SW8060608_Historical File_20070710

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Michael F. Easley, Governor
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William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
July 10, 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 April 23, 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 July 10, 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
contact Linda Lewis, or me at [phone].
Sincer ,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/arl: S:\WQS\STORMWATER\PERMIT\060608_ju107
cc: Eric Tomczak, P.E., Cavanaugh & Associates
Pender County Planning Department
Linda Lewis
Wilmington Regional Office
Central Files
1Vo lthCarolina
Xtura!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterguality.org 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 I 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 'rea: 1A-1
011,025 ft2; 1A-2 6ft2;
ft@1A-3 @2,361 f2; B @339,953 f; 1C @137,639
ft 1 D-1 @20,771 ; 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.
Puna 9 of Q

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-3
16
1C
1D-1
1D-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
ft 2
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
ft3
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 Soii
Woodington Fine Sandy
Onslow Sandy Loam
Loam
Receiving
Stream
Becky's Creek
y
River Basin
Cape Fear
Stream Index
Number
18-87-8
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.
Panes I of Q

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
Planning 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.
Panadnf0

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
4,152
18
3,676
33
3,602
48
1 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
40
4,022
55
4,147
70
4,186
11
3,517
26
41
4,255
56
4,166
71
4,186
12
4,156
27
3,681
42
4,087
57
4,165
72
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 9 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.
Ill. 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.
The approval of this request will be considered on its merits and may or may not
be approved.
2. The permittee is responsible for compliance with all 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.
Pans A of 0

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.
S. 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 CAROLINA EN RONMENTAL MANAGEMENT COMMISSION
for Coleen H. Sulles<W66tor
Division of Water Quality
By Authority of the Environmental Management Commission
Pana 7 of 0

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 Counly
Designer's Certification
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for
Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Pona R of Q

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
Pans Q of Q

OFFICE USE ONLY
Pate Received Fee Paid Permit Number
1111311AboqD
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):
_„rwc NaaFtl. _ 1 4 - T. . r p Br;ah NA e4 Mer- !'I�n2 DJ--)r,1~ Cgn),m 1* hes of k"
CzrC7 1112� U-C,, a01254P- o C IVCr h !;q2 j.LC. .
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 - 9 B B 0
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 f:+)25e?5 $.
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, travel east on NC 210 two (2) miles. Turn
left after Lodge Hall Road.
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 ) 617-9703
II. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 060608 and its issue date (if known) JULY 20 , 2 006
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 runoff from the impervious and non -impervious areas will sheet flow to a valley
curb for eventual discharge to six (6) 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.
Bashi Igfonna ion
Drainage Areal {1A-:1)
! Drainage Area 2 {1A 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
o Sq. Ft.
a Sq. Ft.
Proposed Impervious*Area
11,025 Sq. Ft.
6,875 Sq. Ft.
% Impervious* Area (total)
36 .8%
41. 8%
Imperyiggs* Surface:Area
Drainage Area„1 {iA a}
;: Dramage Area 2 {iA-2)
On -site Buildings
o sq. Ft.
o 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 Sq. Ft.
Other on -site
0 Sq. Ft.
0 Sq. Ft.
Off -site
o sq. Ft.
a Sq. Ft.
Total: 11,025 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.
Porm 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.
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 mith 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: WILMINGTON State: NC Zip: 28401
Phone: ( 9 J. 0 ) 3 9 2- 4 4 6 2 Fax: ( 910 ) 3 9 2- 4 612
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2) lsj of
r
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 a recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. e
Date:
r
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
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 - 1A-1
(as identified on plans)
in Drainage Area 1A-1
(from Form SWU-101)
IL 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 in/hr or cfbr/sf (circle appropriate units)
29.0 fn1S1 (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,9 c.f.
Basin Elevations (��b
31.00 f 1
Varies ft. = 6,025 sq. ft. (bottom dimensions)
Bottom Elevation ms
Storage Elevation 31.75 fhisl
Top Elevation 32.75 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 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 SW-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation, vegetative cover, and general condition.
Repair eroded areas immediately, re -seed as necessary to maintain adequate vegetative cover, snow
vegetated cover to maintain a maximum height of six inches, and remove trash as needed.
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 Ti
Address: 2528 1
Phone:
J.B. Dilsheimer, Vice President/Member of DCNC North Carolina I, LLC
)endence Blvd, Suite #104, Wil
, NC 28412
Date:
Note: The legally r-
lly responsible party should not be a homeowners association unless more than 50% grthe lots have been .sold and a
resrrent of the subdivision has been named the president. M 4CC('/P_1)L/ , a Notary Public for the State of li7V/Q5 / WMfJ4unty of
a CmvvP , do hereby certify that -T3 6 : L.S1f er-7y on_ personally appeared before me this
day of )�o-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
Thomas M. McCurdy, Notary Public
Page 3 of 3 Lower Merlon Twp., MorrVmwy CM#*
Form SWU-103 Rev 3.99 g My Cor;w trssion FVires 8ept.1, 2=
Member, PennsAvRnia Assodaflon 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 I, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No.
Phase 1 - IA-2
(as identified on plans)
in Drainage Area - 1A-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 (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 c9hr/sf (circle appropriate units)
28.0 fmsl (Seasonal High Water Table elevation)
4.5
inch (1.5 inch event for SA waters, 1 inch event for others)
2,629 c.f.
1.2 days
Varies f X Varies ft — 2,208 sq. ft. (bottom dimensions)
3,331 c.f
30.00 fmsl
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 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 0.31 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
Address: 2528
Phone:
Blvd, Suite #104, Wilmington, NC 28412
Date:
Note: The legally>f esponsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
residen f the subdivision has. been named the president.
a Notary Public for the State of UP-15 County of
t"Gaibf do hereby ce 'fy that S/tL�-1;'P./t/�- personally appeared before me this 0
day of tet/ , 07 and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL My commission expires 144Z, /i'r %U` 9
COMMONWEALTH OF PENNSYLVAN
Notarial Seal
Thomas M. McCurdy, Notary Public
Form SWU-103 Rev 3.99 Page 3 of 3 Lower wion Twp., moritimisryc tly
W Cam"xssra i Expires Sept 1, 20M
:Member, Pennsvivanis Assncintion Of Notaries

Pen -nit 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 Naive : The Villages at Turtle Creek
Contact Person: 13CNC North Carolina 1, LLC Phone Number: ( 910 ) 790- 9880
This worksheet applies to: Basin No.
Phase 1 - 1A-3
(as identified on plans)
in Drainage Area 1A- 3
(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
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 ft. X
1,757 c.f.
30.00 fmsl
31.25 fmsl
32.25 finsl
Varies ft. = 1,085 sq. ft. (bottom dimensions)
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 hvdraulic conductivitv of 0.52 inches ner hour and soils rennrt 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.
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 0.31 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 stonmwater
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:
Signature:
2528 Independence Blvd, Suite #104, Wilmington, NC ?8412
Da
Note: The !',gully responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
res ent of the subdivision has been named the president. n f
1 �10" yj5 A4 M t ' C� R � �/ , a Notary Public for the State of ,fE7U Jll S t l L J/�iTaunty of
' c T(rt,pVli, , do hereby certify that r. .. 1i> Ll 5 r4i5wr7wt CYZ— personally appeared before me this! �•
day of :j and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEA;_, My commission expires '
COMMONWEALTH OF PENNSYLVANI
Notarial Seal
Thonias M. McCurdy, Notary PubNc
Form SWU-103 I?ev 3.99 Page 3 o 3L0VWMedonTwp•.MorrgomeryCau
My Commisslon Expires Sept 1, 2008
Member _,�­ I;nn 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 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)
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
3.96 in/hr in/i]r or Cf/hr/Sf (circle appropriate units)
19 finSl (Seasonal High Water Table elevation)
1.5 inch (1. S inch event for SA waters, I inch event for others)
42,946 c.f
0.7 days
Varies $ X Varies ft — 4,802 sq. ft. (bottom dimensions)
56,450 C.f
21.00 fiml
26.50 finsl
27.50 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.
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
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
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 Indep9ndence Blvd, Suite #104, Wilmington, NC 28412
910
Signature:
Date:
Note. The legally responsible parry should not be a homeowners association unless more than 50% of'the lots have been sold and a
7wnt of the subdivision has been named the president. I
I, O /1/I 14" , a Notary Public for the State of ,llR LV14r /T41 County of
imatirkomG do hereby c rtify that ng tom- personally appeared before me this 0-
day of "7/Zt//d� 6 -7 and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
SEAL. My commission expires '
COMMONWEALTH OF PENN8YLVANI
Notarial Seal
M. McCurdy, Ndary Publlc
Forrn SWIT-103 R.ev 3.99 Page 3 of[;MM-Gs
MerlortTwp., M YOn /onvnisao" Eores Sept.1. 2WO
Mrsmber. pen
nsvlvanie AS90d", 0! 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 I, LLC Phone Number: ( 910 ) 7 9 0 - 9 8 B 0
This worksheet applies to: Basin No.
Phase 1 - C
(as identified on plans)
in Drainage Area lc
(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 Loamy Fine Sand
2.99 in/hr in/hr or cf/hr/sf (circle appropriate units)
10 fmSl (Seasonal High Water Table elevation)
1.5 inch (1.5 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 C.f.
12.00 fmsl
14 .25 fmSl
15.75 fnsl
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
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).
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 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 Independ
Phone: (910) A /9880
Signature:
Blvd, Suite #104, Wilmington, NC 28412
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
rlldent of the subdivision has been named the president. &MY
l -41,a Notary Public for the State of S(/G J�, County of
' a v1 qA , do her y certify that `j-6 ��S CSYL personally appeared before me this
day of '1G jLv jjjUj ,'�, and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal, �f/
SEAL My commission expires/U`
COMMONWEALTH OF PE LVANIA
Notarial Seal
Thomas M. McCurdy, Notary Pubic
Lower Melon Twp., MonVomery County
Form SWU-103 Rev 3.99 Page 3 of 3 My Comnbsion E)Ores Sept 1, 2006
Rember. Penrtt!.tvlv+nie Ass-od- Eon Of Notades

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-1
(as identoed on plans)
in Drainage Area 1D-1
(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 Loamy Fine Sand
2.55 in/hr in/hr or cf/br/sf (circle appropriate units)
24.0 fmsl (Seasonal High Water Table elevation)
4.5
inch (1.5 inch event for SA waters, 1 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 fnsl
29.25 finsl
30.00 fmsl
Form SWU-103 Rev 3.99 Page 1 of 3

Ill. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Ston-nwater 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 0.63 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
Da
Signature:
Note: The leg ly responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resi4fi4l of the subdivision has been named the president.
r/� /n� 1
I, ( G(✓Ad , a Notary Public for the State of &V1V5'VL6'.Qnlr44county of
p do hereb certify that'J IbVL-5K rr_ (/y( _e_A_ personally appeared before me this
day of , � and acknowledge the due execution of the. forgoing infiltration basin maintenance requirements.
Witness my hand and o cial seal,
SEALMy commission expires 7/1
- -i
ThaMcCurdy, Nolany PUAC
FormSWU-1p3 Rev3.99 Page 3 of 3 Low 1EXpbw Sept 1, 2006
Member, Pennsvlvarim RsZWation (f Notar

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 1, 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 (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
2.55 in/hr in/hr or cf/hr/sf (circle appropriate units)
23.70 frnsl (Seasonal High Water Table elevation)
4.5
inch (1.5 inch event for SA waters, 1 inch event for others)
17,258 c.f
0.4 days
Varies ft. X Varies ft = 6,534 sq. ft. (bottom dimensions)
17,335 c.f
25.70 fmsl
27.75 fmsl
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.
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 perfonnance 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, Wilmington, NC 28412
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resi!eht of the subdivision has been named the president. Pvwj'S
1 (.� cm (� j Cjo a Notary Public for the State of LVo4 J l County of
VA o,JT-(Va (, do hereby personally appeared before me this
day of , d�X -I_, and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
M commission expires 14` 11
SEAL Y P
COMMONWEALTH OF PENNSZWVANI
Notarial Seal
Thorns M. McCurdy, Notary Publc
Form S'NU-103 Rev 3.99 Page 3 of 3 L.clwerMarion Up., MonWnM00ufY*
' My Commission E)#res Sept- 1, `M�
hEDmhPr rlp-n-.•.•.A,7fnir. Arvvi^!! Inn Of Notaries

,SW,YO6G6rIfod
/e2GV & Z-/S_0?_
LG�R9
In accordance with 'Title 15 NCAC 2H.1000, the Coastal Stormwater Management Regulations, deed
restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility.
Deed restrictions and protective covenants are necessary to ensure that the development maintains a
"built -upon" area consistent with the design criteria used to size the stormwater control facility.
t, , acknowledge, affirm and agree by my signature below, that
1 will cause the following deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit NumberSWB QLcg6o8 , as issued by the Division of Water Quality
under NCAC 2H. 1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming
under. them.
4. The covenants pertaining to starrriwatermay not be altered or rescinded without the express
written consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the Division of Water Quality.
6. T ximu llowabl ill- on r to a s ua e . loft
a tin de ny ipon a cons ed in of proy boun tie a at
ortion the nigh -way a he fro line a tha a pav m It up
a cl s, b is ofli to, s c ms, h , ore rave, ck, sto s e
' a an rkirrg a , but Ps include ed, o d de r or a wet
s rfac of s i inq o .
OR; if the proposed built -upon- areas per lot will vary, please REPLACE #6 above with the
following:
a7We al 72Wle5
­11 6. The maximum built -upon area per lot, in square feet, is as #64d bele;: $� / S s
Please see attached table
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
This allotted amount includes any built -upon � area constructed within; thb lot propaly boundaries,
and that portion of the right of --war 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.
7. All runoff from the built -upon areas on the lot must drain into the permitted system. This maybe
accompiished through a variety of means including roof drain gutters which drain to the street,
grading the lot to drain ward the street, or grading perimeter swales to collect the lot runoff
and directing them ' component of the stormwater collection system. Lots that will naturally
drain into the syste re not required to provide these additional measure .
Signature: Date: .?
1, NI tar Public in the
State of , Count of U!Yl7UV�c ,
II y
do hereby certify that J. I�1 4 el 1�-_personally a ed
`�nam1� �ilnjri/r
before me this the day of , 2 `` °e
9y �.
the due executio f the foregoing instrument. Witness my Arid and offs 1 se*®TAy
SEAL ®� ;fir=
41ganature �9G , jo00 r,
ion ex lies J s�jCKCOO �\\V\-\
My Commis p rrurrrr,,„ �

Table 5.1 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 1 RESIDENTIAL LOTS
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA.
(SQ. FT.)
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA
(SQ. FT.)
1
4,152
24
4,162
2
4,152
25
3
4,152
26
4
4,152
27
3,681
5
4,300
28
3,672
6
4,186
29
3,668
7
3,668
30
3,664
8
3,608
31
3,659
9
3,607
32
3,633
10
3,607
33
3,602
11
3,517
34
3,601
12
4,156
35
3,599
13
3,692
36
4,151
14
3,776
37
4,480
15
3,691
38
3,849
16
3,731
39
3,828
17
3,695
40
4,022
18
3,676
41
4,255
19
4,211
42
4,087
20
4,269
43
3,829
21
4,350
44
4,128
22
4,161
45
4,425
23
4,165
NOTE 1: AVG SQ. FT. PER LOT IS 3,923 SO. FT.
(168,669 SQ. FT. / 43 LOTS = 3,923 SO. FT.)
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 55' X 55' BUILDING
ENVELOPE, PLUS 18' WIDE DRIVEWAY (VARYING LENGTHS), PLUS SECTION
OF DRIVEWAY WITHIN ROW (124 to 180 SF, DEPENDING ON LOCATION IN
PHASE 1), UNLESS OTHERWISE NOTED. SIDEWALKS AND CURB RE NOT
INCLUDED IN BUA.
u
w 14;tj f h e .o. W,
Qy L
5*- -0-' i _,
FEB 15 2007
DWQ
nRoa # sGv go cvowo

Table 5.5 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 2 RESIDENTIAL LOTS
MAXIMUM
-1
MAXIMUM
IMPERVIOUS
IMPERVIOUS
LOT
SURFACE AREA
LOT
SURFACE AREA
NUMBER
SQ. FT.
NUMBER
SQ. FT.
46
4,176
60
4,189
47
4,165
61
4,187
48
4,149
62
4,189
49
4,226
63
4,187
50
4,145
64
4,195
51
4,152
65
4,187
52
4,151
66
4,187
53
4,151
67
4,187
54
4,151
68
4,187
55
4,147
69
4,183
56
4,166
70
4,186
57
4,165
71
4,186
58
4,213
72
4,232
59
4,253
73
4,289
MOTE 1: AVG SQ. FT, PER LOT IS 4,185 SQ. FT.
(117,181 SQ. FT. / 28 LOTS = 4,185 SQ. FT.)
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 55' X 55'
BUILDING ENVELOPE, PLUS 18' WIDE DRIVEWAY
(VARYING LENGTHS), PLUS SECTION OF DRIVEWAY
WITHIN ROW (126 to 164 SF, DEPENDING ON LOCATION
IN PHASE 2), UNLESS OTHERWISE NOTED. SIDEWALKS
IAND CURB RA E� NOT
INCLUDED IN,BUA.
�.01M.1041
9 S
FEB 15 2007
DWQ
"xoa # 5we ouoC003 Ato/9

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April 23, 2007
Ms. Linda Lewis
Environmental Engineer
NC Department of Environment and
Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: The Villages4t Turtle Creek Phases 1 & 2
Request for Additional Information
Stormwater Project No. SW8 060608
Dear Ms. Lewis:
CAVANAU G H
Solutions through integrity and partnersht,
Via Hand Delivery
:----
APR 2 1 70107
We received a request for additional information dated April 19, 2007, regarding our
February 15, 2007, permit modification submittal. We appreciate your requests and have
enclosed our responses to address your comments. Please find your comments below in
italics with my bulleted responses following:
Please provide legible calculations. Unfortunately, some of the numbers had
been highlighted on, the original, which copied very dark and obscured the
numbers.
• Revised "Drainage Area Design Sheets" have been revised to be legible
and are attached.
2. For Basins 1-B, 1-C and 1 D-2, the drainage areas and built -upon areas reported
on the application do not match up with the numbers used in the calculations.
Please correct and revise the plans, supplements and calculations as needed.
• Drainage areas and built -upon areas reported on the application were
incorrect. These numbers have been revised to coincide with the drainage
areas and built -upon areas on the "Drainage Area Design Sheets" and are
included in the attachment.

3. The plan view detail of Basin ID-1 on sheet C. 7.7 indicates that the emergency
outlet elevation is 31.25. Should this be 30.25?
• The annotation of the spillway has been revised to reflect an elevation of
30.25'. Please find sheet C.7.7 included in the revised documents.
4. Please label the spillway elevation on the plan view detail of Basin ID-2 on sheet
C. 7.8 as 27.75'.
An annotation was added to sheet C.7.8 indicating a "15' Spillway
Elevation @ 27.75'." Please find sheet C.7.8 included in the revised
documents.
To help facilitate your review of the enclosed documentation, the following is an
itemized breakdown:
1. One (1) copy of the revised Stormwater Management Application pages
indicating the drainage areas and built -upon areas for each individual infiltration
basin.
2. Two (2) conies of revised calculations including legible "Drainage Area Design
Sheets" for each basin.
3. Two (2) copies of revised sheets C.7.7 and C.7.8.
This additional information deals mainly with administrative, non -technical issues and
therefore, we hope this modification can be processed in an expeditious manner. If you
have any other questions regarding this project, please feel free to contact us as we are
more than pleased to do whatever we can to help this process along. Thank you for your
attention to this project, and we look forward to getting a revised permit in the near
future.
Very truly yours,
CAVANAUGH & ASSOCIATES, P.A.
"Ot-e, &4t7E:� APR 2 1 7nn7
Everett C. Gupton, E.I.

T14—E VILLAGES S AT
rT-IURTLECREEK,
TOWN OF SURF CITY,
PENDER COUNTY,
NORTH CAROLINA
MODIFICATION TO PHASE 1 AND 2
STORMWATER MANAGEMENT
HIGH DENSITY PERMIT APPLICATION
RFI RESPONSE CALCLUATIONS
Submitted: February 13, 2007
ECEIVEDesponse: April 20, 2007
APR 2 3 2007 �o�=��C�•O�( SS o ° ° �
nw@ SE. I �• -
# Sw 2roc&og C'i AVA N A U G H 32 .
Solutions through integrity and partnership
Ili UM
K♦
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]

THE VILLAGES A]-
7 LIR10 T ECRE K
TOWN OF SURF CITY,
PENDER COUNTY,
NORTH CAROLINA
MODIFICATION TO PHASE 1 AND 2
STORMWATER MANAGEMENT
HIGH DENSITY PERMIT APPLICATION
SUPPLEMENTAL REPORT ',
July 5, 2006
',D VE vised February 13, 2007
FEB 15 2007DWQ
C AVA N A U G H
Solutions through integrity and partnership
We provide superior client service and environmentally sound
designs through integrity, communication and partnership.
Consulting Engineers
Environmental Professionals
Land Surveyors
Design Professionals
130 N. Front Street, Suite 202, Wilmington, North Carolina 28401, Phone [phone], Fax [phone]

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 be 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
StormwaterManagsment Nigh Density PermltAppllcatlon

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 301,780 ft2 of dwelling and driveway area,
62,395 ft2 of sidewalk area, 197,500 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: 1,208,112 ft2 = 27.73 acres
Impervious Areas
Dwellings and Driveways: 301,780 ft2 = 6.93 acres
Sidewalk: 62,395 ft2 = 1.43 acres
Street and Gutter: 197,500 ft2 = 4.53 acres
PS Drive (Gravel Access) 4,682 ft2 = 0.11 acres
Calculation
6.93 + 1.43 + 4.53 + 0.11 = 13.00 acres
13.00 acres (impervious)J27.73 (total) = 0.4688 4 46.9%
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 Magee at Turtle Creek 3 of 6
Stormwater 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 ,h 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 IA-1, 1 A-2, 1 A-3, 1 D-1, and ID-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 ff/s. The runoff generated in the,
post -development scenario for Phases i and 2 that will be routed through
stormwater basins was also modeled for a 10-year storm and equals
The Villages at Tudle Creek 4 of 5
Stommater Management High Density Permit Application

approximately 2.58 ft3/s. Therefore, the flow was reduced from the pre -
development scenario to the post -development scenario by 39.35 fts/s for a 18-
year storm. The modeling results are shown in the Appendix.
The proposed storrrynrater 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,
Additional Information
Construction Schedule
1. Perform construction stake out.
2. !nstall 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.
The Villages at Turtle Creek 5 of 6
Stormwater Management High Density Permit Application

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 iillfages at Turtle creek 6 of 6
5tormwater Management High Density Permit Appllcatlon

DATE:
PROJECT:
PROJECT NO.:
DESCRIPTION:
DRAINAGE AREA DESIGN SHEET
April 20, 2007
Turtle Creek - Phase 1
041.05.043
Drainage Area Analysis - Basin 1A-1
DRAINAGE AREA 1A-1
Post Development
C
A fe
A ac
1
Dwelling & Driveway
„ GQ;98_:.:
I, .,::
;, A.G0 .
2
Sidewalk
A',99 :.'f
: -149
01105"
3
Street & Gutter
4
Grass
i10.25
968,
it t71.0 .i
5
7
Weighted C
0.51
Total Area acres
29,9881
0.69
Impervious Area acres
11,0251
0.25
Percent Impervious 36.8%
Volume Runoff to be Controlled From 3 Times a 1.5" Storm
Rv=0.05+0.009(1) (Simple Method, Scheuler)
1= 368 Percent Impervious
Rv= 0.38 Runoff Coefficient
V=P*Rv*Ad
Drawdown Calculation
P=
4.5 in
Design Rainfall
V=
0 098 ac-ft
Volume To Be Treated
V= 4;283 ft3
Volume To Be Treated
A=
6,025 fta
Area of Treatment Device
D=
0.75 ft
Pool Depth
V= 4,879 ft3
Volume of Treatment
79.00 ft
Seasonal High Water Table Elevation
31.00 ft
Bottom of Treatment Device
31.75 ft
Water Suface Elevation
V=
4,283 ft3
Volume To Be Drawn Down
A=
6,025 fe
Area of Treatment Device
k=
0.52 inthr
Most Restrictive Infiltration Rate
t=
17 hrs
Drawdown Time
t=
0.7 days
RECEIVED
APR 2 3 2007
DWQ
PROD #
SHEET 1 OF 7
DESIGN BY: EG
CHECKED BY: ET

Pond Report
Hydrallow Hydrographs by Intellsolve Tuesday, Feb 13 2007, 10:30 AM
Pond No. 1 - Basin 1A-1
Pond Data
Pond storage is based on known contour areas. Average and area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) ]nor. Storage (tuft) 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 7.842 3,657 8,536
Culvert I Orifice Structures
[A]
[B]
[C]
[0]
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
OrIE Coeff.
= 0.00
0.00
0.00
0.00
Multi -Stage
= n/a
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)
= 31.75
0.00
0.00
0.00
Weir Coeif.
= 3.33
0.00
0.00
0.00
Weir Type
= Root
---
---
---
Multi-stage,
= No
No
No
No
Rdlltration = 0.520 In/hr (Contour) Taftater Elev. = 0.00 It
Note: CuNertrOrlNce oulftowa have been analyzed under Inlet and outlet control.
Stage I Discharge
Stage (ft)
2.00
1.80 -
2.00
- 1.80
1.60
1.60
1.40
1.40
1.20
1.20
1.00
0.80
1.00
0•80
1
I
I
I
0.60 -II
0.60
0.40
0.40
0.20 -
0 00
- 0.20
0.00
O.0o
2.06 4.00
Total Q
6.00 8.00 10.00 12.00 14.00 16.00
18.00
Discharge (cfs)
9

DATE: aril 20, 2007
PROJECT: Turtle Creek - Phase 1
PROJECT NO.: 041.05.043
DESCRIPTION: Drainage Area Analysis -Basin 1A-2
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA 1A-2
Post Development
C
A
A (ac
1
Dwelling & Driveway„r.
a:.
004 s'
2
Sidewalk
;I;'0 9.:? 't
1,637
3
Street & Gutter
i
238.
4
Grass
rj
Weighted C
0.54
Total Area (acres)
16,454
0.38
Impervious Area (acres)
6,8751
0.16
Percent Impervious 41.8%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv=0.05+0.009(1) (Simple Method, Scheuler)
1= 41.8 Percent Impervious
Rv= 0.43 Runoff Coefficient
V=P`RV°Ad
Drawdown Calculation
P=
4.5 in
Design Rainfall
V=
O.O80. ac-ft
Volume To Be Treated
V= 2',629 ft3
Volume To Be Treated
A=
2,208 ft'
Area of Treatment Device
D=
1.25 ft
Pool Depth
V= 3,331 ft3
Volume of Treatment
28.0 ft
Seasonal High Water Table Elevation
30.0 ft
Bottom of Treatment Device
31.3 ft
Water Suface Elevation
V=
2,629 ft3
Volume To Be Drawn Down
A=
2,208 It'
Area of Treatment Device
k=
0.52 inlhr
Most Restrictive Infiltration Rate
t=
29 hrs
Drawdown Time
t=
1.2 days
RECEIVED
APR 2- 3 2007
DWQ
PROD #
SHEET 2 OF 7
DESIGN BY: EG
CHECKED BY: ET

Pond Report
Hydraflow Hydrographs by Intellsoive
Tuesday, Feb 13 2007. 10:30 AM
Ponca 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 (sqft)
Incr. Storage (cuft) 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 1 Orifice Structures
Weir Structures
[A]
[B]
CC]
[D]
[A] [B]
[Cl
[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. = 3.38 0.00
0.00
0.00
Invert El. (ft) = 0.00
0.00
0.00
0.00
Weir Type = Real ---
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-Valus = .000
.000
.000
.000
4rIE Coeff. = 0.00
0.00
0.00
0.00
Multistage = Ala
No
No
NO
Exflltration = 0.520 Inlhr (Contour) Tailwater Elev. = 0.00 ft
Stage (it)
3.00
2.00
1.00
000
Stage 1 Discharge
Note: CelvetllOniice oWlom have been analyzed under Inlet and outlet control.
Stage (ft)
3.00
2.00
C00
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 (oft)
13 1

DATE:
PROJECT:
PROJECT NO.:
DESCRIPTION:
April 20, 2007
Turtle Creek - Phase 1
041.05.043
Drainage Area Analysis - Basin 1A-3
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA 1A-3
Post Development
C
A (fe)
A (ac)
1
Dwellinq & Driveway
,, ...
..
2
Sidewalk
tl"95s;;
664
3
Street & Gutter
0 Ja:,
1,697
4
Grass
a2
;',']
r,'q.11 ;i•.
6
7
Weighted C
0.48
Total Area (acres)
7j0721
0.16
Impervious Area acres
2,361
1 0.05
Percent Impervious 33.4%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv=0.05+0.009(I) (Simple Method, Scheuler)
1= 334 Percent Impervious
Rv= 0.35 Runoff Coefficient
V=P*RV*Ad
Drawdown Calculation
P=
4.5 in
Design Rainfall
V=
0.021 ac ft
Volume To Be Treated
V= 929 fe
Volume To Be Treated
A=
1,085 a
Area of Treatment Device
D=
1.25 ft
Pool Depth
V= 1,757 ft3
Volume of Treatment
28.0 ft
Seasonal High Water Table Elevation
30.0 ft
Bottom of Treatment Device
31.3 ft
Water Suface Elevation
V=
929 ft3
Volume To Be Drawn Down
A=
1,085 fe
Area of Treatment Device
k=
0.52 inthr
Most Restrictive Infiltration Rate
t=
29 hrs
Drawdown Time
t=
1.2 days
RECEIVED
APR 2 3 2007
DWQ
PROJ #
SHEET 3 OF 7
DESIGN BY: EG
CHECKED BY: , ET

Pond Report
Hydraflow Hydrographs by Intelisohre
Tuesday, Feb 13 2007, 10:30 AM
Pond No. 3 - Basin 1A-3
Pond Data
Ponca storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgfi)
Incr. Storage (cuff)
Total storage (tuft)
0.00 30.00
1,085
0
0
1.00 31.00
1.596
1.341
1,341
1.25 31.25
1,732
410
1,757
2.25 32.25
2,314
2,023
3,780
Culvert 1 Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 0.00
0.00
OAO
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
Multl-Stage
= n/a
No
No
No
Stage (ft)
3.00
2.00
1.00
0 nrt
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (R)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
m 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
Exfiltration - 0.520 Inthr (Contour) Tailwater Elev. = 0.00 ft
Note: CulvediNfi a oulfloava have been analyzed under inlet and outlet control.
Stage 1 Discharge
.. . ............ .
........... . ....... ... .... .... . . . . .......
IIIIIL_I�J
........... ... I..._..
i
Stage (ft)
3.00
2.00
1.00
o n0
0.00 5.00 i0.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Discharge (cfs)
Total 0
i r7

DRAINAGE AREA DESIGN SHEET
DATE:
April 20, 2007
PROJECT:
Turtle Creek - Phase 1
PROJECT NO.:
041.05.043
DESCRIPTION:
Drainage Area Analysis -Basin 1 B
DRAINAGE AREA 1 B
Post Development
C.
A ftz
A ac
1
Dwelling & Driveway
;a.:..:188,569
;4.:33 !f;•>.
2
Sidewalk
37,613
lyl'rQ=$',!,•c_,
3
Street & Gutter
113,771
4
Grass
�}'Gij'
5
g
7
iZIJ
Weighted C
0.57
Total Area acres
i` ,249
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(I)
(Simple Method, Scheuler)
1=
45.2 Percent Impervious
Rv=
0.46 Runoff Coefficient
V=P*RV*Ad
P=
1.5 in Design Rainfall
V=
0.666 ac ft Volume To Be Treated
V= 42;946 fe Volume To Be Treated
A=
4,802 fe Area of Treatment Device
D=
5.50 ft Pool Depth
Drawdown Calculation
V= 56,450 fts
Volume of Treatment
Okay
Capacity
19.0 ft
Seasonal High Water Table Elevation
21.0 ft
Bottom of Treatment Device
26.5 It
Water Suface Elevation
V=
42,946 fts
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
RECEIVED
APR Z 3 2007
DWQ
PROD #
SHEET 4 OF 7
DESIGN BY: EG
CHECKED BY: ET

Pond Report
Hydratlow Hydrographe by Iritelisolve
T
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. Stnrage {cult)
Total storage (tuft)
0.00 21.00
4,802
0
0
1.00 22.00
6,615
6,669
5,659
2.00 23.00
8,457
7,486
13,145
3.00 24.00
10,590
9,624
22,668
4.00 25.00
12,925
11,758
34,426
5.00 26.00
15,331
14,128
48,564
5.50 28.50
18,252
7,896
56,449
Ann 27_nO
18.136
8.597
55.046
Culvert! Orifice Structures
[A]
[B]
[C]
[a]
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
Multi -Stage
= nla
No
No
No
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
---
---
---
Muld-Stage
= No
No
No
No
Ediltratlon = 3.960 inlhr (Contour) Tallwater Elev. = 0.00 R
Notes CulvertlOrfte aWkws have been analMd under inlet and outlet control.
Stage (ft) Stage 1 Discharge stage (ft)
6.00
6.00
4.00
3.00
2.00
1.00
0.00
0.00 2.00 4.00 6.00
Total Q
6.00
5.00
4.00
3.00
2.00
1.00
0.00
8.00 10.00 12.00 14.00 16.00 18.00 20.00
Discharge (cfs)

DRAINAGE AREA DESIGN SHEET
DATE: April 20, 2007 SHEET 5 OF 7
PROJECT: Turtle Creek - Phase 1 DESIGN BY: EG
PROJECT NO.: 041.05.043 CHECKED BY: ET
DESCRIPTION: Drainage Area Analysis - Basin 1C
DRAINAGE AREA 1C
Post Development
C
A
A ac
1
Dwelling & Driveway
r;;;;f
4: ';
' 84,875
:. -1; 9. ':r:."
2
Sidewalk
11,809
3
Street & Gutter
38,273
4
Grass
5
Pump Station
a 95 d;
4,682
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=
48.6 Percent Impervious
Rv=
0.49 Runoff Coefficient
V=P*Rv*Ad
P=
1.5 in Design Rainfall
V=
0.396 ac-ft Volume To Be Treated
V= 17,256 fe Volume To Be Treated
A=
9,377 ftz Area of Treatment Device
D=
2.25 ft Pool Depth
Drawdown Calculation
V=F 26,859 fe
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 fe
Volume To Be Drawn Down
A=
9,377 ft2
Area of Treatment Device
k=
2.99 inthr
Most Restrictive Infiltration Rate
t=
9 hrs
Drawdown Time
t=
0.4 days
RECEIVED
DWQ
o� #

Pond Report
Hydreflow Hydrographs by Intelisolve
Tuesday, Feb 13 2007, 10:30 AM
Pond No. 5 - Basin 1 C
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 (tuft)
Total storage (tuft)
0.00 12.00
9,377
0
0
1.00 13.00
11,459
10.418
10.418
2.00 14.00
14,194
12,827
23,245
2.25 14.25
14,725
3,615
26,859
2.75 14.75
15,796
7,630
34.490
3.75 15.75
17,980
16,688
51,378
Culvert IOrifice. 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
Orlf. 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
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. lift)
= 14.75
0.00
0.00
0.00
Weir Coeff.
= 3.33
0.00
0.00
0.00
Weir Type
= Ract
...
---
--
Multi-Stage
= No
No
No
No
Exflltration = 2.990 inthr (Contour) Tallwater Elev. = 0.00 It
Note: CulveNOriflce outibwe have been analyzed under Inlet and pullet control.
Stage I Discharge
Stagg (ft)
4.00
3.00
2.00
1.00
0.00 r 1 1 t °1 1 1 , 0.00
0.00 5.00 10.00 16.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 56.00
Total Q Discharge (cfs)
25 1

DATE:
PROJECT:
PROJECT NO.:
DESCRIPTION:
April 20, 2007
Turtle Creek - Phase 1
041.05.043
Drainage Area Analysis -Basin 1 D-1
DRAINAGE AREA DESIGN SHEET
DRAINAGE AREA iD-1
Post Development
C
A (ftz)
A ac
1
Dwellin & Drivewa
,...
::F;�p„;�'�:�°'';
� 8,565.';�,�..
2
Sidewalk0`ta
:
3
Street &Gutter
9,648-.
4
Grasstr!0y::>K„iw';.+'"�Bi:
Weighted C
0.65
Total Area acres
38,3011 0.88
Impervious Area(acres)
21,851 1 0.50
Percent Impervious 57.0%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv=0.05+0.009(I)
(Simple Method, Scheuler)
1=
570 Percent Impervious
Rv=
0.56 Runoff Coefficient
V=P*RV*Ad
P=
4.5 in Design Rainfall
V=
0.186 ac-ft Volume To Be Treated
V=F 8,093 ft? Volume To Be Treated
A=
2,790 flz Area of Treatment Device
D=
2.25 ft Pool Depth
Drawdown Calculation
V=F 9,450 f0
Volume of Treatment
Okay
Capacity
24.00 ft
Seasonal High Water Table Elevation
27.00 ft
Bottom of Treatment Device
29.25
Water Suface Elevation
V=
8;093ii fe
Volume To Be Drawn Down
A=
2,790 it'
Area of Treatment Device
k=
2.55 in/hr
Most Restrictive Infiltration Rate
t=
11 hrs
Drawdgwn Time
t=
0.4 days
RECEIVED
APR 2 3 20€ 7
DWQ
PROJ #
SHEET 6 OF 7
DESIGN BY: EG
CHECKED BY: ET

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 6 - Basin 1 D-1
Pond Data
Pond storage is based on known contour areas. Average and area method used.
Stage ! Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 27.00
2790
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]
IC]
[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. (tit)
= 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
D.00
Weir Type
= Riser
---
--
---
Length (ft)
= 50.00
0.00
O.DO
D.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
Exfiltration = 2.550 in/hr (Contour) Tallwater Elev. = 0.00 ft
Stage (ft)
3.00
2.00
1.00
000
Note: GuhreriHhifies OUIllovls have been analyzed under Intel and culls'
Stage 1 Discharge
Stage (it)
3.00
2.00
KIM
0.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.OD 9.00 10.00 11.00 12.00
Total Q Discharge (cfs)
29

DRAINAGE AREA DESIGN SHEET
DATE: April 20, 2007 SHEET 7 OF 7
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 (fly)
A (ac)
1
Dwelling & Driveway
2
Sidewalk
095
4;;885
b 11'
3
Street & Gutter
0 95; I
21' 997
4
Grass
5i
�Illi!! Ili
7
Weighted C
0.65
Total Area (acres)Bb
686
1.85
Impervious Area (acres)
46,652
1 1.07
Percent Impervious 57.8%
Volume Runoff to be Controlled From 3 times a 1.5" Storm
Rv=0.05+0.009(I)
(Simple Method, Scheuler)
1=
57.8 Percent Impervious
Rv=
0.67 Runoff Coefficient
V=P*Rv*Ad
P=
4.5 in Design Rainfall
V=
0.396 ao-ft Volume To Be Treated
V= 17,258 fe Volume To Be Treated
A=
6,534 fe Area of Treatment Device
D=
2.05 ft Pool Depth
Drawdown Calculation
V= 17,335 fP
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=
17,258 ft'
Volume To Be Drawn Down
A=
6,534 if
Area of Treatment Device
k=
2.55 in/hr
Most Restrictive Infiltration Rate
t=
10 hrs
Drawdown Time
t=
0.4 days
RECEIVED
APR 2 3 2007
BWQ
PROD #

Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 13 2007,10:30 AM
Pond No. 7 - Basin 1 D-2
Pond Data
Pond storage is based on known contour areas. Average and area method used.
Stage 1 Storage Table
Stage (1t) Elevation (ft)
Contour area (sgft)
Incr. Storage (curt)
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
10.082
1.55 27.25
9,451
2.302
12,364
1.80 27.60
9,941
2.424
14,788
2.05 27.75
10,434
2,547
17,335
3.05 28.75
12,443
11,439
26,774
CulvertI Orifice Structures
[AJ
[B]
[C]
[DI
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
Inert El. (a)
= 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
Multi -Stage
= n!a
No
No
No
Stage (ft)
4.00
3.00
2.00
1.00
0 lift
Weir Structures
[A]
[B]
[C]
[©1
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Crest El. (ft)
= 27.75
U0
0.00
0.00
Weir Coaff.
= 3.33
0.00
0.00
0.00
Weir Type
= Red
---
--
---
Multi-Stage
= No
No
No
No
Exflitratlon = 2.550 inlhr (Contour) Tallwater Elev. = 0.00 It
Stage ! Discharge
Note: CUWeNOdfioe ouMm have been aneWed under tried and outset cv"
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
Discharge (ds)
Total 0
33

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
April 19, 2007
J.B. Dilsheimer, Vice President
DCNC North Carolina I, LLC
2528 Independence Boulevard, Suite 104
Wilmington, NC 28412
Subject: Request for Additional Information
Stormwater Project No. SW8 060608
The Villages at Turtle Creek Phases 1 & 2
Onslow County
Dear Mr. Dilshemer:
The Wilmington Regional Office received a modified Stormwater Management Permit
Application for The Villages at Turtle Creek Phases 1 & 2 on February 15, 2007. A preliminary
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. Please provide legible calculations. Unfortunately, some of the numbers had
been highlighted on the original, which copied very dark and obscured the
numbers.
2. For Basins 1-B, 1-C and 1 D-2, the drainage areas and built -upon areas reported
on the application do not match up with the numbers used in the calculations.
Please correct and revise the plans, supplements and calculations as needed.
3. The plan view detail of Basin 1 D-1 on sheet C.7.7 indicates that the emergency
outlet elevation is 31.25. Should this be 30.25?
4. Please label the spillway elevation on the plan view detail of Basin 1 D-2 on sheet
C.7.8 as 27.75.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to May 19, 2007, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Nam` Caro ' a
�tura��
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterguality.org Fax [phone]
An Equal OpportunRy/Affirmative Action Employer— 50°% Recycled110% Post Consumer Paper

Mr. Dilsheimer
April 19, 2007
Stormwater Application No. SW8 060608 Mod.
Please reference the State assigned project number on all correspondence. Any
original documents that need. to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQSISTORMWATERIADDINF0120071060608mod. apr07
cc: Eric Tomczak, P.E., Cavanaugh & Associates
Linda Lewis
Page 2of2

Turtle Creek SW8 060608 Mod.
9
Subject: Turtle Creek SW8 060608 Mod.
From: Linda Lewis <[e-mail]>
Date: Thu, 19 Apr 2007 17:40:18 -0400
To: Everett Gupton<[e-mail]>
Everett:
Attached please find my review comments regarding this application.
Linda
Content -Type: application/msword
060608mod. apr07. doc
Content -Encoding: base64
__ _ i __ . .......
1 of 1 4/19/2007 5:40 PM

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FOR DITCH MAIN
INSTALL CONCRETE
DRlVCWAY APRON
FOR ACCESS M
LODGEHALL. RD. AMID
\1 �, 101 F
PROPOSED PHASE 1 STORMWATER PLAN
RAINAGE AREA 1D-1
DRAINAGE AR6ID-AIN
AGE AREA ID-2
PHASE 1 DRAINAGE AREAS
DRAINAGE AREA 1c
DRAINAGE AREA
AREA (ACRES)
AREA 1A-1
0.69
AREA 1A-2
0.38
AREA 1A-3
0.16
AREA 1B
8.37
DRAINAGE AREA 1R
AREA 1C
6.51
AREA 1D-1
0.88
AREA 1D-2
1.85
TOTAL PHASE 1
18.84
RAINAGE AREA 1A-2
DRAINAGE AREA
RAINAGE AREA 1A-3
DRAINAGE AREA 1A-
PHASE 1 SPECIFICATION
JUNCTION BOXES (JB)
3
YARD INLETS (YI)
1
CURB INLETS CI)
25
5' X 7' BYPASS BOX
2
15" HDPE SDR 32.5
1,935 L.F.
18" HOPE SDR 32.5
454 L.F.
24' HOPE SDR 32.5
349 L.F-
30" HOPE SDR 32.5
351 L.F.
36" HOPE SDR 32.5
508 L.F.
42" HOPE SDR 32.5
250 L.F.
INFILTRATION BASINS
7
RIP RAP APRONS
15
LEVEL SPREADERS
9
004ERAI NOTED
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F.
RIGGS AND ASSOCIATES, P.LSf L-2981. INFORMATION PROVIDED
_ - -
(9) LATERAL SEPARAT10H OF SEWERS OR WATER MAINS WATER MAINS SHALL BE LAD AT LEAST TEN
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM OF STORMWATER PIPE AND TOP OF
FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RF.COROATON.
(10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR
SEWER PIPE
(2) BUFFLR NFORIEATOH AND SETBACI(S HAVE BEEN
BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION - IN WHICH CASE:
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO 13E DIRECTED TO RIGHT-OF-WAY, OR TO YARD NLET (OR OTHER STORMWATER
ON
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE E EVARON ON THE BOTTOM OF
COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN.
I�MLAND
TiE WATER MAIN AT LEAST EIGHTEEN ITS) INCHES ABOVE THE 7CP OF SEVIER. OR
(14) FOR MA)MAIM ALLOWABLE SULT-UPON AREA PER LOT SEE TABLE S7 ON SHEET 5A AND TABLE 5,5 ON SHEET 65..
(3) 7RAl:TOR TO FELD VERff1' ALL FDDSTNG UTLHIIES BEFORE
(B) THE WATER MAIN IS LAD IN THE SAME TRENCH AS THE SEWER MTH THE WATER MAIN
(13) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY RUNOFF FROM NPERVIOUS SURFACE
COMMENCING OONS7RUC710N.
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED AND WITH THE ELEVATION OF
FUTURE COMMERCIAL AREA, A PERMIT MODIFICATION WLL BE NECESSARY PRIOR TO CONSTRUCTING ANY
(4) IS FOR ALL WASTE
11-E WnDM OF WATER LEAST (EARTH,
INCHES ABOVE THE TOP OF SEWER.
ADDITIONAL IMPERVIOUS SURFACE
MMATERIALS GENERTRACTOR
ATED DEMLE
OLITION AND GRUBBING
(10) CROSSING A WATER MAINS OVER AMAIN SEWER? WHF?EVER NECESa)
SARY FOR AA WATER MAIN TO CROSS
(10) THE STORMWATER MANAGEMENT PLAN DEMTEO ON THESE SHEETS SHALL BE CON37RU070 IN ACCORDANCE WITH THE SEDMENT
ACTIM71ES SHOWN.
OVER A SEWER, THE WATER MAIN SHALT. BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF
@ EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
5 SEDIMENT FENCING TO
( BE AT THE LIMIT OF pSNRBAIICE FOR
THIS CONSTRUCTION
THE
E WATER MAIN IS AT LEAST SICN7FFN 18 INCHES ABOVE
( ) THE TOP OF THE SEWER, UNLESS
LOCAL
7 ACCORDING TO THE SEDIMENTATION POLLUTION
(» TON CONTROL ACT OF 1973 (NORTH CAROUNA GENERAL STATUTE 51-00)
SECT IS SUBJECT TO APPROVED EROSION
SITE, AT LEAST ONE FOOT (7') FROM
WETLANDS
CONDITIONSHEAT BARRIERS PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN MUCH
CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
AND CONTROL PLAN. THE CONTRACTOR PULL ADHERE TO ALL
SHALL O A
OF 'THE CONDITIONS SET FORTH IN THE APPROVED PLAN.
O APPROVED BY A COPY OF THE APPROVED
(11 CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 1.
INTERVALS ALONG SEDIMENT FENCING
WITH JOINTS THAT ARE EQUIVALENT TO WATER MAN STANDARDS FOR A DISTANCE OF TEN (10)
FEET ON EACH SIDE OF THE CROSSING.
IS APRESCRIBED T
SEDIMENTATION AID EROSION CONTROL PLAN SHALL BE DISPLAYED AT THE JOB S1E AT ALL TIMES
B STE
(18) ALL FITTINGS TO BE MJ DIP MTH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS
(7) ALL DISTURBED AREAS TO BE SEEDED. FER711JZED, AND MULCHED
(it) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER T{AN 2.1. SOD SHALL BE USED FOR ALL SLOPES FLATTER
WITHIN 13 CALENDAR DAYS OF GRADING ACTIVITIES
(8) WATER, SEWER, AND S70RMWATM PIPES TO BE INSTALLED IN
CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUC70 OF
FERROUS MATERIALS AND WITH JOINTS EQLNVALE14T TO WATER MAIN STANDARDS FOR A DISTANCE
THAN 2.1.
(20) FINISHED FLOOR ELEVATION (FFE) DEN71FIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2'-4' OF TOP
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETAILS
OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN
SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
ET EET C.7.10.
SHE
PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH M.U.T.C.D.
V=
Q
Z�
a
Q
Q�
C
v
3
2
2
0
Table5.1 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE i RESIDENTIAL LOTS
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA
0,FT.
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACEAREA
(SO. FT.
1
4,152
24
4182
2
4152
25
3
4152
26
4
4,152
27
31681
5
1 4,300
28
3672
8
4,186
29
3.669
7
3 6fi8
30
3,864
83,603
31
3,659
9
3,607
32
3.633
10
3,607
33
3,602
11
3,517
34
3.801
12
4158
35
31599
13
3.692
36
4,151
14
3,776
37
4,480
15
3.891
38
3.849
18
3.731
39
3.828
17
3,695
40
A022
18
3,676
41
4,255
19
4,211
42
4,087
2D
211
4269
-4,350
43
SA29
44
4,128
22 1
4.161
45
4,425
29
4165
NOTE 1: AVG SO. Fr. PER LOT IS 3,923 SO. FT.
068 669 SO. FT. / 43 LOTS = 3.923 SQ. FT.)
NOTE 2: TOTAL B'UA FOR EACH LOT INCLUDES 56 X 59 BUILDING
ENVELOPE, PLUS 1S' WIDE DRIVEWAY (VARYING LENGTHS), PLUS
SECTION OF DRIVEWAY WITHIN ROW (124 tD 180 SF, DEPENDING ON
LOCATION IN PHASE 1), UNLESS OTHERWISE NOTED. SIDEWALKS
AND CURB ARE NOT INCLUDED IN BUA.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVE CCNSTRUCTNN ENTRANCE
3. CLEAR SITE, BUT DO NOT GRUB.
4. 'NSTALL ALL EROSION AND SEDRGEiI7 CONTROL MEASLW_S
S GRUB SITE
6. CONSTRUCT SEDIMENT BASINS
7. COMMENCE ROUGH GRADING OF THE SITE
e, INSTALL STORMWATER MANAGEMENT DEVICES.
0. CONSTRUCT SEW'Fn COLLECTION SYSTEM.
I O.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-FERTFUZE AND MULCH ALL DISTURBED AREA.
18.CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE
17.APPLY FINAL ASPHALT COURSE
1B.AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES
SHEET NO.
C,.5.1
P
-�
�
W
U
Z
LLillU .s

P. 01
TRANSACTION REPORT
MAR-16-2007 FRI
02:03 PM
:K FOR: NCDENR
9103502004
SEND
:K
DATE START RECEIVER
TX TIME PAGES TYPE
NOTE
M# DP
MAR-16 02:02 PM 93284132
1'28" 7 FAX TX
OK
285
:K
TOTAL :
1M 28S PAGES: 7
State OfNot& Ce OHM
Deparbnent of Envir+o=ent and Natural Resources
Wihmt%non Regional Office
A ichael F. Frey, Govemor William Or. Ross Yr., Secretary
FAX COVR SHEET
Date: /��° 7 No. Of Pages: (esdw bg ter)
To: ely/i..s r.0 '.v s From :�ro C9s' rrw e,e--
CO:CO: NC DENR
FAX #:io FAX#: 9Ia-350-a004
121 Cordleel Drive Enmeleo, fie, NX_ 2$405aM Tckphme pj% 7q&7W Fs (910) 391,VU
An ZqW OPMWdW Al nuMi a Aefin Emp o w.

CAVANAU G H
Solutions through integrity and partnership
February 13, 2007 U( )(,
Ms. Linda Lewis
Environmental Engineer
North Carolina Department of Environment and Natural Resources
Division of Water Quality r
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Re: The Villages at Turtle Creek - SW8 060608
Dear Ms. Lewis: \/
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 permit was issued 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 as Phase 1.
CA is applying for the modification of the permit to include changes that have been made to
Phases 1 and 2. This modification will demonstrate sufficient capacity in the storm' water
management system to accommodate the limited changes to Phases 1 and 2. The
modifications addressed in this submission include a revised entrance from NC 210 into Phase
1 of the property, as well as a detailed site plan for the amenity area. Also, subdivision road
widths within the property have been reduced, creating a net reduction in the total impervious
surface located in Phases 1 and 2. The changes in the entrance, amenity area, and road
widths have caused the total built -upon area (BUA) for the phases to be revised as well. Please
note, the BUA tables for Phases 1 and 2 have been updated to include only the proposed
maximum allowable house footprint and its associated driveway (both on the lot and the right-
of-way fronting the lot). In the original permit, all sidewalk within the right-of-way was also
included in the calculations for the BUA tables. Per an email discussion with you on October
11, 2006, the sidewalk has been removed from the BUA table.
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 $420.00 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) copy of the executed 'Infiltration Basin Supplement' for Phase 1 Basin 1 D-1.

The Villages of Turtle Creek 02/13/07
041.05.043 Page 2 of 2
9. One (1) 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, C.7.7, C.7.8, C.7.9, C.7.10, and C.7.11.
11. Two (2) copies of the `Stormwater Management High Density Permit Application
Supplemental Report.'
12. One (1) copy of the deed for the subject property of which Phases 1 and 2 are a portion.
13. One (1) copy of the Deed Restrictions and Protective Covenants for high density
residential subdivisions.
14. One (1) copy of the agent authorization letter.
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 also 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.
Please do not hesitate to contact our office should you have any questions, comments, or
require any additional information.
Regards,
CAVANAUGH & ASSOCIATES, P.A.
Everett Gupton, E.I.
Cc: Tom Miner, DCNC North Carolina I, LLC
041.05.043 Turtle Creek\Dots\Permits\Stormwater\Phasei\Phasei Modification for 210 Entrance Re-alignmentTermitModCover Letter.doc