SW8060608_Historical File_20071109

WAIF
0.'.=°-•�,�9 Michael F. Easley, Governor
C� N��
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Colleen H. Sullins, Director
Division of Water Quality
November 9, 2007
Mr. Brian D. Dilsheimer, Manager
Dilsheimer Communities of North Carolina, LLC, Manager
DCNC North Carolina I, LLC
2528 Independence Blvd., Suite 104
Wilmington, NC 28412
Subject: Stormwater Permit No. SW8 060608 Modification
The Villages at Turtle Creek Phases I and II
High Density Subdivision Project
Pender County
Dear Mr. Dilsheimer:
The Wilmington Regional Office received a complete, modified Stormwater Management
Permit Application for The Villages at Turtle Creek Phases I and II, on November 6, 2007.
Staff review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 060608 Mod. dated November 9, 2007, for the construction of the
subject project.
This permit shall be effective from the date of issuance until November 30, 2016, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition.,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
con:6-1�v
t Chr' Baker, or me at [phone].
Sin.
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:IWQSISTORMWATERIPERMIT1060608MOD.nov07
cc: Eric Tomczak, P.E., Cavanaugh a Associates
Pender County Planning Department
Chris Baker
Wilmington Regional Office Non,
Central Files Non,
Naturally
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwaterquality.or Location: N. 512 Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 060608 Modification
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
Brian D. Dilsheimer, Dilsheimer Communities of North Carolina, LLC &
DCNC North Carolina 1, LLC
The Villages at Turtle Creek Phases l and 11
NC 210 & Lodge Hall Rd, Surf City - Pender County
FOR THE
construction, operation and maintenance of 7 infiltration basins 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 November 30, 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 1.6 &1.7 on pages 3 & 4 of this permit. The
subdivision is permitted for 71 lots; each allowed the maximum amount of built -
upon area specified in Section 11.15 of this permit. The stormwater systems have
been designed to handle the following amounts of impervious area: 1A-1
.q11,025 ft2; 1A-2 �6,875 ft2; 1A-3 @2,361 ft2; B @339,953 ft2; 1C @137,639
ft , 1 D-1 @20,771 ft ; and 1 D-2 @42,810 ft2. Basins #1 B and #1 C must be
operated with a 50' vegetated filter.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The runoff from all built -upon area within each permitted drainage area of this
project must be directed into the permitted stormwater control system.
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State Stormwater Management Systems
Permit No. SW8 060608 Modification
5. 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.
6. The following design elements have been permitted for the infiltration basin
stormwater facilities, and must be provided in the system at all times.
Units
Basin
Basin
Basin
Basin
Basin
Basin
Basin
1A 1
1A-2
1A-8
1 B
1 C
1 D-1
1 D-2
Drainage Area
29,988
16,454
7,072
752,249
283,381
38,878
90,306
Onsite
ft2
29,988
16,454
7,072
752,249
283,381
38,878
90,306
Offsite
0
0
0
0
0
0
0
Total BUA
11,025
6,75
2,361
339,953
137,639
20,771
42,810
Lot BUA
0
0
0
188,569
84,875
1,066
12,382
Roads/Parking
2
ft
8,876
5,238
1,697
113,771
36,273
16,068
24,043
Sidewalks
2,149
1,637
664
37,613
22,809
3,637
6,385
Other .
0
0
0
0
4,682
0
0
Offsite
0
0
0
0
0
0
0
Basin Depth
Feet
0.75
1.25
1.25
5.5
2.25
2.25
2.05
Design Storm
Inches
4.5
4.5
4.5
1.5
1.5
4.5
4.5
SHWT
FMSL
29.0
28.0
28.0
19.0
10.0
24.0
23.7
Bottom
Elevation
FMSL
31.0
30.0
30.0
21.0
12.0
27.0
25.70
Surface Area
Bottom
ft2
6,025
2,208
1,085
4,802
9,377
2,790
6,534
Storage
Volume
W
4,879
3,331
1,757
56,450
26,859
7,887
17,335
Storage/Bypass
Elevation
FMSL
31.75
31.25
31.25
26.5
14.25
29.25
27.75
Expected
Infiltration Rate
in/hr
0.52
0.52
0.52
4.0
3.0
2.6
2.6
Time to Draw
Down
Hours
16
28
20
27
7
13
12
Type of Soil
Woodington Fine Sandy
Onslow Sandy Loam
Loam
Receiving
Stream
Becky's Creek
River Basin
Cape Fear
18-87-8
Stream Index
Number
Classification of
Water Body"SA;HQW"
II. SCHEDULE OF COMPLIANCE
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.
Panp 'A of 0

State Stormwater Management Systems
Permit No. SW8 060608 Modification
3. 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.
4. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. 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. The bioretention area may not be used as a sediment and erosion control
device once the planting soil has been placed.
5. 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.
6. 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.
7. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
8. The Director may determine that other revisions to the project should require a
modification to the permit.
9. 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. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
r ianning and Design Manual.
12. Prior 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.
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State Stormwater Management Systems
Permit No. SW8 060608 Modification
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and 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.
14. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity,.name of person performing the work and what actions were taken.
15. 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 060608, 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 as follows:
Lot #
Max
BUA
Lot #
Max
BUA
Lot
#
Max
BUA
Lot #
Max.
BUA
Lot #
Max.
BUA
1
4,152
16
3,731
31
3,659
46
4,176
61
4,187
2
4,152
17
3,695
32
3,633
47
4,165
62
4,189
3
1 4,152
18
3,676
33
1 3,602
48
4,149
63
4,187
4
4,152
19
4,211
34
3,601
49
4,226
64
4,195
5
4,300
20
4,269
35
3,599
50
4,145
65
4,187
6
4,186
21
4,350
36
3.551
51
4,152
66
4,187
7
3,668
22
4,161
37
4,480
52
4,151
67
4,187
8
3,608
23
4,165
38
3,849
53
4,151
68
4,187
9
3,607
24
4,162
39
3,828
54
4,151
69
4,183
10
3,607
25
==za
40
4,022
55
4,147
70
4,186
11
3,517
26
41
4,255
56 1
4,166
71
4,186
12
4,156
27
3,681
42
4,087
57
4,165
72 1
4,232
13
3,692
28
3,672
43
3,829
58
4,213
73
4,289
14
3,776
29
4,186
44
4,128
59
4,253
15
3,691
30
3,664
45 1
4,425
60
4,189
Panes ri of Q

State Stormwater Management Systems
Permit No. SW8 060608 Modification
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. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to 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.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
16. 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.
17. 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.
18. 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, signed by the parties involved, along with the appropriate documentation
as listed on page 2 of the form. The project must be in good standing with DWQ.
T he approval of this request will be considered on its merits and may or may not
be approved.
2. The permittee is responsible for compliance with all 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) that have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Panes A of Q

State Stormwater Management Systems
Permit No. SW8 060608 Modification
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division in writing 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 10th day of July 2007.
NORTH CARD A ENVIRONMENTAL MANAGEMENT COMMISSION
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Pnna7nfQ

State Stormwater Management Systems
Permit No. SW8 060608 Modification
The Villages at Turtle Creek Phases 1 & 2 Page 1 of 2
Stormwater Permit No. SW8 060608 Modification
Pender County
Designer's Certification
, 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
PanaRofQ

State Stormwater Management Systems
Permit No. SW8 060608 Modification
Certification Requirements: Page 2 of 2
-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.
cc: NCDENR-DWQ Regional Office
Pender County Planning Department
PnnaQofQ

......OFLICE USE ONLY :....:,
:..:.:............. ...:...:..:... .::. �.............:....:..:::::.....:.:...:�::•:.....::......:......
Date Received t T Fee Paid Permit Number
Doo S 0 0
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc, who owns the project):
DCNC North Carolina I, LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
3. Mailing Address for person listed In item 2 above:
2528 Independence Blvd, Suite #104
City: Wilmin ton State: NC Zip: 28412
Telephone Number: ( 910 ) 790 - 9880
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
The Villages at Turtle Creek
5. Location of Project (street address):
NC 210 and Lode Hall Road
City: Surf City County: Pender
6. Directions to project (from nearest major intersection):
From the intersection of US 17 and NC 210, travel east on NC 210 two (2) miles Turn
left after Lodge Hall Road,
7. Latitude: 34 274 0.45" N Longitude; 77 32' 55.2411 w of project
8. Contact person who can answer questions about the project:
Name: Tom Miner Telephone Number: ( 610 ) 617-9703
III, PERMIT INFORMA11ON:
1. Specify whether project is (check one); New Renewal x Modification
Form SWU-101 Version 399 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 060608 and its issue date (if known) JULY 20 , 2006
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 x 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 runno£f from the impervious and non -impervious areas will sheet flow to a valley
curb for eventual discharge to seven (7) Proposed infiltration ponds by way of swales, curb
inlets, yard inlets, valley curbs, and a piped stormwater conveyance system.
2. Stormwater runoff from this project drains to the cape Fear River basin.
3, Total Project Area: 27.73 acres 4. Project Built Upon Area. 46.9 %
5, How many drainage areas does the project have? 7
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information.:
Drainage Area 1 (1A-1)
Drainage Areal (lA-2)
Receiving Stream Name
Becky's Creek
Becky's Creek
Receiving Stream Class
SA
SA
Drainage Area
29,988 Sq. Ft.
16,454 Sq. Ft.
Existing Impervious* Area
0 Sq. Ft.
0 Sq. Ft.
Proposed Impervious*Area
11,025 Sq. Ft.
6,875 Sq. Ft.
%Impervious* Area (total)
36. 8%
41.8t
Impervious* Surface Area
..Drainage Areal: � (1i�-i)..' °
.:';:: : `...:.:.Drainage Area 2 �1A-2.) .
On -site Buildings
0 Sq. Ft,
o Sq. Ft.
On -site Streets
8 876 Sq. Ft.
5,238 Sq. Ft.
On -site Parking
0 S Ft.
O S Ft
On -site Sidewalks2,
149 Sq. Ft.
1,637 Sq. Ft.
Other on -site
0 Scr. Ft.
0 Sq. Ft.
Off -site
I 0 Sq. Ft.
o Sq. Ft .
Total; ll, o2s sq. Ft.
Total: 6,875 Sg. Ft.
impervious area is cietinea as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? Computer Generated
IV. DEED:, RESTRICTIONS AND PROTECTIVE COVEI HINTS
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 stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
Z. No more than square feet of any 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 of swimming pools.
3. Swales shall not be filed in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neu -se River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.94 Page 3 of 4

VI. SUBMITTAL. REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office,
1, Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form ET
• One copy of the applicable Supplement Form(s) for each BMP ET
• Permit application processing fee of $420 (payable to NCDENR) ET
• Detailed narrative description of stormwater treatment/management ET
• Two copies of plans and specifications, including: ET
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
Location map with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
Details of roads, drainage features, collection systems, and stormwater control measures
Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): CAVANAUGH & ASSOCIATES P.A.
Mailing Address: 130 NORTH FRONT STREET SUITE 202 T
City: WILMINGTON State: NC Zip: 28401
Phone: ( 910 )392-4462
VIII. APPLICANT'S CERTIFICATION
Fax: ( 910 ) 392-4612
I, (print or type name ofperson listed in General Information, item 2) .i B. &AXe iru ei
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 y�ijl be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. �//
e: '✓ Date:_ /o/ac k
O;elet- i'Esfdle t,'f j %�J@arc�izr o {OCAJC La�o/14 .I -
Form SWU-101 Version 3,99 Page 4 of

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Permit No. :5 8o6()%(�A>M ca
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
P
DWQ Stormwater Management Plan Review: Q
A complete stormwater management plan submittal includes a stormwater management permit app
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: The Villages at Turtle Creek
Contact Person: DCNC North Carolina I, LLC Phone Number: L 910 ) 790- 9880
This worksheet applies to: Basin No. phase 1D-1 in Drainage Area 1D-1
(as fdenlrfred orr plains) (from Fbrni swu--101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Onslow Loamy Fine Sand
2.55 in/hr in/hr or ef/hr/sf (circle appropriate units)
24.0 finsl (Seasonal High Water Table elevation)
4.5
Inch (1.5 inch event for SA waters, I inch event for others)
7,739 C.f.
0.4 days
Varies t. X Varies {} — 2, 790 sq. ft. (botfnr o 1
- � n dl�..nsions,
7,887
c.f.
27.00 fmsl
29.25 fmsl
30.25 fmsl
Forin SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section; 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET
e. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET g. Drainage area for the device is less than 5 acres.
IT h. Soils have a minimum hvdraulic conductivity of 0.52 inches ner hour and soils ren_ ort is
attached.
ET _ L System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
IT r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -dawn calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition,
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments,
When the design depth reads 0.56 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina 2, LLC
Blvd, Suite #104, Wilmington, NC 28412
Note: The legally esponsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident the subdivision has been named the p esident.
I, a NotaryPublic for the State of County of �j� /
do he�certify MP.�> personally appcarcd Wore inc thisso
day o , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
COMM NWEALTH OF PENNSYLVANIA Qi
L. Dronilsky, Notary Public
SEAL Notarial Seal U l?'111
Robyn y commission expires e
Lower' Merlon T"., Mon ornery County
My Oommlsslon E)ires Aug. 8, 2011
Member, Pennsylvania Association of Notaries
Form SWU-103 Rev 3.99 Page 3 of 3

Permit No. SW $66 0 (a 6 &k-OD
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMW ATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form Inay be photocopied for use as an original
D)YQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name: The Villages at Turtle Creek
Contact Person: oCNC North Carolina 1, LLC Phone Number: (910 ) 790- 9880
This worksheet applies to: Basin No.
Phase 1D-2
(a? identified on plans)
in Drainage Area 1D-2
(from Porn SW[-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Onslow Loamy Fine Sand
2.55 in/hr innlr or cf/hr/sf (circle appropriate units)
23.70 fmsl (Seasonal High Water Table elevation)
4.5 inch (1.5 inch event for SA waters,! inch event for others)
16,142
c.f.
0.4 days
varies fi % Varies 6,534 sq. ft. (bottom dimensions)
17,335 C.f.
25.70 fmSl
27.75 fins].
28.50 fmsl
Form SWU-103 Rev 3.99 Page 1 of 3

I1I. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, Februaiy 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. R.epair eroded areas immediately, re -seed as neeessai-y t,^, maintain adequate vegetative cover, Arnow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.51 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. I£ the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H ,1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina r, LLC
Blvd, Suite #104, Wilmington, NC 2
Date:
Note: The le ly responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resf nt of the subdivision has been named the president.
1+ , a Notary Public for the State of a A 01 J 11 gounty of
n , do hereby certify that - ,(,� �f personally appeared before me thaw
day of ' and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
COMMONWEALTH OF PENNSYLVANIA
Notarial Seats p►
SEAL Robyn L. DronilskY, Notary Public y commission expires b 0 1 1
Lower Medw Twp., Montgomery CountY
My Commission Expires Aug. 8, 2D11
Member, Pennsylvanla Asweiation of Notaries
Form SWU-103 Rev 3.99 Page 3 of 3

Permit No. 6W $oG066g M 0O
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may he photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: DCNC North Carolina I, LLC Phone Number: ( 910 ) 790- 9880
1 his worksheet applies to: Basin No.
Phase 1 - IA-1
(as tde alped on plans)
in Drainage Area LA-1
From Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (find).
Soils Report Summary
Soil Type Woodington Sine Sandy Loam
Infiltration Rate 0. 52 in/hr 1n/hr or cf/hrlsf (circle appropriate uniis)
SHWT Elevation 29.0 fmsl (Seasonal High Water Table elevation)
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
4.5 inch (1.5 inch event for SA waters, I inch event for others)
4,283 C f
0.7 days
varies & X Varies = 6,025
sq. ft. (botta►n dimensions)
5,2e2 c,f.
31.00 fmsl
31.75 fmsl
32.75 fUsl
Fonn SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements ,per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach j ustifleation if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at Ieast 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is Iocated in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET
g. -Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
BT
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
FIT
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
ET sediment trap is provided.
_ in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches .or
dense vegetative cover is provided.
ET n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
HT o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET Runoff in excess of the design volume bypasses off-line systems ass detail provided).
q• � yp y (bypass p )•
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed §ystem will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.1' feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.S. Dilsheimer, Vice President/Member of DCNC North Carolina r, LI,C
Address: 2528 Independence Blvd, Suite #104, Wilmington, NC 28412
Note: Thele
ally rrspunsible party should not be a homeowners association unless more than SO% of the lots have teen .sold and a
red ent of the subdivision has been named the president
1, 72o m /iS 1A WC41AD ! -,a Notary Public for the State of & NSy4��unty of
/Mg&T6V0f&^rW do hereby certify that T13 U 3i c-SrE t cam_ personally appeared before ma this
day of 21tiG' , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEA' L My a ormniuion expires
CO
MMONWEALTm OF PENN AN1
Notarial Seal
ift�rras M M00ji ly, Notary Public
6owerMatimTwp., mmkprmy0=*
Form:'S WU-103 Rev 3.99 Page 3 of 3 My Mmttlssion BOW S" 1. 2WO
Member. Pennsplvenle Assodathrp Of Nola es

Permit No, r W po rooGo sm Oo
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The villages at Turtle Creek
Contact Person: DCNC North Carolina r, LLC Phone Number: ( 910 ) 79o- 9aso
This worksheet applies to: Basin No. Phase 1 - IA-2 in Drainage Area 1A-2
(as We1N$ed on plans) (from Form SW(-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions -
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Woodington Fine Sandy Loam
0.52 in/hr inft or ef/hr/sf (circle appropriate units)
28.0 fmSl (Seasonal High Water Table elevation)
4.5 inch (1.5 inch event for SA wafers, I inch event far others)
2,629 c.f.
1.2 days
Varies ft. x varies ft. 2,208 sq. ft. (bottom dimensions)
3,331 c.f
30.00 fmsl
31.25 fm51
32.25 fmsl
Form SWU-103 Rev 3.99 Page 1 of 3

IIL REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .100&
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
HT
a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
Er f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET
g. Drainage area for the device is less than 5 acres.
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET
in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
HT r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
m' s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum Height of six inches, and remove trash as needed
3. After every runoff producing rainfall event and at Ieast monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.31 feet irk the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 211 A000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Naive and Title: -T. B • Dilsheimer, Vice President/Member of DCNC North Carolina 1, LLC
Address: 2528 Independence Blvd, suite #104, Wilmington, NC
Note: The legally esponsible party homeownersm should not be a homeowners association unless ore than 50% of the lots have been sold and a
resident f the subdivision has been named the president.
l�1 I, ,0$406 1 a T ilNotary Public for the State of 4M Ads &AW t County of
8i3Z da hereby cc tify that r'f.S/t/Gen—'WiFf-f— personally appeared before me this
day of 0_ . and acknowledge the due execution of the fbrgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SRAL My commission expires 44Z.-I
COMMONWEALTH OF PENNSYLVAN1
NotEw saw
Form SWU-103 Rev 3.99 Page 3 of 3 LowerMetlon Thmm M.� Noha
ry pd*
My ConwrjWm ExWe , �
Member, Pennsvlvanle Aasorfa�lan Qi INotarfas

Permit No. , 1 & 1 Re) G 0(0 d 40
{to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division. of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form maybe photocopied for Use as an original
DYQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a'stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
1. PROJECT INFORMATION
Project Name : The villages at Turtle Creek
Contact Person: DCNC North Carolina 1, LLC Phone Number: ( 910 ) 79o- 9eso
This worksheet applies to: Basin No.
Phase 1 - :LA-3
(as k4mldled ore plaits)
in Drainage Area 1A-3
(from Form SWU--1 ci)
11. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Woodington Fine Sandy Loam
0. 52 in/hr in/hr or cf/hr/sf (circle appropriate units)
28.0 fmsl (Seasonal High Water Table elevation)
4.5 inch (1.5 inch event for SA waters, I inch event for others)
929 c.f.
1.2 days
Varies f. x Varies . 1, 085 sq. ft. (bottom dimensions)
1,'15 r 01
30.00 f nsl
31.25 fmsl
32.25 fmsl
Form SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2111 .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ST a.
System is located 50 feet from class SA waters and 30 feet from other surface waters.
$T b.
System is located at least 100 feet from water supply wells.
ET c.
Bottom of system is at least 2 feet above the seasonal high water table.
ET d.
Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e.
System is not sited on or in fill material or DWQ approval has been obtained.
ET f.
System is Iocated in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET
g.
Drainage area for the device is less than 5 acres.
ET h.
Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
HT
i.
System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
$T j.
System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off site drainage. Calculations attached.
ET
k.
All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET
1.
A pretreatment device such as a catch basin, grease trap, filter strip, grassed swaie or
sediment trap is provided.
ET
m.
Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET n.
Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o.
Flow distribution mechanism within the basin is provided.
$T
p.
A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET
q•
Runoff in excess of the design volume bypasses off -lines stems (bypass detail provided).
� YP Y (YP p )•
ET r.
System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s.
Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-10 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform. as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads o . 3i feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title- J.B. Dilsheimer, vice President:/Member of DCNC North Carolina I, LLC
2528 Independence Blvd, Suite #104, Wilmington, Ne
Note: The le fty responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
f>t({ P6 1(,( CLJJ-') a Notary Public for the State of PEN t'U 5 unty of
e�,}T6r�p1RL do hereby certify that ?; [aS ff pen,ona[ly appeared before me this
day of ;60:) , and acknowledge the due execution of the forgoing infiltration basin riminimnm requirements.
Witness my hand and official seal,
SEAL My commission expires . //
COMMONWEALTH flp t'ENNOUVAIJ
Tlt nw M. McCurdy I Sect
Notary F'ubI1C
FormW ' U-103 Rev 3.99 Page 3 3 M� gg
TwP.. MoMnery Gtu
MY Cmubsion Area sag 1, 2WO
? Member
i. ' 3}.C.Hgllnn 4t Notedeg

Permit No. � 8 0 (0 G 0 940D
(to be p► ovided by D WQ)
State of North Carolina
Department of Environment and Natural Resources
Division oaf Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DM Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name ; The Villages at Turtle Creek
Contact Person: DCNC North Carolina I, LLc Phone Number: (910 ) 790- 9e80
This worksheet applies to: Basin No.
Phase 1 - S
(as identified - plans)
in Drainage Area 1s
prom rorm un u-f v,F/
II, DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fins)).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
onslow Loamv Fine Sand
3 .96 in/hr in/hr or eghr/sf (circle appropriate units)
19 %msl (Seasonal High Water Table elevation)
1.5 inch (1.5 inch event for SA waters, I inch event far others)
42,946 C.E
0.7 days
Varies f. X Varies 1^t. 4,802 sal. ft. (bottom dimensions)
56,450 C.f.
211.00 fmsl
26.50 fmsl
27.50 final
Form SWU I03 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Hest Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: IS A NCAC 211 .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
S
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
RT b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
NA g. ' Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
ET sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
ET dense vegetative cover is provided.
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET
o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin, annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be. reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 1.38 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party,
Print Name and Title: J . B • Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
2528 Independence Blvd, Suite
NC 28412
Note: The lellly responsible patty shouldnot be a homeowners association unless more than 50% of the lots have been sold and a
resf�nI of the subdivls//ion has been named the president. 1
I, p '%/ a Notary Public forthe State of&A8 L-T4 County of
Adwr&om do hereby c tify that d-8 L45-4 `PM a;)g— personally appeared before me this
day of /b Q ~% and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal;
/, /2 )+ram eve /J
SEAL. My commission expires ��
COMMONWF-ALTIi OF PENNS1/IAVANII
Thomas M. �. NOTY Rda
Fprni SWU403 Ttev 3.99 Page of �E�,2N8
MY Member. Panns+!lvanle gasa1900n Of Notsdss

Permit No. 5w80(-o6 D&4uy
to -
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Managme-n-1 Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
L PROJECT INFORMATION
Project Name : The villages at Turtle Creek
Contact Person: DCNC Nortb Carolina x, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No. Phase 1 - C in Drainage Area sc
(as idenrjWan plans) (fro►n Fonn SWU•101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Vol -lime Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
onslow Loamy Fine Sand
2.99 in/hr inlhr or cf/hrlsf (circle appropriate units)
10 fmsl (Seasonal High Water Table elevation)
1.5 inch (I.S inch event for,SA waters,1 inch event for others)
17,256 C,l
0.4 days
varies X varies = 9,377 sq. ft. (bottom dimensions)
26,859 c. f
12. ao fmsl
14.35 fmsl
15.75 fmsl
Form SW-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section.: 15 A NCA.0 2H .1.008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
N' g. Drainage area for the device is less than 5 acres.
ET
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H: V).
ET
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
ET sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
ET dense vegetative cover is provided
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
ET length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET 3. Plans ensure that the irs-Called system will meet design specifications (constriictcd or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 d 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
Z. Repair eroded areas immediately, re -seed as necessary to maintain adequate. vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit, The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.56 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina r, LLC
Address: 2528 Independence Blvd, suite
NC 28412
Note: The gaily responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
r ►dent ofthe subdivision has been named the president.
I AwAftV� ` W+I� a Notary Public for the state of RiN /A-V County of
YVi� do hertky certify that 'TCi 7xS i{ e iW cM— personally appeared before me this
day of +' and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SPAL
Porm SWU-103 Rev 3.99
My commission
Notarm seat
7hornas M. MoCuidy, Woiery RA*
Mower Merl 7wp., Mont =" county
Page 3 of 3 * Conirksion e0w W 1. 2D08
Member. Pennsi.dvsnla

OFFICE USE ONLY
ate eceived
Fee Paid
Permit Number
-11312 6
D � 6 6 D � mil
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
ncwr, *, r}ti - ^�- _* r R Brian P�Ish ei �► Hzga ►e-, Dd.5%-4nter G*ninvn i h,eS df K"
Czry (AO, U-C, M1*7e94- Of OCNC N ii12 , LLG .
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
3. Mailing Address for person listed in item 2 above:
2528 Independence Blvd, Suite #104
City: Wilmington State: NC Zip: 28412
Telephone Number: ( 910 ) 790 - 9880
4. Project Name (subdivision, facility, or establishment blame - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
The Villages at Turtle Creek Ph2525 -1 $.I
5. Location of Project (street address):
NC 210 and Lodge Hall Road
City: Surf City County: Pender
6. Directions to project (from nearest major intersection):
From the intersection of US 17 and NC 210,
left after Lodge Hall Road.
travel east on NC 210 two (2) miles. Turn
7. Latitude: 34 27' 0.45" N Longitude: 71' 32' 55.24" w of project
8. Contact person who can answer questions about the project:
Name: Tom Miner _ Telephone Number: ( 610 ) 617 - 9 7 0 3
II. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal x Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application Is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 060608 and its issue date (if known) DULY 2 0, 2 0 0 6
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 x 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 runnoff from the impervious and non -impervious areas will sheet flow to a valley
curb for eventual discharge to six 16) proposed infiltration ponds by way of swales curb
inlets, yard inlets, valley curbs, and a piped stormwater conveyance system.
2. Stormwater runoff from this project drains to the cape Fear River basin.
3. Total Project Area: 27.73 acres 4. Project Built Upon Area: 46.9 %
5. How many drainage areas does the project have? _ 7
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.
sin Information' .._.........:.......
....:.::•:.::::;::::: Drain . e.Area is°::{ir,;:il
: Drai a Area ...:' sA`...
Receiving Stream Name
Becky's Creek _
Becky a Creek
Receiving Stream Class
S.A.
SA
Drainage Area
29,988 Sq. Ft.
16,454 Sq. Ft.
Existing Impervious* Area
o Sq. Ft,
0 Sq. Ft.
Proposed Impervious*Area
11,025 sq. Ft.
6,875 Sq. Ft.
% Impervious* Area (total)
36.8t
41. 8%
Im io
Drains a Area 1::`:
.....,..... .:.,..{1A�:.`.2'1;?i�i:
Drai ''2:�'°'" -
Area.
On -site Buildings
o Sq. Ft.
0 Sq. Ft.
On -site Streets
8,876 Sq. Ft.
5,238 Sq. Ft.
On -site Parking
o Sq. Ft.
0 Sq. Ft.
On -site Sidewalks
2,149 Sq. Ft.
1,637 3 . Ft.
Other on -site
0 Sq. Ft.
0 Sq. Ft.
Off -site
0 Sq. Ft.
0 Sq. Cat.
Total: 11, 02 5 Sq. Ft.
Total: 6,875 Sq. Ft.
Impervious area is defined as the built upon area Including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

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7. How was the off -site impervious area listed above derived? computer Generated
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 stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any 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 of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form ET
• One copy of the applicable Supplement Form(s) for each BMP ET
• Permit application processing fee of $420 (payable to NCDENR) ET
• Detailed narrative description of stormwater treatment/management ET
• Two copies of plans and specifications, including: ET
- Development/Project name
- Engineer and firm
-Legend
North arrow
Scale
Revision number & date
Mean high water line
Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
Details of roads, drainage features, collection systems, and stormwater control measures
Wetlands delineated, or a note on plans that none exist
Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):CAVANAUGH & ASSOCIATES, P.A.
Mailing Address:_ 130 NORTH FRONT STREET, SUITE 202
City: W I LM INGTON State: NC Zip: 28401
Phone: ( 910 ) 392-4462 Fax: ( 910 ) 392-4612
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
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 covenants0e recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000.
Signature: Date: k AI
Form SWU-101 Version 3.99 Page 4 of 4

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: DCNC North Carolina r, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No. Phase 1 - 1A-1 in Drainage Area 1A-1
(as identified on plans) (from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Woodington Fine Sandy Loam
0.52 in/hr ln/hr or cf/hr/sf (circle appropriate units)
29.0 fmSI (Seasonal High Water Table elevation)
4.5 inch (1.5 inch event for SA waters, I inch event for others)
4,283
c.f.
0.7 days
Basin Size
Varies
ft. X
Basin Volume Provided Q 6794-"*
c.f.
r U
Basin Elevations
�fp/I
Bottom Elevation
G 31.00
fmsl
Storage Elevation
31.75
fmsl
Top Elevation
32.75
fiml
Varies ft = 6,025 sq. ft. (bottom dimensions)
Form S)&U-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET
g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET
p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.19 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice. President/Member of DCNC North Carolina I, LLC
Address: 2528 Independence Blvd, Suite #104, Wilmington, NC 28412
Note. The l ally responsible party should not be a homeowners association unless more than SO% of the lots have been sold and a
re ' ent of the subdivision has been named the president. r
I, / /641� /tiS M 1�CW A, a Notary Public for the State of LIyS�IW�unty of
o 6vw do hereby certify that X� L.S /4 e-VAyt ts-a— personally appeared before me this _Z
day of AO-7 , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL My commission expires
Notarial Seal w
Thomas M. McCurdy, Notary pdgc
Form SWU-103 Rev 3.99 Page 3 of 3 LLOWMe fanTWP''
Member, Pennsylvania Assodatlon Of Noted

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
L PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: nCNC .North Carolina 2, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No. Phase 1 - 1A-2 in Drainage Area 1A-2
(as identified on plans) (from Form SWU-101)
11. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Woodington Fine Sandy Loam
0.52 in/hr 1n/hr or cf/hr/sf (circle appropriate units)
28.0 finsl (Seasonal High Water Table elevation)
4.5
inch (1.5 inch event for SA waters, I inch event for others)
2,629 c.f.
1.2 days
Varies ft. X Varies ft = 2,208 sq. ft. (bottom dimensions)
3,331 C.f
30.00 ffinsi
31.25 finsl
32.25 fmsl
Form SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET
g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
ET sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET
p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.31 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 211 .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J•B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
Address: 2528 Independence Blvd, Suite #104, Wilmington, NC g8412
Phone:
Note: The legally esponsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident f the subdivision has been named the president.
I, 0OV 0 6 Iq gtW)Lla NotaryPublicfor the State of L�1 w_s U&Q 1ACounty of
p�r�/yf do hereby ce tify that �' L l✓C45'Y&—'y ZI 6;/r- personally appeared before me this oZ
day of Zvi 1,07 and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL My commission expires 4a.,//'
COMMONWEALTH OF VIEW YLVAM
Notarial Seal
Thomas M. McCurdyY County
Form SW-103 Rev 3.99 Page 3 of 3 LowerMedonTwp.,
MY Commission EVIM Sept 1, 2=
Member. Pennsylvania Association t)f Notaries

/. ,
Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: nCNC North Carolina r, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No. Phase 1 - IA-3 in Drainage Area 1A-3
(as identified on plans) (from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Woodington Fine Sandy Loam
0.52 in/hr in/hr or cf/hr/sf (circle appropriate units)
1) finsl (Seasonal High Water Table elevation)
4.5
Inch (1.5 inch event for SA waters, I inch event for others)
929 c.f.
1.2 days
Varies ft. X Varies ft — 1,085 sal. ft. (bottom dimensions)
1,757 c.f
30.00 finsl
31.25 finsl
32.25 finsl
Form SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET
g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET
i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET
in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET
p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
RT r. Systcm is dcsigned to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.31 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
2528 Independence Blvd, Suite #104, Wilmington, NC
Note: The l3g6ily responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president. n r
I, � o" Pf5 M M C6V A-b y , a Notary Public for the State of 1 &M 1U S �J L V/ unty of
0 6ti/IRL , do hereby certify that ?; (3, L��LS MLyN CYL personally appeared before me this! a
day of doa:) , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL My commission expires
COMMONWEALTH OF PENNSMAM
Notarial Seal
Form SWU-103 I+ev 3.99 Page 3 o Thorned M. McCurdy,Ntb►SrPf�bNe
g rower Marion Twp., Mor�py fly
My Conxnission Express Sept 1, 2=
Member o�,,�,,.,",-: Of Notaries

9
Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The villages at Turtle Creek
Contact Person: DCNC North Carolina I, LLC phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No.
Phase 1 - B
(as identified on plans)
in Drainage Area 1B
(from Form SWU-101)
H. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (fmsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Onslow Loamv Fine Sand
3.96 in/hr Whr or cf/hr/sf (circle appropriate units)
19 fmS1 (Seasonal High Water Table elevation)
1.5 inch (1.5 inch event for SA waters, I inch event for others)
42,946 c.f.
0.7 days
Varies f R varies ft. — 4,802 —sq. ft. (bottom dimensions)
56,450 c.f
21.00 fmsl
26.50 fmsl
27.50 f nsl
Form SWU-103 Rev 3.99
Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
RT b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
NA g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
ET areas draining to SA waters ). Design volume and infiltration calculations attached.
System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET 1. A pretreatment device such as a catch basin ease trap, filter strip,
p , grease p, p, grassed swale or
ET sediment trap is provided.
in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
ET dense vegetative cover is provided.
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET
o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within fve days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 1.38 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
Address: 2528 Indepgndence Blvd, Suite #104, Wilmington, NC 28412
Note: Ieally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
of the subdivision has been named the president.
I, 1141/0 a Notary Public for the State ofLLOYLiA,--'� County of
Nr61044 "" do hereby c rtify that A`� C�+ePyd 01 personally appeared before me this
day of t�w 6 7 and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
.-y
SEAL. My commission expires /!i`
COMMONWEALTH OF PENNSYLVAN
Thomas M. mcCu*. Notary P�
Form SVVLT-103 Rev 3.99 Page 3 of L�
Member, PennsNlvenie Association Of NOt8des

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: DCNC North Carolina I, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No.
Phase 1 - C
(as identified on plans)
in Drainage Area 1C
(from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Onslow Loamy Fine Sand
i n/hr in/hr or cf/hr/sf (circle appropriate units)
10 fmsl (Seasonal High Water Table elevation)
1.5 inch (1. S inch event for SA waters,1 inch event for others)
17,256 c.f.
0.4 days
Varies ft x varies ft. — 9.377 sq. ft. (bottom dimensions)
26,859 e. f
12.00 finsl
14.25 fmsl
15.75 fmsl
Form SWU-103 Rev 3.99 page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET
b. System is located at least 100 feet from water supply wells.
ET c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
NA g. Drainage area for the device is less than 5 acres.
ET
h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET
j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET
k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET
1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
ET sediment trap is provided.
m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
ET dense vegetative cover is provided.
A. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
ET length is 50 feet for SA waters, 30 feet for other waters).
o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of. 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.56 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
Address: 2528
Phone:
Blvd, Suite #104
NC 28412
Note: The gaily responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
r tdent of the subdivision has been named the president.
I, 1l� � , a Notary Public for the State of County of
WlC0 do he y certify that HePWdYL_ personally appeared before me this
day of iC ,Q.ti/ and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal, _
SEAL My commission expires l7"T V Aff G� OF PE COMMONWEALTH LVANIA
Notadal Seal
Thomas M. McCurdy, Notary PubNc
LOM MNW TwP., Mmwmery cm*
Form SWU-103 Rev 3.99 Page 3 of 3 MyOom brim E)Ores Sept 1, 20M
Member, PermstAvania Assochtion Of Notaries

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: DCNC North Carolina 2, LLC Phone Number: f10 ) 790- 9880
This worksheet applies to: Basin No.
Phase 1D-1
(as identified on plans)
in Drainage Area 1D-1
(from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Onslow Loamy Fine Sand
2.55 in/hr in/hr or cf/hr/sf (circle appropriate units)
24.0 fmsl (Seasonal High Water Table elevation)
4.5 inch (1.5 inch event for SA waters, I inch event for others)
8,093 c.f
0.5 days
Varies ft. X Varies ft = 2,790 sq. ft. (bottom dimensions)
9,450 c.f
27.00 finsl
29.25 fmsl
30.00 finsl
Form SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET
c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils rcport and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.63 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
2528 Independence Blvd, Suite #104, Wilmington, NC 28412
Date:
Signature:
Note: The leg lly responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resielpfit the subdivision has been named the president.
P /��_�
I, 0/t�[(� a Notary Public for the State of r[s7UNS�/LU!r4wounty of
0 do hereb certify that �3 IJVLS f/P jr personally appeared before me this
day of and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and o icial sea!,
SEAL My commission expires
- - MUM Seal 1
Thomas M. McCwdY. Plotary Pubic
Form SWiJ-103 Rfv 3.99 Page 3 of 3 1,20M
Member, Pennsylvania Assoolatlon Of Notadss

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : The Villages at Turtle Creek
Contact Person: DCNC north Carolina I, LLC Phone Number: ( 910 790- 9880
This worksheet applies to: Basin No.
Phase 1D-2
(as identified on plans)
in Drainage Area 1D-2
(from Form SWU-101)
II. DESIGN INFORMATION - Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level (finsl).
Soils Report Summary
Soil Type
Infiltration Rate
SHWT Elevation
Basin Design Parameters
Design Storm
Design Volume
Drawdown Time
Basin Dimensions
Basin Size
Basin Volume Provided
Basin Elevations
Bottom Elevation
Storage Elevation
Top Elevation
Onslow Loamy Fine Sand
2.55 in/hr in/br or cf/hr/sf (circle appropriate units)
23.70 fmSl (Seasonal High Water Table elevation)
4.5 inch (1. S inch event for SA waters, I inch event for others)
17,258 c.f.
0.4 days
Varies ft. Varies — 6,534 sly. ft. (bottom dimensions)
17,335 c,f
25.70 fmsl
27.75 finsl
28.75 fmSl
Form SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
ET a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
ET b. System is located at least 100 feet from water supply wells.
ET
c. Bottom of system is at least 2 feet above the seasonal high water table.
ET d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
ET e. System is not sited on or in fill material or DWQ approval has been obtained.
ET f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
ET g. Drainage area for the device is less than 5 acres.
ET h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
ET i. System captures and infiltrates the runoff from the first 1.0 inch of rainfall (1.5 inch event for
areas draining to SA waters ). Design volume and infiltration calculations attached.
ET j. System is sized to take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage. Calculations attached.
ET k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
ET 1. A pretreatment device such as a catch basin, grease trap, filter strip, grassed swale or
sediment trap is provided.
ET in. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
ET
n. Vegetated filter is provided for overflow and detail is shown on plans (Required minimum
length is 50 feet for SA waters, 30 feet for other waters).
ET o. Flow distribution mechanism within the basin is provided.
ET p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
ET q. Runoff in excess of the design volume bypasses off-line systems (bypass detail provided).
ET r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw -down calculations are attached.
ET s. Plans ensure that the installed system will meet design specifications (constructed or
restored) upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
2. Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, mow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass, inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75% of the original design depth. The system shall be restored to the
original design depth without over -excavating. Over -excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality (i.e. stockpiling near a stormwater treatment device or stream, etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 0.51 feet in the pretreatment unit, the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing, the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function, other stormwater
control devices as allowed by NCAC 2H .1000 must be designed, approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
Phone:
2528 Indeperyt3ence Blvd, Suite #104, Wilmington, NC 28412
Date:
Note: The leVfly responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resi nt of the subdivision has been named the president. I
I, 7k cM i5 9 M &v t , a Notary Public for the State of kVAJI; LVP4-nt 1 County of
AA w'r&w do hereby bertify that TB f-2.— ' personally appeared before me this 2-
day of ?X- , and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL My commission expires 1'Z�
COMMONWEALTH OF PENNSWANUk
Notarial Seal
Thanes M. McCurdy, Notary Pubic
Form S`J U403 Rev 3.99 Page 3 of 3 Lmw Marion Twp., MmVmiwy On*
My Cmvr"m E)Ores Sept 1, 2008
Member pnnr—,Av?n!a Assoc-In+inn Of Notaries

CAVANAUGH
Solutions through integrity and partnership
November 5, 2007
Mr. Chris Baker
Environmental Engineer
North Carolina Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: The Villages at Turtle Creek - SW8 060608 Modification
Dear Mr. Baker:
Cavanaugh & Associates, P.A. (CA) on behalf of DCNC North Carolina I, LLC, hereby submits
the following application to the NCDENR Division of Water Quality for review of the modification
of Stormwater Permit SW8 060608. This existing permit was issued as a modification for the
subject development identified as 'The Villages of Turtle Creek,' which is located in the Town of
Surf City, Pender County, North Carolina. The current stormwater permit (SW8 060608)
consists of Phases 1 and 2 of the development. Phase 2 is directly adjacent to Phase 1 and
utilizes some of the same engineered stormwater controls in Phase 1 to mitigate the runoff from
Phase 2.
CA is applying for the modification of the permit based on changes that have been made to the
Amenity Area located in Phase 1. Specifically, the parking area to the west of the Amenity Area
Building has been modified which had residual affects to the drainage area for the basins within
the Amenity Area. This modification will demonstrate sufficient capacity in the stormwater
management system to accommodate the limited changes to the Amenity Area. Please note
the modifications addressed in this submission include a modified drainage area for Basins 1 D-
1 and 1 D-2 only.
To facilitate your review of the enclosed documentation, the following is a list of the items
constituting the application:
1. A check made payable to NC DENR in the amount of $4,000.00 to satisfy the review fee for
this application.
2. One (1) original copy of the executed 'Stormwater Management Permit Application Form.'
3. One (1) copy of the executed 'Infiltration Basin Supplement' for Phase 1 Basin 1A-1.
4. One (1) copy of the executed 'Infiltration Basin Supplement' for Phase 1 Basin 1A-2.
5. One (1) copy of the executed `Infiltration Basin Supplement' for Phase 1 Basin 1A-3.
6. One (1) copy of the executed `Infiltration Basin Supplement' for. Phase 1 Basin 1 B.
7. One (1) copy of the executed 'Infiltration Basin Supplement' for Phase 1 Basin 1 C.
8. One (1) original copy of the executed 'Infiltration Basin Supplement' for Phase 1 Basin iD-
1.
9. One (1) original copy of the executed `Infiltration Basin Supplement' for Phase 1 Basin 1 D-
2.
10. Two (2) copies of the `Stormwater Management Plans,' including sheets C.3.1, C.5.0,
C.5.1, C.5.2, C.5.3, C.5.4, C.5.5 and, C.7.7-C.7.11.

The Villages of Turtle Creek
041.05.043
02/13/07
Page 2 of 2
11. One (1) copy of the 'Stormwater Management High Density Permit Application
Supplemental Report.'
Please note that Phase 1 of the project was issued a Stormwater Management Permit on July
20, 2006, and an Erosion and Sedimentation Control Permit on June 13, 2006, through the
express program. An Express Erosion and Sedimentation Control Permit was issued for Phase
2 on July 13, 2006. Please note the Phase 1 Stormwater Management Permit had been
approved previously on November 30, 2006, for a modification to include Phase 2, which you.
personally reviewed and approved, and again on July 10, 2007.
Please do not hesitate to contact our office should you have any questions, comments, or
require any additional information.
Regards,
CAVANAUGH & ASSOCIATES, P.A.
5;�
Jason T. Rupert, E.I.
Cc: Tom Miner, DCNC North Carolina I, LLC
041.05.043 Turtle Creek\Dots\Permits\Stormwater\Phasei\Phase1 Modification for 210 Entrance Re-alignment\PermitModCover Ietter.doc

T�TRTLECREEK
TOWN OF SURF CITY,
PENDER COUNTY,
NORTH CAROLINA
MODIFICATION TO PHASE 1 AND 2
STORMWATER MANAGEMENT
HIGH DENSITY PERMIT APPLICATION
SUPPLEMENTAL REPORT
I July 5, 2006
00 'ti Revised February 13, 2007
ast Revised October 31, 2007
_
•
C AVA N A U G H
SAMw throw WMAy and Aarmership
0
We provide superior client service and environmentally sound
designs through integrity, communication and partnership.
Consulting Engineers Land Surveyors
Environmental Professionals Design Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 28401, Phone [phone], Fax [phone]

TABLE OF CONTENTS
PAGE
I. SITE DESCRIPTION 2
II. PROJECT DESCRIPTION 3
III. STORMWATER MANAGEMENT PLAN 3
IV. ABOVE -GROUND INFILTRATION BASIN
MAINTENANCE AGREEMENT 5
V. CONSTRUCTION SCHEDULE 5
VI. VEGE T A 1 ION PLAN 6
APPENDIX
® Drainage Area Design Sheet
Pre & Post Development Conditions Hydrographs and
Summaries
Pipe Area Weighted 'C' Value
• Pipe Sizing Calculations
• Conduit Outlet Protection
• Geotechnical Report
• Watershed Classification
• Site Location Map
Drainage Area Maps
The Villages at Turtle Creek 1 of 6
Stormwater Management High Density Permit Application

Narrative
Site Description
The subject development, formally identified as The Villages at Turtle Creek, is
located in the Town of Surf City, Pender County, North Carolina. The 248.2 (+/-)
acre property has frontage along NC 210 and US Highway 17. Please note that
the site will be permitted and constructed in multiple phases, and the current
application is for the modification of the stormwater permit for Phases 1 and 2
only. Phases 1 and 2 have a total limit of disturbance of approximately 37 acres
and an updated assessed drainage area of approximately 27.7 acres. Please
reference the attached site location map located in the Appendix of this report.
The following narrative discusses the modifications that have been made to the
stormwater management system contained in these two phases.
The site
is currently undeveloped and
heavily forested with Army Corp
of
Engineer
field -approved 404 wetlands
located throughout
the property,
as
identified
on the accompanying plans.
Currently, the site
drains by way
of
overland
flow through the wetlands for
ultimate discharge
to Becky's Creek.
Becky's Creek has a watershed classification
of SA:HQW,
as confirmed
by
DENR-DWQ and shown within the Appendix of this report.
The property can be described as mildly sloping, with an average slope of
approximately 1.0%. The elevations throughout the property range from 9 ft.
mean sea level (MSL) near the wetlands to 65 ft MSL towards US 17. It is
important to note that the area proposed under Phases 1 and 2 ranges in
elevation from 10 ft MSL to approximately 32 ft MSL.
The geotechnical site review conducted by an independent soil scientist found
seasonal high water table elevations (SHWTE) ranging between 24 to 34 inches
below ground surface (BGS) at the site. The soil scientist's geotechnical report
is included in the Appendix. An estimated infiltration rate between 0.52-in/hr and
4.82-in/hr was determined by the soils evaluation. Mr. Vincent Lewis from the
North Carolina Department of Environment and Natural Resources, Division of
Water Quality (NCDENR-DWQ) also tested the site for the SHWTE on May 26,
2006, and January 23, 2007, and found the average depth to SHWTE ranged
from approximately 24 to 40 inches BGS on average, which is in accordance
with the soil scientist's geotechnical report. One (1) area was found to have a
SHWTE of less than 12 inches BGS. However, based on the previously
approved stormwater permit for Phases 1 and 2, approval had been given for fill
to ire brought to this area to achieve a 2 ft separation from the bottom of the
proposed stormwater management device to the SHWTE.
The Villages at Turtle Creek 2 of 6
Stormwater Management High Density Permit Application

Project Description
Phase 1 of this multi -phased development consists of the construction of a
portion of the subdivision containing 43 single family homes. Phase 2 consists
of the construction of 28 single family homes. The homes in these two phases
will be serviced with one (1) sanitary sewer pump station. These two phases of
the project will include approximately 286,892 ft2 of dwelling and driveway area,
63,895 ft2 of sidewalk area, 205,966 ft2 of street and gutter area, and 4,682 ft2 of
pump station area.
Pursuant to the watershed classification of the site, HQW:SA, the project will
employ infiltration type best management practices (BMPs). Specifically, seven
(7) infiltration basins are proposed.
Stormwater from the tributary drainage areas, as identified within the submission
documents, will travel by sheet and shallow concentrated flow to a series of flat
grate curb and yard inlets for eventual discharge to the seven (7) proposed
stormwater management basins. Stormwater will be collected and conveyed
from these inlets through a series of HDPE (DR 32.5) pipe.
* TOTAL DRAINAGE AREA: 1,218,328 ft2 = 27.97 acres
Impervious Areas
Dwellings and Driveways: 286,892 ft2 = 6.59 acres
Sidewalk: 63,895 ft2 = 1.47 acres
Street and Gutter: 205,966 ft2 = 4.73 acres
PS Drive (Gravel Access) 4,682 ft2 = 0.11 acres
Calculation
6.59 + 1.47 + 4.73 + 0.11 = 12.89 acres
12.89 acres (impervious)/27.97 (total) = 0.4608 4 46.1%
Stormwater Management Plan
Collection and Conveyance:
The residential lots, roads and streets will be graded so that runoff enters the
stormwater management system by way of sheet flow over the residential lots
and roadway system and shallow concentrated flow within the valley curb to the
curb and yard inlets. From these inlets, the stormwater will be conveyed by way
of the aforementioned HDPE (DR 32.5) for discharge to the seven (7)
strategically -placed stormwater management basins. Please note, runoff from
the rooftops will be collected by down spouts and directed to the right-of-way,
The Villages at Turtle Creek 3 of 6
Storrrrwater Management High Density Permit Application

as specified within the notes, where the runoff will then enter the stormwater
management system. Yard inlets will also be utilized where necessary to collect
runoff in the grassed and landscaped areas.
Treatment:
The project site is located in a coastal county and within 1/2 mile of SA:HQW
waters. Therefore, the project requires stormwater to be treated with an
infiltration type system. After discussions with NCDENR-DWQ's staff, it has been
determined that the best option for stormwater treatment for this project is
infiltration basins. The SHWTE investigation confirmed that the proposed
locations of the seven (7) infiltration basins are appropriate for this type of BMP.
As mentioned previously, all but one of the proposed locations had a SHWTE
between 24-33 inches BGS. The remaining proposed location had a SHWTE of
less than 12 inches BGS. However, based on the previously approved
stormwater permit for Phases 1 and 2, approval had been given for fill to be
brought to this area to achieve a 2 ft separation from the bottom of the proposed
stormwater management device to the SHWTE.
Basins 1 A-1, 1 A-2, 1 A-3, 1 D-1, and 1 D-2 are infiltration basins designed to treat
the first 4.5 inches of rainfall runoff, three (3) times the DENR requirement of 1.5
inches. Rip -rap will be used to dissipate the velocities of the incoming runoff,
and level spreaders will be used to prevent channelized flow at the entry points
to each basin. Spillways will divert excess runoff in large storm events from
Basins 1A-1 and 1A-3 to the ditches along NC Highway 210, from Basin 1A-2 to
the adjacent jurisdictional stream on the property, and from Basins 1 D-1 and 1 D-
2 to the adjacent wetlands. A small portion of Infiltration Basin 1A-1 will require
approximately 12 inches or less of suitable fill to achieve the required two (2) feet
of separation from the SHWT, which was allowed by DENR-DWQ under prior
applications for this project.
Basins 1 B and 1 C are each designed to treat the first 1.5 inches of rainfall runoff.
"Off-line" bypass systems will divert excess runoff from large storm events to 50
ft vegetative filters. Rip -rap will be used to dissipate the velocity of the incoming
runoff to the stormwater basins as well as at the bypass box discharges. In
addition, level spreaders will be employed to prevent channelized flow prior to
discharge to the infiltration basins and vegetative filters. The 50 ft vegetative
filters will be used to treat runoff in excess of the 1.5 inch volume flowing to the
existing 404 wetlands, as shown on the accompanying plans.
Using the computer program Hydraflow, the runoff potentially generated for
Phases 1 and 2 in their natural state (pre -development) during a 10-year storm
was modeled and equals approximately 41.93 ft3/s. The runoff generated in the
post -development scenario for Phases 1 and 2 that will be routed through
stormwater basins was also modeled for a 10-year storm and equals
The Villages at Turtle Creek 4 of 6
Stonnwater Management High Density Permit Application

approximately 2.58 ftg/s. Therefore, the flow was reduced from the pre -
development scenario to the post -development scenario by 39.35 W/s for a 10-
year storm. The modeling results are shown in the Appendix.
The proposed stormwater management system has been designed in
accordance with NCDENR requirements and will not adversely affect any
downstream drainage patterns.
Above -Ground Infiltration Basin Maintenance Agreement
1. Stormwater management facilities shall be regularly maintained to ensure
they function at design capacity and to prevent health hazards associated
with debris build-up and stagnant water. The privately -owned portion of the
system must be privately maintained.
2. Responsibility for operation and maintenance of stormwater facilities,
including periodic removal and disposal of accumulated particulate
material and debris, but not limited to the following: visual inspection of all
system components at least twice each year; vacuuming of all storm sewer
inlets once every six months (frequency of vacuuming may be adjusted to
once a year if first year maintenance records indicate that sediment and
debris accumulation is insignificant); reverse flushing and vacuuming if
system inspections indicate significant accumulation of sediment in the
pipes; and periodic removal and disposal of other material and debris shall
remain with the owner or owners of the property, with permanent
arrangements that shall pass to any successive owner, unless assumed by
a governmental agency.
3. In the event that the facility becomes a danger to public safety or public
health, or if it is in need of maintenance, the owner shall effect such
maintenance and repair of the facility in a manner that is approved by the
township engineer or his designee. If the owner fails or refuses to perform
such maintenance and repair, the municipality may immediately proceed to
do so in accordance with the maintenance bond.
The Villages at Turtle Creek 5 of 6
Stormwater Management High Density Permit Application

Additional Information
Construction Schedule
1. Perform construction stake out.
2. Install temporary gravel construction entrance.
3. Clear site, but do not grub.
4. Install all erosion and sediment control measures.
5. Grub site.
6. Construct sediment basins.
7. Commence rough grading of site.
8. Install stormwater management devices.
9. Construct sewer collection system.
10. Construct water system.
11. Rough grade the site.
12. Shape shoulders and cut -and -fill slopes.
13. Scarify, seed, fertilize, and mulch all disturbed areas.
14. Install dry utilities (electrical, fiber-optic, cable, phone, etc.).
15. Re -scarify, re -seed, re -fertilize, and mulch all disturbed areas.
16. Construct roadbed base course and intermediate asphalt course.
17. Apply final asphalt course.
18. After disturbed areas are stabilized with vegetation, the contractor shall
return to the site and remove all temporary erosion control measures.
Vegetation Plan
1. The contractor shall provide seeding and mulching on all disturbed areas
within fifteen (15) working days following the completion of any phase of
grading. Seeding requirements shall include soil preparation, seed
mixtures, and mulching in accordance with the approved Erosion and
Sediment Control Permit.
2. Contractor shall provide sod cover on all areas or comply with permanent
seeding schedule in accordance with the approved Erosion and Sediment
Control Permit.
The Villages at Turtle Creek 6 of 6
Stormwater Management High Density Permit Application

APPENDIX
• Drainage Area Design Sheet
• Pre & Post Development Conditions Hydrographs and
Summaries
• Pipe Area Weighted `C' Value
• Pipe Sizing Calculations
• Conduit Outlet Protection
• Geotechnical Report
• Watershed Classification
• Site Location Map
• Drainage Area Maps
The Villages at Turtle Creek
Store water Management High Density Permit Application

DRAINAGE AREA DESIGN SHEET
The Villages at Turtle Creek
Stomawater Management High Density Permit Application

DRAINAGE AREA DESIGN SHEET
DATE: October 31. 2007 SHEET 1 OF 7
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: D41.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis - Basin 1A-1
DRAINAGE AREA 1A-1
Post Development
C
A 1:2
A ac
1
Dwelling &Drivewa
Q.99
2
Sidewalk
0.95
2149
F,Qjka
3
Street & Gutter
0.$6
8,876
:. .U:20
4
Grass
0,25 `::.
' 1t,963
0.4
5
a
6
7
Weighted C
0.51
Total Area acres
29,9881
0.69
Impervious Area acres
11,0251
0.25
Percent Impervious 30.8%
Volume Runoff to be Controlled From 3 Times a 1.5" Storm
1
Rv--0.05+0.009(1) (Simple Method, Scheuler)
1= 36.8 Percent Impervious
Rv= 0.38 Runoff Coefficient
V=P•Rv"Ad
P= 4.5 in Design Rainfall
V= 0_D98 ac-ft Volume To Be Treated
V=F 4.283 ft3 Volume To Be Treated
A= 6,025 fe Area of Treatment Device
D= 0.75 ft Pool Depth
V= 4,879 1:13 Volume of Treatment
29.00 It Seasonal High Water Table Elevation
31.00 ft Bottom of Treatment Device
31.75 It Water Suface Elevation
Drawdown Calculation
{ V=4;288 ft3 Volume To Be Drawn Down
A= 6,025 ff Area of Treatment Device
k= 0.52 inlhr Most Restrictive Infiltration Rate
t= 17 hrs Drawdown Time
t= 0.7 days

DRAINAGE AREA DESIGN SHEET
DATE: October 31, 2007 SHEET 2 OF 7
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis -Basin 1A-2
DRAINAGE AREA 1A-2
Post Development
C
A(ft)
A ac
1
Dwelling & Driveway
6.95'
0.00 :
2
Sidewalk
0.9S
1
3
Street & Gutter
0.95.
5 238
i'i 612
4
Grass
0 28
9'579
Q;:82
5
6
7
Wel hted C
0.54
Total Area acres
16,454
0.38
Impervious Area acres
6,875
0.16
Percent Impervious 41.8%
Volume Runoff to be Controlled From 3 times a 1.V' Storm
Rv=0.05+0.009(I)
(Simple Method, Scheuler)
1=
4.1..8 ''' Percent
Impervious
Rv=
0.43--'' Runoff Coefficient
V=P•RV•Ad
P=
4.5 in
Design Rainfall
V=
0.060ao-ft
Volume To Be Treated
V= 2,629 fe
Volume To Be Treated
A=
2,208 ft Area
of Treatment Device
D=
1.25 ft
Pod Depth
V= 3,331 fe
Volume of Treatment
28.0 ft
Seasonal High Water Table Elevation
30.0 ft
Bottom of Treatment Device
31.3 ft
Water Suface Elevation
Drawdown Calculation
V=
2,626. ft3
Volume To Be Drawn Down
A=
2,20B fe
Area of Treatment Device
k=
0.52 inmr
Most Restrictive Infiltration Rate
t=
29 hrs
Drawdown Time
t=
1.2 days

DRAINAGE AREA DESIGN SHEET
DATE: October 31, 2007 SHEET 3 OF 7
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis - Basin 1A-3
DRAINAGE AREA 1A3
Post Development
C
Aft
A ac
1
Dwelling & Driveway
d.
2
Sidewalk
664
2
3
Street & Gutter
095
Q..%
4
Grass
5
4 j7lj
0.31
5
6
7
Weighted C
0.48
Total Area acres
7,072
0.16
Impervious Area acres
2,361
0.05
Percent Impervious 33.4%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv--0.05+0.0090) (Simple
Method, Scheuler)
1= 33.4Percent
Impervious
Rv= 0.35 Runoff Coefficient
V=P•RV•Ad
P= 4.5 in
Design Rainfall
V= . ..:.0 021 ac-ft
Volume To Be Treated
V= :,::j '' .s29 fe
Volume To Be Treated
A= 1,085 fe
Area of Treatment Device
D= 1.25 ft
Pool Depth
V= 1 757 a
Volume of Treatment
28.0 ft
Seasonal High Water Table Elevation
30.0 ft
Bottom of Treatment Device
31.3 ft
Water Suface Elevation
Drawdown Calculation
V='. 929 ft3
Volume To Be Drawn Down
A= 1,085 ftz
Area of Treatment Device
k= 0.52 in/hr
Most Restrictive Infiltration Rate
t= 29 hrs
Drawdown Time
t= 1.2 days

DRAINAGE AREA DESIGN SHEET
DATE: October31, 2007 SHEET 4 OF 7
IROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis -Basin 1 B
DRAINAGE AREA 1 B
Post Development
C
A
A ac
1
Dwelling & Driveway
': 0..96.
1.86,569.
43
2
Sidewalk
0M
37.613
Q88.
3
Street & Gutter
0
113 771
2.9t
4
Grass
5
'
6
...........
7
Weighted C
0.57
Total Area acres
7522491
17.27
Impervious Area acres
339,9531
7.80
Percent Impervious 45.2%
Volume Runoff to be Controlled From 1.5" Storm
Rv--0.05=0.009(1) (Simple Method, Scheuler)
1= 45.2 Percent Impervious
Rv= 0.48 1 Runoff Coefficient
V=PRW'Ad
Drawdown Calculation
P=
1.5 in
Design Rainfall
V=
0.986ac ft
Volume To Be Treated
V= 42,946 fe
Volume To Be Treated
A=
4,802 flz
Area of Treatment Device
D=
5.50 ft
Pool Depth
V=1 56,450 f13
Volume of Treatment
Okay
Capacity
19.0 ft
Seasonal High Water Table Elevation
21.0 ft
Bottom of Treatment Device
26.5 ft
Water Suface Elevation
V=
42 946 fO
Volume To Be Drawn Down
A=
4,802 fe
Area of Treatment Device
k=
3.96 inlhr
Most Restrictive Infiltration Rate
t=
17 hrs
Drawdown Time
t=
0.7 days

DATE:
'ROJECT:
PROJECT NO.:
DESCRIPTION:
October 31, 2007
Turtle Creek - Phase 1
041.05.043
Drainage Area Analysis -Basin 1 C
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA 1C
Post Development
C
A ftz
A ac
1
Dwelling & Driveway
0.95 .'
': 84,875
1
2
Sidewalk
0 .-.:
11,809
D 2)f
3
Street & Gutter
0.95 : ;
39 273
4
Grass
0..._ *'
45 74
3.35
5
Pump Station
0,615:..
4,682
0.11'
6
7
Weighted C
0.58
Total Area acres
283,381
6.51
Impervious Area acres
137,6391
3.16
Percent Impervious 48.6%
Volume Runoff to be Controlled From 1.5" Storm
Rv=0.05+0.009(I) (Simple Method, Scheuler)
............. .
1= .:A9.6 Percent Impervious
Rv= ::: 0.40. ::.Runoff Coefficient
V=P*RV*Ad
Drawdown Calculation
P=
1.5 in
Design Rainfall
V= .::.
6.396 ao-ft
Volume To Be Treated
V=[ A4.-? 6 ft3
Volume To Be Treated
A=
9,377 ft Area
of Treatment Device
D=
2.25 ft
Pool Depth
V= 26,859 ft3
Volume of Treatment
Okay
Capacity
10.00 ft
Seasonal High Water Table Elevation
12.00 ft
Bottom of Treatment Device
14.25 ft
Water Suface Elevation
V=,
17,256 ft'
Volume To Be Drawn Down
A=
9,377 fe
Area of Treatment Device
k=
2.99 inlhr
Most Restrictive Infiltration Rate
t=
9 hrs
Drawdown Time
t=
0.4 days
SHEET 5 OF 7
DESIGN BY: EG
CHECKED BY: ET

DRAINAGE AREA DESIGN SHEET
DATE: October 31, 2007 SHEET 1 OF 2
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis -Basin 1D-1
DRAINAGE AREA 1D-1
Post Development
C
A(ft)
A ac
1
Dwelling & Driveway
5
1 066
: O.02
2
Sidewalk
GIB
3.637
Q:D8.
3
Street & Gutter
QVU
16,068
0.37
4
Grass
0.25
18.107
0.42
5
6
7
Weighted C
0.62
Total Area acres
38 878
0.89
Impervious Area acres
20,771
0.48
Percent Impervious 53.4°%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv=0.05+0.009(1)
(Simple Method, Scheuler)
1= :
53A... Percent Impervious
Rv=
0.53... Runoff Coefficient
V=P*Rv*Ad
P=
4.5 in Design Rainfall
..............
V=0.178
ac ft Volume To Be Treated
V= 7;739 ft3 Volume To Be Treated
A=
2,790 le Area of Treatment Device
D=
2.25 ft Pool Depth
Drawdown Calculation
V= 9 450 ft3
Volume of Treatment
Okay
Capacity
24.00 it
Seasonal High Water Table Elevation
27.00 ft
Bottom of Treatment Device
29.25
Water Suface Elevation
V=
7,739, ft9
Volume To Be Drawn Down
A=
2,790 fl?
Area of Treatment Device
k=
2.55 in/hr
Most Restrictive Infiltration Rate
t=
11 hrs
Drawdown Time
t=
0.4 days

DRAINAGE AREA DESIGN SHEET
DATE: October 31, 2007 SHEET 2 OF 2
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis - Basin 1 D-2
DRAINAGE AREA 1 D-2
Post Development
C
A
A Car)
1
Dwelling & Driveway
095
12 382
;. 0:28
2
Sidewalk
as&
6,385
`' 0.15
3
Street & Gutter
O.fr .:
24 043
0.6
4
Grass
025
41 :
:1 Q:$.
5
6
7
Weighted C
0.58
Total Area acres
90,306
2.07
Impervious Area acres
42,8101
0.98
Percent Impervious 47.4%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv=0.05+0.009(1) (Simple Method, Scheuler)
1= 47.4 Percent Impervious
Rv='. 0.48`= `' Runoff Coefficient
V=P*Rv*Ad
Drawdown Calculation
P=
4.5 in
Design Rainfall
V= "'
0.371 ac-ft
Volume To Be Treated
V= [ti 142 a
Volume To Be Treated
A=
6,534 if
Area cf Treatment Device
D=
2.05 ft
Pool Depth
V=F 17,335 ft3
Volume of Treatment
Okay
Capacity
23.70 ft
Seasonal High Water Table Elevation
25.70 ft
Bottom of Treatment Device
27.75 ft
Water Suface Elevation
V= ;
','.I 16,142 ft3
Volume To Be Drawn Down
A=
6,534 flz
Area of Treatment Device
k=
2.55 inlhr
Most Restrictive Infiltration Rate
t=
10 hrs
Drawdown Time
t=
0.4 days

PRE & POSE' DEVELOPMENT CONDITIONS
HYDROGRAPHS AND SUMMARIES
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

Table of Contents
Phase 1.gpw
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Hydrograph Return Period Recap...................................................................... 1
- Year
SummaryReport .................................................................................................................
3
HydrographReports ...........................................................................................................
5
Hydrograph No. 1, Rational, Pre Development Phase 1 Area .......................................... 5
Hydrograph No. 3, Rational, Pre Development Area 1A-1...............................................
6
Hydrograph No. 4, Rational, Post Development Area 1A-1.............................................. 7
Hydrograph No. 5, Reservoir, Area 1A-1 to Pond 1A-1....................................................
8
PondReport .................................................................................................................
9
Hydrograph No. 7, Rational, Pre Development Area 1A-2.............................................
10
Hydrograph No. 8, Rational, Post Development Area 1A-2............................................
11
Hydrograph No. 9, Reservoir, Area 1A-2 to Pond 1A-2..................................................
12
PondReport ...............................................................................................................
13
Hydrograph No. 11, Rational, Pre Development Area 1A-3...........................................
14
Hydrograph No. 12, Rational, Post Development Area 1A-3..........................................
15
Hydrograph No. 13, Reservoir, Area 1A-3 to Pond 1A-3................................................
16
PondReport ...............................................................................................................
17
Hydrograph No. 15, Rational, Pre Development Area 1 B..............................................
18
Hydrograph No. 16, Rational, Post Development Area 1 B.............................................
19
Hydrograph No. 17, Reservoir, Area 1 B to Pond 1 B ......................................................
20
PondReport ...............................................................................................................
21
Hydrograph No. 19, Rational, Pre Development Area 1 C..............................................
22
Hydrograph No. 20, Rational, Post Development Area 1 C.............................................
23
Hydrograph No. 21, Reservoir, Area 1 C to Pond 1 C......................................................
24
PondReport ...............................................................................................................
25
Hydrograph No. 23, Rational, Pre Development Area 1 D-1...........................................
26
Hydrograph No. 24, Rational, Post Development Area 1 D-1..........................................
27
Hydrograph No. 25, Reservoir, Area 1 D-1 to Pond 1 D-1................................................
28
PondReport ...............................................................................................................
29
Hydrograph No. 27, Rational, Pre Development Area 1 D-2...........................................
30
Hydrograph No. 28, Rational, Post Development Area 1 D-2..........................................
31
Hydrograph No. 29, Reservoir, Area 1 D-2 to Pond 1 D-2................................................
32
PondReport ...............................................................................................................
33
Hydrograph No. 31, Combine, Combined Area A ...........................................................
34
Hydrograph No. 32, Combine, Combined Area D..........................................................
35
Hydrograph No. 33, Combine, Combined Phase 1 Post Development Routed ..............
36
10 -Year
SummaryReport ............................................................................................................... 37
HydrographReports......................................................................................................... 39
Hydrograph No. 1, Rational, Pre Development Phase 1 Area. ........................................ 39
Hydrograph No. 3, Rational, Pre Development Area 1A-1............................................. 40
Hydrograph No. 4, Rational, Post Development Area 1A-1............................................ 41
Hydrograph No. 5, Reservoir, Area 1A-1 to Pond 1A-1.................................................. 42
PondReport ............................................................................................................... 43
Hydrograph No. 7, Rational, Pre Development Area 1A-2............................................. 44
Hydrograph No. 8, Rational, Post Development Area 1A-2............................................ 45

Contents
Phase 1.gpw
Hydrograph No. 9, Reservoir, Area 1A-2 to Pond 1A-2..................................................
46
PondReport ...............................................................................................................
47
Hydrograph No. 11, Rational, Pre Development Area 1A-3...........................................
48
Hydrograph No. 12, Rational, Post Development Area 1A-3..........................................
49
Hydrograph No. 13, Reservoir, Area 1A-3 to Pond 1A-3................................................
50
PondReport ...............................................................................................................
51
Hydrograph No. 15, Rational, Pre Development Area 1 B..............................................
52
Hydrograph No. 16, Rational, Post Development Area 1 B.............................................
53
Hydrograph No. 17, Reservoir, Area 1 B to Pond 1 B......................................................
54
PondReport ...............................................................................................................
55
Hydrograph No. 19, Rational, Pre Development Area 1 C..............................................
56
Hydrograph No. 20, Rational, Post Development Area 1 C.............................................
57
Hydrograph No. 21, Reservoir, Area 1 C to Pond 1 C......................................................
58
PondReport...............................................................................................................
59
Hydrograph No. 23, Rational, Pre Development Area 1 D-1...........................................
60
Hydrograph No. 24, Rational, Post Development Area 1 D-1..........................................
61
Hydrograph No. 25, Reservoir, Area 1 D-1 to Pond 1 D-1................................................
62
PondReport ......................................................:........................................................
63
Hydrograph No. 27, Rational, Pre Development Area 1 D-2...........................................
64
Hydrograph No. 28, Rational, Post Development Area 1 D-2..........................................
65
Hydrograph No. 29, Reservoir, Area 1 D-2 to Pond 1 D-2................................................
66
PondReport ...............................................................................................................
67
Hydrograph No. 31, Combine, Combined Area A ...........................................................
68
Hydrograph No. 32, Combine, Combined Area D..........................................................
69
Hydrograph No. 33, Combine, Combined Phase 1 Post Development Routed ..............
70
25 - Year
SummaryReport...............................................................................................................
71
HydrographReports.........................................................................................................
73
Hydrograph No. 1, Rational, Pre Development Phase 1 Area ........................................
73
Hydrograph No. 3, Rational, Pre Development Area 1A-1.............................................
74
Hydrograph No. 4, Rational, Post Development Area 1A-1............................................
75
Hydrograph No. 5, Reservoir, Area 1A-1 to Pond 1A-1..................................................
76
PondReport ...............................................................................................................
77
Hydrograph No. 7, Rational, Pre Development Area 1A-2.............................................
78
Hydrograph No. 8, Rational, Post Development Area 1A-2............................................
79
Hydrograph No. 9, Reservoir, Area 1A-2 to Pond 1A-2..................................................
80
PondReport ...............................................................................................................
81
Hydrograph No. 11, Rational, Pre Development Area 1A-3...........................................
82
Hydrograph No. 12, Rational, Post Development Area 1A-3..........................................
83
Hydrograph No. 13, Reservoir, Area 1A-3 to Pond 1A-3................................................
84
PondReport ...............................................................................................................
85
Hydrograph No. 15, Rational, Pre Development Area 1 B..............................................
86
Hydrograph No. 16, Rational, Post Development Area 1 B.............................................
81
Hydrograph No. 17, Reservoir, Area 1 B to Pond 1 B......................................................
88
PondReport ................................................................................................................
89
Hydrograph No. 19, Rational, Pre Development Area 1 C..............................................
90
Hydrograph No. 20, Rational, Post Development Area 1 C.............................................
91
Hydrograph No. 21, Reservoir, Area 1 C to Pond 1 C......................................................
92
PondReport ...............................................................................................................
93

Contents
Phase i.gpw
Hydrograph No. 23, Rational, Pre Development Area 1 D-1........................................... 94
Hydrograph No. 24, Rational, Post Development Area 1 D-1.......................................... 95
Hydrograph No. 25, Reservoir, Area 1 D-1 to Pond 1 D-1................................................ 96
PondReport ............................................................................................................... 97
Hydrograph No. 27, Rational, Pre Development Area 1 D-2........................................... 98
Hydrograph No. 28, Rational, Post Development Area 1 D-2.......................................... 99
Hydrograph No. 29, Reservoir, Area 1 D-2 to Pond 1 D-2.............................................. 100
PondReport ............................................................................................................. 101
Hydrograph No. 31, Combine, Combined Area A ......................................................... 102
Hydrograph No. 32, Combine, Combined Area D........................................................ 103
Hydrograph No. 33, Combine, Combined Phase 1 Post Development Routed ............ 104
100 - Year
SummaryReport .............................................................................................................
105
HydrographReports.......................................................................................................
107
Hydrograph No. 1, Rational, Pre Development Phase 1 Area ......................................
107
Hydrograph No. 3, Rational, Pre Development Area 1A-1...........................................
108
Hydrograph No. 4, Rational, Post Development Area 1A-1..........................................
109
Hydrograph No. 5, Reservoir, Area 1A-1 to Pond 1A-1................................................
110
PondReport .............................................................................................................
111
Hydrograph No. 7, Rational, Pre Development Area 1A-2...........................................
112
Hydrograph No. 8, Rational, Post Development Area 1A-2..........................................
113
Hydrograph No. 9, Reservoir, Area 1A-2 to Pond 1A-2................................................
114
PondReport .............................................................................................................
115
Hydrograph No. 11, Rational, Pre Development Area 1A-3.........................................
116
Hydrograph No. 12, Rational, Post Development Area 1A-3........................................
117
Hydrograph No. 13, Reservoir, Area 1A-3 to Pond 1A-3..............................................
118
PondReport .............................................................................................................
119
Hydrograph No. 15, Rational, Pre Development Area 1 B............................................
120
Hydrograph No. 16, Rational, Post Dcvclopmcnt Area 1 B...........................................
121
Hydrograph No. 17, Reservoir, Area 1 B to Pond 1 B....................................................
122
PondReport .............................................................................................................
123
Hydrograph No. 19, Rational, Pre Development Area 1 C............................................
124
Hydrograph No. 20, Rational, Post Development Area 1C...........................................
125
Hydrograph No. 21, Reservoir, Area 1C to Pond 1C....................................................
126
PondReport .............................................................................................................
127
Hydrograph No. 23, Rational, Pre Development Area 1 D-1.........................................
128
Hydrograph No. 24, Rational, Post Development Area 1 D-1........................................
129
Hydrograph No. 25, Reservoir, Area 1 D-1 to Pond 1 D-1..............................................
130
PondReport .............................................................................................................
131
Hydrograph No. 27, Rational, Pre Development Area 1 D-2.........................................
132
Hydrograph No. 28, Rational, Post Development Area 1 D-2........................................
133
Hydrograph No. 29, Reservoir, Area 1 D-2 to Pond 1 D-2..............................................
134
PondRepo.............................................................................................................
135
Hydrograph No. 31, Combine, Combined Area A .........................................................
136
Hydrograph No. 32, Combine, Combined Area D........................................................
137
Hydrograph No. 33, Combine, Combined Phase 1 Post Development Routed ............
138

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cis)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3 Yr
5--Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
0.00
32.35
41.93
48.01
-------
57.97
Pre Development Phase 1 Area
3
Rational
0.00
1.04
-
1.30
1.48
- - -
1.77
Pre Development Area 1A-1
4
Rational
0.00
1.77
2.22
2.51
-----
3.01
Post Development Area 1A-1
i5
Reservoir
w
0.00
0.02
0.02
0.03
-----
0.03
Area 1A-1 to Pond 1A-1
7
Rational
-
0.00
0.67
0.82
0.92
------
1.10
Pre Development Area 1A-2
8
Rational
-
0.00
1.03
1.29
1.47
1.75
Post Development Area 1A-2
9
Reservoir
S
0.00
0.01
0.01
0.01
------
0.01
Area 1A-2 to Pond 1A-2
11
Rational
-
0.00
0.28
-
0.35
0.39
-----
0.46
Pre Development Area 1A-3
12
Rational
0.00
0.45
-
0.55
0.62
---
0.74
Post Development Area 1A-3
13
Reservoir
0.00
0.00
-
0.00
0.00
-----
0.00
Area 1A-3 to Pond 1A-3
15
Rational
0.00
20.15
-
-
26.11
29.90
----
36.10
Pre Development Area 1 B
16
Rational
0.00
49.53
-
62.02
70.33
----
84.15
Post Development Area 1 B
17
Res
0.00
1.08
1.21
1.29
----
1.41
Area 1 B to Pond 1 B
19
Rational
-
0.00
9.83
12.30
13.95
-----
16.70
Pre Development Area 1C
20
Rational
-
0.00
19.00
23.79
2t;.98
------
32.28
Post Development Area 1 C
21
Reservoir
20
0.00
0.80
0.84
0.87
------
0.92
Area 1 C to Pond 1 C
23
Rational
-
0.00
1.33
1.66
1.89
------
2.26
Pre Development Area 1 D-1
24
Rational
-
0.00
2.88
3.60
4.09
-------
4.89
Post Development Area 1 D-1
25
Reservoir
24
0.00
0.12
0.14
0.16
-------
0.20
Area 1D-1 to Pond 1D-1
27
Rational
-
0.00
2.79
3.50
3.97
------
4.74
Pre Development Area iD-2
28
Rational
0.00
6.05
7.58
8.59
-------
10.28
Post Development Area 1 D-2
29
I
Reservoir
0.00
0.44
0.45
0.46
-------
0.47
Area 1 D-2 to Pond 1 D-2
Proj.
file: Phase
1.gpw
Wednesday,
Oct 312007, 2:25 PM
Hydraflovr Hydrographs by Intelisolve

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
I type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
31 Combine
5, 9, 13,
0.00
0.03
0.04
i
0.04
----- 0.05
Combined Area A
32 Combine
25, 29,
0.00
0.46
0.48
0.50
----- 0.52
Combined Area D
33 Combine
I
17, 21, 31
320.00
2.38
—
2.58
2.70
---- 2.90
Combined Phase 1 Post Developmen
Proj. file: Phase
1.gpw
Wednesday,
Oct 312007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1 Rational
32.35
1
20
38,823
----
— —
--
Pre Development Phase 1 Area
3 Rational
1.04
1
10
625
---
Pre Development Area 1A-1
4 Rational
1.77
1
10
1,062
---
Post Development Area 1A-1
5 Reservoir
0.02
1
20
1,004
4
31.16
1,051
Area 1A-1 to Pond 1A-1
7 Rational
0.67
1
5
202
---
--
Pre Development Area 1A-2
8 Rational
1.03
1
10
619
----
------
Post Development Area 1A-2
9 Reservoir
0.01
1
20
547
8
30.24
614
Area 1A-2 to Pond 1A-2
11 Rational
0.28
1
5
85
---
- ---
Pre Development Area 1A-3
12 Rational
0.45
1
5
136
---
------
Post Development Area 1A-3
13 Reservoir
0.00
1
10
66
12
135
Area 1A-3 to Pond 1A-3
15
20.15
1
20
24,179
---
Pre Development Area 1 B
16 R;
49.53
1
10
29,716
---
Post Development Area 1 B
17 R
1.08
1
20
29,706
16
24.53
Area 1 B to Pond 1 B
19 Rational
i
9.83
1
10
5,896
---
Pre Development Area 1C
20 Rational
19.00
1
10
11,398
----
------
------
Post Development Area I
21 Reservoir
0.80
1
20
11,385
20
13.04
Area 1C to Pond 1C
23 Rational
1.33
1
10
797
---
-----
Pre Development Area 1 D-1
24 Rational
2.88
1
10
1,727
----
-----
----
Post Development Area 1 D-1
25 Reservoir
0.12
1
20
1,712
24
27.48
1,656
Area 1 D-1 to Pond 1 D-1
27 Rational
2.79
1
10
1,675
--
------
------
Pre Development Area 1 D-2
28 Rational
6.05
1
10
3,630
----
-----
Post Development Area 1 D-2
29 Reservoir
0.44
1
19
3,625
28
26.16
3,310
Area 1D-2 to Pond 1 D-2
Phase 1.gpw
Return Period: 2 Year
Wednesday, Oct 31 2007, 2:25 PM
Hydraflo•,v Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
ON
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
31
Combine
0.03
1
20
1,617 5, 9, 13,
------
Combined Area A
32
Combine
0.46
I 1
I
20
5,263 25, 29,
— —
Combined Area D
33
Combine
2.38
1
20
47,971 17, 21, 31,
32 ------
------
Combined Phase 1 Post Developmen i
Phase 1.gpw
I Return Period: 2 Year
I Wednesday, Oct 31 2007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Phase 1 Area
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 27.730 ac
Intensity
= 3.889 in/hr
i OF Curve
I
= WILMINGTON-IDF.IDF
I
Q (cfs)
35.00
30.00
25.00
20.00
t
15.00
i
I. .
10.00
i.
5.00
0 00
�._ 0.0 0.1
j Hyd No. 1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 32.35 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 38,823 cult
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.2 0.3 0.3 0.4 0.5 0.6 0.7
Time (hrs)
Pre Development Phase 1 Area
Hyd. No. 1 -- 2 Yr
5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 312007, 2:25 PM
Hyd. No. 3
Pre Development Area 1A-1
Hydrograph type = Rational
Peak discharge
= 1.04 cfs
Storm frequency = 2 yrs
Time interval
= 1 min
Drainage area = 0.690 ac
Runoff coeff.
= 0.3
Intensity = 5.031 in/hr
Tc by User
= 10.00 min
OF Curve = WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 625 cuft
I
Q (cfs)
2.00
1 1.00
0.00 '"
0.0
Hyd No. 3
0.1
Pre Development Area 1A-1
Hyd. No. 3 -- 2 Yr
0.2
0.3
Q (cfs)
2.00
1.00
"'1L 0.00
0.3
Time (hrs)
6

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Post Development Area 1A-1
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 0.690 ac
Intensity
= 5.031 in/hr
IN Curve
= WILMINGTON-IDF.IDF
Q (cis)
2.00
1.00
Hyd No. 4
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.77 cfs
Time interval
= 1 min
Runoff coeff.
= 0.51
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1 /1
Post Development Area 1A-1
Hyd. No. 4 -- 2 Yr
0.2
0.3
Hydrograph Volume = 1,062 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Area 1A-1 to Pond
1A-1
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 4
Reservoir name
= Basin 1A-1
Storage Indication method used.
Q (cfs)
191111
0.00
0 5
Hyd No. 5
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 0.02 cfs
Time interval
= 1 min
Max. Elevation
= 31.16 ft
Max. Storage
= 1,051 cult
Hydrograph Volume =1,004 cult
Area 1A-1 to Pond 1A-1
Hyd. No. 5 -- 2 Yr
9 14 19 23 28 33 37 42 47
Hyd No. 4
8
Q (cf:
2.00
1.00
0.00
51
Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 1 - Basin 1A-1
Pond Data
I Pond storage is based on known contour areas.
I
Average end area method used.
Stage i Storage Tabie
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00 31.00
6,025
0 0
0.75 31.75
6,985
4,879 4,879
1.25 32.25
7,642
3,657 8,536
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B] [C] [D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00 0.00 0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft) = 31.75 0.00 0.00 0.00
No. Barrels = 0
0
0
0
Weir Coeff. = 3.33 0�00 0�00 0.00
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type = Rect
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage = No No No No
Slope (%) = 0.00
0.00
0.00
0.00
N-Value = .000
.000
.000
.000
Orif. Coeff. = 0.00
0.00
0.00
0.00
Multi -Stage = n/a
No
No
No
Exfiltration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: CulverIfOrifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
000--
Stage / Discharge
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0 00
0.00 2.00 4.00 6.00
Totai Q
8.00 10.00 12.00 14.00 16.00 18.00
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 7
Pre Development Area 1A-2
Hydrograph type
= Rational
Peak discharge
= 0.67 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 0.380 ac
Runoff coeff.
= 0.3
Intensity
= 5.898 in/hr
Tc by User
= 5.00 min
OF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
1.OQ
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0
Hyd No. 7
Pre Development Area 1A-2
Hyd. No. 7 -- 2 Yr
0.1
Hydrograph Volume = 202 cult
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.2
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Post Development Area 1A-2
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 0.380 ac
Intensity
= 5.031 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
X
1.00
Hyd No. 8
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.03 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1A-2
Hyd. No. 8 — 2 Yr
0.2
0.3
Hydrograph Volume = 619 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
L

i
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Area 1A-2 to Pond
1A-2
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 8
Reservoir name
= Basin 1A-2
Storage Indication method used.
Q (cfs)
2.00
1.00
Area 1A-2 to Pond 1A-2
Hyd. No. 9 -- 2 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.01 cfs
Time interval = 1 min
Max. Elevation = 30.24 ft
Max. Storage = 614 cuft
Hydrograph Volume = 547 cult
Q (cfs)
2.00
1.00
0 4 9 13 17 22 26 30 35 39 43 48
Time (hrs}
Hyd No. 9 Hyd No. 8
12

Pond Report
13
Hydratlow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 2 - Basin 1A-2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage f Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
30.00
2,208
0
0
1.00
31.00
2,938
2,573
2,573
1.25
31.25
3,123
758
3,331
2.25
32.25
3,898
3,511
6,841
Culvert ! Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
0.00
0.00
0.00
0.00
Crest El. (ft)
= 31.25
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multistage
= No
No
No
No
Slope (%u)
0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
OrIE Coeff.
0.00
0.00
0.00
0.00
Multi -Stage
n/a
No
No
No
Exfiltration = 0.520
in/hr (Contour)
Tailwater
Elev. = 0.00 ft
I
I Stage (ft)
I 3.00
I
I 2.00
i.
I 1.00
000
Stage ! Discharge
Note: Culvert/Orifioe outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Toiai Q
Discharge (ds)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Hyd. No. 11
Pre Development Area 1A-3
Hydrograph type
= Rational
Peak discharge
= 0.28 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 0.160 ac
Runoff coeff.
= 0.3
Intensity
= 5.898 in/hr
Tc by User
= 5.00 min
OF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
Pre Development Area 1A-3
Hyd. No. 11 -- 2 Yr
Hydrograph Volume = 85 cult
Q (cfs)
0.50
0.45
0.50
0.40
0.45
0.35
0.40
0.30
0.35
0.25
0.30
0.20
0.25
0.15
0.20
0.10
0.15
0.05
0.10
000 z
0.05
0 00
0.0 0.1 0.2
Hyd No. 11 Time (hrs)
14

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
Post Development Area 1 A-3
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 0.160 ac
Intensity
= 5.898 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0
Hyd No. 12
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.45 cfs
Time interval
= 1 min
Runoff coeff.
= 0.48
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Post Development Area 1A-3
Hyd. No. 12 -- 2 Yr
0.1
Hydrograph Volume =136 cult
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
o.00
0.2
Time (hrs)
15

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Area 1A-3 to Pond 1A-3
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 12
Reservoir name = Basin 1A-3
Storage Indication method used
Area 1A-3 to Pond 1A-3
Q (cam) Hyd. No. 13 - 2 Yr
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 TI
0 00 li- L.
Wednesday, Oct 31 2007, 2.25 PM
Peak discharge = 0.00 cfs
Time interval = 1 min
Max. Elevation = 30.10 ft
Max. Storage = 135 cuft
Hydrograph Volume = 66 cult
0.0 1.3 2.7 4.0 5.3 6.7 8.0 9.3 10.7 12.0
Hyd No. 13 Hyd No. 12
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
13.3
Time (nrs)
16

Pond Report
17
i Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
j Pond No. 3 - Basin 1A-3
Pond Data
' Pond storage is based on known contour areas.
Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft) Total storage (cuft)
0.00 30.00
1,085
0 0
1.00 31.00
1,596
1,341 1,341
1.25 31.25
1,732
416 1,757
2.25 32.25
2,314
2,023 3,780
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00
0.00
0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft) = 31.25 0.00
0.00
0.00
No. Barrels = 0
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0.00
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type = Rect --
---
--
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage = No No
No
No
f Slope (%) = 0.00
0.00
0.00
0.00
I! N-Value = .000
.000
.000
.000
Orif. Coeff. 0.00
0.00
0.00
0.00
Multi -Stage n/a
No
No
No
Exfiltration = 0.520 inlhr (Contour) Tailwater Elev. = 0.00 It
Stage (ft)
3.00
2.00
1.00
-• 000
Stage I Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Totai i1 Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 15
Pre Development Area 1 B
Hydrograph type = Rational
Peak discharge
= 20.15 cfs
Storm frequency = 2 yrs
Time interval
= 1 min
Drainage area = 17.270 ac
Runoff coeff.
= 0.3
Intensity = 3.889 in/hr
Tc by User
= 20.00 min
OF Curve = WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
21
I 18.00
15.00
12.00
I 9.00
6.00
3.00
0 00
0.0 0.1
Hyd No. 15
I
I
L..
Pre Development Area 1 B
Hyd. No. 15 — 2 Yr
Hydrograph Volume = 24,179 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0.2 0.3 0.3 0.4 0.5 0.6 0.7
Time (hrs)
18

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 16
Post Development Area 1 B
Hydrograph type
= Rational
Peak discharge
= 49.53 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 17.270 ac
Runoff coeff.
= 0.57
Intensity
= 5.031 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 111
Q (cfs)
50.00
40.00
30.00
l
20.00
10.00
Hyd No. 16
0.1
Post Development Area 1 B
Hyd. No. 16 -- 2 Yr
0.2
0.3
Hydrograph Volume = 29,716 cult
Q (cfs)
50.00
40.00
30.00
f 111111]
10.00
--- 0.00
0.3
Time (hrs)
19

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Area 1 B to Pond 1 B
Hydrograph type =
Reservoir
Storm frequency =
2 yrs
Inflow hyd. No. =
16
Reservoir name =
Basin 1 B
Storage Indication method used.
Area 1 B to Pond 1 B
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.08 cfs
Time interval = 1 min
Max. Elevation = 24.53 ft
Max. Storage = 28,885 cuft
Hydrograph Volume = 29,706 cult
20

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 4 - Basin 1 B
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
21.00
4,802
0
0
1.00
22.00
6,515
5,659
5,659
2.00
23.00
8,457
7,486
13,145
3.00
24.00
10,590
9,524
22,668
4.00
25.00
12,925
11,758
34,426
4.69
25.69
15,331
9,748
44,174
5.00
26.00
15,331
4,753
48,926
f 5.50
26.50
16,252
7,896
56,822
6.00
27.00
18,136
8,597
65,419
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
0.00
0.00
0.00
0.00
Length (ft)
0.00
0.00
0.00
0.00
Slope (0/0)
0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orif. Coeff,
= 0.00
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
000
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 26.&0
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
Rect
---
Multistage
= No
No
No
No
ExriItration = 3.960 inthr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
Stage (ft)
6.00
..................... ........
5.00
.................I........................ _............ -- ......... ................
4.00
3.00
................................�.............__..._............... _............. _....
.................................._................. _...................... ... ... _..... ..
..... ............
2.00
...... _._.....................................
.. ................. ................................... . .
_............................ .... 1.00
n 00
21
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
Pre Development Area 1 C
Hydrograph type
= Rational
Storm frequency
= 2 yrs
' Drainage area
= 6.510 ac
Intensity
= 5.031 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
10.00
_ _......... ......... _... _._. .........
I
8.00
6.00
I
4.00
2.00
0 00
0.0 0.1
f Hyd No. 19
!t
L._
22
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 9.83 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1 /1
Hydrograph Volume = 5,896 cuft
Pre Development Area 1 C
Hyd. No. 19 — 2 Yr
v.vv
0.2 0.3 0.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 20
Post Development Area 1 C
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 6.510 ac
Intensity
= 5.031 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
21.00
18.00
15.00
12.00
t
9.00
f 6.00
L_
L 3.00
0 00
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 19.00 cfs
Time interval
= 1 min
Runoff coeff.
= 0.58
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
Post Development Area 1 C
Hyd. No. 20 -- 2 Yr
Hydrograph Volume = 11,398 cult
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0.0 0.1 0.2 0.3 0.3
Hyd No. 20 Time (hrs)
23

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Area 1 C to Pond 1 C
Hydrograph type =
Reservoir
` Storm frequency =
2 yrs
Inflow hyd. No. =
20
Reservoir name =
Basin 1 C
i Storage Indication method used.
Q (Cfs)
21 1
18.00
15.00
12.00
• m
3.00
Wednesday, Oct 312007, 2:25 PM
Peak discharge
= 0.80 cfs
Time interval
= 1 min
Max. Elevation
= 13.04 ft
Max. Storage
= 10,895 cuft
Hydrograph Volume = 11,385 cult
Q (Cfs)
21.00
S1411I17
15.00
12.00
�8
3.00
0 00 U i I I I -.1- I 1 I I I 0.00
lJ lJ 0.0 1.7 3.3 5.0 6.7 8.3 10.0 11.7 13.3 15.0 16.7 18.3
Time (hrs)
Hyd No. 21 Hyd No. 20
24

Pond Report
25
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No 5 - Basin 1 C
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00
12.00
8,751
0
0
1.00
13.00
10,393
9,572
9,572
2.00
14.00
12,735
11,564
21,136
2.25
14.25.
13,251
3,248
24,384
2.75
14.75
14,294
6,886
31,270
3.75
15.75
16,423
15,358
46,629
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00 0.00
0.00 0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 14.75 0.00
0.00 0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33 0.00
0.00 0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect ---
-- --
Length (ft)
= 0.00
0.00
0.00
0.00
Multistage
= No No
No No
Slope (%)
= 0.00
0.00
0.00
0.00
N Value
= .000
.000
.000
.000
Orif. Coeff.
0.00
0.00
0.00
0.00
Multi -Stage n/a No No No EAItration = 2.990 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Untice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0.00 1
0.00
Stage I Discharge
Stage (ft)
4.00
3.00
2.00
1.00
I I I I I I I I 1 I r 0.00
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
Pre Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 0.880 ac
Intensity
= 5.031 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
2.00
1.00
000
0.1
Hyd No. 23
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.33 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-1
Hyd. No. 23 -- 2 Yr
0.2
0.3
Hydrograph Volume = 797 cult
Q (cfs)
2.00
1.00
2 0.00
0.3
Time (hrs)
26

Hydrograph Plot
iHydraflow Hydrographs by Intelisolve
Hyd. No. 24
Post Development Area 1 D-1
Hydrograph type
= Rational
CStorm frequency
= 2 yrs
Drainage area
= 0.880 ac
Intensity
= 5.031 in/hr
IDF Curve
I
I
= WILMINGTON-IDF.IDF
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 2.88 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1 D-1
Q () Hyd. No. 24 -- 2 Yr
j 3.00
I
I
2.00
1.00
Hydrograph Volume = 1,727 cult
........ .. . ... ... . . . . .. . . ..... ... . .. .................. ........ ... .. .
............. . . . . ........ ... ... .... . ................. ........... . . . . ... ..... .
.... . .. ...... . ..... . . . . ..... ...... . . ... . . .. .. ............... . .. ..... ... ....... .
..... ..... . .. . ....... . ............................ ...... . .. ..... . . . .... ...... . .... .. .. . . . . .. .. . . .............. ...
. ............ .. - . ..... .... .. .. . . .......... .. . . . .. .. . ........... ...... . . . . .
- - - /-- - . . ...... . . . ............ ....... .
Hyd No. 24
0.1
0.2
0.3
Q (cfs)
3.00
MX
1.00
N_ 0.00
0.3
Time (hrs)
27

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 25
Area 1 D-1 to Pond 1 D-1
Hydrograph type = Reservoir Peak discharge = 0.12 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 24 Max. Elevation = 27.48 ft
Reservoir name = Basin 1 D-1 Max. Storage = 1,656 cuft
Storage Indication method used.
I
IQ (CfS)
I 3.00
I
f
2.00
I
1.00
Area 1 D-1 to Pond 1 D-1
Hyd. No. 25 -- 2 Yr
Hydrograph Volume = 1,712 cult
-I_-- 71 . .... 7. 1
Q (cfs)
3.00
2.00
f TIC
0.00
0.0 1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7 16.5 18.3 20.2
Time (hrs)
r Hyd No. 25 Hyd No. 24
i
28

Pond Report
29
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 6 - Basin 1 D-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 (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 27.00
2,790
0
0
1.00 28.00
4,049
3,420
3,420
2.00 29.00
5,293
4,671
8,091
2.25 29.25
5,587
1,360
9,450
3.00 30.00
6,575
4,561
14,011
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 26.50
0.00
0.00
0.00
Length (ft)
= 50.00
0.00
0.00
0.00
Slope [%)
= 1.00
0.00
0.00
0.00
N Value
= .009
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multistage
= n/a
No
No
No
l
I Stage (ft)
I 3.00
2.00
1.00
00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 5.00
0.00
0.00
0.00
Crest El. (ft)
= 29.25
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Riser
--
---
---
Multistage
= Yes
No
No
No
Exfiltration = 2.550 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulvertfOrifioe outflows have been analyzed under inlet and outlet control.
Stage 1 Discharge
Stage (ft)
3.00
2.00
1.00
o.00
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
Total Q Discharge (cls)
V I I I I J I I I I 1 1. ............ . .

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 27
Pre Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 1.850 ac
Intensity
= 5.031 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
! 3.00
2.00
1.00
v.vv
Hyd No. 27
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 2.79 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-2
Hyd. No. 27 -- 2 Yr
0.2
0.3
Hydrograph Volume = 1,675 cult
Q (cfs)
3.00
wx1If
1.00
— U.uu
0.3
Time (hrs)
30

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 28
Post Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 1.850 ac
Intensity
= 5.031 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 6.05 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1 D-2
Q () Hyd. No. 28 -- 2 Yr
7.00
.... .... ... ......... ..... _.......
.... .... ... .._......_._.... ............. ........... .......................... .......... - -
- -_ --- .......... ......... .........
6.00
_ ......... . .. .........
--._ ..... ......
5.00
............ -
........ _ ......... -
4.00
.... ....... .... ...............
3.00
- - - ....... ...... _.... ... -_... ........ -.
........ _........ _._. _ ...... .......
2.00
71
.................
-- — — -- ....... ._...
1.00
( .... .----_. __.-........ .... ..
0.00
0.0
Hydrograph Volume = 3,630 cuR
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.1 0.2 0.3 0.3
Hyd No. 28 Time (hrs)
31

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 29
Area 1 D-2 to Pond
1 D-2
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 28
Reservoir name
= Basin 1 D-2
Storage Indication method used.
Q (Cfs)
7.00
. 11
5.00
4.00
K 11
2.00
I.
1.00
Area 1 D-2 to Pond 1 D-2
Hyd. No. 29 -- 2 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.44 cfs
Time interval = 1 min
Max. Elevation = 26.16 ft
Max. Storage = 3,310 cuft
Hydrograph Volume = 3,625 cult.
Q (cfs)
7.00
FX1I11
4.00
3.00
Willi]
1.00
0.00 I 1 I 1 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 73 8.0
Hyd No. 29 Hyd No. 28 Time (hrs)
L
32

Pond Report
33
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No 7 - Basin 1 D-2
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 (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
25.70
6,534
0
0
0.30
26.00
7,077
2,042
2,042
1.30
27.00
8,964
8,021
10,062
1.55
27.25
9,451
2,302
12,364
1.80
27.50
9,941
2,424
14,788
2.05
27.75
10,434
2,547
17,335
3.05
28.75
12,443
11,439
28,774
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
ID]
[A] [B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 27.75 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect ---
--
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multistage
= No No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
OriE Coeff.
= 0.00
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Stage (ft)
4.00
3.00
2.00
1.00
000
Exfiltration = 2.550 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage 1 Discharge
Note: CulvertlOrifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 31
Combined Area A
Hydrograph type = Combine Peak discharge = 0.03 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 5, 9, 13
Q (cfs)
Combined Area A
Hyd. No. 31 — 2 Yr
Hydrograph Volume =1,617 cult
34
U. lu
0.09
0.10
0.08
0.09
0.07
0.08
0.06
0.07
0.05
0.06
0.04
0.05
0.03
0.04
0.02
0.03
0.01
0.02
000
0.01
000
0
5 9 14 19 23 28 33 37 42 47 51
Time (hrs)
Hyd No. 31 Hyd No. 5 — Hyd No. 9 Hyd No. 13

` Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 32
Combined Area D
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 25, 29
Q (cfs)
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 0.46 cfs
Time interval = 1 min
Hydrograph Volume = 5,263 cult
Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 -� 0.05
0.00 0 00
0
3 6
— Hyd No. 32
Combined Area D
Hyd. No. 32 -- 2 Yr
9 12
Hyd No. 25
15 18 21
Hyd No. 29
24 27 30
33
Time (hrs)
35

Hydrograph Plot
riyuranow nyurugrapns i)y iniensoive
Hyd. No. 33
Combined Phase 1 Post Development Routed
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 17, 21, 31, 32
Q (Cfs)
3.00
2.00
1.00
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 2.38 cfs
Time interval = 1 min
Hydrograph Volume = 47,971 cuft
Combined Phase 1 Post Development Routed
Hyd. No. 33 -- 2 Yr
.... . .................... 11 . ........... .... . . ... I . . . . . . ........................ ....... . I . . .......... ..... . ........... . . ........................ I ................. 1. .. ........... I ........... ........ ............ ------- --- — .. . ................... — I . . . . ............
. . ........ . ..................... . ....... . ....... . ..... .. .................. ............................. . . . . . .. .. . ................ ...................... . . ... ................. 11 1 .... .................................... .... -.-. - . . .. ...... ..... . ........... . ...... . . . . . .... .............
.. . ..... . . - ....... . ......... ......... ... .. . . ............................... ........ . . . . . . ................ ................. ..................... . . ... .... ............ . ................... . .......... . ............ . . ....... ..............
- . N ... ... - .. ......... . . . ............. - . .........
. . ....... . ....... ............. ....
. ..... ... .... . . . . . ... .. ..... ... .. ........ . ..... . ...... . ........ ... . .. . .. ............
.. ... . . ......... . ...... .. ............ .. . .... ...... .. ......... . . . - ............. . . . . . . ... ........ .
... . ....... .
. . . ..... .... . ... . ... .... . ...... ...... ... .... . ........ .. ...... .......... . . ..........
..... ...... . ............ ...
.......... k-- ....... ....... .
Q (Cfs)
3.00
2.00
1.00
0.00 .4 0.00
0.0 2.2 4.3 6.5 8.7 10.8 13.0 15.2 17.3 19.5 21.7
- Hyd No. 33 - Hyd No. 17 - Hyd No. 21 - Hyd No. 31 Time (hrs)
- Hyd No. 32
36

37
L
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
Rational
41.93
1 20
50,313
----
-----
Pre Development Phase 1 Area
3
Rational
1.30
1 10
782
----
-----
-----
I
Pre Development Area 1A-1
4
I Rational
2.22
1 10
1,330
----
------
-----
' Post Development Area 1A-1
5
Reservoir
0.02
1 20
1,262
4
31.20
1,317
Area 1A-1 to Pond 1A-1
7
Rational
0.82
1 5
246
----
----
-----
Pre Development Area 1A-2
8
Rational
1.29
1 10
776
----
-----
-----
Post Development Area 1 A-2
9
Reservoir
0.01
1 20
703
8
30.30
769
Area 1A-2 to Pond 1A-2
11
Rational
0.35
1 5
104
----
-----
------
Pre Development Area 1A-3
12
Rational
0.55
1 5
166
----
------
------
Post Development Area 1A-3
13
Reservoir
0.00
1 10
96
12
30.12
165
Area 1A-3 to Pond 1A-3
15
Rational
26.11
1 20
31,335
----
--
-----
Pre Development Area 1 B
16
Rational
62.02
1 10
37,210
----
----
----
Post Development Area 1 B
17
1.21
1 20
37,200
16
25.13
36,283
Area 1 B to Pond 1 B
19
Rational
12.30
1 10
7,382
---
---
------
Pre Development Area 1C
20
Rational
23.79
1 10
14,273
--
----
---
Post Development Area 1 C
21
Reservoir
0.84
1 20
14,259
20
13.26
13,696
Area 1C to Pond 1C
23
Rational
1.66
1 10
998
---
Pra Development Area 1 D-1
24
Rational
3.60
1 10
2,162
---
-----
-----
Post Development Area 1 D-1
25
Reservoir
0.14
1 20
2,148
24
27.61
2,074
Area 1D-1 to Pond 1D-1
27
Rational
3.50
1 10
2,098
---
Pre Development Area 1 D-2
28
Rational
7.58
1 10
4,545
---
------
Post Development Area 1 D-2
29
Reservoir
0.45
1 19
4,541
28
26.27
4,196
Area 1D-2 to Pond 1D-2
i
Phase
1.gpw
I Return
Period: 10
Year
I Wednesday,
Oct 312007, 2:25 PM
Hydrevlow Hydrographs by intelisolve

38
Hydrograph Summary Report
Hyd. !
No. i
E
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
31
Combine
0.04
1
20
2,061
5, 9, 13,
------
---- Combined Area A
32
Combine
0.48
1
20
6,592
25, 29,
-----
------ Combined Area D
33
Combine
2.58
1
20
60,112
17, 21, 31,
32 ------
------ Combined Phase 1 Post Developmen
I
i
I
Phase 1.gpw
Return Period: 10 Year
Wednesday, Oct 31 2007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Phase 1 Area
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 27.730 ac
Intensity
= 5.040 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 41.93 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 20.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 50,313 cult
Pre Development Phase 1 Area
Hyd. No. 1 --10 Yr
0.1 0.2 0.3 0.3 0.4 0.5 0.6
Hyd No. 1
Q (cfs)
50.00
40.00
30.00
20.00
10.00
3_ 0.00
0.7
Time (hrs)
39

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Hyd. No. 3
Pre Development Area 1A-1
Hydrograph type
= Rational
Peak discharge
= 1.30 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 0.690 ac
Runoff coeff.
= 0.3
Intensity
= 6.300 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q MS)
1.00
Hyd No. 3
0.1
Pre Development Area 1A-1
Hyd. No. 3 --10 Yr
0.2
0.3
Hydrograph Volume = 782 cult
Q (cfs)
2.00
1.00
n.on
0.3
Time (hrs)
40

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Post Development Area 1 A-1
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.690 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
I
I Q (C%)
( 3.00
` 2.00
I
i
1.00
Hyd No. 4
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 2.22 cfs
Time interval
= 1 min
Runoff coeff.
= 0.51
Tc by User
= 10.00 min
ASc/Rec limb fact
= 1/1
Post Development Area 1A-1
Hyd. No. 4 —10 Yr
0.2
- - - ------ - --------- . . ...... . . . ..... .
0.3
Hydrograph Volume = 1,330 cult
Q (cfs)
3.00
2.00
1.00
N 0.00
0.3
Time (hrs)
41

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Area 1A-1 to Pond
1A-1
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 4
Reservoir name
= Basin 1A-1
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
M
Area IA-1 to Pond 1 A-1
Hyd. No. 5 --10 Yr
5 10 15 19
Hyd No. 5 Hyd No. 4
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 0.02 cfs
Time interval = 1 min
Max. Elevation = 31.20 ft
Max. Storage = 1,317 cuft
Hydrograph Volume = 1,262 cult
24 29 34 39 44
Q (cfs)
3.00
2.00
510IR
0.00
48
Time (hrs)
42

Pond Report
43
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 1 - Basin 1A-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 (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 31.00 6,025 0 0
0.75 31.75 6,985 4,879 4,879
1.25 32.25 7,642 3,657 8,536
Culvert f Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 31.75
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect
--
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00 0.00
N-Value
.000
.000
.000 .000
Orif. Coeff.
= 0.00
0.00
0.00 0.00
Multi -Stage
n/a
No
No
Stage (ft)
Exfiltration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifioe outflows have been analyzed under inlet and outlet control.
Stage 1 Discharge
Stage (ft)
2.00
1.80
2.00
1.60
1.80
1.40
1.60
1.20
1.40
1.00
1.20
0.80
1.00
0.60
0.80
0.60
0.40
0.20
0.40
0 00
0.20
0 00
0.00
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Total Q
18.00
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Pre Development Area 1A-2
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.380 ac
Intensity
= 7.200 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0
Hyd No. 7
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.82 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Pre Development Area 1A-2
Hyd. No. 7 —10 Yr
0.1
Hydrograph Volume = 246 cult
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.2
Time (hrs)
44
L

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 8
Post Development Area 1A-2
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.380 ac
Intensity
= 6.300 in/hr
OF Curve
= WILMINGTON-IDF.IDF
1.00
n
Hyd No. 8
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.29 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1A-2
Hyd. No. 8 --10 Yr
11M
low
Hydrograph Volume = 776 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
45

46
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Area 1A-2 to Pond
1A-2
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
8
Reservoir name
Basin 1A-2
Storage Indication method used.
Q (cfs)
2.00
1.00
0.00 -u
0
Area 1A-2 to Pond 1A-2
Hyd. No. 9 --10 Yr
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 0.01 cfs
Time interval = 1 min
Max. Elevation = 30.30 ft
Max. Storage = 769 cuft
Hydrograph Volume = 703 cult
Q (cfs)
2.00
1.00
I I I I 1 0.00
5 10 15 19 24 29 34 39 44 48
Hyd No. 9 Hyd No. 8 Time (hrs)

Pond Report
47
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 312007, 2:25 PM
Pond No. 2 - Basin 1A-2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage `fable
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cuts)
0.00 30.00
2,208
0
0
1.00 31.00
2,938
2,573
2,573
1.25 31.25
3,123
758
3,331
2.25 32.25
3,898
3,511
6,841
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orit Coeff.
0.00
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
f 3.00
2.00
( 1.00
t- 000
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 31.25
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
---
--
---
Multi-Stage
= No
No
No
No
ExrIItration = 0.520 inthr (Contour) Tailwater Elev. = 0.00 ft
Stage / Discharge
Note: Culvert/Oriflos outNows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 11
Pre Development Area 1A-3
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.160 ac
Intensity
= 7.200 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0
Hyd No. 11
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.35 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Pre Development Area 1A-3
Hyd. No. 11 -- 10 Yr
0.1
Hydrograph Volume =104 cult
Q (c%)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.2
Time (hrs)
48

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
Post Development Area 1A-3
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.160 ac
Intensity
= 7.200 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0
Hyd No. 12
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 0.55 cfs
Time interval
= 1 min
Runoff coeff.
= 0.48
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Post Development Area 1A-3
Hyd. No. 12 -- 10 Yr
0.1
Hydrograph Volume = 166 cult
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.2
Time (hrs)
49

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
Area 1A-3 to Pond
1A-3
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 12
Reservoir name
= Basin 1A-3
Storage Indication method used.
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.00 cfs-
Time interval = 1 min
Max. Elevation = 30.12 ft
Max. Storage = 165 cuft
Hydrograph Volume = 96 cult
Area 1A-3 to Pond 1A-3
Q (ds) Hyd. No. 13 -- 10 Yr Q (ofs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00a--�
0.0 1.7 3.3
Hyd No. 13
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
5.0 6.7 8.3 10.0 11.7 13.3 15.0 16.7 18.3
Hyd No. 12 Time (hrs)
50

Pond Report
51
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 3 - Basin 1A-3
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 (cuft) Total storage (cuft)
0.00 30.00
1,085
0 0
1.00 31.00
1,596
1,341 1,341
1.25 31.25
1,732
416 1,757
2.25 32.25
2,314
2,023 3,780
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00
0.00
0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft) = 31.25 0.00
0.00
0.00
No. Barrels = 0
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0.00
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type = Rect ---
---
---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage = No No
No
No
Slope (%) = 0.00
0.00
0.00
0.00
N-Value = .000
.000
.000
.000
Orit Coeff. = 0.00
0.00
0.00
0.00
Multi -Stage = n/a
No
No
No
Exflltration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 ft
C
Stage (ft)
3.00
I
2.00
1. .
1.00
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage R
3.00
2.00
1.00
V y V 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge (cls)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Pre Development Area 1 B
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 17.270 ac
Intensity
= 5.040 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
28.Oo
24.00
20.00
16.00
C
I 12.00
I
8.00
4.00
000
0.0 0.1
IHyd No. 15
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 26.11 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 20.00 min
Asc/Rpc limb fact = 1/1
Pre Development Area 1 B
Hyd. No. 15 --10 Yr
Hydrograph Volume = 31,335 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0.2 0.3 0.3 0.4 0.5 0.6 0.7
Time (hrs)
52

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Post Development Area 1 B
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 17.270 ac
Intensity
= 6.300 in/hr
OF Curve
= WILMINGTON-IDF.IDF
I
Q (Cfs)
I 70.00
50.00
1 40.00
30.00
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 62.02 cfs
Time interval = 1 min
Runoff coeff. = 0.57
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1 B
Hyd. No. 16 —10 Yr
Hydrograph Volume = 37,210 cult
Q (cfs)
70.00
50.00
40.00
W11111(
20.00
10.00
I o.00 I I I I V 0 00
0.0
Hyd No. 16
l
0.1
0.2
0.3
0.3
Time (hrs)
53

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 17
Area 1 B to Pond 1 B
Hydrograph type =
Reservoir
Storm frequency =
10 yrs
Inflow hyd. No. =
16
Reservoir name =
E
Basin 1 B
Storage Indication method used.
I
i
Q (c%)
I 70.00
60.00
50.00
40.00
30.00
t..
20.00
10.00
Area 1 B to Pond 1 B
Hyd. No. 17 -- 10 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 1.21 cfs
Time interval
= 1 min
Max. Elevation
= 25.13 ft
Max. Storage
= 36,283 cuft
Hydrograph Volume = 37,200 cult
Q WS)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 W , I I--�I I I ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs}
Hyd No. 17 Hyd No. 16
54

Pond Report
55
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 4 - Basin 1 B
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 (cult) Total storage (cult)
0.00
21.00
4,802
0
0
1.00
22.00
6,515
5,659
5,659
2.00
23.00
8,457
7,486
13,145
3.00
24.00
10,590
9,524
22,668
4.00
25.00
12,925
11,758
34,426
4.69
25.69
15,331
9,748
44,174
5.00
26.00
15,331
4,753
48,926
5.50
26.50
16,252
7,896
56,822
6.00
27.00
18,136
8,597
65,419
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
0.00
0.00
0.00
0.00
Length (ft)
0.00
0.00
0.00
0.00
Slope (%)
0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
Orif. Coeff.
= 0.00
0.00
0.00
0.00
Multistage
= n1a
No
No
No
Stage (ft)
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
26.50
0.00
0.00
0.00
Weir Coelf.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
--
--
Multi-Stage
= No
No
No
No
Exfiltration = 3.960 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
Stage (ft)
6.00
......... .........
.... ...
.........,
-
......... .........
.... ....
6.00
5.00
)
---
_
_.....
_ .........
..
........... ...._..
. .........
..- -
. ............. .--
5.00
4.00
.
1
4.00
3.00
1.
3.00
2.00
_.....-._......-..........__...._...._.
... ....
.................. .._......._..
_...._-.___.......-.___...._.......................---
..............---.......__..........._-........__......................................
_
-----.........._....._..._....................
__..
........__
.........
_ _
_
..................
......... .........
...... ... .......
.........
-. ........
......... _ _ .
.........
_
.........
_. --
.......
2.00
1.00
_..
.........
-
-_
_...
- -
.........
......
1.00
00
......................__...............
.._._............................
-----....................... _........
............................................................. ...........
..-_....__.........................................
.... __-..............................
_.................._............_._....._.......
-..................._..-_.............................-
-
0 00
0.00
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Total Q
20.00
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
Pre Development Area 1 C
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 6.510 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
12.00
f 10.00
s.0a
6.0c
I 4.00
L
+ 2.00
Hyd No. 19
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 12.30 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 C
Hyd. No. 19 -- 10 Yr
0.2
0.3
Hydrograph Volume = 7,382 cult
Q (cfs)
14.00
12.00
10.00
N. 16
AM
4.00
Mile]
0.00
0.3
Time (hrs)
56

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 20
Post Development Area 1 C
Hydrograph type
= Rational
Peak discharge
= 23.79 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 6.510 ac
Runoff coeff.
= 0.58
Intensity
= 6.300 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
1
Q(S)
24.00
I 20.00
16.00
12.00
M
Hyd No. 20
0.1
Post Development Area I
Hyd. No. 20 -- 10 Yr
0.2
0.3
Hydrograph Volume = 14,273 cult
Q (cfs)
24.00
16.00
12.00
[11I6
4.00
"L 0.00
0.3
Time (hrs)
57

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
I Area 1 C to Pond 1 C
Hydrograph type =
Reservoir
IStorm frequency =
10 yrs
Inflow hyd. No. =
20
Reservoir name =
Basin 1 C
Storage Indication method used.
Area 1 C to Pond 1 C
Hyd. No. 21 -- 10 Yr
16.00
12.00
�- - 8.00
4.00
Wednesday, Oct 312007, 2:25 PM
Peak discharge
= 0.84 cfs
Time interval
= 1 min
Max. Elevation
= 13.26 ft
Max. Storage
= 13,696 tuft
Hydrograph Volume = 14,259 cult
Q (cfs)
24.00
20.00
12.00
4.00
0.00 -U '--I 1 11' 0.00
0.0 1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7 16.5 18.3
Time (hrs)
Hyd No. 21 Hyd No. 20
58

Pond Report
59
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond Mn 5 - Basin 1 C
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00
12.00
8,751
0 0
1.00
13.00
10,393
9,572 9,572
2.00
14.00
12,735
11,564 21,136
2.25
14.25
13,251
3,248 24,384
2.75
14.75
14,294
6,886 31,270
3.75
15.75
16,423
15,358 46,629
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft) = 14.75 0.00
0.00
0.00
No. Barrels
0
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0.00
Invert El. (ft)
0.00
0.00
0.00
0.00
Weir Type = Rect --
---
---
Length (ft)
0.00
0.00
0.00
0.00
Multi -Stage = No No
No
No
Slope (%)
0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
Orit'. Coaff.
0.00
0.00
0.00
0.00
Multi -Stage
n/a
No
No
No
EAltration = 2.990 inthr (Contour) Tailwater Elev. = 0.00 It
Stage (ft)
4.00
3.00
2.00
1.00
0 00
Stage / Discharge
Note: CulvertlOriflce outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge (ds)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
Pre Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.880 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
2.00
1.00
Hyd No. 23
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.66 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-1
Hyd. No. 23 --10 Yr
0.2
0.3
Hydrograph Volume = 998 cult
Q (cfs)
2.00
1.00
OAO
0.3
Time (hrs)
60

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 24
Post Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 0.880 ac
Intensity
= 6.300 in/hr
OF Curve
= WILMINGTON-IDF.IDF
t
Q(S)
( 4.00
3.00
2.00
1.
1.00
000
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 3.60 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 111
Post Development Area 1 D-1
Hyd. No. 24 -- 10 Yr
Hydrograph Volume = 2,162 cult
Q (cfs)
4.00
941111
2.00
1.00
I I I '' 0.00
0.1 0.2 0.3 0.3
Hyd No. 24 Time (hrs)
61

62
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
{ Hyd. No. 25
I
Area 1 D-1 to Pond 1 D-1
Hydrograph type = Reservoir
Peak discharge
= 0.14 cfs
Storm frequency = 10 yrs
Time interval
= 1 min
Inflow hyd. No. = 24
Max. Elevation
= 27.61 ft
Reservoir name = Basin 1 D-1
Max. Storage
= 2,074 cuft
Storage Indication method used.
Hydrograph Volume = 2,148 cult
l
!
Area 1 D-1 to Pond 1 D-1
Q (cfs)
Hyd. No. 25 -- 10 Yr
Q (cfs)
4.00
.......
4.00
.......
_
....
... ..
..
6 3.00
........
... ........
.............
........
.......... _.... .......
.........
................
.- ............ --
—....
.........
—
_...--
3.00
__.....—..
............
- — ...
.................... ........ ... _ .........
_
.........
.... ... ..... .....
..._
_................ ......
......... .....
......... ......... ...._
.... _..... .....
2.00
_
.....
_
2.00
_
1.00
_.
......... ... .....
--.
_.- .....
_
-
-
-
--- -
--
1.00
........
.....
_ .. -
__
........
...
j...--
l_.
0.00
- ..
...._
0.00
-
0.0 1.8 3.7 5.5
7.3 9.2 11.0 12.8 14.7 16.5
18.3 20.2
Time (hrs)
Hyd No. 25
Hyd No..24

Pond Report
63
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 6 - Basin 1 D-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 (sgft)
Incr. Storage (cult) Total storage (cult)
0.00 27.00
2,790
0 0
1.00 28.00
4,049
3,420 3,420
2.00 29.00
5,293
4,671 8,091
2.25 29.25
5,587
1,360 9,450
3.00 30.00
6,575
4,561 14,011
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 24.00
0.00
0.00
0.00
Crest Len (ft) = 5.00 0.00
0.00
0.00
Span (in) = 24.00
0.00
0.00
0.00
Crest El. (ft) = 29.25 0.00
0.00
0.00
No. Barrels = 1
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0.00
Invert El. (ft) = 26.50
0.00
0.00
0.00
Weir Type = Riser ---
---
---
Length (ft) = 50.00
0.00
0.00
0.00
Multi -Stage = Yes No
No
No
Slope (%) = 1.00
0.00
0.00
0.00
N Value = .009
.000
.000
.000
Orif. Coeff. = 0.60
0.00
0.00
0.00
Multi -Stage = n/a
No
No
No
ExfiItration = 2.550 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
3.00
2.00
I 1.00
l 0 00
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control
Stage (ft)
3.00
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 Vv
Discharge (cfs)
�� Total Q

64
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 27
Pre Development Area 1 D-2
Hydrograph type
= Rational
fStorm frequency
= 10 yrs
Drainage area
= 1.850 ac
Intensity
= 6.300 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
4.00
I
3.00
2.00
1.00
l_
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 3.50 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-2
Hyd. No. 27 -- 10 Yr
Hydrograph Volume = 2,098 cult
Q (cfs)
4.00
3.00
2.00
1.00
0.0 0.1 0.2 0.3 0.3
Hyd No. 27 Time (hrs)

65
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 28
Post Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 1.850 ac
Intensity
= 6.300 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
8.00
0.00
4.00
Hyd No. 28
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 7.58 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1 D-2
Hyd. No. 28 — 10 Yr
Le i
[M
Hydrograph Volume = 4,545 cult
Q (cfs)
8.00
6.00
4.00
2.00
0.00
0.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 29
Area 1 D-2 to Pond
1 D-2
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 28
Reservoir name
= Basin 1 D-2
t Storage Indication method used.
Area 1 D-2 to Pond 1 D-2
Wednesday, Oct 312007, 2:25 PM
Peak discharge
= 0.45 cfs
Time interval
= 1 min
Max. Elevation
= 26.27 ft
Max. Storage
= 4,196 cuft
Hydrograph Volume = 4,541 cult
66

Pond Report
67
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Pond No. 7 - Basin 1 D-2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage f Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
" 0.00
25.70
6,534
0
0
0.30
26.00
7,077
2,042
2,042
1.30
27.00
8,964
8,021
10,062
1.55
27.25
9,451
2,302
12,364
1.80
27.50
9,941
2,424
14,788
2.05
27.75
10,434
2,547
17,335
3.05
28.75
12,443
11,439
28,774
I Culvert / Orifice Structures
[A]
[B]
[C]
[D]
[ Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
' Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
Orif. Coeff.
I
0.00
0.00
0.00
0.00
Multl-Stage
= n/a
No
No
No
I Stage (ft)
4.00
3.00
2.00
_. 1.00
000
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 27.75
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
Rect
---
---
Multi-Stage
= No
No
No
No
ExHItration = 2.550 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulvertfOrifice outflows have been analyzed under inlet and outlet control.
Stage J Discharge
Stage (ft)
4.00
3.00
2.00
1.00
0 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
LTotal Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 31
Combined Area A
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 5, 9, 13
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
V.V1
0 00
Combined Area A
Hyd. No. 31 --10 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.04 cfs
Time interval = 1 min
Hydrograph Volume = 2,061 cuft
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 31 Hyd No. 5 Hyd No. 9 Hyd No. 13
68

Hydrograph Plot
HydraFlow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 32
Combined Area D
Hydrograph type = Combine Peak discharge = 0.48 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyds. = 25, 29
Hydrograph Volume = 6,592 cult
Combined Area D
Hyd. No. 32 — 10 Yr
0.50
0.45
0.50
0.40
0.45
0.35
0.40
0.30
0.35
0.30
0.25
0.25
0.20
0.15
0.20
0.10
0.15
G.GS f
000
0.10
0.05
000
0
3 7 10 13 17 20 23 27 30 33
Hyd No. 32 Hyd No. 25 Hyd No. 29 Time (hrs)
69

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Hyd. No. 33
Combined Phase 1 Post Development Routed
Hydrograph type = Combine Peak discharge = 2.58 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyds. = 17, 21, 31, 32
Q (cfs)
3.00
2.00
M
1.00
I
000
Combined Phase 1 Post Development Routed
Hyd. No. 33 --10 Yr
Hydrograph Volume = 60,112 cult
Q (cfs)
3.00
2.00
i I1
i 0.00
I 0.0 2.3 4.7 7.0 9.3 11.7 14.0 16.3 18.7 21.0 23.3
L Hyd No. 33 Hyd No. 17 Hyd No. 21 Hyd No. 31 Time (hrs)
Hyd No. 32
70

71
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
M
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
48.01
1
20
57,614
---
------
I Pre Development Phase 1 Area
3
Rational
1.48
1
10
887
---
------
I Pre Development Area 1A-1
4
Rational
2.51
1
10
1,509
--
----
-----
Post Development Area 1A-1
5
Reservoir
0.03
1
20
1,431
4
31.23
1,493
Area 1A-1 to Pond 1A-1
7
Rational
0.92
1
5
277
---
---
Pre Development Area 1A-2
8
Rational
1.47
40
880
---
---
Post Development Area 1A-2
9
Reservoir
0.01
20
797
8
30.34
873
Area 1A-2 to Pond 1A-2
11
Rational
0.39
117
---
Pre Development Area 1A-3
12
Rational
0.62
,
187
---
Post Development Area 1A-3
13
Reservoir
0.00
)
117
12
30.14
186
Area 1A-3 to Pond 1A-3
15
Rational
29.90
20
35,881
---
-----
Pre Development Area 1 B
16
Rational
70.33
10
42,201
----
----
-----
Post Development Area 1 B
17
Reservoir
1.29
20
42,191
16
2`
41,214
Area 1B to Pond I
19
Rational
13.95
10
8,372
----
------
------
Pre Development Area 1C
20
Rational
26.98
10
16,187
--
-
------
Post Development Area 1 C
21
Reservoir
0.87
20
16,174
20
1.
15,573
Area 1C to Pond I
23
Ra+'-
1.89
1
10
1,132
--
Pre Development Area 1 D-1
24
4.09
1
10
2,452
---
Post Development Area 1 D-1
25
Re--
0.16
1
-Po
2,438
24
2,352
Area 1 D-1 to Pond 1 D-1
27
Rational
3.97
1
10
2,379
--
------
----
Pre Development Area 1 D-2
28
Rational
8.59
1
10
5,155
---
--
Post Development Area 1 D-2
29
Reservoir
0.46
1
I
19
5,150
28
4,789
Area 1 D-2 to Pond 1 D-2
Phase 1.gpw
Return Period: 25 Year
Wednesday, Oct 312007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

72
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
31
Combine 0.04
i 1
20 2,345
5, 9, 13,
---
Combined Area A
32
Combine 0.50
1
20 7,476
25, 29,
----
-----
Combined Area D
33
Combine 2.70
I 1
20 68,187
17, 21, 31,
32
Combined Phase 1 Post Developmen `
Phase 1.gpw
Return Period: 25 Year
Wednesdav, Oct 312007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre Development Phase 1 Area
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 27.730 ac
Intensity
= 5.771 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
50.00
40.00
30.00
20.00
E 10.00
0.00 —" '
0.0 0.1
Hyd No. 1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 48.01 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 57,614 cult
Pre Development Phase 1 Area
Hyd. No. 1 -- 25 Yr
0.2 0.3 0.3 0.4 0.5 0.6
Q (cfs)
50.00
wMelf
30.00
20.00
i1111A7
— N 0.00
0.7
Time (hrs)
73

i
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Pre Development Area 1A-1
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.690 ac
Intensity
= 7.145 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
2.00
1.00
Hyd No. 3
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.48 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1 /1
Pre Development Area 1A-1
Hyd. No. 3 -- 25 Yr
0.2
0.3
Hydrograph Volume = 887 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
74

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Post Development Area 1A-1
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.690 ac
Intensity
= 7.145 in/hr
OF Curve
= WILMINGTON-IDF.IDF
2.00
1.00
Hyd No. 4
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 2.51 cfs
Time interval = 1 min
Runoff coeff. = 0.51
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1A-1
Hyd. No. 4 -- 25 Yr
M
ICK
Hydrograph Volume = 1,509 cult
Q (cfs)
3.00
2.00
1.00
0.00
0.3
Time (hrs)
75

Hydrograph Plot
Hydraflow Hydrographs by Intelisohre Wednesday, Oct 312007, 2:25 PM
Hyd. No. 5
Area 1A-1 to Pond 1A-1
Hydrograph type = Reservoir Peak discharge = 0.03 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 4 Max. Elevation = 31.23 ft
Reservoir name = Basin 1A-1 Max. Storage = 1,493 cuft
Storage Indication method used.
Q (Cfs)
3.00
MIA
1.00
Hydrograph Volume = 1,431 cult
Q (Cfs)
3.00
2.00
1.00
r.T.TO
5 10 15 19 24 29 34 39 44 48
Hyd No. 5 Hyd No. 4 Time (hrs)
76

Pond Report
77
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 1 - Basin 1A-1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage i Storage Tabie
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 31.00 6,025 0 0
0.75 31.75 6,985 4,879 4,879
1.25 32.25 7,642 3,657 8,536
Culvert I Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
Orit Coeff.
= 0.00
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 31.75
0.00
0.00
0.00
Weir Coalf.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
--
---
Multi-Stage
= No
No
No
No
Exflltration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft) Stage / Discharge
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
000
Note: Culvert/Orifioe outflows have been analyzed under inlet and outlet control.
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Total O
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 7
Pre Development Area 1A-2
Hydrograph type = Rational
Peak discharge
= 0.92 cfs
Storm frequency = 25 yrs
Time interval
= 1 min
Drainage area = 0.380 ac
Runoff coeff.
= 0.3
Intensity = 8.109 in/hr
Tc by User
= 5.00 min
OF Curve = WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.0
Hyd No. 7
Pre Development Area 1A-2
Hyd. No. 7 — 25 Yr
0.1
Hydrograph Volume = 277 cuft
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.i0
OAO
0.2
Time (hrs)
78

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Post Development Area 1A-2
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.380 ac
Intensity
= 7.145 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
2.00
1.00
Hyd No. 8
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.47 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1A-2
Hyd. No. 8 — 25 Yr
0.2
0.3
Hydrograph Volume = 880 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
79

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Area 1A-2 to Pond
1A-2
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Inflow hyd. No.
= 8
Reservoir name
= Basin 1A-2
Storage Indication method used.
Q (cfs)
1.00
0.00
0 5
Hyd No. 9
10
Area 1A-2 to Pond 1A-2
Hyd. No. 9 -- 25 Yr
15 19
- Hyd No. 8
Wednesday, Oct 312007, 2:25 PM
Peak discharge
= 0.01 cfs
Time interval
= 1 min
Max. Elevation
= 30.34 ft
Max. Storage
= 873 cuft
Hydrograph Volume = 797 cult
24 29 34 39 44
Q (C%)
2.00
H11111
0.00
48
Time (hrs)
80

Pond Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 312007, 2:25 PM
Pond No. 2 - Basin 1A-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 (cult) Total storage (cuff)
0.00 30.00
2,208
0 0
1.00 31.00
2,938
2,573 2,573
1.25 31.25
3,123
758 3,331
2.25 32.25
3,898
3,511 6,841
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B] [C] [D]
Rise (in) = 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00 0.00 0.00
Span (in) = 0.00
0.00
0.00
0.00
Crest El. (ft) = 31.25 000 0.00 0.00
No. Barrels = 0
I
0
0
0
Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type = Rect ---
Length (ft) = 0.00
0.00
0.00
0.00
Multi -Stage = No No No No
Slope (%) = 0.00
0.00
0.00
0.00
N-Value = .000
.000
.000
.000
Orif. Coeff. = 0.00
0.00
0.00
0.00
Multi -Stage = n/a
No
No
No
Exi'lItration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
000
Stage I Discharge
Stage (ft)
3.00
2.00
1.00
0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge (cfs)
.. .... .. . ...... -1 .. . ...... .. . .. ...... . ...... . . . . . . . . .................... . . .
. . . ......... ............. .......... . ..... . ...... . - ............ . ........ - ...... .............. . . . .................. .. .
rIIIIIII-1=1
81

Hydrograph Plot
i Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Pre Development Area 1A-3
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.160 ac
Intensity
= 8.109 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0
Hyd No. 11
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.39 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1 /1
Pre Development Area 1A-3
Hyd. No. 11 — 25 Yr
0.1
Hydrograph Volume = 117 cuft
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.2
Time (hrs)
82

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
Post Development Area 1A-3
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.160 ac
Intensity
= 8.109 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.62 cfs
Time interval
= 1 min
Runoff coeff.
= 0.48
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1/1
Post Development Area 1A-3
Hyd. No. 12 -- 25 Yr
Hydrograph Volume =187 cult
Q (C%)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0.0 0.1 0.2
Time (hrs)
Hyd No. 12
83

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 13
Area 1A-3 to Pond 1A-3
Hydrograph type = Reservoir Peak discharge = 0.00 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 12 Max. Elevation = 30.14 ft
Reservoir name = Basin 1A-3 Max. Storage = 186 cuft
Storage Indication method used. Hydrograph Volume = 117 cult
Area IA-3 to Pond 1 A-3
Q (S) Hyd. No. 13 -- 25 Yr
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 -
0.0 2.0 4.0 6.0 8.0
Hyd No. 13 Hyd No. 12
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
84

Pond Report
85
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 3 - Basin 1A-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 (sgft)
Incr. Storage (cult)
Total storage (cuff)
0.00
30.00
1,085
0
0
1.00
31.00
1,596
1,341
1,341
1.25
31.25
1,732
416
1,757
2.25
32.25
2,314
2,023
3,780
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 31.25
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir CoefT.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
_000
.000
Orif. Coeff.
= 0.00
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
3.00
2.00
1.00
000
ExriItration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
... ... .... . . . ....... .. . ........ . . . . . .. . ... . . . ............. ....
. . ... . ..... . .. ....... . . ..... .. .. .... .. ...
- - I - 11 1.1111.1 ........ ....... ...... ......
. ... . . .. ...... . ... . . . .. . ...... .......... . . . . ... .... . ........... ...
. ............ . .. . . .. ........... .. ......... . ........ .................... ......... ................. ............ . .. ...... .. .. ............................. .................. ..... . ....... ... . ................ .. ...... . .................... --
. ...................... .... ............ .... . . .... . . ... ...... ..... . . -
............ ........... . ....... ... ............. . . ............... . . . . . . ... . . .......
Stage (ft)
3.00
2.00
1.00
0 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge (aft)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
IPre Development Area 1 B
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 17.270 ac
Intensity
= 5.771 in/hr
OF Curve
I
= WILMINGTON-IDF.IDF
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 29.90 cfs
Time interval
= 1 min
Runoff coeff.
= 0.3
Tc by User
= 20.00 min
Asc/Rec limb fact
= 111
Pre Development Area 1 B
Q () Hyd. No. 15 -- 25 Yr
I 30.00
25.00
1
20.00
Hydrograph Volume = 35,881 cult
Q (cfs)
30.00
25.00
M1111+]
15.00
10.00
IM111
n.OV , I I I I I I I -x 0 00
0.0 0.1.
I Hyd No. 15
l_.
l_
0.2 0.3 0.3 0.4 0.5
0.6 0.7
Time (hrs)
ss

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 16
Post Development Area 1 B
Hydrograph type
= Rational
Peak discharge
= 70.33 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 17.270 ac
Runoff coeff.
= 0.57
Intensity
= 7.145 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
80.00
70.00
( 60.00
I 50.00
i
i 40.00
30.00
20.00
I 10.00
0.00
0.0
i
Hyd No. 16
0.1
Post Development Area 1 B
Hyd. No. 16 -- 25 Yr
0.2
0.3
Hydrograph Volume = 42,201 cult
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
1L 0.00
0.3
Time (hrs)
87

Hydrograph Plot
' Hydraflow Hydrographs by Intelisolne
Wednesday, Oct 31 2007, 2.25 PM
Hyd. No. 17
Area 1 B to Pond 1 B
Hydrograph type =
Reservoir
Peak discharge
= 1.29 cfs
Storm frequency =
I
25 yrs
Time interval
= 1 min
Inflow hyd. No. =
16
Max. Elevation
= 25.48 ft
Reservoir name =
Basin 113
Max. Storage
= 41,21.4 cuft
Storage Indication method used. Hydrograph Volume = 42,191 cult
Q (cfs)
( 80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 -6" 1 1
0.0 2.2 4.3
Hyd No. 17
Area 1 B to Pond 1 B
Hyd. No. 17 -- 25 Yr
Q (cfs)
80.00
IM0111(
50.00
E911181
30.00
20.00
10.00
6.5 8.7 10.8 13.0 15.2 17.3 19.5 21.7
— Hyd No. 16 Time (hrs)
88
I

Pond Report
89
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 4 - Basin 1 B
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
21.00
4,802
0
0
1.00
22.00
6,515
5,659
5,659
2.00
23.00
8,457
7,486
13,145
3.00
24.00
10,590
9,524
22,668
4.00
25.00
12,925
11,758
34,426
4.69
25.69
15,331
9,748
44,174
5.00
26.00
15,331
4,753
48,926
5.50
26.50
16,252
7,896
56,822
6.00
27.00
18,136
8,597
65,419
Culvert / Orifice Structures Weir Structures
[A►]
[B]
[C]
[D]
[A►]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 26.50
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33
0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
Rect
--
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multistage
= No
No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orif. Coeff.
= 0.00
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Exfiltration = 3.960
in/hr (Contour) Tailwater
Elev. = 0.00 It
Stage (ft)
6.00
5.00
4.00
3.00
2.00
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00 ---- 1.00
.... ... .... ... ..... . . . .... ... .. .. . .... . .. . .. ....... . . . . ... . .. .. ........ .. . .. .. . ....
.. . . . . . . .
- /--
....I.
......
.. .
-... ..................... ..........---..--..................................._....._._......_.._.. __........ - ...._............................._....................................---....... _.--........................._
0.00
0.00
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00
Total Q
0.00
20.00
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
Pre Development Area 1 C
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 6.510 ac
Intensity
= 7.145 in/hr
OF Curare
= WILMINGTON-IDF.IDF
Q(afs)
12.00
10.00
8.00
r
6.00
I 4.00
1
i 2.00
0.00
0.0
Hyd No. 19
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 13.95 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc.by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 C
Hyd. No. 19 — 25 Yr
161K
0.3
Hydrograph Volume = 8,372 cult
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
o.00
0.3
Time (hrs)
90

Hydrograph Plot
i Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 312007, 2:25 PM
Hyd. No. 20
IPost Development Area 1 C
Hydrograph type = Rational
Peak discharge
= 26.98 cfs
Storm frequency = 25 yrs
Time interval
= 1 min
Drainage area = 6.510 ac
Runoff coeff.
= 0.58
Intensity = 7.145 in/hr
Tc by User
= 10.00 min
I OF Curve = WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (ofs)
I 28.00
24.00
20.00
16.00
12.00
l
8.00
4.00
L.
0 00
Post Development Area 1 C
Hyd. No. 20 -- 25 Yr
Hydrograph Volume = 16,187 cuft
Q (cfs)
28.00
EKU1I11
20.00
16.00
12.00
M
4.00
' ' ' N 0.00
0.1 0.2 0.3 0.3
Hyd No. 20 Time (hrs)
91

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Area 1 C to Pond 1 C
Hydrograph type =
Reservoir
Storm frequency =
25 yrs
I Inflow hyd. No. =
20
Reservoir name =
Basin 1 C
Storage Indication method used.
i
Q (dS)
l 28.00
24.00
20.00
16.00
f
t
12.00
I 8.00
I
I 4.00
000
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 0.87 cfs
Time interval
= 1 min
Max. Elevation
= 13.40 ft
Max. Storage
= 15,573 cuft
Hydrograph Volume = 16,174 cult
Area 1 C to Pond 1 C
Hyd. No. 21 -- 25 Yr
li I I I I I I I 1 I J_I
Q (cis)
28.00
24.00
20.00
I R-4118]
12.00
4.00
0.00
0.0 1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7 16.5 18.3 20.2
( Hyd No. 21 Hyd No. 20 Time (hrs)
92

Pond Report
93
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Pond No. 5 - Basin 1 C
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00
12.00
8,751
0
0
1.00
13.00
10,393
9,572
9,572
2.00
14.00
12,735
11,564
21,136
2.25
14.25
13,251
3,248
24,384
2.75
14.75
14,294
6,886
31,270
3.75
15.75
16,423
? 5,358
46,629
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00 0.00
0.00
0.00
Span (in)
0.00
0.00
0.00
0.00
Crest El. (ft)
= 14.75 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect --
---
--
Length (ft)
= 0.00
0.00
0.00
0.00
Multistage
= No No
No
No
Slope (%)
0.00
0.00
0.00
0.00
N-Value
- .000
.000
.000
.000
Orif. Coeff.
0.00
0.00
0.00
0.00
Multistage
- n/a
No
No
No
ExHItration = 2.990 in/hr (Contour) Tailwater
Elev. = 0.00 ft
Stage (ft)
4.00
3.00
2.00
1.00
000
Stage J Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
Pre Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.880 ac
Intensity
= 7.145 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
TIC
Hyd No. 23
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.89 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-1
Hyd. No. 23 -- 25 Yr
0.2
0.3
Hydrograph Volume = 1,132 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
94

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 24
Post Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 0.880 ac
Intensity
= 7.145 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1.,
0.0
L
0.1
Hyd No. 24
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 4.09 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 111
Post Development Area 1 D-1
Hyd. No. 24 -- 25 Yr
0.2
0.3
Hydrograph Volume = 2,452 cuft
Q (cfs)
5.00
4.00
94I0
2.00
1.00
N 0.00
0.3
Time (hrs)
95

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 25
Area 1 D-1 to Pond
1 D-1
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Inflow hyd. No.
= 24
Reservoir name
= Basin 1 D-1
Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1.8 3.7
Hyd No. 25
Area 1 D-1 to Pond 1 D-1
Hyd. No. 25 -- 25 Yr
5.5 7.3
Hyd No. 24
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 0.16 cfs
Time interval = 1 min.
Max. Elevation = 27.69 ft
Max. Storage = 2,352 cuft
Hydrograph Volume = 2,438 cult
Q (cfs)
5.00
4.00
3.00
2.00
1.00
__ �____ 0.00
9.2 11.0 12.8 14.7 16.5 18.3 20.2
Time (hrs)
96

Pond Report
97
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 6 - Basin 1 D-1
Pond Data
! Pond storage is based on known contour areas.
i
Average end area method used.
Stage / Storage Table
{ Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
27.00
2,790
0
0
1.00
28.00
4,049
3,420
3,420
2.00
29.00
5,293
4,671
8,091
2.25
29.25
5,587
1,360
9,450
3.00
30.00
6,575
4,561
14,011
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Crest Len (ft)
= 5.00 0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
Crest El. (ft)
= 29.25 0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft)
= 26.50
0.00
0.00
0.00
Weir Type
= Riser
---
---
Length (ft)
= 50.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 1.00
0.00
0.00
0.00
I N Value
= .009
_000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage = n/a No No No EAltration = 2.550 in/hr (Contour) Tailwater Elev. - 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
000
Stage / Discharge
Stage (ft)
3.00
2.00
1.00
0.00
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
Total Q Discharge (cfs)

98
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 27
Pre Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 1.850 ac
Intensity
= 7.145 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
4.00
3.00
2.00
i
1 1.00
L
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 3.97 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-2
Hyd. No. 27 -- 25 Yr
............. .......... . ............ ......... . .......................... .......... ... . . . . . . . . . . .............. I .......... .................. ..................... . . ......... ... ....
Hydrograph Volume .= 2,379 cult
Q (cfs)
4.00
3.00
2.00
1.00
0.0 0.1 0.2 0.3 0.3
E Hyd No. 27 Time (hrs)

Hydrograph Plot 99
Hydraflow Hydrographs by Intellsolve
Hyd. No. 28
E Post Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 1.850 ac
Intensity
= 7.145 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q(Cfs)
j 10.00
8.00
i
6.00
A
4.00
I
2.00
! I_
000
0.0 0.1
Hyd No. 28
Wednesday, Oct 312007, 2:25 PM
Peak discharge
= 8.59 cfs
Time interval
= 1 min
Runoff coeff.
= 0.65
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
Post Development Area 1 D-2
Hyd. No. 28 -- 25 Yr
Hydrograph Volume = 5,155 cuR
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0.2 0.3 0.3
Time (hrs)

100
Hydrograph Plot
i Hydraflow Hydrographs by Intelisolve
Hyd. No. 29
Area 1 D-2 to Pond
1 D-2
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Inflow hyd. No.
= 28
Reservoir name
= Basin 1 D-2
Storage Indication method used.
Q (Cfs)
10.00
m
AITIJ
4.00
wo
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 0.46 cfs
Time interval
= 1 min
Max. Elevation
= 26.34 ft
Max. Storage
= 4,789 cuft
Hydrograph Volume = 5,150 cuft
Q (Cfs)
10.00
8.00
�
E91161
2.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3
Time (hrs)
Hyd No. 29 Hyd No. 28

i
Pond Report
101
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 7 - Basin 1 D-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 (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 25.70
6,534
0
0
0.30 26.00
7,077
2,042
2,042
1.30 27.00
8,964
8,021
10,062
1.55 27.25
9,451
2,302
12,364
1.80 27.50
9,941
2,424
14,788
2.05 27.75
10,434
2,547
17,335
3.05 28.75
12,443
11,439
28,774
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
0.00
0.00
0.00
0.00
Slope (%)
0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
Orit Coeff.
= 0.00
0.00
0.00
0.00
Multi-Staae
- n/a
No
No
No
Stage (ft)
4.00
3.00
2.00
1.00
0.00 .
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 27.75
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
---
Multi-Stage
= No
No
No
No
Exi'lItration = 2.550 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
Stage (ft)
4.00
3.00
2.00
1.00
0.00
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Totai Q Discharge (cls)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 31
Combined Area A
Hydrograph type = Combine
Storm frequency = 25 yrs
Inflow hyds. = 5, 9, 13
Combined Area A
Q (cfs)
Hyd. Na. 31 -- 25 Yr
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
000
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.04 cfs
Time interval = 1 min
Hydrograph Volume = 2,345 tuft
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 31 Hyd No. 5 Hyd No. 9 Hyd No. 13
102

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Hyd. No. 32
Combined Area D
Hydrograph type = Combine Peak discharge = 0.50 cfs
Storm frequency = 25.yrs Time interval = 1 min
Inflow hyds. = 25, 29
Combined Area D
Hyd. No. 32 -- 25 Yr
Hydrograph Volume = 7,476 cult
Q (ds)
0.50
0.45
0.50
0.40
0.45
0.35
0.40
0.30
0.35
0.30
0.25
0.20
0.25
0.15
0.20
0.10 -
0.15
0.05 -
0.10
000
0.05
ooa
0
4 7 11 14 18 21 25 28 32 35
Hyd No. 32 Hyd No. 25 Hyd No. 29 Time (hrs)
103

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
I
Hyd. No. 33
ICombined Phase 1 Post Development Routed
Hydrograph type = Combine
Storm frequency = 25 yrs
Inflow hyds. = 17, 21, 31, 32
2.00
1.00
2 5
Hyd No. 33
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 2.70 cfs
Time interval = 1 min
Combined Phase 1 Post Development Routed
Hyd. No. 33 -- 25 Yr
7 9
Hyd No. 17
Hyd No. 32
12 14 16
Hyd No. 21
Hydrograph Volume = 68,187 cult
Q (cfs)
3.00
welt,
1.00
0.00
19 21 23 26
Hyd No. 31 Time (hrs)
104

105
L
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
I (cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
�
1
Rational
I
57.97
1
20
69,567
i ----
------
Pre Development Phase 1 Area
3
Rational
1.77
1
10
1,062
--
-----
Pre Development Area1A-1
4
Rational
3.01
1
10
1,805
---
------
-----
Post Development Area 1A-1
5
Reservoir
0.03
1
20
1,712
4
31.27
1,786
Area 1A-1 to Pond 1A-1
7
Rational
1.10
1
5
330
---
Pre Development Area 1A-2
8
Rational
1.75
1
10
1,052
----
Post Development Area 1A-2
9
Reservoir
0.01
20
954
8
30.41
1,044
Area 1A-2 to Pond 1A-2
11
Rational
0.4(
5
139
---
Pre Development Area 1A-3
12
Rational
0.74
5
222
---
------
Post Development Area 1A-3
13
Reservoir
0.00
1
10
152
12
30.17
221
Area 1A-3 to Pond 1A-3
15
Rational
36.10
20
43,326
---
---
Pre Development Area 1 B
16
Rational
84.15
10
50,490
---
-----
----
Post Development Area 1 B
17
Reservoir
1.41
1
20
50,480
16
26.05
49,410
Area 1 B to Pond 1 B
19
Rational
16.70
1
10
10,017
---
------
------
Pre Development Area 1C
20
Rational
32.28
10
19,366
---
---
Post Development Area 1 C
21
Reservoir
0.92
1
20
19,353
20
13.65
18,699
Area I to Pond I
23
Rational
2.26
1
10
1,354
---
-----
Pre Development Area 1 D-1
24
Rational
4.89
10
2,934
---
-----
Post Development Area 1 D-1
25
Reservoir
0.20
1
20
2,920
24
27.82
2,814
Area 1 D-1 to Pond 1 D-1
27
Rational
4.74
1
10
2,847
---
----
Pre Development Area 1 D-2
28
Rational
10.28
1
10
6,168
---
Post Development Area 1 D-2
29
Reservoir
0.47
1
20
6,163
28
26.47
5,780
Area 1D-2 to Pond 1D-2
Phase 1.gpw
Return Period: 100 Year
Wednesday, Oct 31 2007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

106
L
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
31
Combine
0.05
1
20 2,818
5, 9, 13,
------
--
Combined Area A
32
Combine
0.52
1
20 8,946
25, 29,
------
Combined Area D
33
Combine
2.90
1
20 81,598
17, 21, 31,
32 -----
---
Combined Phase 1 Post Developmen
Phase 1.gpw
Return Period: 100 Year
Wednesday, Oct 312007, 2:25 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Pre Development Phase 1 Area
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 27.730 ac
Intensity
= 6.969 in/hr
OF Curve
= WILMINGTON-IDF.IDF
1
Q (Cfs)
f 60.00
50.00
II 40.00
1.
30.00
20.00
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 57.97 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
Pre Development Phase 1 Area
Hyd. No. 1 --100 Yr
10.00,
.. ......... . . . . . . ...... . . ..... .....
.... ..... . . .... . . . . . .. . . .... ........ . . ............ ... . ............. ... .
0.00
0.0 0.1
I Hyd No. 1
0.2 0.3
Hydrograph Volume = 69,567 cult
Q (Cfs)
60.00
50.00
40.00
[C1111I47
20.00
10.00
o.00
0.3 0.4 0.5 0.6 0.7
Time (hrs)
107

Hydrograph Plot
Hydraflow Hydmgraphs by Intelisolve
Hyd. No. 3
Pre Development Area 1A-1
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.690 ac
Intensity
= 8.548 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
1.00
Hyd No. 3
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.77 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1A-1
Hyd. No. 3 --100 Yr
0.2
0.3
Hydrograph Volume = 1,062 cult
Q (cfs)
2.00
1.00
0.00
0.3
Time (hrs)
108

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 4
Post Development Area 1A-1
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.690 ac
Intensity
= 8.548 in/hr
1 IDF Curve
= WILMINGTON-IDF.IDF
Q (Cfs)
4.00
3.00
j 2.00
1.00
12WATar
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 3.01 cfs
Time interval = 1 min
Runoff coeff. = 0.51
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1A-1
Hyd. No. 4 --100 Yr
Hydrograph Volume = 1,805 cult
Q (cfs)
4.00
3.00
2.00
1.00
MWAS'l
0.0 0.1 0.2 0.3 0.3
Hyd No. 4 Time (hrs)
109

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Area 1A-1 to Pond
1A-1
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
I Inflow hyd. No.
= 4
Reservoir name
= Basin 1A-1
I Storage Indication method used.
Q (cfs)
4.00
3.00
1
2.00
j 1.00
0 00
Area 1A-1 to Pond 1A-1
Hyd. No. 5 —100 Yr
5 10 15 19 24 29
Hyd No. 5 Hyd No. 4
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 0.03 cfs
Time interval
= 1 min
Max. Elevation
= 31.27 ft
Max. Storage
= 1,786 cuft
Hydrograph Volume =1,712 cuft
Q (cfs)
4.00
3.00
2.00
1.00
0.00
34 39 44 48
Time (hrs)
110

Pond Report
ill
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 312007, 2:25 PM
Pond No. 1 - Basin 1A-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 (cult) Total storage (cult)
0.00 31.00 6,025 0 0
0.75 31.75 6,985 4,879 4,879
1.25 32.25 7,642 3,657 8,536
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 31.75
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 3.33
0.00
0�00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Rect
Length (ft)
0.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
0.00
0.00
0.00
0.00
( N-Value
.000
.000
.000
.000
I Orif. Coeff.
0.00
0.00
0.00
0.00
Multi -Stage n/a No No No ExHItration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culverl/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
Stage / Discharge
Stage (ft)
2.00
1.80
2.00
1.60
1.80
1.40
1.60
1.20
1.40
1.00
1.20
0.80
1.00
0.60
0.80
0.40
0.60
0.20
0.40
0.00
0.20
000
0.00
L
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00
Total Q
18.00
Discharge (cfs)

112
I
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 7
Pre Development Area 1A-2
Hydrograph type
= Rational
Peak discharge
= 1.10 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 0.380 ac
Runoff coeff.
= 0.3
Intensity
= 9.639 in/hr
Tc by User
= 5.00 min
OF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
2.00
M1111
n.no
0.0
Hyd No. 7
Pre Development Area 1A-2
Hyd. No. 7 --100 Yr
0.1
Hydrograph Volume = 330 cuft
Q (cfs)
2.00
1.00
0.00
0.2
Time (hrs)

113
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 8
Post Development Area 1A-2
Hydrograph type
= Rational
Peak discharge
= 1.75 cfs
I Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 0.380 ac
Runoff coeff.
= 0.54
Intensity
= 8.548 inlhr
Tc by User
= 10.00 min
OF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (Cfs)
2.00
0.0
0.1
Hyd No. 8
Post Development Area 1A-2
Hyd. No. 8 --100 Yr
0.2
0.3
Hydrograph Volume = 1,052 cult
Q (cfs)
2.00
M11I11
- N 0.00
0.3
Time (hrs).

Hydrograph Plot
114
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Area 1 A-2 to Pond
1 A-2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 8
Reservoir name
= Basin 1A-2
Storage Indication method used.
Q (cfs)
2.00
1.00
Area 1 A-2 to Pond 1 A-2
Hyd. No. 9 —100 Yr
5 10 15 19
Hyd No. 9 Hyd No. 8
Wednesday, Oct 312007, 2:25 PM
Peak discharge
= 0.01 cfs
Time interval
= 1 min
Max. Elevation
= 30.41 ft
Max. Storage
= 1,044 cuft
Hydrograph Volume = 954 cult
24 29 34 39 44
Q (cfs)
2.00
1.00
0.00
48
Time (hrs)

Pond Report
115
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 2 - Basin 1A-2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage i Storage Ti anie
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
0.00 30.00
2,208
0
0
1.00 31.00
2,938
2,573
2,573
1.25 31.25
3,123
758
3,331
2.25 32.25
3,898
3.511
6.841
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
invert El. (ft)
= 0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orif. Coelf.
= 0.00
0.00
0.00
0.00
Multi -Stage
n/a
No
No
Stage (ft)
j 3.00
1
i 2.00
i
1.00
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 31.25
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
--
---
---
Multi-Stage
= No
No
No
No
ExHItration = 0.520 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Discharge
Note: Culvert/Oririce outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0 00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q
Discharge (cfs)

Hydrograph Plot
116
Hydraflow Hydrographs by Intellsolve
Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 11
Pre Development Area 1A-3
Hydrograph type = Rational
Peak discharge
= 0.46 cfs
Storm frequency = 100 yrs
Time interval
= 1 min
Drainage area = 0.160 ac
Runoff coeff.
= 0.3
Intensity = 9.639 in/hr
Tc by User
= 5.00 min
OF Curve = WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q WS)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.0
Hyd No. 11
Pre Development Area 1A-3
Hyd. No. 11 -- 100 Yr
0.1
Hydrograph Volume = 139 cult
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.0.5
0.00
0.2
Time (hrs)

Hydrograph Plot
117
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
Post Development Area 1A-3
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.160 ac
Intensity
= 9.639 in/hr
OF Curare
= WILMINGTON-IDF.IDF
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.74 cfs
Time interval
= 1 min
Runoff coeff.
= 0.48
Tc by User
= 5.00 min
Asc/Rec limb fact
= 1 /1
Post Development Area 1A-3
Q MS)
Hyd. No. 12 -- 100 Yr
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Hydrograph Volume = 222 cult
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
CIAO
0 00
0.0 0.1 0.2
Hyd No. 12
Time (hrs)

Hydrograph Plot
118
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 13
Area 1A-3 to Pond 1A-3
Hydrograph type = Reservoir Peak discharge = 0.00 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 12 Max. Elevation = 30.17 ft
Reservoir name = Basin 1A-3 Max. Storage = 221 cuft
Storage Indication method used. Hydrograph Volume =152 cult
Area 1A-3 to Pond 1A-3
Q (CfS) Hyd. No. 13 - 100 Yr
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
1
0.00
0.0 2.3 4.7 7.0 9.3 11.7 14.0 16.3 18.7
Hyd No. 13 Hyd No. 12
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
21.0 23.3
Time (hrs)

Pond Report
119
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 3 - Basin 1A-3
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 (sgft)
Incr. Storage (cult) Total storage (cult)
0.00
30.00
1,085
0 0
1.00
31.00
1,596
1,341 1,341
1.25
31.25
1,732
416 1,757
2.25
32.25
2,314
2,023 3,780
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft) = 31.25 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type = Rect --
---
---
Length (ft)
= 0.00
0.00
0.00
0.00
Multi -Stage = No No
No
No
Slope (%)
0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orif. Coeff.
0.00
0.00
0.00
0.00
Multi -Stage
= rda
No
No
No
ExfiItration = 0.520 in/hr (Contour) T ailwater Elev_ = o_oo ft
t
Stage (ft)
f 3.00
{
2.00
1.00
Stage / Discharge
Note: Culvert/Orifice ouffkms have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00 ' ' ' ' 1 1 1 1 1 1 1 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q Discharge (eft)

Hydrograph Plot
120
Hydraflow Hydrographs by Intelisolve
Hyd. No. 15
Pre Development Area 1 B
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 17.270 ac
Intensity
= 6.969 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 36.10 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 B
Q (off) Hyd. No. 15 -- 100 Yr
40.00
30.00
20.00
Hydrograph Volume = 43,326 cult
Q (cfs)
40.00
30.00
20.00
M111I+7
`0.00
0.2 0.3 0.3 0.4 0.5 0.6 0.7
Time (hrs)

Hydrograph Plot
121
Hydraflow Hydrographs by Intelisolve
Hyd. No. 16
Post Development Area 1 B
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 17.270 ac
Intensity
= 8.548 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (Cfs)
90.00 -
80.00
70.00
60.00
I
50.00
40.00
30.00
20.00
10.00
0.00
0.0
fI
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 84.15 cfs
Time interval = 1 min
Runoff coeff. = 0.57
Tc by User = 10.00 min
Asc/Rec limb fact = 111
Post Development Area 1 B
Hyd. No. 16 -- 100 Yr
Hydrograph Volume = 50,490 cult
Q (Cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0.1 0.2 0.3 0.3
Hyd No. 16 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisohre
Hyd. No. 17
Area 1 B to Pond 1 B
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Inflow hyd. No. =
16
Reservoir name =
Basin 113
Storage Indication method used.
Q (cfs)
90.00
_ . _............................ _ .........................
80.00
........... ....__..........................._.._ ......
70.00
60.00
50.00
f
I
40.00
30.00
20.00
-
10.00
0.00
Lo.o 2.3 4.7
LHyd No. 17
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 1.41 cfs
Time interval = 1 min
Max. Elevation = 26.05 ft
Max. Storage = 49,410 cuft
Hydrograph Volume = 50,480 cult
Area 1 B to Pond 1 B
Hyd_ No. 17 -- 100 Yr Q (cfs)
90.00
- ... _ ....
80.00
70.00
... -
..... .... ....... ......... ... _
60.00
........ - ....... - _ _._ _- .... _.... ... ...
50.00
.... ............. -
......
40.00
......................... .......... _
... ---
30.00
20.00
......... ..... -
..... _
.. _. . -_... _
10.00
0.00
7.0 9.3 11.7 14.0 16.3 18.7 21.0 23.3
- Hyd No. 16 Time (hrs)
122

Pond Report
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 4 - Basin 1 B
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage; Storage 1 abie
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00
21.00
4,802
0
0
1.00
22.00
6,515
5,659
5,659
2.00
23.00
8,457
7,486
13,145
3.00
24.00
10,590
9,524
22,668
4.00
25.00
12,925
11,758
34,426
4.69
25.69
15,331
9,748
44,174
5.00
26.00
15,331
4,753
48,926
5.50
26.50
16,252
7,896
56,822
6.00
27.00
18,136
8,597
65,419
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
0.00
0.00
0.00
0.00
Length (ft)
0.00
0.00
0.00
0.00
Slope (%)
0.00
0.00
0.00
0.00
N-Value
.000
.000
.000
.000
Orif. Coeff.
= 0.00
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Stage (ft)
6.00
5.00
4.00--
3.00--
2.00--
1.00--
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 26.50
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
---
---
--
Multistage
= No
No
No
No
ExfiItration = 3.960 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
Total Q
Discharge (cfs)
Stage / Discharge
123

Hydrograph Plot
124
Hydraflow Hydrographs by Intelisolve
Hyd. No. 19
Pre Development Area 1 C
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 6.510 ac
Intensity
= 8.548 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Wednesday, Oct 31 2007, 2.25 PM
Peak discharge = 16.70 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 C
Hyd. No. 19 -- 100 Yr
Hydrograph Volume = 10,017 cult
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.0 0.1 0.2 0.3 0.3
Hyd No. 19
Time (hrs)
L

I
Hydrograph Plot
125
Hydraflow Hydrographs by Intelisolve
Hyd. No. 20
Post Development Area 1 C
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 6.510 ac
Intensity
= 8.548 in/hr
OF Curve
= WILMINGTON-IDF.IDF
4
IQ (Cfs)
35.00
30.00
25.00
II
l 20.00
15.00
10.00
` 5.00
0.00
i 0.0
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 32.28 cfs
Time interval = 1 min
Runoff coeff. = 0.58
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1 C
Hyd. No. 20 -- 100 Yr
Hydrograph Volume = 19,366 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0.1 0.2 0.3 0.3
Hyd No. 20 Time (hrs)

Hydrograph Plot
126
Hydraflow Hydrographs by Intelisolve
Hyd. No. 21
Area 1 C to Pond 1 C
Hydrograph type =
Reservoir
Storm frequency =
100 yrs
Inflow hyd. No. =
20
Reservoir name =
Basin 1 C
Storage Indication method used.
Q (ds)
35.00
25.00
20.00
15.00
10.00
5.00
Area 1 C to Pond 1 C
Hyd. No. 21 -- 100 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 0.92 cfs
Time interval
= 1 min
Max. Elevation
= 13.65 ft
Max. Storage
= 18,699 cuft
Hydrograph Volume = 19,353 cult
Q (cfs)
35.00
W1111I11
25.00
20.00
15.00
10.00
5.00
0.00 "1 1 1 - -- I i 1 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 21 Hyd No. 20
Time (hrs)

Pond Report
127
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Pond No. 5 - Basin 1 C
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft) Total storage (cuft)
0.00
12.00
8,751
0 0
1.00
13.00
10,393
9,572 9,572
2.00
14.00
12,735
11,564 21,136
2.25
14.25
13,251
3,248 24,384
2.75
14.75
14,294
6,886 31,270
3.75
15.75
16,423
15,358 46,629
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Crest Len (ft) = 15.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft) = 14.75 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff. = 3.33 0.00
0.00
0.00
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type = Rect --
---
---
Length (ft)
0.00
0.00
0.00
0.00
Multi -Stage = No No
No
No
Slope (%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orif. Coeff.
= 0.00
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Exi'lltration = 2.990 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
4.00
3.00
2.00
1.00
Stage 1 Discharge
Note: Culverl/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
0.00 ' 1 ' ' ' 1 1 1- I I I 1 0.00
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q
Discharge (cis)

Hydrograph Plot
128
Hydraflow Hydrographs by Intelisolve
Hyd. No. 23
Pre Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.880 ac
Intensity
= 8.548 in/hr
OF Curve
= WILMINGTON-IDF.IDF
2.00
1.00
Hyd No. 23
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 2.26 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Pre Development Area 1 D-1
Hyd. No. 23 -- 100 Yr
0.2
0.3
Hydrograph Volume = 1,354 cult
Q MS)
3.00
2.00
1.00
0.00
0.3
Time (hrs)

I Hydrograph Plot
129
Hydraflow Hydrographs by Intelisolve
Hyd. No. 24
Post Development Area 1 D-1
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 0.880 ac
Intensity
= 8.548 in/hr
OF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
5.00
4.00
3.00
0411111
1.00
Hyd No. 24
0.1
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 4.89 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Post Development Area 1 D-1
Hyd. No. 24 --100 Yr
0.2
0.3
Hydrograph Volume = 2,934 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
" 0.00
0.3
Time (hrs)

Hydrograph Plot
130
Hydraflow Hydrographs by Intelisolve
Hyd. No. 25
Area 1 D-1 to Pond 1 D-1
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 24
Reservoir name = Basin 1 D-1
Storage Indication method used.
Q (cfs)
5.00
4.00
2.00
1.00
0.00 -
0.0 1.8 3.7
Hyd No. 25
Area 1 D-1 to Pond 1 D-1
Hyd. No. 25 -- 100 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge
= 0.20 cfs
Time interval
= 1 min
Max. Elevation
= 27.82 ft
Max. Storage
= 2,814 cuft
Hydrograph Volume = 2,920 cult
Q (cfs)
5.00
4.00
3.00
WX111]
1.00
0.00
5.5 7.3 9.2 11.0 12.8 14.7 16.5 1.8.3 20.2
Hyd No. 24
Time (hrs)

Pond Report
131
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 200712:25 PM
Pond No. 6 - Basin 1 D-1
Pond Data
Pond storage is based on known
contour areas. Average end area method used.
Stage ► Storage Table
Stage (ft)
Elevation (R)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
27.00
2,790
0
0
1.00
28.00
4,049
3,420
3,420
2.00
29.00
5,293
4,671
8,091
2.25
29.25
5,587
1,360
9,450
3.00
30.00
6,575
4,561
14,011
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 24.00
0.00
0.00
0.00
Crest Len (ft)
= 5.00 0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
Crest El. (ft)
= 29.25 0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 0.00
0.00
0.00
Invert El. (ft)
= 26.50
0.00
0.00
0.00
Weir Type
= Riser ---
---
---
Length (ft)
= 50.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
.009
.000
.000
.000
Orif. Coeff.
0.60
0.00
0.00
0.00
Multi -Stage n/a No No No Exi'lItration = 2.550 in/hr (Contour) Tailwater Elev. 0.00 ft
Note: Culvert/Orifios outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
I 1.00
0.00
Stage / Discharge
Stage (ft)
3.00
2.00
1.00
0.00
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
Total Q Discharge (cfs)

1
Hydrograph Plot
132
Hydraflow Hydrographs by Intellsolve
Hyd. No. 27
. Pre Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 1.850 ac
Intensity
= 8.548 in/hr
OF Cure
= WILMINGTON-IDF.IDF
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 4.74 cfs
Time interval = 1 min
Runoff coeff. = 0.3
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
IPre Development Area 1 D-2
Q (off) Hyd. No. 27 -- 100 Yr
5.00
4.00
3.00
2.00
1.00
r I B
1 1,
0.1
Hyd No. 27
0.2
0.3
Hydrograph Volume = 2,847 cult
Q (cis)
5.00
4.00
3.00
2.00
1.00
0.3
Time (hrs)

Hydrograph Plot
133
Hydraflow Hydrographs by Intelisolve
Hyd. No. 28
Post Development Area 1 D-2
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 1.850 ac
Intensity
= 8.548 in/hr
OF Curve
= WILMINGTON-IDF.IDF
l
Q (cfs)
( 12.00
E 10.00
8.00 - - -
6.00
I........................................... - -
4.00
2.00
0.00 -/
Wednesday, Oct 312007, 2:25 PM
Peak discharge = 10.28 cfs
Time interval = 1 min
Runoff coeff. = 0.65
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 6,168 cult
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.0 0.1 0.2 0.3 0.3
Hyd No. 28
Time (hrs)
f
Post Development Area 1 D-2
Hyd. No. 28 — 100 Yr

Hydrograph Plot
134
Hydraflow Hydrographs by Intelisolve
Hyd. No. 29
I Area 1 D-2 to Pond
1 D-2
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 28
Reservoir name
= Basin 1 D-2
Storage Indication method used.
Wednesday, Oct 31 2007, 2.25 PM
Peak discharge
= 0.47 cfs
Time interval
= 1 min
Max. Elevation
= 26.47 ft
Max. Storage
= 5,780 cuft
Hydrograph Volume = 6,163 cuft
Area 1 D-2 to Pond 1 D-2
Q (cfs) Hyd. No. 29 -- 100 Yr Q (ofs)
12.00
10.00
8.00
6.00
4.00
f
2.00
0.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
L 0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 9.2
Hyd No. 29 Hyd No. 28
Time (hrs)

Pond Report
135
Hydraflow Hydrographs by Intelisolve
Wednesday, Oct 31 2007, 2:25 PM
Pond No. 7 - Basin 1 D-2
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 (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 25.70
6,534
0
0
0.30 26.00
7,077
2,042
2,042
1.30 27.00
8,964
8,021
10,062
1.55 27.25
9,451
2,302
12,364
1.80 27.50
9,941
2,424
14,788
2.05 27.75
10,434
2,547
17,335
3.05 28.75
12,443
11,439
28,774
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Invert El. (ft)
0.00
0.00
0.00
0.00
Length (ft)
= 0.00
0.00
0.00
0.00
Slope (°%)
= 0.00
0.00
0.00
0.00
N-Value
= .000
.000
.000
.000
Orit Coeff.
= 0.00
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
4.00
3.00
2.00
1.00
0.00 1
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 27.75
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Rect
---
---
---
Multi-Stage
= No
No
No
No
Ex1riftration = 2.550 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage / Discharge
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
4.00
3.00
2.00
1.00
' 0.00
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55.00
Total Q Discharge (dis)

Hydrograph Plot
136
Hydraflow Hydrographs by Intelisolve
Hyd. No. 31
Combined Area A
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 5, 9,13
Q (cfs)
Combined Area A
Hyd. No. 31 — 100 Yr
Wednesday, Oct 31 2007, 2:25 PM
Peak discharge = 0.05 cfs
Time interval = 1 min
Hydrograph Volume = 2,818 cult
Q (cfs)
0.10
0.09
0.10
0.08
0.09
0.07
0.08
0.06
0.07
0.05
0.06
0.04
0.05
0.03
0.04
0.02
0.03
r
0.01 I
0.02
0.00
0.01
0 00
0
5 10 15 19 24 29 34 39 44 48
Hyd No. 31 Hyd No. 5 Hyd No. 9 Hyd No. 13 Time (hrs)

Hydrograph Plot
137
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 32
Combined Area D
Hydrograph type = Combine Peak discharge = 0.52 cfs
Storm frequency = 100 yrs i ime interval = 1 min
Inflow hyds. = 25, 29
Q (cfs)
Combined Area D
Hyd. No. 32 -- 100 Yr
Hydrograph Volume = 8,946 cult
1.00
0.90
1.00
0.80
0.90
0.70
0.80
0.60
0.70
0.50
0.60
0.40
0.50
0.30
0.40
0.20
0.30
0.10 -f
0.00
0.20
0.10
0 00
0
4 7 11 15 18 22 26 29 33 37 40
Hyd No. 32 Hyd No. 25 — Hyd No. 29 Time (hrs)

Hydrograph Plot
138
Hydraflow Hydrographs by Intelisolve Wednesday, Oct 31 2007, 2:25 PM
Hyd. No. 33
Combined Phase 1 Post Development Routed
Hydrograph type = Combine Peak discharge = 2.90 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyds. = 17, 21, 31, 32
Q (cfs)
3.00
2.00
1.00
3 5
Hyd No. 33
Combined Phase 1 Post Development Routed
Hyd. No. 33 --100 Yr
8 10
Hyd No. 17
Hyd No. 32
13 15 18
Hyd No. 21
Hydrograph Volume = 81,598 cult
Q (cfs)
3.00
2.00
1.00
0.00
20 23 25 28
Hyd No. 31 Time (hrs)

PIPE AREA WEIGHTED `C' VALUES
The Villages at Tuttle Creek
&ormwater Management High Density Permit Application

DATE:
October 31, 2007
PROJECT:
Turtle Creek - Phase 1
PROJECT NO.:
041.05.043
DESCRIPTION:
Inlet Drainage Area Analysis - Basin 1A-1, 1A-2 and 1A-3
CURB OUTLET 1
Post Development
C
Aft=
A (ac
1
Dwelling & Driveway
.D_95. -:
2
Sidewalk
4,95
1836
0.IM
3
Street & Gutter
0-25
7.077
ILIS;
4
Grass
J.25
5
6
7
Wei hied C 1
0.85
Total Area acres
1D,348
0.24
Impervious Area acres
8,9121
0.24
Percent Impervious 100.0%
CURB OUTLET 2
Post Development
C
A fe
A ac
1
Dwelling & Driveway
om
- :
0.09
2
Sidewalk
OW
313
0.01: •....
3
Street & Gutter
0.95
1 800
0.04
4
Gress
0.25
$
':. 0.91
6
7
....
Weighted C
1 0.88
Total Area acres
2,3621
0.05
.Impervious Area acres
2,113
0.05
Percent Impervious 100.0%
CURB OUTLET 3
Post Development
C
A ftz
A NO
1
Dwelling & Driveway
0.95
BAD
2
Sidewalk
0 $5
1 637
0.04
3
Street & Gutter
4.95.
5 238 .
.. 0.12
4
Gress
5
6
7
Wei hfed C
0.84
Total Area acres
8.184
0.19
Impervious Area acres
6,875
0.19
Percent Impervious 100.0%
CURB OUTLET 4
Post Development
C
Aft=
A ac
1
Dwelling & Driveway
0.$5 .'•:.
too,
2
Sidewalk
fl:$$' .::
664
0.92
3
Street & Gutter
0.q.
1,697
0.04
4
Grass
0.
017'
011
5
6
7
Welghted C
0.82
Total Area acres
2 i
0.07
Impervious Area acres
2,361
0.07
Percent Impervious 100.0%
SHEET 1 OF 1
DESIGN BY: LM
CHECKED BY: ET
Q=CiA
i = 7.2 in/hr
Q = 0.00 cfs
Q=CiA
i = 7.2 in/hr
Q = 0.00 c1s
Q = CIA
i = 7.2 in/hr
Q = 0.00 cfs
Q = CIA
i = 72 inlhr
Q = 0.00 Cfe

DRAINAGE AREA DESIGN SHEET
DATE: 111=007 SHEET 1 OF 7
PROJECT: Turtle Creak - Phase 3 DESIGN BY: ECG
PROJECT NO.: 041.05.043 CHECKED BY: EST
DESCRIPTION: Basin I Inlet Drainage Areas
DRAINAGE AREA CI-1
I Pod Development
C
A 041
A ac
1
I Dwelling & DrivewayMA
2
Sidewalk
1 mi
• ::: .04 .
3
Street & Gutter
0.
5.332
". -12
4
Grass
0:25
6
7
8
Nei hied C
0.74
Total Area
0.23
1. rvlousArea
ow
1 0.16
Fenced IMIDGIVIOLIS 70.3%
DRAINAGE AREA CI-2
Port Dsvelo merit
C
A (11)
p ac
1
Dwoft & Driveway
05
2
Sidewalk
. 1i
1,903
3
Street & Gutter
S OBs
0.
4
Grass
6
7
8
hied C1
0.74
Total Area
11475
0.28
IMYArvloue Ares
7 g86
0.18
Pemerd hmervious 69.6%
DRAINAGE AREA CI-3
Post Development
C
A
A ae
1
Dwelling & Drivewayp
pp .
2
Sidewalk
iy:95
953
M02
3
SUW &Gutter
95,
3 S64
yu6"
4
Grass
0 25"
04.
6
7
-
�s
8
hted C
0.50
Total Area
9tA1
0.30
Impervious Area
4,6181
0.11
PsrcedImpervious 35.6%
DRAINAGE AREA CI-4
Pod Development
C
A
A ae
1
DmOm &Drivewa
QOSi.;•
,
-;".:DOD
2
Sidewalk
1 17
3
Street & Gutter
4 48g
t1. p
4
Grass
6
7
6
_
Net bled C
0.57
Total Am
12 873
0.30
buiervious Area
1 5 806
0.13
Pment ImpervIoLms 45.1%
Q - CIA
i-7.2inlhr
C = Weighted C
A = Total area in acres
Q - CIA
i = 7.2 Inlhr
C = Weighted C
A= Total area in acres
Q - CIA
i = 72 inihr
C = Weighted C
A = Total area In agree
Q� 1.07
Q = CIA
i = 7.2 in/hr
C - Weighted C
A = Total area in acres
Q= 1.20

SHEET 2 OF-7
DESIGN BY: ECG
DRAINAGE AREA CI-8 CHECKED BY: EST
Post Development
C
A fe
A ac
1
Dwelling & Driveway
0.95
11 350
0.28 .
2
Sidewalk
0.95
1122
0.03
3
Street & Gutter
0.96
2.927
007
4
Grass
0.25
10' S9&
0 2
6
7
8
kited C
0.66
Total Area
25.995
0.60
Impervious Area
1 15,398
0.35
Percent Impervious 592%
DRAINAGE AREA CI-6
Post Development
C
A (fel
Alac)
1
Dwelling & Driveway
0.95:_
12.087
028..
2
Sidewalk
0.95 :_--
1100
Ee03
3
Street & Gutter
US 3
2,923
deli?
4
Grass
0:25--
1IP328.
_ _ 23
6
r
7
8
jIfileighted C
j0.86
Total Ares
27 437
0.83
ImpervIoLm Area
16111
1 0.37
PemeM Impervious 58.7%
DRAINAGE AREA CI-7
Post Develo ment
C
A 1ta
A ac
1
Dwelling & Driveway
0:95
3.601
010
2
Sidewalk
1 0.95 .':
676
0.02'
3
Street & Gutter
-- 0.95 ."
1,826
0.K
4
Grass
I d 25
S
0.15
6
7
8
Weighted C
0.58
Total Area
I 12 W1 0.30
ImperviousAma
6104 1 0.14
Percent Impervious 47.1 %
DRAINAGE AREA CI-s
Post Develo runt
C
A I
A (ac)
1
Dwelling & Driveway
8.818
0.20-
2
Sidewalk
768
002 .-
3
Street & Gutter
1 872
1k64
4
Grass
05
T:227
6
- ...
_.
7
8
Wel kited C
0.68
TofalArea
18685
0.43
Impervious Area
11%71
0.26
Percent Impervious 61.3%
DRAINAGE AREA CF9
Post Development
C
A Ift=
A ac
1
Dwelling & Driveway
0 5 .;
8 329
..... d t9........
2
Sidewalk
0.9s :.
1.052
1 1102
3
Street & Gutter
099'..
3,560
4
Grass
D25
5H39
n.22'
5
6
7
8
Wet kited C
1
0.65
Total Area
22.5901
0.52
Impervious Area
1 12.951
1 0.30
Percent Imoervious 57.3%
Q = CIA
i = 7.2 inlly
C = Weighted C
A = Total area In acres
Q = CIA
I = 7.2 in/hr
C = Weighted C
A = Tote: area in acres
Q - CIA
1= 7.2 inlhr
C = Weighted C
A = Total area in acres
FQ_
Q = CIA
i = 7.2 inlhr
C = Weighted C
A = Total area in acres
Q = 2.10
Q = CiA
t = 7.2 Infhr
C = Weighted C
A = Total area in acres
Q = 2.43

DRAINAGE AREA CI-10
Pod Development
C
A I
A (ac
1
Dwellikio & Ddvewav
0,
2
Sidewalk.
_
D 00
3
Street & Gutter
i ' S O47
- -0.07
4
Grass
_
6
7
YYe hMd C
0.51
Total Area
. 8 7.72
0.19
Immamfous Area
3,0471
0.07
Percent Impervlous 37.3%
DRAINAGE AREA CI-11
Post Development
C
A
A NO
1
Dwelling & Driveway
0 00
2
Sidewalk
0.95
561
..:41.01
3
Street & Gutter
e
Grass
11
fl.
7
hted C
Weig8
0.44
Total Area
15194
0.35
Im rvious Area
111
0.09
Percent lm rvious 27.1%
DRAINAGE AREA CI-12
Pod Develo meM
C
A
A ac
1
DweVn & Driveway-
-
0.
2
Sidewalk
fLu
.0 0D
3
Street & Gutter
818
e
Grass
7
6
_
_
d C
0.48
A�
p
'13944Mil
lousArea
4618nt
rvioos
DRAINAGE AREA CI-13
Pod Development
C
A
A ac
1
& Dflveway
0.95
D .
2
-Dwelling
Sidewalk
0;95
41.00
3
Street &Gutter
4
Grass
t3,
B
7
hied C
0.50
Tole) Area
499
j 0.08
Impeniotte Area
12M
1 0.03
Percent Im rvicus 35.9%
DRAINAGE AREA CI44
Pod Developynent
C
A
A ac
_ 1
2
Dwelling & Drivewa
341
Sidewalk
759
3
Sheet & Gutter
1i
t128
9H
4
Grass
0.
6
7
Mad C
Weig8
0.61
Trial Area
22 820
0.53
Immirvious Area
11 9261
0.27
Percent Imperviom 52.0%
SHEET 3 OF 7
DESIGN BY: ECG
CHECKED BY: EST
Q=aA
i = 72 irVhr
C = Weighted C
A - Total area in saes
Q = CIA
i = 7.2 irVhr
C = Weighted C
Q = CIA
1= 7.2 inft
C = Weighted C
Q - CIA
i = 7.2 inlhr
C - Weighted C
A = Total area In acres
9-CIA
i = 7.2 Infir
C - Weighted C
A = Total area In saes
= 2.33

DRAINAGE AREA CI-1
Post Develo merd
C
A ift) I
A ac
Dwelling& Driveway0.95:
--'
11.021
. 025
Sidewalk
0.95
1332
0.03
Street & Gutter
0.95
2 967
OR?
M72
Grass
0.2514
709
0.34
Wei kited C
0.61
Total Area
3D 026
0.88
Impervious Area
15,320
0.35
Percent Impervious 51.0%
DRAINAGE AREA CI-24
Post Development
C
At
A Lac)
1
Dwelling & Driveway
k 0.95
2
Sidewalk
-- :0?J6..::;;:::
1602
1 0.04
3
Street & Gutter
0,15
5474
'''' 1:73`:'.
4
Grass
6,:
7
8
Weighted C
0.60
Total Area
29,965
0.89
Impervious Area
14 925
0.34
Percent Impervious 49.8%
DRAINAGE AREA CI-7
Post Development
C
A fP
A ac
1
Dwelling & Driveway
0.85
Mou
2
Sidewalk
.a..0.95
2.180
0,05
3
Street & Gutter
0.95 -..
&762
D.10
4
Grass
0.25 ?
, %I 7_
0.08
6
7
8
Weighted C
0.75
Total Area
T
1 81'8 g29
Impervious Area
8, 942
Percent rvious
DRAINAGE AREA CI-28
Post Development
C
A fla
A ac
1
Dwellina & Driveway
895 -
0.00
2
Sidewalk
0.96
2,445
0:06
3
Street & Gutter_
0.95
3.683
0.1... ,
4
Grass
Q2G .
3,085
0.08
6..:.
7
6
Weighted C
0.75
Total Area
12 ti1 1
0.29
Impervious Area
1 9128
0.21
Percent Impervious 712%
DRAINAGE AREA CI-29
Post Development
C
A ffell
A ae
1
Dwelling & Driveway
8331
019
2
Sidewalk
775
0.
3
Street & Gutter
0.95
1.768
0.0.4
4
Grass
6
7
8
Weighted C
0.53
Total Area
Z7 287
0.83
Impervious Area
1 10.874
0.25
Percent Impervious 39.9%
SHEET 4 OF 7
DESIGN BY: ECG
CHECKED BY: EST
Q=Cm
i = 72 inlhr
C = Weighted C
A = Total area in acres
Q - CIA
1= 7.2 in/hr
C = Weighted C
A = Total area in acres
Q - CIA
1=7.2inIM
C = Weighted C
A = Total area in acres
Q - CiA
i = 7.2 inft
C = Weighted C
A = Total area in acres
Q-QA
1= 7.2 infhr
C = Weighted C
A = Total area in acres

DRAINAGE AREA CI30
Post Developmat
C
A
A ac
1
Dwelling & Driveway
'_ 0.85 :
-
.....O.tl'0 .
2
Sidewalk
1296 :
f ON
.'::0.fO` ,
3
Street & Gutter
': 0 85..
1.888
....�1. • .
4
Grass.25
_
7
8
Weighted C
0.74
Total Area
1 3,M
0.08
Impervious Area
0.05
Percent rvious 702%
DRAINAGE AREA CI31
Post Development
C
A
A ac
1
DwaFM & Drivewa
p 95 ^°
2
Sidewalk
0.85
1.247
103
3
Street & Gutter
156
D.07
4
Grass
12
&1.89
B
a:
7
8
Wei kited C
0.43
Trial Area
17
0.40
rvious Area 1 4,4031 0.10
Percent Im .rvious 25.5%
DRAINAGE AREA C132
Post Development
C
A M
A NO
1
Dwelilino & Driveway
-. 0.95 ,:.
122H..
0.28..,.
Sidewalk
3
Street & Gutter
.13.951
,, :.
0:
4
Grass
6
_
7
8
_
Weighted C
1
1 0.67
Total Area
0.68
linvorviousAme
17.7991
0.41
Percent Invervious 60.1%
DRAINAGE AREA CI-33
Post Development
C
A M
ALac)
1
Dwelling & Driveway
16774
-'•..30
Sidewalk
1,479
3
Street & Gutter
324.
.-30. .
4
Crass
p:
8.TC3$
D.22
6
7
6
_
Iflieftkited C
0.73
Told Ama
31,2551
0.72
Im rvious Area
1 21.5771
0.50
Pem "It Im sMaus 69.0%
DRAINAGE AREA CI34
Post Develo mend
C
A
A ac
1
Dwelling & DrIvewa
2
Skiswalk
3
Street & Gutter
ti5
5t9
A:
4
Grass
= 0.25:
6
a° Y
7
8
,
1Ne1 hied C1
0.72
Total Area1
32.7 5
0.T5
rvious Area
1 21,901
1 0.50
Percent Impervious 66.9%
SHEET 5 OF 7
DESIGN BY: ECO
CHECKED W. EST
Q = CiA
1= 7.2 irvhr
C = Weighted C
A = Total area in saes
O = CIA
1= 7.2 inAv
C = Weighted C
A • Total area in acres
Q = CIA
I = 72 inlhr
C = Weighted C
A - Total was In saes
O - CIA
1- 7.2 inAY
C = Weighted C
A _ Total area in acres
Q - CIA
1- 7.2 irVhr
C = Weighted C
A = Total area in acres

DRAINAGE AREA CI-35
SHEET 6 OF 7
DESIGNN BY: ECG
CHECKED BY: EST
Post Development
C
A Rz
A ac
1
Dwelling & Driveway
0.95
-
0,00
2
Sidewalk
0.95.
1685
0
3
Street & Gutter
0.95
4,234
0.10 -.
4
Grass
0:25 _
394
0.05
6
7
8
We[ kited C
0.75
Total Area
1 8,292 0.19
Impervious Area
5,898 1 0.14
Percent lm ervious 71.1%
DRAINAGE AREA CI-39
Poet Development
C
A fe
A ac
1
Dwelling & Dri
095 ...
16,515
0.38
2
Sidewalk
0.95
1567
Q04
3
Streel & Gutter
° D:95
3.993
D.IfB
4
Gress
025
21,384
049
6
7
8
Wel Irted C
0.61
Total Ares1
43.4
1.00
Impervious Area
22,075
1 0.51
Percent Impervious 50.8%
DRAINAGE AREA CI-37
Post Development
C
A 1t2)
A ac
1
Dwelling & Driveway
0_
- 16 T86
039 __-
2
Sidewalk
..
1.489
0.05
3
Street & Gutter
95
3.319
fl.08
4
Grass
Q5
9.997
0.22....
6
7
8
Wei hied C
0.73
Total Area
31 592
0.73
Impervious Area
1 21:2941
0.50
Percent limmmlous 68.4%
DRAINAGE AREA CI-M
Post Developmot
C
A (fl=
A ac
1
Dwelling & Driveway
_ 0 9$_:::
16,849
030
2
Sidewalk
0il5
1471
0.08
3
Street & Gutter
0.95
4
Grass
025
9.949
0
6
7
B
Wei kited C
0.73
Total And 31 549 0.72
Impervious Area 21 600 1 0.50
1percentimoomfous, 68.5%
DRAINAGE AREA CI-39
Post Develo rd
C
Aft
A ac
1
Dwelling& Driveway-0_
98
0.00
2
Sidewalk
0.95
1494
53
3
Street & Gutter
0 95.
3.894
0:09
4
Grass
025.;• ;....
2001
'. 0.05
6
7
8
Wef tiled C
0.76
Total Area
1 7.488
0.17
limperviousAma
5,487
1 0.13
Percent ImDervious
Q = CIA
1= 7.2 inlhr
C = Weighted C
A = Total area in acres
Q = CIA
i = 72 iNhr
C = Weighted C
A = Total area In acres
Q = CIA
i = 7-2inmr
C = Weighted C
A = Total area In acres
Q = CiA
i = 72 in8ir
C = Weighted C
A - Total area In acres
C
SHEET 8 OF 8
DESIGN BY: ECG
CHECKED BY: EST
Q - CIA
i = 72 iNhr
C = Weighted C
A = Total area in acres

DRAINAGE AREA CI-4D
Post Develo ment
C
A (
A ac
1
& DrivewayA...
2
—Dwelling
Sidewalk
!: d. ...'
1.30B
(1.03 .
3
Street & Gutter
4
Grass
6
7
Villelighted C
0.43
Total Area
1 f162 0.42
rvious Area
4,701 0.11
Percent Impervious 26.0%
DRAINAGE AREA CI-41
Post Development
C
A
A(sic)
1
DweRm & Driveway
"' 0-05
12,762
0 29 .
2
Sidewalk
1 886
' 0.64
3
Street & Gutter
4 347
0.1:0
4
Gress
6
!-
7
8
Mhfthted C
0.53
Tool Area
47 427 1.09
1 rvious Area
18=996 0.44
Percent Impervious 40.1%
DRAINAGE AREAYI-1
Post Dmiopnwd
C
A
A (ac
1
Dwelling & Driveway
Sidewalk
3
Street & Gutter
4
Grass
6
7
a
hbd C
025
Trial Area1
45
1.04
Impemlous Ana
0.00
Psresnt Impervious 0.0%
DRAINAGE AREA YI-2
Pod Development
C
A (
A ac
1
Dwelling & Drivewa
2
Sidewalk-
3
Shed & Gutter
4
Gmss
C.25
1. 78
: OF
6
7
i
6
_ t
Waighbd Ci
0.25
Trial Ana
15AM
0.38
Impervious Area
1 0.00
Percent Impervious 0.0%
DRAINAGE AREA YIJ
Post Development
C
A
A me
1
Dwaffirm & Driveway
p.:.
2
Sidewalk
7
3
Street & Gutter
110
4
Grass
6
{
7
8
hbd Ci
025
Total Anra1
17 M8'
0.39
Impervious Area
1 0.00
Percent Impervious 0.0%
SHEET 7 OF 7
DESIGN BY: ECG
CHECKED BY: EST
Q = CIA
i = 7.2 inft
C = Weighted C
A = Total area in acres
Q = CIA
1= 7.2 inlltr
C = Weighted C
A = Total area In saes
Q - CIA
1= 7.2 inmr
C - Weighted C
A = Total area In acres
Q=CSA
I = 72 Inlhr
C = Weighted C
A = Total area in acres
Q ■ CIA
i = 7.2 inlhr
C = Weighted C
A = Total area in acres
0.71

fll

DRAINAGE AREA DESIGN SHEET
DATE: 1/18/2007 SHEET t OF 2
PROJECT: Turtle Creek- Phase 3 DESIGN BY: ECG
PROJECT NO.: 041.05.043 CHECKED BY: EST
DESCRIPTION: Basin 1c Inlet Drainage Areas
DRAINAGE AREA CI-1
Ppk Dove' went
G
I A
Mac
1
Dwelling & Drivewe
a
10
Sidewalk
2 794
0.
3
Street & Gutter
8
0. ;
4
Grass
0.25 :
_
�.
DAG
6
7
8
Villialighted C
0.51
Total Area
1.38
I rvlous Area
081
0.50
Percent ImpervIoLm 36.9%
DRAINAGE AREA CIA
Past Dairefolarnent
C
A
A ao
1
Dweirrp & Driveway
DtA,
12A47
0.
2
Sidewalk
=095
1,777
164
3
Street & Gutter
0.95
1112
4
Grass
0.25
%M
-..�
2124
6
_ ...
..
7
;-
VftM8
Mad C
0.71
Trial Area
166
0.68
I rvious Area
19AN
0.45
Percent Impervious 65.3%
DRAINAGE AREA GLIB
Post Develo ment
C
A ffel
A ae
1
& Driveway
[I: S
190
0.51. r
2
Sidewalk
0.
469
0.08
3
Street & Gutter
6.743
01S"
4
Gress
0.30
6
7
8
liYeigfrted C
0.74
Total Area
44,649
1 1.03
Im lous Area
31,401
0.72
1112ementhWervicLes 70.3%
DRAINAGE AREA CI-19
Poet Development
C
A
A ac
1
Dwelling &Drivewa
'0.95
1.47M
.0.4
2
Sidewalk
-- '095
! 1
.0
3
Street & Gutter
D 95
9 1
4
Grass
D.
6
7
8
IMIghted C
1
0.68
Total Area
37
0.85
1 rvlous Area1
21,7021
0.50
Percent Im envious 58.3%
Q - CIA
I=7.2iMv
C = Weighted C
A = Total area in acres
Q - CIA
t = 7.2 inmr
C = Weighted C
A = Total area in apes
Q - CIA
i = 7.2 inlhr
C = Weighted C
A = Total area In acres
Q=QA
1= 7.2 inlhr
C = Weighted C
A - Total area In acres

SHEET 2 OF 2
DESIGN BY: ECG
DRAINAGE AREA CI-2 0 CHECKED BY: EST
Post Develo rt
C
A (fel
A lac
1
Dwelling& Driveway0.85
15.969
b.S'/
2
Sidewalk
0.95
1.453
0IM
3
Street & Gutter
0.95
5.583
.13
4
Grass
0.26
16744
nM
6
7
8
Wel hied C
0.66
Total Area
39.749 0.91
llmpwvioLmAma
1 23,005.1 0.53
Percent Impervious 57.9%
DRAINAGE AREA CI -
Post Development
C
Aft
A ac)
1
Dwelling & Driveway
0.95
4158
010
2
Sidewalk
- 0.95
939
.0.02
3
Street & Gutter
0.95:.
2 508
tS.08
4
Grass
0.25..
6
7
8
- ..
.: ............
......
Wel Iced C
0.74
Ta41 Area
14611 1 0.25
Impervious Area
7.6021 0.17
Percent Impemious 70.3%
DRAINAGE AREA CI-25
Post Develo meat
C
A
A lac
1
Dwelling & Driveway
0.10
I 4,350
0 t0
2
Sidewalk
005
928
1IL49..
3
Street & Gutter
0'IM
2.472
.0 06
4
Grass
625
1' 957
_
025
6
Wef bled Cj
6.54
Total Area
18 707 0.43
Impervious Area
7,7501 0.18
Percentknpervious 41.4%
Q = CIA
i = 7.2 in/hr
C = Weighted C
A = Total area In acres
Q = ClA
i = 7.2 in/hr
C = Weighted C
A = Total area in acres
Q= 1.33
Q = CIA
i = 72 in/hr
C = Weighted C
A = Total area in acres
C

DRAINAGE AREA DESIGN SHEET
DATE: November 1, 2007 SHEET 1 OF 3
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Inlet Drainage Area Analysis - Basin 1 D-1 and 1 D-2
I
CI-21
Post Development
C
A ftz
A ac
1
Dwelling
0.95
9.075
.: ' P.21
2
Driveway
0.95.,':..
1350
.
D.03.'
3
Sidewalk
fl,95 '
1,577
0.04
4
Street & Gutter
• D.9S
4A83
.. ; 040
5
Grass
16494
6
7
8
Weighted C 1
0.60
Total Area acres
32,979
0.76
Impervious Area acres
16,485
0.38
Percent Impervious 50.0%
CI-22
Post Development
C
A ft2
A ac
1
Dwellin
0.95
: Ib0
2
Driveway
0.
UOI•
3
Sidewalk
:00
4
Street & Gutter
,: (1,06
41.'80
fl. m
5
Grass
0.25 _
1:80$
""
6
a;
7
_.
8
Weighted C
0.74
Total Area acres
5 988
0.14
lm rvious Area acres
4,180
0.10
Percent impervious 69.8%
CI-AA7
Post Development
C
A ftz
A ac
1
Dwelling0.05
0 .
2
Driveway
0.95
{D.
3
Sidewalk
0
`.::
p, U..
4
Street & Gutter
G.95
4 289
5
Grass
0.25
-
090
6
7
8
Weighted C
0.95
Total Area acres
4,2891
0.10
Im rvious Area acres
4,289
0.10
Percent Im rvious 100.0%
Q = CA
i = 7.2 in/hr
Q = 3.27 cis
Q = CIA
i=7.2inmr
Q = 0.73 cis
Q = CIA
i=7.2inlhr
Q = 0.67 cfs
L

L
L
L
Cl
Post Development
C
A ft4
A ac
1
Dwellin
47 5
OAO.
2
Driveway
3
Sidewalk
0.95`.:
-
4
Street & Gutter
0,r5
. t 2,183
a4J9
5
Grass
5
0.00 ;.
6
7
8
Weighted C
0.95
Total Area acres
213 .8
0.05
Im rvious Area acres
2,183
1 0.05
Percent Impervious 100.0%
CI-AA3
Post Develo ment
C
A ft2
A ac
1
Dwellin
0.-96 i
'
2
Drivewa
0.95
0:0
3
Sidewalk
4
Street & Gutter
Grass
0.25
g
7
::.
8
Weighted C 0.95
Total Area acres
3.144
0.07
Impervious Area acres
3,1441
0.07
Percent Impervious 100.0%
CI-AA4
Post Develo ment
C
A W
A ac
1
Dwellin
0:95.
000 .:
2
Drivewa
95 . ,.
_..
0,ot�`:.. -'
Sidewalk
0.95 .;.
QOQ:
4
Street &Gutter
t9-95
7.306
tf'" I'7
5
Grass
0;::
_.
0.00
6
y.
7
8
-
Weighted C
0.95
Total Area acres
7,306
0.17
Impervious Area acres
7,306
0.17
Percent Impervious 100.0%
CI-AA5
Post Develo ment
C
A ftz
A ac
1
Dwellin
0.9
2
Driveway
95:
-
3
Sidewalk
D.95;
4
Street & Gutter
f1.9S "'
'.3 596
'.O.B.
5
Grass
#7.25 ..
6
7
s.
8
Weighted C
0.95
Total Area acres
3.596
0.08
im rvious Area acres
3,596
0.08
Percent Impervious 100.0%
Q = CIA
i = 7.2 in/hr
Q = 0.34 cfs
Q = CiA
i = 7.2 in/hr
Q = 0.49 cfs
Q = CA
i = 7.2 in/hr
Q = 1.15 cfs
Q = CA
i = 7.2 in/hr
Q = 0.56 cfs
L

CI-AA6
Post Development
C
A ftY
A ac
2
Drivewa
O.:
0,IRV,°
3
1 Sidewalk
q,
4
Street & Gutter
a © -
2.472
tx.0i'
5
Grass
6
7
r
8::
Wei kited C
0.95
Total Area acres
Z472:
0.06
Impervious Area acres
2 472
0.06
Percent Impervious 100.0%
Clubhouse
Post Development
C
A ftz
A ac
1
Dwelling
0151.:l.
4414
...0,1,0:7
2
Driveway
0.95'', ' .
.
- d 0.00
3
Sidewalk
0.95
-
9:4_
4
Street & Gutter
WK....
-
..
.0.0O
5
Grass
:4.25
.. <. ..
d`'r "O r1O
6
's
-
7
8
Weighted C
0.95
Total Area acres
4A14
0.10
Im rvious Area acres
4.4141
0.10
Percent Im ervious 100.0%
Pool Area
Post Development
C
A
A ac
1
DwellEn
Drivewayp..
2
3
Sidewalk
fl..
4
Street & Gutter
5
Grass
O.dQ.
6:
7.
8
Weighted C
0.95
Total Area acres
8,566
0.20
Impervious Area acres
8 565
0.20
Percent Impervious 100.0%
Deck
Post Development
C
Aft=
A ac
1
Dwelling
Q9Ei.
2975
2
Driveway00
3
Sidewalk
t1.95.
00
4
Street & Gutter
0 96
Q 00'::•.
5
Grass
0"itSr...
-
0.O0
6
:.
7
-
8
Weighted C
0.95
Total Area acres
2.975
0.07
'Impervious Area acres
2,9751
0.07
Percent Im rvious 100.0%
Q = CEA
i = 7.2 in/hr
Q = 0.39 cfs
Q = CEA
i = 7.2 in/hr
Q = 0.69 cfs
Q=CEA
i = 7.2 in/hr
Q = 1.34 Cfs
Q = CEA
E=7.2inthr
Q = 0.47 cfs
I

DRAINAGE AREA DESIGN SHEET
DATE: November 1, 2007 SHEET 1 OF 3
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Inlet Drainage Area Analysis - Basin 1 D-1 and 1 D-2
CI-21
Post Development
C
A ftz
A ac
1
Dwelling
0..95:
9,075
.0.2
2
Drivewa
0.95
1350
3
Sidewalk
0.98
1.577
4A
_ 4
Street & Gutter
0.95 _
4.483
• .. 010
5
Grass
0:25 '.
':. 16 494
": . 8
6
7
8
Weighted C
0.60
Total Area acres
32,979
0.76
Impervious Area acres
16,485
0.38
Percent Impervious 50.0%
CI-22
Post Development
C
A ftz
A ac
1
Dwellin
a 95 :
0.00
2
Drivewa
0.95:;.
=
0.00
3
Sidewalk
0.95
Mae
4
Street & Gutter
5
Grass
0.25 ,'
i .11p8
:::.004
6
7
8
Weighted C
0.74
Total Area acres
5.988
0.14
Impervious Area acres
4,180
0.10
Percent Impervious 69.8%
CI-AA1
Post Development
C
A fts
A NO
1
Dwelling
13.E
p0
2
Driveway
0.95:
9.QIi
3
Sidewalk
95 `
tag
4
Street & Gutter
Q 95 ::
4.289
Q1nt
5
Grass
6
7
8
Weighted C
0.95
Total Area acres
4,289
0.10
Impervious Area acres
4,289
1 0.10
Percent Impervious 100.0%
I
Q=CiA
i = 7.2 in/hr
Q = 3.27 Cfs
Q = CiA
i=7.2in/hr
Q = 0.73 cfs
Q = CIA
i = 7.2 in/hr
Q = 0.67 cfs

CI-AA2
Post Development
C
A ftz
A ac
1
Dwelling
ll'.s0.
0.00 .
2
Driveway
3
SidewalkJ,95
4
Street & Gutter
0;95
2,163
0.05'
5
Grass
0,25
6
;.
7
8
Wei kited C
0.95
Total Area acres
2183
0.05
Im rvious Area acres
2,183
0.05
Percent Impervious 100.0%
CI-AA3
Post Development
I C
A fe
A ac
1
Dwelling
1.@
000.
2
Driveway
0,00
3
Sidewalk
®..95
0.00'.
4
Street & Gutter
0.99°_
3,144
0.07
5
Grass
0.25
6
7
8
Weighted C
0.95
Total Area acres
3.144
0.07
Impervious Area acres
3,1441
0.07
Percent Impervious 100.0%
CI-AA4
Post Development
C
A fe
A ac
1
Dwelling1).s5
0
2
Driveway0.9a
3
Sidewalk
4
Street & Gutter
tl95
.7.306
5
Grass
: O,
0 W
6
7
8
Weighted C
0.95
Total Area (acres)7,306
0.17
Impervious Area acres
7.306
0.17
Percent Impervious 100.0%
CI-AA5
Post Development
C
A
A ac
1
Dwelling
95 '
0.00
2
Driveway
0.p0
3
Sidewalk
O,,..,..
-
On
4
Street & Gutter
5..
3.596
5
Grass
0:
O wt0
6
7
8
Weighted C
0.951
Total Area acres
3,596
OM
Im rvious Area acres
3,596
0.08
Percent I mpervlou3 100.0%
Q=CiA
i = 7.2 in/hr
Q = 0.34 afs
Q=CiA
i = 7.2 in/hr
Q = 0.49 cis
Q=CiA
i = 72 in/hr
Q = 1.15 ofs
Q = CIA
i = 7.2 in/hr
Q = 0.56 cfs

CI-AA6
Post Development
C
A ftz
A ac
1
Dwelling
.95
000
2 Driveway0.,00
3
Sidewalk
4
Street & Gutter
6.9a :
2 472
O.06
5
Grass
6
7
8
Weighted C
0.95
Total Area acres
2,472
0.06
Impervious Area acres
2,472
0.06
Percent Impervious 100.0%
Clubhouse
Post Development
C
A ftz
A ac
1
Dwelling
0 9a
4,414
OAQ
2
Driveway
t7,95;b
3
Sidewalk
4
Street & Gutter
U.95
0.00
5
Grass
.0.25
0.00
6
7
8
Weighted C
0.95
Total Area acres
4,414
0.10
Impervious Area acres
4,414
0.10
Percent Impervious 100.0%
Pool Area
Post Development
C
A its
A ac
1
Dwelling _
Driveway
::1 0 96 _
856
0.20
2
0.00
3
Sidewalk
. WStS ..
0:60 .
4
Street & Gutter
Olt;
-
; 0:00: .
5
Grass
0.25
; -
.&20
6
7
8
Weighted C
0.95
Total Area acres
8 565
0.20
Impervious Area acres _
8,565
0.20
Percent Impervious 100.0%
Deck
Post Development
C
A fe
A ac
1
Dwelling
t1:95'r
2.975
61:.
2
Driveway
0.95
0:00
3
Sidewalk
0.95 .;
0.00
4
Street & Gutter
0.96
0.00
5
Grass
- 025
6
7
8
Weighted C
0.95
Total Area acres
2,975
0.07
Impervious Area acres
2,9751
0.07
Percent Impervious 100.0%
Q=CiA
i = 7.2 in/hr
Q = 0.39 cfs
Q = CiA
i=7.2in/hr
Q = 0.69 cfs
Q = CiA
i = 7.2 in/hr
Q = I. cfs
Q = CiA
i = 7.2 in/hr
Ed --= 0.47 Cfs
L

I
PIPE SIZING CALCULATIONS
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

Pipe Calculations
NOTES
Project: Turtle Creek - Phase 1: B Computed By: ECG 1) Design method used is Rational Method 5) Velocity percent (%V) from hydraulic elements table
Jab #: 041.05.043 Checked By: EST 2) "X" denotes wdsting structure 6) All pipe shall be HDPE unless otherwise noted
Location: Surf City, NC Date: 2/8/2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
PIPE SECTION
AREA (Acres)
INC.
TOTAL
AREA
SUM
p
I
R�pF
TIME OF CONCEN.
PIPING INPUT
PIPING DATA
INVERT
ELEVATION
GRATE/RIM
ELEVATION
GRATE/RIM TO
INVERT
FROM
TO
Inc. Ac
Total Ac
INC.
„C„
A x C Ac
A x C
Ac
Year
In/Hr.
Qa (CFS)
To Inlet
(�)
To
Upper
End
Min
Thru
Pipe
(Min)
Dia.
(In)
Length
(Ft)
Man.
"n"
Slope
°
(/n)
Qf Full
(CFS)
Vf FullL"Q
(FIS)
%V
(Va/Vf
x100)
Vactual
(F/5)
Upper
End
Lower
End
Upper
End
Lower
End
Upper
End(Ft)
Lower
End(Ft)FROM
TO
'N
CI-41
CI-40
1.089
1 089
0.53
0577
0 577
10
72
4 159
10.00
10 00
010
15
25.0
0.009
024
4 569
372
91
114
425
27.230
27.170
30.000
30 000
2.770
2.830
CI-41
CI-40
CI-40
YI-2
0.415
1 504
0.43
0179
0,757
10
72
5 449
10.00
1010
075
18
209.0
0.009
025
7 564
428
72
1085
465
27.170
26.650
30.000
29 900
2.830
3.250
040
iJ 2
CI-39
CI-38
0.172
0.172
0.76
0 131
0131
10
72
0.944
10.00
10.00
014
12
25.0
0.009
024
2 520
3.21
37
93
299
27.700
27.640
30.000
30.000
2.300
2 360
CI-39
CI 38
CI-38
YI-2
0.724
0.896
0.73
0528
0659
10
72
4747
10.00
10.14
047
18
127.0
0.009
0,25
7.612
431
62
1055
455
27.640
27,320
30.000
29.900
2,360
2.580
0-38
Y'I-2
CI-36
CI-37
0.998
0.998
0.61
0 604
0.604
10
72
4 350
10.00
1000
010
15
25.0
0.009
024
4.569
3.72
95
114
425
27.750
27.690
30.000
30. L'00
2.250
2,310
CI-36
CI 37
CI 37
YI-2
0.725
1 723
0.73
0 528
1 112
10
72
8 154
10.00
1010
042
18
115.0
0.009
025
7 615
431
107
112 5
462
1 27.690
27.400
30.000
29 000
2.310
2 500
CI-37
11 2
YI-2
YI-3
0.355
4.478
0.25
0 089
2 637
10
72
18 989
10.00
1085
078
30
297.0
0.009
025
29.558
602
64
106
639
26.650
1 25.910
1 29.900
29 900
3.250
3 990
Y1-2
Yl a
CI 35
CI-34
0.190
0.190
0.75
0142
0142
10
72
1 025
10.00
1000
008
12
25.0
0.009
100
5.143
655
20
78
511
27.330
27.080
30.000
30.000
2.670
2.920
CI 35
CI-34
CI-34
YI-3
0.751
0 941
0.72
0 540
0 692
10
72
4.911
10.00
1008
050
18
136.0
0.009
025
1 7 582
429 1
65
106
455
27.080
26.740
30.000
1 29 900
2 920
3 160
CI-34
17-3
CI-32
CI-33
0.680
0.680
0.67
0.456
0.456
10
72
3,283
10.00
10 00
0,06
15
25.0
0.009
0.88
8.748
7.13
38
93.5
667 1
27.310
27.090
30.000
30.000
2 690
2.910
CI 32
C -M
CI 33
YI-3
0.718
1.398
0.73
0 526
0 982
10
72
7 072
10.00
10 06
0 39
18
114.0
0.009
025
7 516
426
94
114
485
27.090
26.810
30.000
29.900
2.910
3.090
CI 33
YT3
YI-3
CI-31
0.395
1 7 212
0.25
0 099
4 400
10
72
31 683
10.00
1162
048
1 36
208.0
0.009
0.25
49146
681
66
1065
726
25.910
1 25.390
29.900
30.000
3.990
4.610
Y1-3
CI-31
CI 29
CI-31
0.626
0.626
0.53
0 331
0.331
10
7.2
2.386
10.00
10.00
0.10
15
37.9
0.009
1.01
9.355
763
26
1 84
1 6.41
26.890
26.510
30.000
30 000
3 110
3.496
CI 29
C1ti31
CI-31
CI-30
0.397
8.236
0.43
0 170
4 902
10
7.2
35.292
10.00
1210
009
36
41.0
0.009
024
47 555
673
74
1095
7.37
25.390
25.290
30.000
30 000
4 610
4.710
CI 31
CI-30
CI-30
CI-27
0.077
8,313
0.74
0057
4959
10
7.2
35.705
10.00
12,19
063
36
280.0
0.009
0,24
47.103
667
76
110.5
7,37
25.290
24.620
30,000
30-500
4710
1 5.880
0-30
CI-27
CI-27
CI-28
0.290
860
0.75
0.216
5175
10
7.2
37.261
10.00
12,93
0.03
36
26.0
0.009
100
96292
13,63
39
94
1281
24.620
24.360
30.500 1
30,500
5 880
6.140
CI27
0�28
CI-28
CI-2.
0.294
8.897
0.75
022.0
5395
10
72
38.847
10.00
12,86
0,76
36
364.0
0.009
0.29
51.470
7,29
75
110
801
24.360
23.320
30'00
6140
6.980
CI-18
Ci-2.
CI-1.
CI-2.
0.228
0 28
0.74
0169
0.169
10
7.2
1,219
10.00
10 00
0.18
15
35.0
0.009
0.26
4.729
3.86
26
84
3 24
27.000
26.910
:!0..500
300
30.�00
3 300
3.390
CI-1
CI 2
CI-2.
C1-4.
0.263
9388
0.74
0194
5,759
10
7.2
41.463
10.00
13.62
0.11 1
36
1 49.0
0.009
0,24
1 47.652
6.74
87
113.5
1 766
23.320
23.200
30.300
30.300 16.980
1
7100
CI-2 I
CIA.
Pipe Calcs Basins 1B.xls.xls
Page 1

Pipe Calculations
Project: Turtle Creek - Phase 1: B Computed By: ECG 1) Design method used is Rational Method 5) Velocity percent (°AV) from hydraulic elements table
Job #: 041.05.043 Checked By: EST 2) "X" denotes existing structure 6) All pipe shall be HDPE unless otherwise noted
Location: Surf City, NC Date: 2/8t2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
PIPE SECTION
AREA (Acres)
INC.
TOTAL
AREA
SUM
p
F.
I
RUNOFF
TIME OF CONCEN.
PIPING INPUT
PIPING DATA
INV
ERT VERT
ELEVATION
GRATE/RIM
ELEVATION
GRATE/RIM TO
INVERT
FROM
TO
Inc. Ac
Total Ac
INC.
A x C Ac
A x C
Ac
Year
In/Hr.
Qa (CFS)
To Inlet
(Min)
To
Upper
End
in
Thnt
Pipe
(Min)
Dia.
(In)
Length
(Ft)
Man.
"n"
Slope
(%)
Qf Full
(CFS)
Vf Full
(F/S)
a/
(Q�Qf
x100)
%V
(Va/Vf
x100)
Vactual
(F/S)
Upper
End
Lower
End
Upper
End
Lower
End
Upper
End (Ft)
Lower
End (Ft)
FROM
TO
CI-3.
CI-4.
0.298
0.29E
0.50
0.149
0.149
10
72
l n71
10.00
1000
021
15
39.0
0.009
026
4122
185
23
815
3 14
27.000
26.900
30.300
30.300
3 300
3 400
CI-3
CI-4
CI-4.
CI-6.
0.296
9.9.82
0.57
0.167
6.075
10
72
43 738
10.00
1372
062
36
289.0
0.009
025
48 063
680
91
114
776
23.200
22.480
30.300
28 700
7 100
6 220
C14
CI-5
CI-5.
CI-6.
0.597
0 597
0.66
0.391
0.397
10
72
2.856
1 10.00
1000
1 Oil
15 1
25.0
0.009
024
4 569
372
63
1055
393
26.500
26.440
28.700 1
28 700
2200
2 260
CI-5
CI-6
CI-6.
CI-8.
0.630
1120E
0.66
0 416
1 6.888
10
1 22
49 591
10.00
1435
031
36
145.0
0.009
026
48 642
688
102
114
7 85
22.480
22.110
28.700
NA
6 220
N 9
CI-6
C1-8.
CI-24
CI-9.
0.688
0 688
0.60
0 412
0 412
10
7.2
2.965
10.00
1000
012
15
37.0
0.009
0.49
6 505
530
46
975
517
27.600
27.420
1 30.400
29 800
2 800
2 380
CI-24
CI-9
CI-9.
CI-11
0.519
1207
0.65
0 339
0.750
10
7.2
5.397
10.00
1012
1 0 26
15
1 142.0
0.009
1.39
1 11 012
898
49
995
993
27.420
1 25.440
29.800
28 060
2 380
2 620
1 CI-9
CI-11
CI-14
CI-13
0.526
0.526
0.61
0 323
0.323
1 10
7.2
2 327
10.00
1000
019
15
56.0
0.009
050
6 594
538
35
91
489
27.600
27.320
30.400
30 000
2 800
2 680
CI-14
CI 13
CI-13
CI-12
0.080
0 606
0.50
0.040
0.363
10
7.2
2 617
10.00
10.19
0.41
15
164.0
0.009
1.05
9.550
7,79
27
85
6.62
27.320
25.600
30.000
27 900
1 2 680
2 300
CI-13
CI-12
CI-12
CI-11
0.320
0.927
0.48
0154
0 518
10
72
3 727
10.00
10.60
010
15
33.0
0.009
0.48
6 494
529
57
103.3
549
25.600
25.440
27.900
28.060
2 300
2 620
CI-12
CM I
CI 11
CI-15
0.349
2 482
0.44
0.153
1421
10
7.2
10 228
10.00
10.70
0.41
1 18
230.0
0.009
1.05
15.523
8.79
66
106.5
9.36
25.440
1 23.030
28.060
25 690
2 620
2 660
CI-11
CI-i5
CI-10
CI-15
0.188
0.188
0.51
0096
0096
1 10
7.2
0.690
10.00
10.00
015
15
24.0
0.009
0.25
4 663
3.80
I5
72
274
23.090
23.030
25.690
25 690
2 600
2 660
CI-10
CI-15
CI-15
YI-1
0.689
3.359
0.61
0 419
1935
10
72
13.931
10.00
1 11.11
054
24
189.0
0.009
025
16 286
519
86
1135
589
23.030
22.560
25.690
27 500
2 660
4 940
CI-15
YI-1
YI-1
JB-2
1.040
1 4.399
0.25
0.260
2.195
10
7.2
15.903
10.00
11.65
0.06
24
20.0
0.009
0.25
16.330
520
97
114
593
22.560
22.510
27.500
29A00
4 940
6.490
YI-1
JB-2
JB-2
JB-1
0.001
4.400
0.95
0.001
2.196
10
7.2
15,810
10.00
11.70
019
24
66.0
0.009
0,24
1 16.080
5.12
J 98
114
1 5.84
22.510
1 22.350
29.000
1 29 000
6 490
6 650
JB-2
JB-1
JB-1
CI-7
0.001
4.401
0.95
0.001
2.197
1 10
7.2
15.817
10.00
11.89
02.1
24
74.0
0.009
0.24
16.108
5.13
98
114
585
22.350
22.170
29.000
27 o70
6 650
5 500
JB-1
C1-7
CI-7
CI-8
0.297
4.698
0.58
0.172
2.369
10
7.2
1 17.058
10.00
12.10
0.07
36
25.0
0.009
0.24
47.173
6.68
M
92
6.14
22.170
22.110
27.670
27 610
5 500
5 560
CI-7
CI-8
CI-8
BP-1
1 0.429
1 16.3.35
0.68
0.291
9.548
10
22
68.747
10.00
14.65
0.22
42
117.0
0.009
0.26
73.5...51
7.65
93
114
8.72
22.110
21.810
27.670
56 000
5 560
34.190
CI-8
BP-1
BP-1
Basin 113
0.001
16.336
0.95
0 001
1 9.549
10
7.2
68.754
10.00
148.8
0.07
1 42
1 67.0
0.009
121
159.707
1.6.6:1
43
1 .965
1603
21.810
1 21.000
1 28.000
21.000
6 190
0.000
BP-1
Basin 1B
BP-1
Swale
0.001
16'36
0.95
OOOI
>^54S
10
7.2
68.754
10.00
14.8E
C.11
42
66.0
0.009
0.33
83.861
8.72
82
1',2
4',7
23.220
2�.000
28.000
23.000
1 1780
0.000
BP-1
SwalelB
Pipe Calm Basins 1B.xls.xls
Page 2

Pipe Calculations,
NOTES
Project. Turtle Creek -Phase 1: 1C Computed By: . ECG 1) Design method uscd is RationalP,Fethod
Job #: 041.05.043 Checked By: EST 2) "X" denotes existing structure
Location: Surf City, NC Date: 2/8/2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
5) Velocity percewnt (OK j uom hydraulic elements table
6) All pipe shall be HDPE pipe unless otherwise noted
TOTAL
PEAK
INVERT
GRATE/RIM
GRATE/RIM TO
PIPE SECTION
AREA (Acres)
INC.
AREA
0
1
TIME OF CONCEN.
PIPING INPUT
PIPING DATA
RUNOFF
ELEVATION
ELEVATION
INVERT
SUM
V)
TO
Thru
o Q
/o
o
!oVactual
INC.
A x C
To Inlet
Upper
Dia.
Length
Man.EloeQf
Full
Vf Full
Upper
Lower
Upper
Lower
Upper
LowerFROM
TO
Inc. Ac
Total Ac
A x C Ac
Year
In/Iir.
Qa (CFS)
Pipe
(Qa/Qf
(Va/Vf
FROM
TO
"C"Ac
(Min)
End
(In)
(Ft)
„ „
n
(CFS)
(F/S)
(FPS)
End
End
End
End
End (Ft)
End (Ft)
(Min)
x100)
x100)
i
ASIAi C
CI-16
CI-18
1.356
1.356
0.51
0.690
0.690
10
7.2
4.965
10.00
10.00
030
15
137.0
0.009
0.91
8.908
7.26
56
103.5
7.52
20.510
19.260
23.200
21.950
2.690
2.690
CI-16
CI-18
CI-17
CI-18
0.693
0.693
0.71
0.490
0.490
10
7.2
3.525
10.00
10.00
0.06
15
25.0
0.009
1.12
9.869
8.05
36
92
7.40
19.260
18.980
21.950
21.950
2:690
2.970
CI-17
CI-18
CI-18
CI-23
1.025
3.074
0.74
0..761
1.940
10
7.2
13.967
10.00
10.30
0.35
18
191.0
0.009
0.88
14.222
8.05
98
114
9.18
18.980
17.300
21.950
19.750
2.970
2.450
CI-18
CI-23
CI-20
CI-25
0.913
0.913
0.66
0.598
0 598
10
7.2
4 304
10.00
1000
0.36
15
117.0
0.009
043
6 096
497
71
109
5.37
16.060
15.560
18.750
19 750
2.690
4.190
CI 20
CI-25
CI-25
CI-23
0.429
1.342
0.54
0.232
0.930
10
7.2
5.974
10.00
10.36
0.12
18
33.0
0.009
0.24
7.467
4.23
80
112
4.73
15.560
15.480
19.750
19.750
4.190
4.270
CI 25
CI-23
CI-23
CI-19
0.248
4.664
0.74
0.184
2..954
10
7.2
21368
10.00
10.65
0.24
30
111.0
0.009
0.36
35.547
7.25
60
104.5
7.57
12.900
12.500
19.750
18.500
6.850
6.000
CI-23
CI-19
CI-19
BP-2
0.854
5 518
0.66
0.562
3 516
10
7.2
25.316
25320
10.00
10.00
10.89
0.22
30
104.0
0.009
0.38
36262
7.39
70
108
7.98
12.500
12.110
18.500
32 000
6.000
3.890
CI-19
BP-2
BP-2
Basin 1C
0.001
5.519
0.50
0.001
3517
10
72
11 11
005
30
24.0
0.009
0.46
40.089
8.17
63
105.5
8.62
12.110
12.000
16.000
12.000
3.890
0.000
BP-2
Basin 1C
BP-2
Swale 1C
0.001
5.519
10.50
0.001
3 517
10
7.2
25.320
10.00
11.11
0.27
30
112.0
0.009
0.25
1 29.608
6.03
86
113.5
6.85
13.400
13.120
16.000
13.120
2.600
0.000
BP-2
Swale 1C
Pipe Cates Basins 1C.xls xls
Page 1

�opc� C�2 -c�a0��oo��
Proiect: Turtle Creek - Phase 1: 1D-1 Computed Bv: ECG 1) Design method used is Rational Method
Job #: 041.05.043 Checked By: EST 2) "X" denotes existing structure
Location: Surf City, NC Date: 2/8/2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
5) Velocity percent (O/AV) from hydraulic elements table
6) All pipe shall be BDPE unless otherwise noted
TOTAL
PIPE SECTION
AREA (Acres)
INC.
AREA
g
I
PEAK
TIME OF CONCEN.
PIPING INPUT
PIPING DATA
INVERT
GRATE/RIM
GRATE/RIM TO
RUNOFF
ELEVATION
ELEVATION
INVERT
SUM
TO
Thru
o Q
/o
o
/oV
INC.
A x C
To Inlet
Upper
Dia.
Length
Man.
Slope
Qf Full
Vf Full
Vactual
Upper
Lower
Upper
Lower
Upper
Lower
FROM
TO
Inc. Ac
Total Ac
A x C Ac
Year
In/Hr.
Qa (CFS)
Pipe
(Qa/Qf
{Va/Vf
FROM
TO
"C"
Ac
(Min)
End
(In)
(Ft)
„ „
n
n
(/o)
(CFS)
(F/S)
(F/S)
End
End
End
End
End (Ft)
End (Ft)
(Min)
x100)
x100)
BASIN 1D-1
CI-AAI
Basin 1D-1
0.098
0.098
0.95
0.094
0.094
10
7.2
0.673
5.00
5.00
0.13
15
26.0
0.009
0.50
6.594
5.38
10
64
3.44
27.730
27.600
30.500
NA
2.770
NA
CI-AAI
Basin 1D-1
CI-AA3
CI-AA2
0.072
0.072
0.95
0.069
0.069
10
7.2
0.494
5.00
5.00
0.17
15
33.0
0.009
0.48
6.494
5.29
8
61
3.23
27.890
27.730
30.600
30.750
2.710
3.020
CI-AA3
CI-AA2
CI-AA2
Basin 1D-1
0.050
0.122
10.951
0.048
1 0.116
110
7.2
1 0.836
1 5.00
1 5.17
0.11
1 15
1 25.0
0.0091
0.52
1 6.725
5.48
12
68
3.73
27.730
27.600
30.750
25.700
3.020
1 -1.900
1 CI-AA2
Basin 1D-1
Pipe talcs Basins 1D-1.x1s.x1s
Page 1

D
0 � o 0 0
NOTES:
Project Turtle Creek -Phase 1.: ID-2 Computed By. ECG 1) Design method used is Rational Method
Job #: 041.05.043 Checked By: EST 2) "X" denotes existing structure
Location: Surf City, NC Date: 2/8/2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
51 Velocity percent (%V) from hydraulic elements table
6) All pipe shall be HDPE unless otherwise noted
TOTAL
PIPE SECTION
AREA (Acres)
INC.
AREA
O
I
PEAK
TIME OF CONCEN.
PIPING INPUT
PIPING DATA
INVERT
GRATE/RIM
GRATE/RIM TO
SUM
RUNOFF
ELEVATION
ELEVATION
INVERT
un
To
INC.
A x C
To Inlet
Upper
Thru
Dia.
Length
Man.
Slope
QfFull
VfFull
°a/ dQ
%V
Vactual
Upper
Lower
Upper
Lower
Upper
Lower
FROM
TO
Inc. Ac
Total Ac
„C„
A x C Ac
Year
In/Hr.
Qa (CFS)
Pipe
(Qa/
(VaNf
FROM
TO
Ac
(Min)
End
(Min)
(1n)
(Ft)
„ „
n
°
(/o)
(CFS)
(F/S)
(F/S)
End
End
End
End
End (Ft)
End (Ft)
Min
x100)
x100)
BASIN ID-2
CI-AA4
CI-AA5
0.168
0.168
0.95
0.159
0.159
10
7.2
1.147
5.00
5.00
0.26
15
63.0
0.009
0.49
6.542
5.33
18
76
4.05
26.120
25.810
29.000
28.000
2.880
2.190
CI-AA4
CI-AA5
CI-AA5
CI-AA6
0.083
0.250
0.95
0.078
0.238
10
7.2
1.712
5.00
5.26
0.10
15
26.0
0.009
0.50
6.594
5.38
26
84
4.52
25.810
25.680
28.000
28.000
2.190
2.320
CI-AA5
CI-AA6
CI-AA6
Basin 1D-2
0.057
0.307
0.95
0.054
0.292
10
7.2
1 2.100
5.00
5.35
1 0.05
1 15
1 15.0
0.0091
0.47
6.371
1 5.19
1 33
1 89.5
4.65
25.680
25.610
28.000
25.700
2.320
0.090
CI-AA6
Basin 1D-2
Pipe Calm Basins 1D-2.x1s.x1s
Page 1

Project: Turtle Creek - Phase 1: 1D Computed By: ECG 1) Design method used is Rational Method 5) Velocity percent (%V) from hydraulic elements table
Job #: 041.05.043 Checked By: EST 2) "X" denotes existing structure 6) All pipe shall be HDPE unless otherwise noted
Location: Surf City, NC Date: 2/8/2007 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
TOTAL
PIPE SECTION
AREA (Acres)
INC.
AREA
0
I
PEAK
TIME
OF CONCEN.
PIPING INPUT
PIPING DATA
INVERT
GRATE/RIM
GRATE/RIM TO
SUM
on
RUNOFF
ELEVATION
ELEVATION
INVERT
To
FROM TO
Inc. Ac
Total Ac
INC.
A
x C Ac
A x C
Year
In/Hr.
Qa (CFS)
To Inlet
Upper
Thru
Pipe
Dia.
Length
Man.
Slope
QfFull
VfFull
°��
%V
Vactual
Upper
PP
Lower
U peer Lower
Upper Lower
"C"
Ac
(Min)
End
(Min)
(In)
(Ft)
"n"
(%)
(CFS)
(F/S)
�aNf
(F/S)
End
End
End End
End (Ft) End (Ft)
FROM
TO
(Min
X10
x100)
x100)
BASIN 1D-2
CI-21 CI-22
0.757
0.757
0.60
0.454
0.454
10
7.2
3.270
5.00
5.00
0.12
12
29.0
0.009
0.24
2.527
3.22
129
Qa>107%
4.17
27.040
26.970
31.040 31.070
4.000 4.100
CI-21
CI-22
CI-22 J13-4
0.137
0.895
0.74
0.102
0.556
10
7.2
4.001
5.00
5.12
0.34
15
132.0
0.009
0.70
7.786
6.35
51
101
6AI
26.970
26.050
31.070 30.600
4.100 4.550
CI-22
J13-4
JB-4 Basin ID-2
0.001
0.896
0.50
0.001
0.556
10
7.2
4.005
5.00
5.46 1
0.51 1
15
134.0
0.009
0.26
4.766
3.89 1
84
112.5
4.37
26.050
25.700
30.600 1 25.700
4.550 0.000 1
JIB-4
Basin 1D-2
Pipe Cales Basins 1D.xls.xls
Page 1

CONDUIT OUTLET PROTECTION
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

RIP RAP APRON DESIGN SHEET
DATE: October 31, 2007 03:39 PM SHEET ----2- OF -4
PROJECT: Tulle Creek I.D. NO.: V Curb OiifietC0.2 in de5u17A-7 DESIGNSY'. LAM
PROJECT NO.: D41.05.043 FILE: Siff —star CHECKED BY: EST
DESCRIPTION: Rip Rap Design LOCATION: Torn of3urfCky, Pander County, NC
Rip Rap Zone Delineation
25
20
15
0
10
0
41
0 1 1 1 l I'I 11
1 1 I 1 11 11 1 1 1 I I
0 5
10 15 20 25
Do, Depth of Flow (ft)
Notes: 1. Use nerd highermw for grades>10%.
2 For pipe Inch, arch, box divert,
paved rhennal outlet% use Do=Craw sec5orad area of outletim.
Number of Culverts: 1,;
Design Velocity, Vd :
4:12 mre
Flow. Q:
0:84-.rds (of —stashed)
Pipe Diameter, Do :
troe33 it
Slope, s r,or,=
0.02 rt4L
Using NCDOT Rip Rap Apron Design:
Use:
Zone 1
L1: 0.2499 ft.
1-2: 0.3332 ft.
W: 6.0 ft.
W: 6.0 ft.
CLASS'N RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 1.5 ft3
2.0 ft
■ Design Point
'Based upon L1
`Based upon L2
MINIMUM
CLASS
L1
L2
STONE
NCDOT RIP
OF
Coefficierd
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
R
R
in.
1
'A'
FINE
3
4
12
2
.1
UGHT
3
B
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
36
5
2
HEAVY
10
38
6
2
HEAW
5
10
36
7
D b Beyond
the Scopeof
Thin Method
L1 =Lmo to Protoot Culvert
L2=Lwo to Prevent Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
LG
RIP
-RAP
CLASS 1
5200
30%SHALL WEIGH AT LEAST 60 LB3. EACH
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25 250
80%SHALL WEIGH AT LEAST 60 LBS. EACH
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
EROS
OLSTONE
CLASSA
2-0"
10%TOP1B BOTTOM SIZES.
NO GRADATON SPECFlED
CLASS a
I 1520D
Ii1S
NO GRADATION SPECIFIED

I
03:40 PM
Odoper 31.2007 I.D. NO.:
DATE: -
TuNeCreek .'. FILE:
PROJECT.
041.05.043 LOCATION:
pROJECTNO.:Re
pest
RI
DESCRIPTION:
Rlp Rai) Zone Dellneation
w
25
20
1!
.5
. Design Point
STONE
CLASS
�'
Coeifiraed THICKNE
OF
NCDOT
COeificieM
in.
12
Is STONE
ZONE FINE
3
a
s
24
P:
1 LIGHT
2 B MEDMM
4
335
S
3e
3 HFAW
4 1 HEAW
5
10
10
36
5e z HFAVY
ndMe
dThl. mem d
7
Hde
L1 =L.0 m Pra
t Sir
L2 =Lsn0
Les. EAc
30%sHALLWEIGI'I ATS y604LESS
DIASS 1 5-20d NO MORE nc�EpCH-
CIp.SS2 25-250
CLASS A
_ 0 5
lu
of Flow ( )
Do, DePth
to Grades pej d6 hannd eullata, ass Do=Criss sectional area o<cutle171w�.
Notes: 1.11ca nmdh� h bmtdMatC Pa'r°d
2. For P"
Number of Gtdllrtsl-
13.154 nt6
pesignVelacl►Y.Vd
de lotramW"-hedl
Flow, O:
o. . 0833 n
Pipe Diameter, Da �
nm
Slope. sew
NCDOT Rip Rap Apron Design:
Using
Use:
"Lone 2
L1: 0.2499 ft.
La: 0.4996 fL
W: 6.0 fL
W: 6.0 ft.
CLASS -B' RIP RAP THICKNESS .Based upon L1
USE MINIMUM i STONE 22 yt3 n I.a
VOLUME,—
tP "Based upon
TOTAL STONE 4.5

RIP RAP APRON DESIGN SHEET
DATE
Oeftw31,2007
03:40 PM
SHEET 4 OF
- 4:-� �
PROJECT:
Turtle Creek
I.D. NO.: Valley Curb Outlet CO-4 In Basin SA-3'--
DESIGN BY:
LAM
PROJECT NO.:
041.05.043
FILE: Stommxefer
CHECKED BY:
EST
DESCRIPTION:
Rip Rap Design
LOCATION: Town of Surf City, Pender County, NC
Rip Rap Zone Delineation
25
20
15
O
10
�9
2. For pipearoh,arch. boxcuWrL pwAd channelcutlem, use Dd=Crces aedwW areaaroumfl".
Number of Culverts: i"
Design Velocity, Vd :
4AB nr.
Flow, Q: "
0.3e ore IQ from watershed)
Pipe Diameter, Do: „
0.0833 It
Slope. 3=
'' 0;02 RAL
Using NCDOT Rip Rap Apron Design:
Use:
Zone 1
L1: 0.2499 ft.
L2: 0.3332 ft.
W: 6.0 ft.
W: 6.0 ft.
GLASS W RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME- 1.5 ft "Based upon L1
2.0 ft3 'Based upon L2
MINIMUM
CLASS
I
L1
L2
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
fL
in.
1
'A'
FINE
3
4
12
2
'B'
LIGHT
3
a
16
3
1
MEDIUM
4
e
24
4
1
HEAVY
4
e
36
5
2
HEAVY
5
10
36
8
2
HEAVY'
5
36
7
nis
nd the Sco
eafThIs6 Metlrod
L1 =Ler O to Protect Culred
h 10 L2 =Lwat Prevent Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS 1
5-200
30%SHALL WEIGH AT LEAST e0 Lee. EACH.
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15LBS. EACH
CLASS2
25-250
Go% SHALL WEIGH AT LEAST BO LBS.EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN50LBS. EACH
EROSION
LSTONt
CLASS
24r'
10%TOP 3 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
15-300
15_16.
NO GRADATION SPECIFIED

RIP RAP APRON DESIGN SHEET
DATE: October 31. 2007 03:40 PM SHEET 1 OF 1
PROJECT: 'rurde Creek I.D. NO.: Sesint1B-42-HDPE --Basin DESIGN BY: ET
PROJECT NO.: 041.05.043 FILE: Slormwater CHECKED BY: WGS
DESCRIPTION: Rip Rap Design LOCATION: Town of SurfCsy, Pander Courdy, NC
Rip Rap Zone Delineation
25
20
15
0
10
�9
5
0 1 1 1 1 I' I I 1 1 1 1 11 111 1 1 1 11 -1 I
0 5 10 15 20 25
Do, Depth of Flow (ft)
Notes 1. Use nWitfohermne for Amin>1D16
2. For pipe arch, arch, box oulimt paved channel outieta, use De -Cross sectional arm of out dhow.
■ Design Point
MINIMUM
CLASS
L1
STONE
NCDOT RIP
OF
Coefficient
LiCOeffiderd
THICKNESS
ZONE
RAPCLASS
STONE
ft
fL
m.
1
'A
FINE
3
4
12
2
.1
LIGHT
3
8
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
38
5
2
HEAVY
5
10
38
B
2
HEAW
5
10
36
7
Deign I. Beyond
the Sco
.of Thi Method
Ll =LmIM to Protect Culvert
L2=Lenpel to Prevent Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS 1
5-200
30% SHALLWEIGH AT LEAST 80 LBS. EACH
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS EACH
CLASS 2
25-25D
00% SHALLWEIGH AT LEAST 80 LBS. EACH
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS EACH
EROSION
CONTROL STONE
CLASSA
1
aB"
10% TOP& BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
15J0D
5.15'
NO GRADATION SPECIFIED
Number of Culverts: - 1 Q = 68,75 _ CFS (From Pipe Caculetiom Wodmhad)
Design Velocity, Vd : 16.52 Re
Flow, Q: 68:75. cle (Q-CxixA)
Poe Diameter, Da : as It
Slope, sap,er,- C. 0.013', RBL
Using NCDOT Rip Rap Apron Design:
Use: Zone 5
L1: 17.5 ft.
L2: 35 ft.
W: 10.5 ft.
W: 17.5 ft.
CLASS 2 RIP RAP
USE MINIMUM 38" STONE THICKNESS
TOTAL STONE VOLUME= 551.3 83 'Based upon L1
1837.5 ft3 'Based upon L2
L

RIP RAP APRON DESIGN SHEET
DATE: October31,2007 03:40 PM SHEET 1 OF 1
PROJECT: Turtle Creek I.D. NO.: Benin lB-42-HOPE BypassDESIGN BY: ET.
PROJECTNO.: 041.05.043 FILE Stomlweter CHECKEDBY: WGS
DESCRIPTION: Rip Rap Design LOCATION: Town of Surf Cily, Perder Couft NC
Rip Rap Zane Delineation
25
20
ZOI E
M Z 7
15
Z N 5 ■ Design Point
O
10
ZONE
5 ZO E 4t +
N 2
O E
0
0 5 10 15 20 25
Do, Depth of Flow (ft.)
MINIMUM
CLASS
L1
STONE
NCDOT RIP
OF
CoafRcieM
L1COOffici@nl
THICKNESS
ZONE
RAP CLASS
STONE
TL
fL
in.
1
'A'
FINE
3
4
12
2
.1
LIGHT
3
6
1a
3
1
MEDIUM
4
e
24
4
1
HEAVY
4
8
38
5
2
HEAVY
5
10
38
6
2
HEAVY
5
10
36
7
Design In
nd the Sm
of Thfs Method
L1=Lenpai to Prater*Cuhrert
L2 =Length In Prevard Scour Hde
NAME WEIGHT I SIZE
I SPECIFICATIONS
RIP
-RAP
CLASS 1
5-200
30%SHALL WEIGH AT LEAST 50 LBS. EACH,
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
00%SHALL WEIGH AT LEAST Bo LBS. EACH.
NO MORE THAN 5%SHALL WEIGH LESS
THAN 50 LBS. EACH
ROSION
CONTROL STONE
CLASS A
I 24r
1-TOP & BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
1 15-300
5-15'
NO GRADATION SPECIFIED
Wine: 1. Use rreld higher —for grades a10%.
2. For pipe arch, arch, bm culvert paved channel oule■, use Dc=Cross saawrial area oloLW1 w.
Number of Culverts: 1.:. o= _; ee.7 CFSIF— Pip. Calcdafio-Wod■heet)
Design Velocity, Vd ::. :..::::::.:: gii rtro
Flow, Q::-.'':':` :68311c■ (0=CXI.XA)
Pipe Diameter, De 3.5' It
Slope s,= :.: AD033 WE
Using NCDOT Rip Rap Apron Design:
Use: Zone 3
LI: 14 ft.
L2: 28 ft.
W: 9.1 ft.
W: 14.7 ft.
(:IASS 1 RIP RAP
USE MINIMUM 24" STONE THICKNESS
TOTAL STONE VOLUME= 254.8 if
823.2 ft
'Based upon L1
*Based upon L2

RIP RAP APRON DESIGN SHEET
DATE:
October 31.2007 03'.40 PM
PROJECT:
Taiide Creek I.D. NO.:
PROJECT NO.:
041.05.043 FIB
DESCRIPTION
Rip Rap Design LOCATION:
Rip Rap Zone Delineation
25
20
5
0!11111il III ill III ill 111-41L�
0 5 10 15 20 25
D6, Depth of Flow (fL)
Nobw 1.Usenexthlghermneforgradesa10%.
2. For pipe amh arch, hox wWrt Paved channeloutlets, 11Be Dy-Croaa wdanel area or oullettlaw.
..... ........... ... . ... ....
Swan-JC---36° HDPEto BASIN
Stormweter
Town or SurfCdy, Pender County, NC
■ Design Poirrt
SHEET 1 OF 1
DESIGN BY: ET
CHECKEDBY: WGS
MINIMUM
CLASS
IL,
STONE
NCDOT RIP
OF
Coefficient
LCoefffciard
THICKNESS
ZONE
RAPCLASS
STONE
R
1L
in.
1
FINE
3
1 4
12
2
.1
UGHT
3
6
18
3
1
MEDIUM
4
B
24
4
1
HEAVY
4
B
38
5
2
HEAVY
5
10
36
B
2
HEAVY
5
1D
38
7
1
D ' nts Ind
tha Sco
ofThie McMod
L7 =Length to Protect Cdved
L2 =Leni to Prevent Smur Hole
NAME WEIGHT SIZE
SPECIFICATIONS
Les
RIP
-RAP
CLASS 1
5-200
30%SHALL WEIGH AT LEAST 60 LBS. EACH
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS
25-250
50% SHALLWEIGH AT LEAST 60 LBS. EACH
NO MORE THAN 5%SHALL WEIGH LESS
THAN 50 LBS EACH
EROSION
CON STONE
CLASS A
26"
10%TOP 3 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
15J00
5-14'
NO GRADATION SPECIFIED
Number of Culverts: :-.-1 Q= 252-- CFS(Fmm Pipe Caiculatlorre Worlrsheeq
Design Velocity, Vd : sdz ma,
Flow, Q: 26. crs (Q=CxlxA)
Pipe Diameter, Da : 2.6. ft
Slope, se = 4Xo04e talc
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L1: 7.5 ft.
L2: 15 ft.
W: 6.0 fl.
W: 8.5 ft.
CLASS'S' RIP RAP
USE MINIMUM 1S' STONE THICKNESS
TOTAL STONE VOLUME= 67.5 le `Based upon L1
191.3 ft3 *Based upon L2

RIP RAP APRON DESIGN SHEET
DATE October31,2007 03'.40 PM SHEET 1 OF 1
PROJECT: Turtle Creak I.D. NO.: Main 1C'-30'HDPE Bvliass DESIGN BY: ET
PROJECT NO, 041.05.043 FILE: Sbrmweter CHECKED Sr. WOS
DESCRIPTION: Rip Rap Design LOCATION: Town or Surf CWy, Pender county, NC
Rip Rap Zone Delineation
25
20
■ Design Point
�9
5
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Notes: 1. Use nmd Ngher zone for grades>10%.
2. For pipe arch, arch, box Merl, pored channel outlet, use Do-Cmea sarbonA area of outlatlbw.
MINIMUM
CLASS
Ll
STONE
NCDOT RIP
OF
Cou ficierlt
LiCOeffici@rd
THICKNESS
ZONE
RAP CLASS
STONE
R
in.
1
'A'
FINE
3
4
12
2
8
LIGHT
3
8
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
38
5
2
HEAVY
5
10
38
8
2
HEAVY
5
10
38
7
DoWnb Beyondthe
Scope
of This Method
L1-Length io P"""CuNarl
L2= Length to Froward Seaur Halo
NAME I WEIGHT SIZE
ILERIP-RAP
SPECIFICATIONS
CLASS 1
5-200
30%SHALL WEIGH AT LEAST 50 Las. EACH.
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25250
80%SHALL WEIGH AT LEAST 80 LBS. EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
EROSION
CONTROL STONE
CLASS A
2-5'
10%TOP & BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
,.c
5-15'
NO GRADATION SPECIFIED
NumberofCuNerts: y Q= 25.2 CFs(From PlpsCAoubtloneWorbheaU
Design Velocity, Vd : ' 6.82 mh
Flow, Q: 25.20 cfe (Q-C xi xA)
Pipe Diameter, Do: zs It
Slope, e.—= ato25 rtm.
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L1: 7.5 fL
L2: 15 R.
W: 6.0 ft.
W: 8.5 fL
CLASS W RIP RAP
USE MINIMUM 18- STONE THICKNESS
TOTAL STONE VOLUME= 67.5 ft3 *Based upon L1
191.3 1? "Based upon L2

RIP RAP APRON DESIGN SHEET
DATE:
Octobx31.2007 03:41 PM
PROJECT:
Turtle Credo I.D. NO.:
PROJECT NO.:
041.05,043 FILE:
DESCRIPTION:
Rip Rap Design LOCATION:
Rip Rap Zone Delineation
25
20
41
0 II I� I I I I i I I I I I I I 1 I 1 1 1
0 5 10 15 20 25
Do, Depth of Flow (ft)
Notes 1. use read Npher zone for wed.-10%
2. For pipe arch. arch. box culvert paved channel outle■, use Dd=Croea aecfonal area of outlet flow.
.... .......... ...... . .. ...
Basin 1C. TSWALE RIPRAP
Stor—ter
Town ofSudcigt. PandercountV. NC
■ Design Point
SHEET 1 OF 1
DESIGN BY: ET
CHECKED BY: WGS
MINIMUM
CLASS
L1
STONE
NCDOT RIP
OF
Coefficient
LiCoeffiden
THICKNESS
ZONE
RAP CLASS
STONE
(fL)
(fl.
In.
i 1
'A'
FINE
3
4
12
i 2
.1
LIGHT
3
6
1e
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
36
5
2
HEAVY
5
10
36
6
2
HEAVY
5
10
36
7
Deelanis Bmnd
th
eofThI.M.1had
L14-t th to P"dW Culvert
L2 �eMth lc PreventSccur Hub
NAME WEIGHT SIZE
SPECIFICATIONS
RIP
-RAP
CLASS 1
5-200
30% SHALLWEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
80%SHALL WEIGH AT LEAST 60 LBS, EACH,
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
ERO
CONTROLSTONE
CLASSA
23"
10%TOP 8 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
1 15300
5-15'
NO GRADATION SPECIFIED
Number of Culverts: ' ai a= 2.05 CFS (From Pipe Calcuhtore Worksheeq
Design Velocity, Vd SAO ILe
Flow, Q:205' ch (Q=CxIxA)
Pipe Diameter, De : 0,017 ft
Slope, Saman=...... '.'. .' ' ' 0,032 fldL
Using NCDOT Rip Rap Apron Design:
Use: Zone I
L1: 2.451 ft.
1-2: 3.268 ft.
W: 6.0 ft.
W: 6.0 ft.
CLASS'A RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 14.7 ft3 *Based upon L1
19.6 ft3 `Based upon L2

RIP RAP APRON DESIGN SHEET
DATE: November 1, 2007 0228 PM SHEET 1 OF 1
PROJECT: Turita Creel: ;..-. NO.: B88iii9C-1 IV HOPE UESIGN BY: JTR
PRQJECTNO.: 041.05.043 FILE Sbmrweter CHECKED BY: EST
DESCRIPTION: Rip Rap Design LOCATION: Town ofSud Cihr, Pender Coumy, NC
Rip Rap Zone Delineation
25
20
10
,v
5
0
0 5
10 15 20 25
Do, Depth of Flow (ft.)
Notea: 1. Lim next Maher zone for grades>10%. -`
2 For pipe arch, arch, bu cuhrert
pared channel ouflels, use Do=Cmas eedwal arm of outliltf—
NumberofCulverts: a:
'' Q=
Design Velocity, Vd :
3.73 R!e
Flow. Q: ::.::
0.84 cre (Q=CxixA)
Pipe Diameter. Do
1.25 It
Slope, Ste= :: ,�::... -
_0.0062 Rat
Using NCDOT Rip Rap Apron Design:
Use:
Zone 1
L1: 3.75 fl.
L2: 5 fL
W: 6.0 ft.
W: 6.0 ft.
CLASS W RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 22.5 ft
30.0 ft
■ Design Point
MINIMUM
CLASS
L1
STONE
NCDOT RIP
OF
Coefficient
LCOeffiderd
THICKNESS
ZONE
RAPCLASS
STONE
ffL1
tfL)
(in.)
1
'A'
FINE
3
4
12
2
.1
LIGHT
3
a
18
3
1
MEDIUM
4
B
24
4
1
HEAVY
4
S
38
5
2
HEAVY
5
10
38
6
2
HEAVY
5
10
35
7
1
Deemis Beyond
the Swm
of This Method
L1 =LengM to Protect CuWrt
L2 =Lamm 10 Pravmrt Soour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS
5-200
30% SHALL WEIGH AT LEAST SO LBS EACH
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS EACH
CLASS
25-250
00% SHALLWEIGH AT LEAST BD LBS EACH
NO MORE THAN 5%SHALL WEIGH LESS
THAN
THAN 50 LBS EACH
EROSION
CLASS A
248'
10%TOP & BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
15-300
5.15'
NO GRADATION SPECIFIED
0.836 � CFS (From Pipe Calculellors Wodaheet)
`Based upon L1
"Based upon LZ

RIP RAP APRON DESIGN SHEET
DATE:
November 1, 2007
0227 PM
PROJECT.
Turtle Creek
I.D. NO.:
PROJECT NO.:
041.06.043
FILE:
DESCRIPTION:
Rip Rap Design
LOCATION:
Rip Rap Zone Delineation
25
20
4i
0T 1 1 1 11I 1 1 1 1 ill Ili ill I III I I
0 5 10 15 20 25
Do, Depth of Flow (fL)
Notes: 1. Use nod higher mne ror wades >10%.
2. For pipe och, arch, bear cuNmt paved channel outleh, use De=Crow wctonal area of a" flow.
Basin 110-2-15" HDPE
Smrrnwater
Town of Surf City, Ponder Covey, NC
■ Design Point
SHEET 1 OF 1
DESIGN BY: JTR
CHECKED BY: EST
MINIMUM
CLASS
STONE
NCDOT RIP
OF
CoeffieieM
Li CoffffrIeni
THICKNESS
ZONE
RAP CLASS
STONE
R
in.
1
w
FINE
3
4
12
2
.1
LIGHT
3
6
10
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
e
35
5
2
HEAVY
5
10
36
e
2
HEAVY
s
10
36
7
DesianisB
nd the Scene
of ThN McMotl
L7 =LenoM to Protect Cufm
L2 =Lenprh to PreventSoour Hole
NAME I WEKaTiT S�
SPECIFICATIONS
LBS
RIP-FIAP
CLASS 1
&200
30%SHALL WEIGH AT LEAST 60 LSS. EACH.
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
00%SHALL WEIGH AT LEAST 60 LBS. EACH
NO MORE THAN 5% SHLLAWEIGH LESS
THAN 50 LBS. EACH
EROSION
CON
CLASS A
2.B'
I 10%TOP 6 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
15300
5-15
NO GRADATION SPECIFIED
Number of Culverts. 1 Q = at CFS (From Pipe Calculatlom Woduhwq
Design Velocity, Vd : ass tta
Flow, Q: 21O L16 (Q=C.i.A)
Pipe Diameter, Do: 125 ft
Slope, a_= 0A047 em
Using NCDOT Rip Rap Apron Design:
Use: Zone 1
L1: 3.75 ft.
L2: 5 ft.
W: 6.0 ft.
W: 6.0 ft.
CLASS W RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 22.5 ft3
30.0 ft
'Based upon Lt
"Based upon L2

GE®TECHNICAL REPORT
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

EIVIRONWNTAL SEVIChS, INC•
AD
524 5.13EW HCARp�NA 21610
MLEIGI-L 14orm
919212.1760 # PAX 919-212,1701
wwvaesi3►c.:�'
30 May 2006
Mr. Rob Walker, E•1.
Cavanaugh & AssociatesS,1P a 202
13014061 Fro1rt Street, ESIP1ect # ER©6-04.Q1
Wilmington,NC 28401
Res Tarile Creels Phase 1
Soil Evaluation► North Carolina
Pander County,
lDsed
Dear Mr. Walker: (ESI) conducted soil evaluationu C ty de
Inc., k ro ect located near throughout the
d 11 May 2006, Environmental Servicesthe Turtle Cent of hand -auger borings
On 10 an disposal within Phase 1 of mining
areas for stortnwater lisp n included the advancem conducting
North Carolina. This evaluated urisdictional areas. These evaluations included con
County, as well as a determining infiltration rates by
raucously determined td be non j
site in areas previously high water cable (SHW r)
the depth to seas tests. anelTt of
d hydraulic conductivity (9-d) included the U.S. Dep
in -situ saturatetrio field investigation United Status Geological Survey
information reviewed Prior to of the site evaluated are
Available Fender County, North CaratirraN�,Che areas
uadrangle (Holly Ridge based on the Soil Survey of
Agriculture Soit Survey o plfic q ry n and Craven soils (NicC)
Uv 7-.5-minute topogra On and 1Na y
( flue sand (on)
)
mapped as Onslow loamy
ponder County. North CarodinA' (BGS) across
and surface ('B soil
neater than 60 inches below the gromre. color; structure;
Soil I-Voly atior* to a depth of g sent) of a SIiWTI and
Soil borings were advancedwere characterized for the following depth (if 1
till and thickness of any restrlctive horixdn(s) if present; ep
the p%I�t ate. The borings .
d��' depth
landscape position.
fine sand series. 'chase areas
through 5 Similar to the Onslow loamy contain inclusions of
E.raluation Are 5 are generall n soil series and may with textures
y
Soils within the areas 1 �' een the Onslow and 1blarvY from 8 � 10 inches >3GS nemlly Weak
are generally at the transition betty nd to depths ranging
horizons exte Soil structure within the surface horizons is ge
marvyn soils. The surface fine sand. xtend from depths ranging from 8 to 10 inches BGS to 15 ro
generally consisting of loamy ions a Soil structure within the subsurface
consisting of loamy fine sand. within the subsurface
medium granular' The subsurfacee ally n 60 inches BGS with
28 inches BGS with textwes granular.
Scattered concretions were
the
nemlly weak medium f thin these horizons
horizons is ge loam to sandy clay loam. Soil structure wi
ns. The subsoil horizons errand from 15 to 28 inches to p
horizo from fine lar blocky
textures generally rouging granular to weak fine subangu
renges from weak medium
. IOH ' CIiARLdfTR • pEHEViId.1s
]ACRSGNV[LLE 0 5r.
ApGUSTINY ■ COCOA • ]UPIUR • t)EST[N 0 SAVAN"AH • Nn ANrA ��

ENVIRONMENTAL SERVICES, INC.
Turtle Creek Phase I
Soil Evaluation
30 ivsay 2006
Page 2 of 3
Restrictive horizons were not observed within 60 inches of the soil surface within the areas evaluated.
Evidence of a SHWT was observed at depths ranging from 24 to 33 inches BGS. Topography within
these areas is generally flat to moderately sloping with slopes ranging from 0 to 5%.
Evaluation Area 6
Soils within area 6 are generally similar to the Woodington fine sandy loam series. The surface horizons
extend to a depth of 12 inches BGS with textures generally consisting of fine sandy loam. Soil structure
within the surface horizons is generally weak medium granular. The subsurface horizons extend from
depths ranging from' I2 inches to greater than 60 inches BGS with textures generally consisting of fine
sandy loath. Soil structure within the subsurface horizons is generally weak medium granular.
Restrictive horizons were not observed within 60 inches of the soil surface within the areas evaluated.
Evidence of a SHWT was observed within 12 inches of the soil surface. Topography within these areas is
generally flat with slopes ranging from 0 to 2%.
An on -site soil evaluation was conducted on 25 May 2006 with Mr. Vincent Lewis of the N.C.
Department of Environment and Natural Resources (NCDENR) — Division of Soil and Water
Conservation. The SHWT depths, as approved by Mr. Lewis, are listed below in Table 1.
Table 1. Seasonal High Water Table Depths
Soil Boring at Kt Test Location
Seasonal High Water Table De the inches BGS
ic.t
30
Knt 2
29
3
28
I�„ 4
33
s.r S
24
<12
Soil Borin 7*
24
*Soil boring and SHWT determination conducted during field visit with Mr. Vincent Lewis of the NCDMgR
Division of Soil and Water Conservation
Iln%ltration Rates
Infiltration rates were treasured at six locations on the project site. Y,. measurements were conducted
with a compact constant head permeameter (cchp). These measurements were conducted at soil depths
ranging from 17 inches to 28 inches BGS. The measurement locations were areas that may be potentially
used for wastewater infiltration basins and/or stonnwater infiltration devices. A detailed soil profile
description was completed at each test location.
The in -situ K., values were calculated based on field measurements using. the Glover Equation. Km
measurements ranged fiem 7.75 gallons/day/square-foot (gpd/f?) to 72.I5 gpd/ft (0.52 inches/hour
(in/hi) to 4.82 in/hrj.
Table 2 summarizes the in -situ Ks,, measurements for each location and includes, location; depth and
horizon; hydraulic conductivity test method used; and conductivity measurement at each Iocation.

WATERSHED CLASSIFICATION
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

State of North Carolina
Department of Environment and Natural Resources
division of Wa*r [duality
WAT.ERSgED CLASSIFICATION AT A ACEM, NT
Ate*-ol<alages mane to this form will result in the application Wag returned.
busFczBMnoraEPxrozacOPMDFOX MEASANORNGIMAP
INSTRUCTIONS.,
To determine the olugflcatiou of the watarabed(s) in which the subject project w111 be located, you are required to
subrak this form, with Items 1 tbrough 8 completod, to the appropriate Divisien of Water Quality Regloual Office
Watex Quality Supervisor (see Page 2 of Z) prior to submittal bf the application for review. At a minimum, you nmK
include an 8.5" by 1 V copy oS• ttse portion of a 15-minute U809 Topograpbio Map ft shows the surfhoa waters
i awadiately downslops of the project, You must ident* the location of the project arA the oiosest dermmWe
sur&ce waters (waters for which you are requesting the classification) on the submitted map oopy. If the fieellity is
located in tM Neuse River 2 adn, also include a copy of the soil stoney map for the prQjea location. TAW,
Corresponding nou-discharge application may not be submitted sotto this form le cvxnplet ad by the appropriate
regionaloffice and incladed 1iitlt the submittal. .
1. Applioanfs n oxnb (rlAMO of 01e,00nioipallty, eearpo:latio% individuial, eta): Dflabalmer 00tntg1 . h .
2, Name and complete addre: s of appiloant: Dflsheimrx Comma itias Inc (Tom Minim) - 401 City AW bite 71 Q
CSty: Bala Cs:ntvyi —. state: PA— Zip.- 19004
Telephone number, ( 610 ) 617. 9700 -- ' Paesitnil6==ter. (610) 617,2233
3. Project mane (nauae of the subdivision, faollity or establia mett, etc.): TheMe¢e t , 3L8 Creek.
4. Cutmly where project is lo:.ated: Pander Cosy
5. Nmw(s) of closest Rw*e waters. BI Cree
6. River basins) in which th.- project is located; Pape ge Ram 'ver Basin
7. Topograpbic map name said data: U - C• A � 27' %.-T /]N
77 35' 35" `°°�°sEo160aRr
g. North Carolina Profession ai Faugineer's seal, sipat m. and slate: ,� ' O
TO'. REGIONAL OFFICEWAXER QUALrry SUPERVISOR
Please provide me with the d3wifiii4ation,(s) of the :uudaoe waters, 'wa (s), end appropriate river basins) where
these nodvitWo. will occur, as I dWified on the attached map segme,at: .
Names) of surface waters anti ricer basia(s)t , LKV S LEM& OIL r �Al�
Classi£ioation(s) (as established by the BMC): 2-Aft m
Proposed classification($), if applicable: -- �—
River bash buffer tales, if hir*ceb[o: Ak 96 w►It&
Signahlre pf rogioritll office persannasl•Affim
FORM: WSCA 10199 . Page 1 of
zoo rlr--

SITE LOCATION MAP
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

,
;. r Ora �� •. Zr t
ml
70 0—
vA
sit;. r� L4
h�_ . _ •: dry : 4 1� a
e_
10
1 � •F•Y •�"• •li. -
Y •� ti5. [/l
ell• fin_ �[}q� � ' }�'i;.' y:' � A . .
.�. ti: - - fit•' a� 7�'•. `,F � �X:-•,7
_---- ...------- - - _
. • . ,err.• � t�� ~�- � � � ✓�.'i � � _ ' ...

LYiI
Lu
.r�U
Na I
1-3j
In
uj
Lo
Lnu
0
J
J
?
LU
I
DRAINAGE
AREAS
"I
I
co ,
C0 4
CO 2

,4F?EA 1 D-2
AREA 1 D-1 Z
s
AREA 1 D-2 i t
QC �
r 3
AREA 1C oI
o
y
e
AREA 1B W
w
�L Z
AREA 1 B � o N
o
W
LU
AREA 1A-2
AREA 1 A-3
DRAINAGE !I
AREAS
pppnpp
AREA 1 A-1
r
L

Re: The Villages at Turtle Creek SW8 060608
Subject: Re: The Villages at Turtle Creek SW8 060608
From: Linda Lewis <[e-mail]>
Date: Wed, 17 Oct 2007 09:06:02 -0400
To: Eric Tomczak<[e-mail]>
CC: Janet Russell <[e-mail]>
Eric:
If timing is a concern, please schedule the review of the project modification
through Janet Russell in Express. We accepted your word back in August that this
was a plan revision, so you did yourself a disservice by not submitting as a
modification. Please keep in mind that if ANYTHING changes in regard to drainage
area, BUA, BMP sizing, BMP layout, elevations, number of lots, road width, etc,
such that the permit has to be rewritten to account for these changes, a
MODIFICATION is required. If you're ever in doubt the best thing is to submit a
permit modification. If, after it is reviewed, we decide later on that a mod isn't
required, you don't lose anything. If you submit as a plan revision first, and
then we determine that a modification is needed, you lose that place in line
because technically, we have not received a permit modification yet.
Linda
Eric Tomczak wrote:
Linda,
My concern is timing. Would I loose my spot in the queue...? If I
got
the submission to you early next week, could I keep this spot..?
Thanks
Eric T
-----Original message -----
From: Linda Lewis [mailto:[e-mail]] Sent: Wednesday,
October 17, 2007 8:51 AM
To: Eric Tomczak
Subject: Re: The Villages at Turtle Creek SW8 060608
Eric:
There's nothing to discuss. This is a permit modification.
Linda
Eric Tomczak wrote:
Linda,
The areas are increasing
acres to 0.89 acres
(871 sf) for Basin 1D-1
acres (9,583) for
Basin 1D-2. The overall
for this area has
not
albeit slightly from 0.87
and from 1.85 acres to 2.07
stormwater plan and intent
1 of 3
10/17/2007 9:06 AM

Re: The Villages at Turtle Creek SW8 060608
been changed and the proposed basins volumes as
shown can accommodate
this.
We are not trying to circumvent any regulations.
The changes are
minimal
to the plans the basin are in the same general
location. There was
some
adjustment to the numbers
changed what was
originally proposed.
Can I come down to discuss
detail..?
Sincerely,
Eric Tomczak
but nothing that greatly
this with you in greater
-----Original Message -----
From: Linda Lewis [mailto:[e-mail]]
Sent: Friday, October 12, 2007 2:57 PM
To: Eric Tomczak
Subject: The Villages at Turtle Creek SW8 060608
Eric:
On August 10, 2007, the Division received a request
to approve a plan revision regarding the subject
project. After comparing the revised plans to the
approved plans, I note that the drainage area for
Basins 1D-1 and 1D-2 are both increasing. This type
of change will require a permit modification and
cannot be approved as a plan revision.
Please submit a full permit modification to account
for the increased drainage areas, to include
revised calculations, completed application
10/17/2007 9:06 AM

Re: The Villages at Turtle Creek SW8 060608
and supplements,
Linda
and the required fee of $505.00.
10/1.7/7.007 9:06 AM

August 27, 2007
Mrs. Linda Lewis
Environmental Engineer
NC Department of Environment and
Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Permit No. SW8 060608 Modification
The Villages at Turtle Creek - Phase 1 and 2
High Density Subdivision Project
Pender County
Dear Mrs. Lewis:
G�
CAVANAU G H
Solutions through integrity and partnership
Via Hand Delivery
Enclosed with this correspondence, please find one (1) copy of the `Partial Designer's
Certification' for the aforementioned project, specifically the stormwater appurtences
located within Phase 1A as identified on the attached Final Plat and Phase 1 — Overall
Stormwater Plan which is the partial tributary area to Stormwater Basin 1 B.
This certification identifies compliance with the approved permit for this area only in
order to obtain 'Certificate of Occupancies' for the lots located within Phase 1A as
indicated within Item #9 of the 'Schedule of Compliance' of the approved Stormwater
Management Permit. It is important to note that due to the large scale nature of this
project, the project was phased through the construction process in order to obtain
Certificate of Occupancies prior to the completion of the entire project.
Should you require any further information in regards to the matter, please don't hesitate
to contact the undersigned.
Sincerely,
CAVANAUGH & ASSOCIATES, P.A.
Eric S_ Tomczak, P.E.
AUG 27 2007

?0, CAVANAUGH
AUG ] Solutions through integrity and partnership
August 10, 2007
Mrs. Linda Lewis
Environmental Engineer
NC Department of Environment and
Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Via Hand Delivery
Re: The Villages at Turtle Creek — Phase 1 & 2 SW8 060608 Modification
Dear Mrs. Lewis:
Enclosed with this correspondence, please find two (2) sets of the revised DWQ
Stormwater Permit plans for the above referenced project, specifically for the Amenity
Area within Phase 1. These plans are being submitted for a revision to the Amenity
Area in order to relocate parking across the drive aisle, southwest of the main entrance
to the Clubhouse, so that pedestrians will not have to cross the drive aisle.
Based on the limited changes to the permitted plans, our office is submitting this as a
revision and is requesting acceptance documentation for the change.
Should you have any questions or require additional information during your review,
please do not hesitate to contact the undersigned.
Sincerely,
CAVANAUGH & ASSOCIATES, P.A.
Eric S. Tomczak, P.E.
Cc: J.B. Dilsheimer
Tom Miner

The Villages at Turtle Creek SW8 060608
Subject: The Villages at Turtle Creek SW8 060608
From: Linda Lewis <[e-mail]>
Date: Fri, 12 Oct 2007 14:57:19 -0400
To: Eric Tomczak<[e-mail]>
Eric:
On August 10, 2007, the Division received a request to approve a plan revision
regarding the subject project. After comparing the revised plans to the approved
plans, I note that the drainage area for Basins 1D-1 and 1D-2 are both increasing.
This type of change will require a permit modification and cannot be approved as a
plan revision.
Please submit a full permit modification to account for the increased drainage
areas, to include revised calculations, completed application and supplements, and
the required fee of $505.00.
Linda
1 of 1 10/12/2007 2:58 PM