or subsoil locations
If the same person conducts the land -disturbing activity & any
related borrow or waste activity, the related borrow or waste
activity shall constitute part of the land -disturbing activity unless the
borrow or waste activity is regulated under the Mining Act of 1971,
or is a landfill regulated by the Division 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 permitted either
thru the Sedimentation Pollution Control Act as a one -use borrow
site or through the Mining Act.
Required Army Corps 404 permit and Water Quality 401
certification (e.g. stream disturbances over 150linear feet)
EROSION CONTROL MEASURES (on plan)
Legend
K 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
Soil information below culvert storm outlets
Name and classification of receiving water course or
name of municipal operator (only where stormwater
discharges are to occur)
Comments: l
Z� ?R�J F r/ CG4t Y1 �U N'0
l.Y %i'OG'ilJi 30/-� rso/O/-'M! �✓M..
£/Pv.7%/cr25
STORMWATER 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 21 calendar days following
completion of any phase of grading; permanent
groundcover for all disturbed areas within 21
calendar days following completion of
construction or development.
FINANCIAL RESPONSIBILITY/OWNERSHIP 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
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 Regional Office for availability.
NARRATIVE AND CONSTRUCTION SEQUENCE
Narrative describing the nature & purpose of the
construction activity
Construction sequence related to erosion and
sediment control (including 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
r� ffaif 171CS/ 6V/: f11T t/'Y.%f'iC $, �.

SOSI D: 784319
Date Filed: 5/26/2005 8:07:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200514500493
State of North Carolina
Department of the Secretary of State
Limited Liability Company
ARTICLES OF ORGANIZATION
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned does hereby submit
these Articles of Organization for the purpose of forming a limited liability company.
The name of the limited liability company is: Maco Road Partners, LLC
2. If the limited liability company is to dissolve by a specific date, the latest date on which the
limited liability company is to dissolve: (/f no date for dissolution is specified, there shall be no
limit on the duration of the limited liability company.) January 1.2055
3. The name and address of each person executing these articles of organization is as follows:
(State whether each person is executing these articles of organization in the capacity of a
member, organizer or both. Note: This document must be .signed by all persons listed here).
Cindy S. Rosefielde-Keller, Sandman & Rosefielde-Keller, Organizer
7101 Creedmoor Road, Suite 142
Raleigh, NC 27613
4. The street address and county of the initial registered office of the limited liability company is:
Number and Street 7101 Creedmoor Road, Suite 122
City, State, Zip Code Raleigh, NC 27613
County Wake
5. The mailing address, if different from the street address, of the initial registered office is:
N/A
6. The name of the initial registered agent is: Andrew K. Sandman
7. Principal office information: (Select either a or b.)
a. Q The limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is:
Number and Street 7101 Creedmoor Road, Suite 122
City, State, Zip Code Raleigh, NC 27613 County Wake
The mailing address, if different from the .street address, of the principal office of the corporation is:
N/A
b. ❑ The limited liability company does not have a principal office.

Check one of the following:
✓ (i) Member -managed LLC: all members by virtue of their status as members shall be
managers of this limited liability company.
(ii) Manager -managed LLC: except as provided by N.C.G.S. Section 57C-3-20(a), the
members of this limited liability company shall not be managers by virtue of their status as
members.
9. Any other provisions which the limited liability company elects to include are attached.
10. These articles will be effective upon filing, unless a date and/or time is specified:
This is the 24 day of May 20 05
MSignature
Cindy S. Rosefelde-Keller, Sandman & Rosehelde-
r Print Name and Title
NOTES
I. Filing fee is $125. This document must be filed with the Secretary of State.
CORPORATIONS DIVISION P.O. Box 29622 RALEIGH, NC 27626-0622
(Revised January 2002) (Form L-OQ
Instructions for Filing