SW8070435_Historical File_20080502

H�Q� Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Q Coleen H. Sullins Director
Division of Water Quality
May 2, 2008
Brian Dilsheimer, Manager
Dilsheimer Communities of North Carolina, LLC, Manager
DCNC North Carolina I, LLC
2528 Indepencence Blvd, Suite #104
Wilmington, NC 28412
Subject: Stormwater Permit No. SW8 070435 MOD
The Villages at Turtle Creek - Phases 4 & 5
High Density Subdivision Project
Pender County
Dear Mr. Dilsheimer:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
The Villages at Turtle Creek - Phases 4 & 5 on April 18, 2008. 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 070435MOD
dated May 2, 2008, for the construction of the subject project.
This permit modification revises Permit No. SW8 070435, issued September 18, 2007 as follows:
1. Adjusts the drainage area and for the infiltration basins.
2. Revises the allocated built -upon -area.
3. Adjusts the infiltration basin design
Please replace the previously approved plan set with the set of plans approved with this permit
modification.
This permit shall be effective from the date of issuance until September 18, 2017, and shall be subject
to the conditions and limitation ns 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
Christineleck
or me at [phone].
Since ly,
Edward
Regional Supervisor
Surface Water Protection Section
ENB/can: S:\WQS\STORMWAT\PERMIT\070435MOD.may08
cc: Eric Seidel, Cavanaugh & Associates, P.A.
Pender County Building Inspections
Christine Nelson
Wilmington Regional Office
Central Files
Nne
orthCarohna
Awmridy
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 070435MOD
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 Dilsheimer & Dilsheimer Communities of North Carolina, LLC & DCNC North
Carolina 1, LLC
The Villages at Turtle Creek - Phases 4 & 5
Intersection of NC 210 and Lodge Hall Road, Surf City, Pender County
FOR THE
construction, operation and maintenance of two 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 modification revises Permit No. SW8 070435, issued September 18, 2007
as follows:
4. Adjusts the drainage area and for the infiltration basins.
5. Revises the allocated built -upon -area.
6. Adjusts the infiltration basin design
Please replace the previously approved plan set with the set of plans approved with this
permit modification.
This permit shall be effective from the date of issuance until September 18, 2017, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The subdivision is
permitted for 94 lots, each allowed a maximum amount of built -upon area as
indicated in Section 11.15 and Attachment A of this permit.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The basins must be operated with a 50" vegetated filter.
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 approved for the two infiltration basin
stormwater facilities, and must be provided in the system at all times:
Basin 4A
Basin 4B
a.
Drainage Area, acres:
22.42
8.45
Onsite, ft2:
976,425
367,895
Offsite, ft2:
None
None
b.
Total Impervious Surfaces, ft2:
408,996
173,485
Lot Built Upon Area, ft2:
259,128
97,857
Roads/Parking, ft2:
119,496
58,163
Sidewalks, ft2:
30,372
17,465
C.
Design Storm, inches:
1.5
1.5
d.
Basin Depth, feet:
3.00
2.75
e.
Bottom Elevation, FMSL:
30.00
37.00
f.
Bottom Surface Area, ft2:
23,785
23,833
g.
Bypass Weir Elevation, FMSL:
32.00
38.25
h.
Permitted Storage Volume, W:
54,786
33,279
i.
Type of Soil:
Onslow
Mandarin
j.
Expected Infiltration Rate, in/hr:
0.60
1.51
k.
Seasonal High Water Table, FMSL:
28.0
34.33
I.
Time to Draw Down, days:
1.7
0.4
M.
Receiving Stream/River Basin:
Becky's Creek/Cape Fear
n.
Stream Index Number:
18-87-8
o.
Classification of Water Body:
SA; HQW
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage
feature (such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
3. 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.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit
was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. Infiltration systems should not be used
as erosion control devices, due to the potential clogging. 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.
8. 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. A
modification may be required for those deviations.
9. 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 slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. Access to all components of the system must be available at all times.
10. 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.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
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.
13. 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.
14. 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.
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 070435, 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 indicated in Attachment A of this
permit. This allotted amount includes any built -upon area constructed
within the lot property boundaries, and that portion of the right-of-way
between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick,
stone, slate, coquina and parking areas, but does not include raised, open
wood decking, or the water surface of swimming pools.
g. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
h. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to 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.
i. Built -upon area in excess of the permitted amount will require a permit
modification.
18. 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.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
III. GENERAL CONDITIONS
1. 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 both parties involved, accompanied by 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) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
10. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Permit issued this the 2nd day of May, 2008.
NORTbVCAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for uoieen H. 6unins, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
Attachment A. Maximum Built -Upon Area per Lot
Lot # i
Maximum Built-
Upon Area ftz
Lot #
Maximum Built-
Upon Area ft2
Lot #
Maximum Built- i
Upon Area ft2
127
3,700
159
3,630
191
3,770
128
3,500
160
3,645
192
3,810
129
3,725
161
3,615
193
4,510
130
3,780
162
4,200 j
194
5;015
131
3,785 ,
163
3,740
195
4,510
E 132
3,700
164
3,750
196
3,830
133
3,700
165
3,750
197
3,785
134
3,815
166
3,750
198
3,750
135
4,200
167
3,745
! 199
4,270
136
3,805
168
3,345
200
3,750
137
3,805
169
3,500
201
3,350
138
3,815
170
3,785
202
3,350
139
3,700
171
3,750
203
3,350
140
3,700
172
3,700
204
3,350
141
3,700
173
3,755
205
3,700
142
4,200
174
4,245
206
3,785
143
3,950
175
3,785
207
3,675
144
3,885
176
3,800
208
3,675
145
3,880
177
3,790
209
3,675
146
3,700
178
3,785
210
3,675
147
4,470
179
3,785
211
3,775
148
3,700
180
3,785
212
3,775
149
3,750
181
182
3,675
213
214
3,785
3,785
150
_
3,750
3,675
151
4,245
183
3,675
215
4,260
152
3,750
184
3,675
216
3,780
153
3,750
185
3,775
217
3,780
154
3,760
186
3,775
218
3,785
155
3,760
187
4,300
219
3,755
156
3,640
188
3,780
220
3,795
157
3,665
189
3,500
158
3,645
190
3,730
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
The Village at Turtle Creek Phases 4 & 5
Stormwater Permit No. SW8 070435MOD
Pender County
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 is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 070435MOD
Certification Requirements:
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 bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the 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. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Pender County Building Inspections
Page 9 of 9

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
- l -v]*L-I—Abo,po
4 87
I <w 670 Y9 5
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
DCNC North Carolina I, LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Mailing Address for person listed in item 2 above:
jt
0� per Crv,„���� ,k ►.l th
CGoliv.o�, LLC, rna not
2528 Independence Blvd. Suite #104
City:Wilmin Ion State:NC Zip:28412
Phone: (910 ) 790-9880 Fax:
Email:jbd®dilsheimer.com
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 - Phase 4 & 5
5. Location of Project (street address):
NC 210 and Lodge Hall Road
City: Surf City County: Pender Zip: 28445
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
7. Latitude:340 27 0.45" N Longitude:770 32' 55.24" W of project
8. Contact person who can answer questions about the project:
Name:Tom Miner Telephone Number: (610 ) 617-9703
EmaiI:[e-mail]
H. PERMIT INFORMATION:
1. Specify whether project is (check one): ❑New ❑Renewal ®Modification
Form SWU-101 Version 03.27.08 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 060608 and its issue date (if known) Tuly 20, 2006
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SUP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control Z404/401 Permit ❑NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater runnoff from the impervious and non impervious areas will sheet flow to valley curb for eventual
discharge to two (2) proposed infiltration ponds by way of swales curb inlets yard inlets and ]iped stormwater
conveyance system.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Property Area: 74.90 acres 4. Total Wetlands Area: 38.52 acres
5. 100' Wide Strip of Wetland Area: 0 acres (not applicable if no wetlands exist on site)
6. Total Project Area**: 36.38 acres 7. Project Built Upon Area: 36.61 %
8. How many drainage areas does the project have? 2
9.
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.
For high density projects, co m lete the table with one drainage area for each engineered stormwater device.
Basin Information
Drainage .Area 1
Drainage Area 2
Receiving Stream Name
Becky's Creek
Becky's Creek
Stream Gass & Index No.
SA l�_� -
SA
Total Drainage Area (sf)
976,425
367,895
On -site Drainage Area (sf)
976,425
367,895
Off -site Drainage Area (sf)
0
0
Existing Impervious* Area (sf)
0
0
Proposed Impervious*Area (sf)
408,996
173,485
% Impervious* Area (total)
41.9%
47.2%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
259,128
97,857
On -site Streets (sf)
119,496
58,163
On -site Parking (sf)
0
0
On -site Sidewalks (sf)
30,372
17,465
Other on -site (sf)
0
0
_ 0
Off -site (sf)
0
Total (sf):
408,996
173,485
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (B UA).
Form SBVU-101 Version 03.27.08 Page 2 of 4

'Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. This is the area used to calculate percent project built upon area (BUA).
10. How was the off -site impervious area listed above derived? Computer Generated
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following 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. Forms can be
downloaded from http://h2o.enr.state.nc.us/su/bmp forms.htm - deed restrictions.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include a1I the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BUT specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms. Forms can be downloaded from
httv://h2o.enr.state.nc.us/su./bmv forms.htm.
Form SW401-Low Density
Low Density Supplement
Form SW401-Curb Outlet System
Curb Outlet System Supplement
Form SW401-Off-Site System
Off -Site System Supplement
Form SW401-Wet Detention Basin
Wet Detention Basin Supplement
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW40140ermeable Pavement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Form SWU-101 Version 03.27.08 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 Office. (Appropriate office may be found by locating project on the
interactive online map at http://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• OriginaI and one copy of the Stormwater Management Permit Application Form fis
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if LA S
required as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP F— A S
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR E AS
• Calculations & detailed narrative description of stormwater treatment/management F—AS
• Copy of any applicable soils report EA S
• Two copies of plans and specifications (sealed, signed & dated), including: ZR S
- 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. (ex. designing engineer or firm)
Designated agent (individual or firm): Cavanaugh & Associates, P.A.
Mailing Address:130 North Front Street Suite 202
City: Wilmington State: NC Zip: 28401
Phone: [phone] Fax: (910 ) 392-4612
Email:eric seidel@cavanaug_hsolutions.com
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) T.B. Dilsheimer ,
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21H.1000. A /i
Date: 3 �-09
Form SWU-l0J-" Version 03.27.08 Page 4 of 4

P,01
TRANSACTION REPORT
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SE EST
Date: es
To: Cam► N ,4� r �k-r
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Fax: 41 CC> � �, �i a � `"�� t Z.
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RIMiam G. Russ, Jr., Secretary
No. Pages (excl. cover):
Express Permitting
From: Sandra Exum
Phone: l9I0i 796-7265
Fax: [phone]
127 Cardinal Drivc Extension, Wilmington, NC 28405 a [phone] • An Equal Opportunity Affirmative Action Employer

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State of North Carolina
Department of Environment and Natural Resources
Wihnlaeton Regional Office
Mkhaol F. Easley, Governor {fW 1= � Ross, Jr., Secretary
FAX COVER SHICET
Date: Hay 2, 2008 No. Pages (exal, cover): 9
Express Permitting
TO From: Randxa Exum
Co: CavenaWb & Associates, PA Mono: [phone]
Fax: [phone] Fax: [phone]
Re: 9=99 wit The Villas s g1 Lic2a Qm&Phases 4 �,
CODY to follow
127 Cardinal Drive extrusion, Wihrungron, NC 2W5 . [phone] • An Equal Opportentty Affl mauve Action Employer
State of North Carolina
Department of Environment and Natural Resources
Wslinington Regional Office
MIchild A Barley, Governor WtWM O. Ross, Jr, secretary
FAX COVER WMT
Date:
No. Pages (exeL cover): 2
Express Permitting
To:
From: Sandra Exam
Co: _
Phone: Q101796-7265
Fax:
Fax: [phone]
Re:
127 Cardinal Drvo Extension, Wilminoan, NC 29405 v [phone] a An Hgaal Opporha ity Affirmative Acton Efisployer

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LETTER OF TRANSMITTAL
�I D
:.,?R 18 A'."08
DWQ
PRQj
Date:
4/18/2008
Job No.
041.05.043
Attn.:
Christine Nelson
Ref.:
The Villages at Turtle Creek - Phase 4 & 5
TO: Christine Nelson
127 Cardinal Drive Ext.
Wilmington, NC 28405
jE C
APR 1
DVIr�.
PROD #
r»
CAVANAU G H
Solutions through integrity and partnership
The Following ltem(s):
a Shop Drawings Cl Prints
d Copy of Letter ® Plans
P`f ("^nfrnrf 1-7 Plat
We are sending you.
0 Attached
d Under Separate Cover VIA
d Technical Specifications
d Pay Application
No. Co ies
Description
1
Submittal Package w/ $4000 review fee
1
Engineering Report
2
Construction Plans
These are Transmitted as Checked Below:
® For Approval
® For Your Use
® As Requested
a For Review and Comment
d Recommended for Payment
d Approved as Submitted
11 Approved as Noted
a Returned for Corrections
a Resubmit
a Submit
d For Distribution Prints
b Corrected Prints
NOTE: Please give me a call if you have any questions or need anything else sent over. Thanks.
[phone]
FROM: Eric Seidel, E.I.
Cavanaugh Associates, P.A., 130 N. Front Street, Suite 202, Wilmington, NC 28401
Phone: [phone] Fax: [phone] www.cavanaughsolutions.com

IFA North Carolina Department of Environment and
FT MA
Natural Resources
Request for Express Permit Review
NCDENR
For DENR Use ONLY
Reviewer:
Submit 4-15-
Time: 10
Confirm 3 ` 2$ -O
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF Ole) and vicinity map (same items expected in the application package
of the project location. Include this form in the application package. b �
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(cD-ncmailnet
• Fayetteville or Raleigh Region -David Lee 919-7914203; david lee(B-ppmailnet
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(aD-ncmail net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardisone-ncmail.net
• Wilmington Region -Janet Russell 910450-2004 or janetrussell0mcmail not
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name:1 If,'Qg5$ AT TURTLE CREEK PI-tA�E��a''6-� County: PENDER
Applicant: Tom Miner (Representative) Company: DCNC North Carolina I, LLC
Address: 401 CITY AVENUE City: BALA CYNWYD, State: PA Zip:19004-1150
Phone:[phone] Fax:[phone] Email: tminer(cDdilsheimer.com ®E C I y
Project is Drains into : - - ;graters Project Located in Cape Fear River Basin
ED
Engineer/Consultant: Eric Seidel Company: Cavanaugh &Associates, PA MAR 2 5 2008
Address:130 N. FRONT STREET City: WILMINGTON, State: NC Zip: 28401
Phone: [phone] Fax::[phone] Email: eric.seidel(cD_cavanaughsolutions.com PROJ # DWQ
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _# Treatment Systems #T OW ms
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —Constructive Wetlands —# Treatment Systems
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.(CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
® Wedands (401): Check all that apply Isolated wetland on Property ® Yes ❑ No
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: acre(s)
Wetlands Delineation has been completed: ❑ No Minor Variance: ® No ❑ YES
US ACOE Approval of Delineation completed: ` Yes�] No Major General Variance ® No ❑ YES
404 Application in Process wl US ACOE: IZ Yes ❑ No 401 Application required: ®Yes ❑ No if YES, ® Regular
Permit Received from US ACOE ® Yes ❑ No Perennial, Blue line stream, etc on site ❑ yes Z No
For DENR use only
Fee Split for multiple permits: (Check # A Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ❑ Ma'; ❑ Min)
$
SW ❑ HD, ❑ LD, ❑ Gen
$
401:
$
LQS
$
Stream Deter,_
$

................
THE VILLAGES AT
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LONGITUDE: QUAD #: HOLLY RIDGE QUADRANGLE
STREAM CLASS: SA; HOW
RECEIVING STREAM: BECKYS CREEK
CAPE FEAR PRO."C&
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TJRTLEC�2EEK
TOWN OF SURF CITY,
PENDER COUNTY,
NORTH CAROLINA
PHASES 4 & 5 STORMWATER
MANAGEMENT HIGH DENSITY EXPRESS
PERMIT REQUEST NARRATIVE
March 24, 2008
CAVANAUGH
Solutions through integrity and partnership
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]
C E I V E
0
MAP, 2 4 2008
DWQ
PROJ #

TABLE OF CONTENTS
PAGE
I. SITE DESCRIPTION 2
II. PROJECT DESCRIPTION 3
III. STORMWATER MANAGEMENT PLAN 3
IV. ABOVE -GROUND INFILTRATION 4
BASIN MAINTENANCE AGREEMENT
V. CONSTRUCTION SCHEDULE 5
& VEGETATION PLAN
E C E I V E
MAR 2 4 2008
I'ROJ # DWQ
The Villages at Turtle Creek 1 Of 5
Stormwater Management High Density Permit Application

Narrative
Site Description
The subject development, formally identified as The Villages at Turtle Creek, is
located in the Town of Surf City, Pender County, North Carolina. The 248.2 (+/-)
acre property has frontage along NC 210 and US Highway 17. Please note that
the site will be permitted and constructed in multiple phases, and the current
application is for the t pp 1 �tY r ted HMV
z .-T
I j744!� 1ff for Phases 4 and 5 only.
Phases 4 and 5 have a limit of disturbance of approximately 37 acres and an
assessed drainage area of approximately 33 acres.
A modification has been proposed for this permit due to the realignment of Turtle
trleva!, which has slightly altered previously approved impervious
surface area totals. The proposed road realignment was necessitated for
continued coordination with the Army Corps of Engineering and the ongoing
Individual Wetlands Permit application that is currently underway. In addition,
grading of the land has been updated to better bayanve the mass vo.!,.j,, ie for The changes in grading to the phase have
altered the drainage boundaries for the proposed management devices as well
as the stormwater conveyance system.
The site is currently undeveloped and heavily forested with Army Corp of
Engineer approved 404 wetlands located throughout the property. Currently, the
site drains by way of overland flow through the wetlands for ultimate discharge to
Becky's Creek. �1 �;?fc �f"A
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 within Phases 4 and 5 ranges in
elevation from 29 ft MSL to approximately 49 ft MSL.
The geotechnical site review conducted by an independent soil scientist found
seasonal high water table elevations (SHWTE) r '' 4.. sk-A
below ground surface (BGS) in this phase. Estimated infiltration rates between
0.42 in/hr and 1.51 in/hr were determined by the soils evaluation. Mr. Vincent
Lewis from the North Carolina Department of Environment and Natural
Resources, Division of Water Quality (NCDENR-DWQ) fir
Project Description D E C F I V E
The Villages at Turtle CreekIVIA 2 of 5
Stormwater Management High Density Permit Application DWO
PROJ # —

Phases 4 and 5 of this multi -phased development consist of the construction of a
portion of the subdivision containing 94 single family homes. These phases will
include approximately 288,261 ft2 of rooftop area, 60,069 ft2 of driveway area,
62,957 ft2 of sidewalk area, and 174,418 ft2 of street and gutter area.
Pursuant to the watershed classification of the site, HQW:SA, the project will
employ infiltration type best management practices (BMPs). ecffallr, (*?
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 two (2) proposed
stormwater management basins. Stormwater will be collected and conveyed
from these inlets through a series of HDPE & RCP.
* TOTAL DRAINAGE AREA: 1,377,533 ft2 = 31.62 acres = 32 acres
Impervious Areas Pro'ect Built U on Area — BUA
Dwellings and Driveways: 348,330 = 8.00 acres
Sidewalk: 62,957 ft2 = 1.45 acres
Street and Gutter: 174,418 ft2 = 4.00 acres
Calculation
8.00 + 1.45 + 4.00 acres = 13.45 acres impervious
13.45 acres (Impervious)/37 acres (Total LOD) = 0.36354 24.41 01;, P*
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 & RCP for discharge to the two (2) strategically -
placed stormwater management basins. Please note, runoff from the rooftops
will be collected by down spouts and directed to the right-of-way, 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 Villages at Turtle Creek 3 of 5
Stormwater Management High Density Permit Application

The project site is located in a coastal county and within Y2 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 two (2) infiltration basins are appropriate for this type of BMP.
As mentioned previously, the two (2) proposed locations had SHWTEs of 24 and
32 inches BGS.
4 -:a +d n i r cry _sins-desig to°tread the- rsf rt f.._Tal
"Off-line" bypass systems will divert excess runoff from large storm
events to the wetlands f� i IF u l �tpaf#_=We�E �; Mf
vegetative filters will be used to discharge runoff in excess of the 1.5" volume into
the existing 404 jurisdictional wetlands at the east and north corners of the
treatment areas for Basins 4A and 4B, respectively. As well, Basin 4A soils will
be excavated to the SHWTE and backfilled with suitable infiltrative soils to
increase infiltration rates in the basin location.
The proposed stormwater management system will be redesigned 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
The Villages at Turtle Creek 4 of 5
Stormwater Management High Density Permit Application

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. Install temporary gravel construction entrance.
3. Clear site, but do not grub.
4. install all erosion and sediment control measures.
5. Grub site.
6. Construct sediment traps.
7. Commence rough grading of the site.
8. Install stormwater management appurtenances inclusive of infiltration
basins.
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 area.
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.
2. Contractor shall provide sod cover on all areas or comply with permanent
seeding schedule.
The Villages at Turtle Creek 5 Of 5
Stormwater Management High Density Permit Application

about:blank
The Villages At Turtle Creek, Phase 4 & 5
March 27, 2008
Gentlemen:
The Express stormwater submittal meeting has been scheduled with Christine Nelson on April 8,
2008 at 10:00 AM here in the Wilmington Regional Office. The applicant is required to attend the
meeting.
Please be sure to use the latest stormwater application form, supplement sheets, initialed check sheet,
maintenance agreements, etc. from the BMP web site. The link for the web site is contained in the
attachment, "submittal requirements".
Please respond within 2 business days to confirm and reserve the submittal date / time.
Thanks,
Janet Russell
Express Coordinator
1 of 1 3/27/2008 1:36 PM

about:blank
Eric:
I'm sorry; I forgot that you wanted the week of April 14th. But, that's no problem.
Christine Nelson can meet with you on April 15th at 10:00 AM here in the Wilmington Regional
Office. If that's O.K., let me know and we'll finalize the calendar.
Thank you,
Janet
Eric Seidel wrote:
Janet,
I appreciate the quick response and turn around. For all parties on our
end to be able to make the meeting we would like to request the week of
April 14th. I apologize if this causes you any inconvenience. Please
give me a call if you have any questions or need anything else sent
over. Thanks.
Eric Seidel, E.I.
Cavanaugh & Associates, P.A.
[phone]
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Thursday, March 27, 2008 1:42 PM
To: Eric Seidel; [e-mail]
Subject: The Villages At Turtle Creek, Phase 4 & 5
*The Villages At Turtle Creek, Phase 4 & 5*
March 27, 2008
Gentlemen:
The Express stormwater submittal meeting has been scheduled with
*Christine Nelson on April 8, 2008 at 10:00 AM *here in the Wilmington
Regional Office. The applicant is required to attend the meeting.
Please be sure to use the latest stormwater application form, supplement
sheets, initialed check sheet, maintenance agreements, etc. from the EMP
web site. The link for the web site is contained in the attachment,
"submittal requirements".
Please respond within 2 business days to confirm and reserve the
submittal date / time.
Thanks,
Janet Russell
Express Coordinator
1 of 1 3/27/2008 3:14 PM

about:blank
Eric, you're all set for the 15th.
Janet
Eric Seidel wrote:
Janet,
April 15th works great for everyone here. Thanks for working with us.
Please send me a confirmation when everything is scheduled.
ID
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
Sent: Thursday, March 27, 2008 3:14 PM
To: Eric Seidel
Cc: [e-mail]
Subject: Re: The Villages At Turtle Creek, Phase 4 & 5
Eric:
I'm sorry; I forgot that you wanted the week of April 14th. But, that's
no problem.
Christine Nelson can meet with you on April 15th at 10:00 AM here in the
Wilmington Regional Office. If that's O.K., let me know and we'll
finalize the calendar.
Thank you,
Janet
Eric Seidel wrote:
Janet,
I appreciate the quick response and turn around. For all parties on
I end to be able to make the meeting we would like to request the week
I
of
April 14th. I apologize if this causes you any inconvenience. Please
give me a call if you have any questions or need anything else sent
over. Thanks.
Eric Seidel, E.I.
Cavanaugh & Associates, P.A.
[phone]
-----Original Message -----
From: Janet Russell [mailto:[e-mail]]
Sent: Thursday, March 27, 2008 1:42 PM
1 of 2 3/28/2008 9:14 AM

about:blank
To: Eric Seidel; tminer®dilsheimer.com
Subject: The Villages At Turtle Creek, Phase 4 & 5
*The Villages At Turtle Creek, Phase 4 & 5*
March 27, 2008
Gentlemen:
The Express stormwater submittal meeting has been scheduled with
*Christine Nelson on April 8, 2008 at 10:00 AM *here in the Wilmington
Regional Office. The applicant is required to attend the meeting.
Please be sure to use the latest stormwater application form,
supplement
Isheets, initialed check sheet, maintenance agreements, etc. from the
t3MP
web site. The link for the web site is contained in the attachment,
I'submittal requirements
Please respond within 2 business days to confirm and reserve the
submittal date / time.
Thanks,
Janet Russell
Express Coordinator
2 of 2 3/28/2008 9:14 AM

RE: Turtle Creek, 4 & 5
Subject: RE: Turtle Creek, 4 & 5
From: "Eric Seidel"<[e-mail]>
Date: Fri, 28 Mar 2008 11:23:30 -0400
To: "Janet Russell" <[e-mail]>
Janet,
Vince has been out there and reviewed the 2 locations for the
infiltration basins. This Phase was submitted and approved approx. 1
year ago. The developer asked us to do a redesign, so we are now
submitting for a brand new permit. However, we have not changed the
locations of the two infiltration basins. The soils report with Mr.
Lewis's findings will be part of our submittal package. Thanks for the
heads up.
Eric
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Friday, March 28, 2008 11:13 AM
To: Eric Seidel
Subject: Turtle Creek, 4 & 5
Eric:
Did I asked you if our soil scientist, Vince Lewis has specifically
looked at the 2 locations for the 2 newly proposed infiltration basins?
If he hasn't, we need to get him scheduled to go up there again before
the 15th. I'm attaching an Infiltration Site Visit Request form to this
email. This is what I need to get Vincent started. If you're not sure
whether he's looked at these sites or not, please contact your soil's
consultant (Josh?). Vince felt that he would know.
Janet
1 of 1 3/28/2008 12:01 PM

THE VILLAGES AT
T-.JRT EC -'RE I�
TOWN OF SURF CITY,
PENDER COUNTY,
NORTH CAROLINA
PHASES 4 & 5 STORMWATER
MANAGEMENT HIGH DENSITY EXPRESS
PERMIT REQUEST NARRATIVE
April 17, 2008
C AVA N A U C;
SokAons through integrity and partnership
We provide superior client service and environmentally souk
designs through integrity, communication and partnership.
Consulting Engineers
Environmental Professionals
130 N. Front street, suite 202,
Land Surveyors
Design Professionals
North Carolina 28401, Phone [phone], Fax [phone]

TABLE OF CONTENTS
PAGE
I.
SITE DESCRIPTION
2
II.
PROJECT DESCRIPTION
3
III.
STORMWATER MANAGEMENT PLAN
3
IV.
ABOVE -GROUND INFILTRATION
4
BASIN MAINTENANCE AGREEMENT
V.
CONSTRUCTION SCHEDULE
5
VI
VEGETATION PLAN
5
VII.
APPENDIX
6
The Villages at Turtle Creek ]
Stormwater Management High Densit+l Permit Application

Narrative
I. 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 previously approved State Stormwater
Permit (SW8 070435) dated September 18, 2007 for Phases 4 and 5 only.
Phases 4 and 5 have a limit of disturbance of approximately 36.5 acres and an
assessed drainage area of approximately 31 acres.
A modification has been proposed for this permit due to the realignment of
Turtle Creek Boulevard, which has slightly altered previously approved
impervious surface area totals. The proposed road realignment was
necessitated for continued coordination with the Army Corps of Engineering and
the Individual Wetlands Permit application that is currently underway. In
addition, grading of the land has been updated to better balance the mass
volumes for these phases of the development. The changes in grading to the
phase have altered the drainage boundaries for the proposed management
devices as well as the stormwater conveyance system.
The site is currently undeveloped and heavily forested with Army Corp of
Engineer approved 404 wetlands located throughout the property. 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 on July 24, 2006.
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 within Phases 4 and 5 ranges in
elevation from 29 ft MSL to approximately 49 ft MSL.
The geotechnical site review conducted by an independent soil scientist found
seasonal high water table elevations (SHWTE) ranging from 24 to 32 inches
below ground surface (BGS) in this phase. Estimated infiltration rates between
0.42 in/hr and 1.51 in/hr were 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 August 15, 2006, and found the depth to SHWTE ranged from
approximately 24 to 32 inches BGS, which is in accordance with the soil
scientist's geotechnical report.
The Villages at Turtle Creek 2
Stormwater Management High Density Permit Application

II. Project Description
Phases 4 and 5 of this multi -phased development consist of the construction of
a portion of the subdivision containing 94 single family homes. These phases
will include approximately 356,985 ft2 of dwelling and driveway area, 47,837 ft2 of
sidewalk area, and 177,659 ft2 of street and gutter area.
Pursuant to the watershed classification of the site, High Quality Waters: SA
(HQW:SA), the project will employ infiltration type best management practices
(BMPs). Specifically, two (2) 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 two (2) proposed
stormwater management basins. Stormwater will be collected and conveyed
from these inlets through a series of HDPE & RCP.
TOTAL DRAINAGE AREA: 1,344,320 ft2 = 30.86 acres — 31 acres
Impervious Areas (Project Built Upon Area — BUA)
Dwellings and Driveways: 356,985 ft2 = 8.20 acres
Sidewalk: 47,837 ft2 = 1.10 acres
Street and Gutter: 177,659 ft2 = 4.08 acres
Calculation
8.20 + 1.10 + 4.08 acres = 13.38 acres impervious
13.38 acres (Impervious)/36.38 ac. (Total LOD) = 0.3678436.78% Project BUA
III. 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 & RCP for discharge to the two (2) strategically -
placed stormwater management basins. Please note, runoff from the rooftops
will be collected by down spouts and directed to the right-of-way, 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.
The Villages at Turtle Creek 3
S"torrnwater Management High Density Permit Application

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 two (2) infiltration basins are appropriate for this type of BMP.
As mentioned previously, the two (2) proposed locations had SHWTEs of 24 and
32 inches BGS.
Basins 4A and 4B are infiltration basins designed to treat the first 1.5" of rainfall
runoff. "Off -fine" bypass systems will divert excess runoff from large storm
events to the wetlands. Rip rap aprons will be used to dissipate the velocity of
the incoming runoff, and level spreaders will be used to prevent channelized
flow at the entry points to the basins as well as at the bypass box discharges.
50' vegetative filters will be used to discharge runoff in excess of the 1.5" volume
into the existing 404 jurisdictional wetlands at the east and north corners of the
treatment areas for Basins 4A and 46, respectively. As well, Basin 4A soils will
be excavated to the SHWTE and backfilled with suitable infiltrative soils to
increase infiltration rates in the basin location.
The proposed stormwater management system will be designed in accordance
with NCDENR requirements and will not adversely affect any downstream
drainage patterns.
IV. 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 properly, with permanent
arrangements that shall pass to any successive owner, unless assumed by
a governmental agency.
The Villages at Turtle Creek 4
Stormwater Management High Density Permit Application

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.
V. Construction Schedule
1. Perform construction stake out.
2. Install temporary gravel construction entrance.
3. Clear site, but do not grub.
4. Install all erosion and sediment control measures.
5. Grub site.
6. Construct sediment traps.
7. Commence rough grading of the site.
8. Install stormwater management appurtenances inclusive of infiltration
basins.
9. Construct sewer collection system.
10. Construct water system.
11. Complete rough grade of 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 area.
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.
VI. 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.
2. Contractor shall provide sod cover on all areas or comply with permanent
seeding schedule.
The Villages at Turtle Creek 5
Stormwater Management High Density Permit Application

I
VII. Appendix
• Drainage Area Design Sheet
• Pre & Post Development
Summaries
• Pipe Area Weighted `C' Values
• Pipe Sizing Calculations
• Conduit Outlet Protection
• OeotechnicallReport
• Watershed Classification
• Army Corps of Engineers
Determination Approval Letter
• Site Location Map
• Drainage Area Map
Condition Hydrographs and
Notification of Jurisdictional
The Villages at Turtle Creek 6
Stormwater Management High Density Permit Application

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

E AREA DESIGN SHEET
urn i c: 4/l nZuuo SHEET 1 OF 2
PROJECT: Turtle Creek - Phases 4 and 5 DESIGN BY: EAS
PROJECT NO.: 041.05.043 CHECKED BY: LSM
DESCRIPTION: Sub -Basin Drainaoe Area AnalvsIs
DRAINAGE AREA 4A
Post Development
C
Aft A
ac
1
Dwelling & Driveway
0.96
259,128
5.95
2
Sidewalk
0.95
30,372
0.70
3
Street & Gutter
0.95
119,496
274
4
Grass
0.25
587 429
13.03
6
7
8
Weighted
C
0.54
Total Area
976,425
22.42
Impervious Area
408,996
9.39
Percent Impervious 41.9%
Q=CIA
i = 7.2 in/hr
C = Weighted C
A = Total area in acres
Q = 87.67
Volume Runoff to be Controlled From 1.5" Storm
Rv=0.05+0.009(I) (Simple Method, Scheuler)
1= 41.9 Percent Impervious
Rv= 0.43 Runoff Coefficient
V=P*Rv*Ad
P= 1.5 in
Design Rainfall
V= 1.196 ac-8
Volume To Be Treated
V= 52,115 ft3
Volume To Be Treated
A= 23,785 if
Area of Treatment Device
D= 2.00 ft
Pool Depth
2,671.29
V=1 54,786 ft3
Volume of Treatment
28.00 ft
Seasonal High Water Table Elevation
30.00 ft
Bottom of Treatment Device
32.00 ft
Water Suface Elevation
Drawdown Calculation
V= 52,115 ft3
Volume To Be Drawn Down
A= 23,785 ft Area
of Treatment Device
k= 0.60 in/hr
Most Restrictive Infiltration Rate
t= 40 hrs
Drawdown Time
t= 1.7 days

I
4 DRAINAGE AREA DESIGN SHEET
PROJECT:
PROJECT NO.:
DESCRIPTION:
8
DRAINAGE AREA 4B
Post Development
C
A ft3
A ac
1
Dwelling & Driveway
0.95
97,857
2.25
2
Sidewalk
0.95
17,465
0.40
3
Street & Gutter
0.95
58,163
1.34
4
Grass
0.25
194 410
446
5
6
Weighted
C
0.58
Total
Area
I 3677895
8.45
Impervious Area
1 173,485
3.98
Percent Im ervious 47.2%
SHEET 2 OF
DESIGN BY:
CHECKED BY:
Q = CiA
i = 7.2 in/hr
C = Weighted C
A = Total area in acres
Q e 35.27
Volume Runoff to be Controlled From 1.5" Storm
Rv=0.05+0.009(1) (Simple Method, Scheuler)
1= 47.2 Percent Impervious
Rv= 0.47 Runoff Coefficient
V=P'Rv"Ad
P= 1.5 in
Design Rainfall
V= 0.501 aaft
Volume To Be Treated
V= 21,816 ft3
Volume To Be Treated
A= 23,833 f?
Area of Treatment Device
D= 1.25 ft
Pool Depth
11,462.59
V= 33,279 ft
Volume of Treatment
34.33 ft
Seasonal High Water Table Elevation
37.00 ft
Bottom of Treatment Device
38.25 ft
Water Suface Elevation
Drewdown Calculation
V= 21,816 tt3
Volume To Be Drawn Down
A= 23,833 fl?
Area of Treatment Device
k= 1.51 in/hr
Most Restrictive Infiltration Rate
t= 10 hrs
Drawdown Time
t= 0.4 days

PRE & POST DEVELOPMENT CONDITIONS
HYDROGRAPHS AND SUMMARIES
The Villages at Turtle Creek 2
Stormwater Management High Density Permit Application

Table of Contents
Phases 4-5 Basins Regrade.gpw
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hydrograph Return Period Recap...................................................................... 1
2 - Year
SummaryReport................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, PRE -DEVELOPMENT 4A.................................................... 3
Hydrograph No. 2, Rational, POST -DEVELOPMENT 4A................................................. 4
Hydrograph No. 4, Rational, PRE -DEVELOPMENT 4B................................................... 5
Hydrograph No. 5, Rational, POST -DEVELOPMENT 413 ................................................. 6
Hydrograph No. 9, Reservoir, 4A TO BASIN 4A.............................................................. 7
PondReport ................................................................................................................. 8
Hydrograph No. 10, Reservoir, 413 TO BASIN 413 ............................................................ 9
PondReport ............................................................................................................... 10
Hydrograph No. 13, Combine, PRE -DEVELOPMENT PHASE 4................................... 11
Hydrograph No. 14, Combine, POSTDEV 4A, 4B.......................................................... 12
10 -Year
SummaryReport............................................................................................................... 13
HydrographReports......................................................................................................... 14
Hydrograph No. 1, Rational, PRE -DEVELOPMENT 4A................................................. 14
Hydrograph No. 2, Rational, POST -DEVELOPMENT 4A............................................... 15
Hydrograph No. 4, Rational, PRE -DEVELOPMENT 4B................................................. 16
Hydrograph No. 5, Rational, POST -DEVELOPMENT 413 ............................................... 17
Hydrograph No. 9, Reservoir, 4A TO BASIN 4A............................................................ 18
PondReport ............................................................................................................... 19
Hydrograph No. 10, Reservoir, 413 TO BASIN 413 .......................................................... 20
PondReport ............................................................................................................... 21
Hydrograph No. 13, Combine, PRE -DEVELOPMENT PHASE 4................................... 22
Hydrograph No. 14, Combine, POSTDEV 4A, 4B.......................................................... 23
25 - Year
SummaryReport............................................................................................................... 24
HydrographReports......................................................................................................... 25
Hydrograph No. 1, Rational, PRE -DEVELOPMENT 4A................................................. 25
Hydrograph No. 2, Rational, POST -DEVELOPMENT 4A............................................... 26
Hydrograph No. 4, Rational, PRE -DEVELOPMENT 413 ................................................. 27
Hydrograph No. 5, Rational, POST -DEVELOPMENT 4B............................................... 28
Hydrograph No. 9, Reservoir, 4A TO BASIN 4A............................................................ 29
PondReport ............................................................................................................... 30
Hydrograph No. 10, Reservoir, 4B TO BASIN 4B.......................................................... 31
PondReport ............................................................................................................... 32
Hydrograph No. 13, Combine, PRE -DEVELOPMENT PHASE 4................................... 33
Hydrograph No. 14, Combine, POSTDEV 4A, 413 .......................................................... 34
100 - Year
SummaryReport .............................................................................................................. 35
HydrographReports......................................................................................................... 36
Hydrograph No. 1, Rational, PRE -DEVELOPMENT 4A................................................. 36

Contents
Phases 4-5 Basins Regrade.gpw
Hydrograph No. 2, Rational, POST -DEVELOPMENT 4A............................................... 37
Hydrograph No. 4, Rational, PRE -DEVELOPMENT 4B................................................. 38
Hydrograph No. 5, Rational, POST -DEVELOPMENT 4B............................................... 39
Hydrograph No. 9, Reservoir, 4A TO BASIN 4A............................................................ 40
PondReport ............................................................................................................... 41
Hydrograph No. 10, Reservoir, 4B TO BASIN 413 .......................................................... 42
PondReport ............................................................................................................... 43
Hydrograph No. 13, Combine, PRE -DEVELOPMENT PHASE 4................................... 44
Hydrograph No. 14, Combine, POSTDEV 4A, 4B.......................................................... 45

Hydrograph Return Period Recap
Hyd.
Hydrograph
I Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
-
i
22.36
22.56
25.86
28.25
32.04
35.25
38.33
PRE -DEVELOPMENT 4A
2
Rational
60.38
60.91
69.82
76.27
86.50
95.19
103.49
POST -DEVELOPMENT 4A
4
Rational
8.43
8.50
9.75
10.65
12.08
13.29
14.45
PRE -DEVELOPMENT 4B
5
Rational
24.44
24.66
28.27
30.88
35.02
38.53
41.90
POST -DEVELOPMENT 413
9
Reservoir
0.28
0.28
0.29
0.29
0.30
0.59
1.94
4A TO BASIN 4A
10
Reservoir
5
0.83
0.83
0.84
0.85
0.86
0.88
0.89
4B TO BASIN 4B
13
Combine
1, 4,
30.79
31.06
35.61
38.90
44.11
48.54
52.78
PRE -DEVELOPMENT PHASE 4
14
Combine
file: Phases
9, 10,
4-5
1.09
Basins
1.09
- 11
1.12
1.15
1.45
2.82
POSTDEV 4A, 4B
Proj.
Regrade.gpw
_
I Wednesday,
Apr 16 2008, 1:24 Pull
Hydraflow+ Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd. Hydrograph
No. type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
22.56
1
10
13,536
---
--- -
-----
PRE -DEVELOPMENT 4A
2
Rational
60.91
1
10
36,547
--
--
------
POST -DEVELOPMENT 4A
4
Rational
8.50
1
10
5,102
---
PRE -DEVELOPMENT 4B
5
Rational
24.66
1
10
14,795
—
---
POST -DEVELOPMENT 4B
9
Reservoir
0.28
1
20
30,081
2
31.38
36,350
4A TO BASIN 4A
10
Reservoir
0.83
1
20
14,784
5
37.56
14,165
4B TO BASIN 4B
13
Combine
31.06
1
10
18,637
1, 4,
------
PRE -DEVELOPMENT PHASE 4
14
Combine
1.09
1
20
44,218
i
9, 10,
- ---
POSTDEV 4A, 4B
Phases 4-5 Basins Regrade.gpw
Return Period: 2 Year
Wednesday, Apr 18 2008, 1:24 PM
Hydraflow Hydrographs by Intelisolve

3
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT 4A
Hydrograph type
= Rational
Storm frequency
= 2 yrs
Drainage area
= 22.420 ac
Intensity
= 5.031 in/hr
Mir ram.. '_
- IAIII RAIAIrYMKI_In[: Irll=
Q (cfs)
J0
I
M 20.00
1
16.00
12.00
M
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 22.56 cfs
Time interval
= 1 min
Runoff coeff.
= 0.2
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
PRE -DEVELOPMENT 4A
Hyd. No. 1 -- 2 Yr
Hydrograph Volume = 13,536 cult
Q (cfs)
24.00
20.00
16.00
12.00
ii o.00 z ' I N 000
0.0
I Hyd No. 1
0.1
0.2
0.3
0.3
Time (hrs)

4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 2
POST -DEVELOPMENT 4A
Hydrograph type
= Rational
Peak discharge
= 60.91 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 22.420 ac
Runoff coeff.
= 0.54
Intensity
= 5.031 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 111
Q (cfs)
70.00
...........................
..
60.00
..................................................................................
................................................................................
50.00
... .............. ....
40.00
_.. ................ .
....................................................
30.00
}f .....-
20.00
10.00
o Oo -Z
Hydrograph Volume = 36,547 cult
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 0.1 0.2 0.3 0.3
Time (hrs)
LHyd No. 2
L
POST -DEVELOPMENT 4A
Hyd. No. 2 -- 2 Yr

5
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 4
PRE -DEVELOPMENT 4B
Hydrograph type
= Rational
Peak discharge
= 8.50 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 8.450 ac
Runoff coeff.
= 0.2
Intensity
= 5.031 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
9 0.00
8.00
6.00
4.00
2.00
l
t o Oo
PRE -DEVELOPMENT 4B
Hyd. No. 4 -- 2 Yr
Hydrograph Volume = 5,102 cult
Q WS)
10.00
8.00
6.00
4.00
2.00
0 00
( 0.0 0.1 0.2 0.3 0.3
Time (hrs)
l Hyd No. 4

Hydrograph Plot
nyU1411UW nyulwyldpliu Uy II0.tlIpUNC
Hyd. No. 5
t
POST -DEVELOPMENT 4B
Hydrograph type
= Rational
Storm frequency
= 2 yrs
' Drainage area
= 8.450 ac
Intensity
= 5.031 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
v.vv
0.0
Hyd No. 5
0.1
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 24.66 cfs
Time interval = 1 min
Runoff coeff. = 0.58
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
POST -DEVELOPMENT 4B
Hyd. No. 5 -- 2 Yr
0.2
0.3
Hydrograph Volume = 14,795 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.3
Time (hrs)
6

7
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 9
4A TO BASIN 4A
Hydrograph type
= Reservoir
Peak discharge
= 0.28 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2
Max. Elevation
= 31.38 ft
Reservoir name
= Infiltration Basin 4A
Max. Storage
= 36,350 cuft
Storage Indication method used.
60.00
50.00
40.00
i
I
30.00
20.00
t
10.00
4A TO BASIN 4A
Hyd. No. 9 -- 2 Yr
Hydrograph Volume = 30,081 cult
Q (cfs)
70.00
50.00
40.00
20.00
10.00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 9 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Pond No. 1 - Infiltration Basin 4A
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (curt)
Total storage (cult)
0.00 30.00
23,785
0
0
1.00 31.00
27,383
25,584
25,584
1.50 31.50
29,201
14,146
39,730
1.75 31.75
30,115
7,415
47,145
2.00 32.00
31,018
7,642
54,786
2.50 32.50
32,863
15,970
70,756
3.00 33.00
34,722
16,896
87,653
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 48.00
0.00
0.00
0.00
Span (in)
= 48.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
30.20
0.00
0.00
0.00
Length (ft)
45.00
0.00
0.00
0.00
Slope (°/0)
= 0.27
0.00
0.00
0.00
N-Value
.009
.000
.000
.000
nrif_ Ceeff_
0.60
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
3.00
2.00
1.00
0 00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 5.00
15.00
0.00
0.00
Crest El. (ft)
= 32.00
32.50
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
Riser
Rect
Multistage
Yes
No
No
No
ExHItration = 0.420 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOrlfloe outflows have been analyzed under inlet and outlet control.
Stage / Discharge
J 11
Stage (ft)
3.00
2.00
1.00
000
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Total Q Discharge (cfs)

9
Hydrograph Plot
` Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
4B TO BASIN 4B
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 5
Reservoir name
= Infiltration Basin 413
Storage Indication method used.
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge
= 0.83 cfs
Time interval
= 1 min
Max. Elevation
= 37.56 ft
Max. Storage
= 14,165 cuft
Hydrograph Volume = 14,784 cult
413 TO BASIN 4B
Q (cfs) Hyd. No. 10 -- 2 Yr Q (off)
` 28.00
24.00
20.00
16.00
f
12.00
f
8.00
p 4.00
L_
i 0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
000
0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5
Time (hrs)
Hyd No. 10 Hyd No. 5

Pond Report
10
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Pond No. 2 - Infiltration Basin 413
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 (cuft) Total storage (cult)
0.00
37.00
23,833
0
0
0.33
37.33
25,135
8,080
8,080
1.00
38.00
28,471
17,958
26,038
1.25
38.25
29,456
7,241
33,279
1.50
38.50
30,445
7,488
40,766
1.75
38.75
31,437
7,735
48,501
2.00
39.00
32,432
7,984
56,485
2.25
39.25
33,431
8,233
64,718
Culvert Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
0.00
0.00
0.00
Span (in)
= 36.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 36.00
0.00
0.00
0.00
Length (ft)
= 100.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .009
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Stage (ft)
3.00
2.00
1.00
0.00
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 5.00
15.00
0.00
0.00
Crest El. (ft)
= 38.25
38.75
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Rect
--
---
Multistage
= Yes
No
No
No
EAItration = 1.360 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: CulverttOrifice outflows have been analyzed under inlet and outlet control.
Stage I Discharge
Stage (ft)
3.00
2.00
1.00
0 00
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
Total Q
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 13
PRE -DEVELOPMENT PHASE 4
Hydrograph type = Combine Peak discharge = 31.06 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 1, 4
PRE -DEVELOPMENT PHASE 4
Q (ofs) Hyd. No. 13 -- 2 Yr
35.00
f ........ ....... ... ... ...
-
30.00
......... ._... ................. .. ......... .. ................................... .............
25.00
........ ................. ... ......... ......... __
- ... ......
! _ ... ........
.................. ..... --
t 20.00
\,
......... ......... .......... _. ... ... ... ... . ... ......... ..... .......... ... ... .
........ .......... ......... ......... _ .. _.... .......... ........... ........ ................ ....................................
_
....... -- .................................. ........... ............. ........ ........ ...................
15.00
10.00
......... ...... . ... ... ....... -- . ........._ . _ ...... ..___ .... . ... _.....
........... ...... ......... ....... .....
5.00
........ ...
... .. ......
0.00 _
. 0.0 0.1
Hyd No. 13 Hyd No. 1
Hydrograph Volume = 18,637 cult
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.2 0.3 0.3
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 14
POSTDEV 4A, 4B
Hydrograph type = Combine Peak discharge = 1.09 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 9, 10
1.00
M
POSTDEV 4A, 4B
Hyd. No. 14 -- 2 Yr
5 10 15 19
Hyd No. 14 Hyd No. 9
24 29 34
Hyd No. 10
Hydrograph Volume = 44,218 cult
39 44
Q (cfs)
2.00
1.00
0.00
48
Time (hrs)
12
L

13
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
I
28.25
1
10
16,950
---
------
PRE -DEVELOPMENT 4A
2
Rational
76.27
1
10
45,764
---
--
-----
POST -DEVELOPMENT 4A
4
Rational
10.65
1
10
6,388
---
------
PRE -DEVELOPMENT 4B
5
Rational
30.88
1
10
18,526
—
— -
POST -DEVELOPMENT 4B
9
Reservoir
0.29
1
20
36,720
2
31.70
45,548
4A TO BASIN 4A
10
Reservoir
0.85
1
20
18,516
5
37.60
17,850
4B TO BASIN 4B
13
Combine
38.90
1
10
23,338
1, 4,
PRE -DEVELOPMENT PHASE 4
14
Combine
1.12
1
20
54,342
9, 10,
POSTDEV 4A, 4B
Phases 4-5 Basins Regrade.gpw
Return Period: 10 Year
Wednesday, Apr 15 2008, 1:24 PM
Hydraflow Hydrographs by Intallsolve

Hydrograph Plot
14
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT 4A
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 22.420 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
i
30.00
25.00
15.00
i 81111l
M
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 28.25 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Tc by User = 10.00 min
Asc/Rec limb fact = 1 /1
PRE -DEVELOPMENT 4A
Hyd. No. 1 --10 Yr
Hydrograph Volume = 16,950 cult
0.00 v I I I N
0.0
Hyd No. 1
0.1
0.2
0.3
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.3
Time (hrs)

Hydrograph Plot
15
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST -DEVELOPMENT 4A
Hydrograph type
= Rational
I Storm frequency
= 10 yrs
Drainage area
= 22.420 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-iDF.IDF
Q (cfs)
80.00
70.00
-—........... —..........................
............................ . ....... ..... .._....
60.00
I
.......... .-
50.00
-- .................
---...... ....... ....... --- ... ......... ............ ... ...
40.00
30.00
............... ..
20.00
.......................... ......................
. ..........
10.00
000
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 76.27 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
POST -DEVELOPMENT 4A
Hyd. No. 2 --10 Yr
Hydrograph Volume = 45,764 cult
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
o Oa
0.0 0.1 0.2 0.3 0.3
Hyd No. 2
Time (hrs)

Hydrograph Plot
16
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
PRE -DEVELOPMENT 413
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 8.450 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
12.00
10.00
i
c
8.00
6.00
4.00
l
2.00
0.00
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 10.65 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 6,388 cult
PRE -DEVELOPMENT 4B
Hyd. No. 4 --10 Yr
....... ........ ....... _.._. _.-.- ...-_... , ........ ...,.,,,,.., ,.. ......... ...... ..._.,..-... ............ .._-..-... ,.. _...- .. _....._.1--- ...- ---------. .......
0.0
Hyd No. 4
i
L.
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0.1 0.2 0.3 0.3
Time (hrs)

Hydrograph Plot
17
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
POST -DEVELOPMENT 4B
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 8.450 ac
Intensity
= 6.300 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
'i 0.00
0.0
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 30.88 cfs
Time interval = 1 min
Runoff coeff. = 0.58
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
POST -DEVELOPMENT 4B
Hyd. No. 5 —10 Yr
Hydrograph Volume = 18,526 cult
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0.1 0.2 0.3 0.3
Hyd No. 5
Time (hrs)

Hydrograph Plot
18
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
j 4A TO BASIN 4A
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Reservoir name = Infiltration Basin 4A
Storage Indication method used.
Q (cfs)
80.00
.........
70.00
60.00
. .. .... ......... ... _.......
j 50.00
j
40.00
30.00
.............. .. ... ... .
20.00
..................................... .......
.................................................................................
10.00
0 00
0 5
i Hyd No. 9
I
4A TO BASIN 4A
Hyd. No. 9 --10 Yr
10 15 19
Hyd No. 2
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 0.29 cfs
Time interval = 1 min e�
Max. Elevation = 31.70
Max. Storage = 45,548 cuft
Hydrograph Volume = 36,720 cult
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 29 34 39 44 48
Time (hrs)

Pond Report
19
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Pond No. 1 - Infiltration Basin
4A
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (cult)
0.00 30.00
1.00 31.00
23,785
27,383
0
25,584
0
25,584
1.50 31.50
29,201
14,146
39,730
'
1.75 31.75
30,115
7,415
47,145
�p� •s
2.00 32.00
31,018
7,642
54,786
yv�,l..
!�'
2.50 32.50
32,863
15,970
70,756
3.00 33.00
34,722
16,896
87,653
Culvert / Orifice Structures
Weir Structures
5ro"SS
r
[A]
[B]
[C]
[D]
[A]
[C] [D]
Rise (in)
= 48.00
0.00
0.00
0.00
Crest Len (ft) = 5.00 15.00
0.00 0.00
Span (in)
= 48.00
0.00
0.00
0.00
Crest El. (ft) = 32.00 32.50
0.00 0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 3.33 3.33
0.00 0.00
Invert El. (ft)
= 30.20
0.00
0.00
0.00
Weir Type = Riser Rect
---
Length (ft)
= 45.00
0.00
0.00
0.00
Multi -Stage = Yes No
No No
Slope (%)
= 0.27
0.00
0.00
0.00
N-Value
= .009
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Exi'lItration = 0.420 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOririce outflows have
been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00 1
0.00
Stage / Discharge
Stage (ft)
3.00
2.00
1.00
I I I I I I I I I I I 1 0.00
3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Total Q Discharge (cfs)

Hydrograph Plot
20
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
4B TO BASIN 4B
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 5
Reservoir name = Infiltration Basin 4B
Storage Indication method used.
Q (cfs)
f 35.00
30.00
25.00
20.00
i
15.00
10.00
5.00
0 00
413 TO BASIN 4B
Hyd. No. 10 -- 10 Yr
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge
= 0.85 cfs
Time interval
= 1 min
Max. Elevation
= 37.69 ft
Max. Storage
= 17,850 cuft
Hydrograph Volume = 18,516 cult
Q (cfs)
35.00
FC111M
25.00
20.00
15.00
10.00
5.00
0.0 1.7 3.3 5.0 6.7 8.3 10.0 11.7 13.3 15.0 16.7
Time (hrs)
Hyd No. 10 Hyd No. 5

Pond Report
21
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Pond No. 2
- Infiltration Basin 4B
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00
37.00
23,833
0 0
r 0 f.�
�(`oV►O
0.33
1.00
37.33
38.00
25,135
28,471
8,080 8,080
17,958 26,038,E
1.25
38.25
29,456
7,241 33,279
1.50
38.50
30,445
7,488 40,766
1.75
38.75
31,437
7,735 48,501
2.00
39.00
32,432
7,984 56,485
2.25
39.25
33,431
8,233 64,718
Culvert/Orifice Structures
Weir Structures
byewsS 4.►e:r��
[A] [B]
[C]
[D]
[A]
[C] [D]
Rise (in)
= 36.00 0.00
0.00
0.00
Crest Len (ft) = 5.00 15.00
0.00 0.00
Span (in)
= 36.00 0.00
0.00
0.00
Crest El. (ft) = 38.25 38.75
0.00 0.00
No. Barrels
= 1 0
0
0
Weir Coeff. = 3.33 3.33
0.00 0.00
Invert El. (ft)
= 36.00 0.00
0.00
0.00
Weir Type = Riser Rect
-- --
Length (ft)
= 100.00 0.00
0.00
0.00
Multi -Stage Yes No
No No
Slope (%)
= 11.00 0.00
0.00
0.00
N-Value
= .009 .000
.000
.000
oric Coeff.
= 0.60 0.00
0.00
0.00
Multi -Stage
= n/a No
No
No
ExIfiltration = 1.360 in/hr (Contour) Tailwater Elev. = 0.00 ft
Note: CulverVOrifioe outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00
0.00
Stage / Discharge
Stage (ft)
3.00
2.00
1.00
I I I I I I I I 1 0.00
4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00
Total Q Discharge (cfs)

Hydrograph
Plot
I` Hydraflow Hydrographs by Intelisolve
i
Hyd. No. 13
r
j PRE -DEVELOPMENT
PHASE 4
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Inflow hyds.
= 1, 4
Q (cfs)
40.00
I
30.00
20.00
10.00
Hyd No. 13
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 38.90 cfs
Time interval = 1 min
PRE -DEVELOPMENT PHASE 4
Hyd. No. 13 --10 Yr
0.1.
Hyd No. 1
Hydrograph Volume = 23,338 cult
Q (cfs)
40.00
*0111l11
20.00
10.00
0.00
0.2 0.3 0.3
Hyd No. 4 Time (hrs)
22

Hydrograph Plot
23
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
POSTDEV 4A, 4B
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hvds. = 9. 10
Q (cfs)
2.00
1.00
0.00 A
0
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 1.12 cfs
Time interval = 1 min
POSTDEV 4A, 4B
Hyd. No. 14 =-10 Yr
5 10 15 19 24 29 34
Hyd No. 14 Hyd No. 9 Hyd No. 10
Hydrograph Volume = 54,342 cult
Q (cfs)
2.00
1.00
' ' 0.00
39 44 48
Time (hrs)

24
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
32.04
1 10
19,223
--
----
------
PRE -DEVELOPMENT 4A
2
Rational
86.50
1 10
51,902
--
---
-----
POST -DEVELOPMENT 4A
4
Rational
12.08
1 10
7,245
--
------
PRE -DEVELOPMENT 4B
5
Rational
35.02
1 10
21,011
---
--
-----
POST -DEVELOPMENT 4B
9
Reservoir
0.30
1 20
40,672
2
31.90
51,675
4A TO BASIN 4A
10
Reservoir
0.8F
—
21,000
5
37.79
20,308
4B TO BASIN 4B
13
Combine
26,468
1, 4,
------
------
PRE -DEVELOPMENT PHASE 4
14
1
Combine
I
I
i
__
60,576
9, 10,
�
POSTDEV 4A, 4B
�
Phases 4-5 Basins Regrade.gpw
Return Period: 25 Year
Wednesday, Apr 15 2008, 1:24 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
25
Hydraflow Hydrographs by Intelisohre
Hyd. No. 1
PRE -DEVELOPMENT 4A
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 22.420 ac
Intensity
= 7.145 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
i
Q (cfs)
35.00
` 30.00
25.00
20.00
1
15.00
10.00
5.00
000
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 32.04 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
PRE -DEVELOPMENT 4A
Hyd. No. 1 -- 25 Yr
Hydrograph Volume = 19,223 cult
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0.0 0.1 0.2 0.3 0.3
Hyd No. 1 Time (hrs)

Hydrograph Plot
26
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 2
POST -DEVELOPMENT 4A
Hydrograph type
= Rational
Peak discharge
= 86.50 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 22.420 ac
Runoff coeff.
= 0.54
Intensity
= 7.145 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Hydrograph Volume = 51,902 cult
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0 0.1 0.2 0.3 0.3
Hyd No. 2 Time (hrs)
POST -DEVELOPMENT 4A
Hyd. No. 2 -- 25 Yr

Hydrograph Plot
27
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 4
PRE -DEVELOPMENT 4B
Hydrograph type
= Rational
Peak discharge
= 12.08 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 8.450 ac
Runoff coeff.
= 0.2
Intensity
= 7.145 in/hr
Tc by User
= 10.00 min
IDF Curve
= WILMINGTON-IDF.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
14.00
12.00
10.00
8.00
i
6.00
I
4.00
2.00
000
0.0
Hydrograph Volume = 7,245 cuft
Q(Cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.1 0.2 0.3 0.3
Hyd No. 4 Time (hrs)
PRE -DEVELOPMENT 4B
Hyd. No. 4 -- 25 Yr

Hydrograph Plot
28
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
POST -DEVELOPMENT 4B
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 8.450 ac
Intensity
= 7.145 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
40.00
30.00
P4111I111
10.00
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 35.02 cfs
Time interval = 1 min
Runoff coeff. = 0.58
Tc by User = 10.00 min
Asc/Rec limb fact = 111
POST -DEVELOPMENT 4B
Hyd. No. 5 -- 25 Yr
Hydrograph Volume = 21,011 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.0 0.1 0.2 0.3 0.3
Hyd No. 5 Time (hrs)

Hydrograph Plot
29
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
4A TO BASIN 4A
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 2
Reservoir name = Infiltration Basin 4A
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 5
Hyd No. 9
4A TO BASIN 4A
Hyd. No. 9 -- 25 Yr
10 15 19
Hyd No. 2
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge
= 0.30 cfs
Time interval
= 1 min
Max. Elevation
= 31.90 ft
Max. Storage
= 51,675 cuft
Hydrograph Volume = 40,672 cult
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 29 34 39 44 48
Time (hrs)

Pond Report
30
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Pond No. I - Infiltration Basin 4A
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
30.00
23,785
0
0
1.00
31.00
27,383
25,584
25,584
1.50
31.50
29,201
14,146
39,730
1.75
31.75
30,115
7,415
47,145
2.00
32.00
31,018
7,642
54,786
2.50
32.50
32,863
15,970
70,756
3.00
33.00
34,722
16,896
87,653
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 48.00
0.00
0.00
0.00
Crest Len (ft)
= 5.00 15.00
0.00
0.00
Span (in)
= 48.00
0.00
0.00
0.00
Crest El. (ft)
= 32.00 32.50
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 3.33
0.00
0.00
Invert El. (ft)
= 30.20
0.00
0.00
0.00
Weir Type
= Riser Rect
---
---
Length (ft)
= 45.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 0.27
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 = 0.420 in/hr (Contour) Tailwater Elev. = 0.00 It
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00
Stage / Discharge
Stage (ft)
3.00
2.00
1.00
0 00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 ' 33.00 36.00
Total 4
Discharge (cfs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 10
j 4B TO BASIN 4B
Hydrograph type = Reservoir
Peak discharge
= 0.86 cfs
Storm frequency = 25 yrs
Time interval
= 1 min
Inflow hyd. No. = 5
Max. Elevation
= 37.79 ft
Reservoir name = Infiltration Basin 4B
Max. Storage
= 20,308 cuft
Storage Indication method used.
Hydrograph Volume = 21,000 cult
4B TO BASIN 4B
Q (cfs)
Hyd. No. 10 -- 25 Yr
Q (cfs)
40.00
........
_........
40.00
--
........
.... ...._...
.....
......
.........
—.—. ..
30.00
...........
.........__
.......-
-
......... ........
-
.....
......
— ........
30.00
......_._ ........
_-.-
—
- ----
--- .. _....
.. .........
.........
---
-..
....... .........
......
---
20.00
...
-- ----
20.00
......
_ .........
....... ...... .
.........
.... ........ _ _
_.... ........
.... .....
10.00
s
-
.........
........ -.-
-
10.00
- --- --
_......
............... ... .........
i
0.00
1
0.00
0.0 1.7 3.3 5.0 6.7 8.3 10.0
11.7 13.3 15.0
16.7 18.3
Time (hrs)
Hyd No. 10 Hyd No. 5
31

Pond Report
32
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Pond No. 2 - Infiltration Basin
4B
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage : Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 37.00
23,833
0
0
0.33 37.33
25,135
8,080
8,080
1.00 38.00
28,471
17,958
26,038
1.25 38.25
29,456
7,241
33,279
1.50 38.50
30,445
7,488
40,766
1.75 38.75
31,437
7,735
48,501
2.00 39.00
32,432
7,984
56,485
2.25 39.25
33,431
8,233
64,718
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
0.00
0.00
0.00
Span (in)
= 36.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 36.00
0.00
0.00
0.00
Length (ft)
100.00
0.00
0.00
0.00
Slope (%)
1.00
0.00
0.00
0.00
N-Value
.009
.000
.000
.000
Orif. Coeff.
0.60
0.00
0.00
0.00
Multi -Stage
= n/a
No
No
No
Stage (ft)
3.00
2.00
1.00
L 000
weir structures
[A] [B] [C] [D]
Crest Len (ft)
= 5.00
15.00
0.00
0.00
Crest El. (ft)
38.25
38.75
0.00
0.00
Weir Coeff.
= 3.33
3.33
0.00
0.00
Weir Type
= Riser
Rect
---
---
Multi-Stage
= Yes
No
No
No
ExHftration = 1.360 in/hr (Contour) Tailwater Elev_ = 0.00 ft
Note: CulverllOrifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
.... . . ........... ........................... ........ . ... . .......... .
. .. . . ........ . .
. . . . ... ................... . . . ..... . .. . . . . ...........
. ............. . . .. I . ............. . . . ....... .... ... . . 11.11,111,11111.1 . ... ...... . - ..... ...... . ......... . .. ... ..
0.00 4.00 8.00
- Total Q
Stage (ft)
3.00
2.00
1.00
12.00 16.00 20.00 24.00 28.00 32.00 36.00
Discharge (cfs)

Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
I
Hyd. No. 13
PRE -DEVELOPMENT
PHASE 4
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Inflow hyds.
= 1, 4
i
Q (Cfs)
50.00
40.00
30.00
20.00
10.00
0.00 -
0.0
0.1
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 44.11 cfs
Time interval = 1 min
PRE -DEVELOPMENT PHASE 4
Hyd. No. 13 -- 25 Yr
0.2
Hyd No. 13 Hyd No. 1 Hyd No. 4
0.3
Hydrograph Volume = 26,468 cult
Q (Cfs)
50.00
40.00
30.00
lKS 11
10.00
- 0.00
0.3
Time (hrs)
33

Hydrograph Plot
34
Hydraflow Hydrographs by Intelisobe
Hyd. No. 14
POSTDEV 4A, 4B
Hydrograph type = Combine
Storm frequency = 25 yrs
Inflow hyds. = 9, 10
Q (C%)
2.00
M11811
0.00 1
0
5 10
Hyd No. 14
POSTDEV 4A, 4B
Hyd. No. 14 -- 25 Yr
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 1.15 cfs
Time interval = 1 min
Hydrograph Volume = 60,576 cuR
Q (cfs)
2.00
1.00
I I I I I 0.00
15 19 24 29 34 39 44 48
- Hyd No. 9 Hyd No. 10 Time (hrs)

35
L_.
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
Rational
38.33
1
10
22,999
---
------
PRE -DEVELOPMENT 4A
2
Rational
103.49
1
10
62,097
---
POST -DEVELOPMENT 4A
4
Rational
14.45
1
10
8,668
---
-----
----
PRE -DEVELOPMENT 4B
5
Rational
41.90
1
10
25,138
---
----
POST -DEVELOPMENT 4B
9
Reservoir
1.94
1
20
48,302
2
32.21
61,567
4A TO BASIN 4A
10
Reservoir
0.89
1
20
25,127
5
37.94
24,398
4B TO BASIN 4B
13
Combine
52.78
1
10
31,667
1, 4,
--- -
PRE -DEVELOPMENT PHASE 4
14
Combine
2.82
1
20
72,140
9, 10,
------
i
POSTDEV 4A, 4B
Phases 4-5 Basins Regrade.gpw
Return Period: 100 Year
Wednesday; Apr 16 2008, 1:24 PM
Hydraflow Hydrographs by intelisolve

Hydrograph Plot
36
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE -DEVELOPMENT 4A
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 22.420 ac
Intensity
= 8.548 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
r
Q (cfs)
40.00
30.00
20.00
0.00
0.0
Hyd No. 1
0.1
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge. = 38.33 cfs
Time interval = 1 min
Runoff coeff. = 0.2
Tc by User = 10.00 min
Asc/Rec limb fact = 111
PRE -DEVELOPMENT 4A
Hyd. No. 1 —100 Yr
0.2
0.3
Hydrograph Volume = 22,999 cult
Q (cfs)
40.00
20.00
10.00
N 0.00
0.3
Time (hrs)

37
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
POST -DEVELOPMENT 4A
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 22.420 ac
Intensity
= 8.548 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
120.00
i11I111I7
80.00
f
1:I111I1l
40.00
20.00
-- - - -- .
0.00
i 0.0
Hyd No. 2
L
0.1
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 103.49 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
POST -DEVELOPMENT 4A
Hyd. No. 2 --100 Yr
0.2
0.3
Hydrograph Volume = 62,097 cult
Q (cfs)
120.00
100.00
40.00
20.00
0.00
0.3
Time (hrs)

Hydrograph Plot 38
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
PRE -DEVELOPMENT 4B
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 8.450 ac
Intensity
= 8.548 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
Q (cfs)
F
12.00
9.00
6.00
3.00
000
0.0 0.1
Hyd No. 4
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 14.45 cfs
Time interval
= 1 min
Runoff coeff.
= 0.2
Tc by User
= 10.00 min
Asc/Rec limb fact
= 1/1
PRE -DEVELOPMENT 4B
Hyd. No. 4 --100 Yr
Hydrograph Volume = 8,668 cult
Q (cfs)
15.00
12.00
3.00
1 0.00
0.2 0.3 0.3
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
POST -DEVELOPMENT 4B
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 8.450 ac
Intensity
= 8.548 in/hr
IDF Curve
= WILMINGTON-IDF.IDF
I
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0.0
I
l_
Hyd No. 5
0.1
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 41.90 cfs
Time interval = 1 min
Runoff coeff. = 0.58
Tc by User = 10.00 min
Asc/Rec limb fact = 1/1
POST -DEVELOPMENT 4B
Hyd. No. 5 —100 Yr
0.2
0.3
Hydrograph Volume = 25,138 cult
Q (cfs)
50.00
40.00
30.00
20.00
flrl1df
N 0.00
0.3
Time (hrs)
39

Hydrograph Plot
40
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 9
4A TO BASIN 4A
Hydrograph type
= Reservoir
Peak discharge
= 1.94 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2
Max. Elevation
= 32.21 ft
Reservoir name
= Infiltration Basin 4A
Max. Storage
= 61,567 cuft
Storage Indication method used. Hydrograph Volume = 48,302 cult
Q (cis)
120.00
100.00
80.00
60.00
40.00
20.00
f
0.00 —
0 5 10
Hyd No. 9
4A TO BASIN 4A
Hyd. No. 9 --100 Yr
Q (cfs)
120.00
100.00
40.00
20.00
^--�I 10.00
15 19 24 29 34 39 44 48
- Hyd No. 2 Time (hrs)

Pond Report
41
Hydraflow Hydrographs by Intelisolve Wednesday, Apr 16 2008, 1:24 PM
Pond No. 1 - Infiltration Basin 4A
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00
30.00
23,785
0
0
1.00
31.00
27,383
25,584
25,584
1.50
31.50
29,201
14,146
39,730
1.75
31.75
30,115
7,415
47,145
2.00
32.00
31,018
7,642
54,786
2.50
32.50
32,863
15,970
70,756
3.00
33.00
34,722
16,896
87,653
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A►] [B]
[C]
[D]
Rise (in)
= 48.00
0.00
0.00
0.00
Crest Len (ft)
= 5.00 15.00
0.00
0.00
Span (in)
= 48.00
0.00
0.00
0.00
Crest El. (ft)
= 32.00 32.50
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33 3.33
0.00
0.00
Invert El. (ft)
= 30.20
0.00
0.00
0.00
Weir Type
= Riser Rect
---
---
Length (ft)
= 45.00
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 0.27
0.00
0.00
0.00
N-Value
= .009
.000
.000
.000
Orif. Coeff.
= 0.60
0.00
0.00
0.00
Multistage
= n/a
No
No
No
Exfiltration = 0.420 inthr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
3.00
2.00
1.00
000
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge
....... ... ....... .... . ....... . ...... .......... .... ......
. .... .. .. ...... . . . . .. .......... .. .
I . - 1, 1 -1 .. ... ....... .. . . .......... . . ... . .......... .
I . . . ...... . --- - � - . 1. - I I ------ - J
Stage (ft)
3.00
2.00
1.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Total Q Discharge (cfs)

42
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Hyd. No. 10
4B TO BASIN 4B
Hydrograph type
= Reservoir
Peak discharge
= 0.89 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5
Max. Elevation
= 37.94 ft
Reservoir name
= Infiltration Basin 4B
Max. Storage
= 24,398 cuff
Storage Indication method used. Hydrograph Volume = 25,127 cuFt
Q (cfs)
50.00
U1111111
30.00
20.00
10.00
1.8 3.7 5.5
Hyd No. 10 —
4B TO BASIN 4B
Hyd. No. 10 -- 100 Yr
Q (cfs)
50.00
40.00
30.00
20.00
ED111I6]
0.00
7.3 9.2 11.0 12.8 14.7 16.5 18.3 20.2
Time (hrs)
Hyd No. 5

Pond Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Apr 16 2008, 1:24 PM
Pond No. 2 - Infiltration Basin 4B
Pond Data
I Pond storage is based on known contour areas.
Average end area method used.
Stage I Storage ► able
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuff) Total storage (curt)
0.00 37.00
23,833
0 0
0.33 37.33
25,135
8,080 8,080
1.00 38.00
28,471
17,958 26,038
1.25 38.25
29,456
7,241 33,279
1.50 38.50
30,445
7,488 40,766
1.75 38.75
31,437
7,735 48,501
2.00 39.00
32,432
7,984 56,485
2.25 39.25
33,431
8,233 64,718
Culvert I Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C]
[D]
Rise (in) = 36.00 0.00
0.00
0.00
Crest Len (ft) = 5.00 15.00
0.00
0.00
Span (in) = 36.00 0.00
0.00
0.00
Crest El. (ft) = 38.25 38.75
0.00
0.00
No. Barrels = 1 0
0
0
Weir Coelf. = 3.33 3.33
0.00
0.00
Invert El. (ft) = 36.00 0.00
0.00
0.00
Weir Type = Riser Rect
---
---
Length (ft) = 100.00 0.00
0.00
0.00
Multistage = Yes No
No
No
Slope (%) = 1.00 0.00
0.00
0.00
N-Value = .009 .000
.000
.000
Orit Coeff. = 0.60 0.00
0.00
0.00
Multi -Stage = n/a No
No
No
ExfiItration = 1.360 in/hr (Contour) Tailwater Elev. = 0.00 ft
Stage (ft)
3.00
2.00
1.00
0.00 11
0.00
4.00 8.00
T otal Q
Stage I Discharge
Note: Culvert/Orifice outllows'have been analyzed under inlet and outlet control.
Stage (ft)
3.00
2.00
1.00
0.00
12.00 16.00 20.00 24.00 28.00 32.00 36.00
Discharge (cfs)
43

Hydrograph Plot
44
Hydraflow Hydrographs by Intelisolve
Hyd. No. 13
PRE -DEVELOPMENT PHASE 4
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 4
Q (cfs)
60.00
50.00
40.00
30.00
10.00
f
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 52.78 cfs
Time interval = 1 min
Hydrograph Volume = 31,667 cult
PRE -DEVELOPMENT PHASE 4
Hyd. No. 13 — 100 Yr
0.00
0.0 0.1
Hyd No. 13 Hyd No. 1
0.2
Hyd No. 4
0.3
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.3
Time (hrs)

45
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
POSTDEV 4A, 4B
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 9, 10
I POSTDEV 4A, 4B
Q (S) Hyd. No. 14 —100 Yr
2.00
1.00
0.00 1
0
Wednesday, Apr 16 2008, 1:24 PM
Peak discharge = 2.82 cfs
Time interval = 1 min
5 10 15 19 24 29 34
Hyd No. 14 Hyd No. 9 Hyd No. 10
Hydrograph Volume = 72,140 cult
39 44
Q (cfs)
3.00
PX1111
1.00
-1 0.00
48
Time (hrs)

PIPE AREA WEIGHTED `C' VALUES
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

DRAINAGE AREA DESIGN SHEET
DATE: 4/17/2008 SHEET 1 OF 13
PROJECT: Turtle Creek - Phases 4 and 5 DESIGN BY: EAS
PROJECT NO.: 041.05.043 CHECKED BY:
DESCRIPTION: Sub -Basin Drainage Area Analysis
DRAINAGE AREA CI-66
Post Development
C
A
A ac
1
Dwelling & Driveway
095
8,860
2
Sidewalk
095
2,635
096
3
Street&Gutter
D 00
8403
0it
4
Gress
6
7
8
Wal hted C
1
1 0.52
Total Area
50.881 1.17
Im rviow Area
19 791 0.45
Percent Impervious
M.9%
DRAINAGE AREA CI-67
Post Development
C
A
A ac
1
Dwelling & Ddveway
0.95
10.814
0.25
2
Sidewalk
833
002
3
Street & Gutter
0.95
3,307
008
4
Grass
025
9.217
021
6
7
e
Weighted C
0.68
Total Area
24.171 0.55
Impervious Area
14 954 0.34
1p—.ntI-oarvlous
61.9%
DRAINAGE AREA CI-58
Post Development
C
Aft°
A as
1
Dwelling & Driveway
0
18 91
2
Sidewalk
095
1424
0
3
Street & Gutter
096
41177
0, 1
4
Grass
6
7
8
.Weighted C
0.76
Tl
_
34,141 0.78
Imrvaa
24,8921 0.57
Percent Impervious
72.9%
DRAINAGE AREA CI-69
Post Development
C
A
Afee)
1
Dwelling & Dflyeway
095
3,744
0 DO
2
Sldwalk
096
1917
3
Street & Gutter
0.
6,290
.14
4
Grass
020
2BJ43
6
7
8
Wel hted C
1
0.46
Total Area
40 094 0.92
Im aMous Area
11,951 0.27
Percent Impervious
Q = CIA
I = 7.21Nhr
C = Weighted C
A • Total area in acres
Q = CIA
i = 7.2 in/hr
C = Weighted C
A = Total area In acres
Q • 2.7$
Q • CIA
1= 7.2 in/hr
C = Weighted C
A = Total area in acres
• 4.29
Q = CIA
I = 7.21nmr
C = Weighted C
A • Total area in acres
= 3114

SHEET 2 OF 13
DESIGN SY: EAS
DRAINAGE AREA CI-70 CHECKED BY:
Post Development
C
A
A ac
1
Dwelling & Driveway
0j§
3.570
%
2
Sidewalk
ON
1574
004
3
Street & Gutter
095
4,623
0.11
4
crass
0,26
4,320
010
6
7
8
Wal hied C
0.74
Total Ann
14.0871 0.32
Im rvious Area
1 9767 0.22
Percent Impervious
69.3%
DRAINAGE AREA CI-71
Post Development
C
A (fel
A tat
1
Dwelling & Driveway
7,537
9.17
2
Sidewalk
0,45
1,163
003
3
Street & Gutter
0,95
4.055
0.00
4
Grass
0.25
0431
01.1
6
7
8
_
Weighted C
0.71
Total Area
1 19.276 1 0.44
Impervious Area
1 12,745 1 0.29
Percent Impervious
66.1%
DRAINAGE AREA CI-72
Post Development
C
AM I A ae
1
Dwelling & Driveway
15.172
2
Sidewalk
08(r,_
1487 �I Q.L
3
Street & Gutter
4
— 5_500
4
8
Grass
_ 029
16 238 1 037
7
1 1
8
Weighted C
0.65
Total Area
38,39710.88
Impervious Area
22.159 0.51
Percent Impervious
57.7%
DRAINAGE AREA CI.73
F - ----T--T c I eWAT nme�
1
Dwellin &D
098
14972
asa
2
Sidewalk
0
1058
0
3
Street & Gutter
0.
4 435
0.10
4
Gress
02
t
029
B
7
8
Weighted C
0.68
Total Area
32 953 0.76
Im rvious Area
2D 466 0.47
Percent Impervious
62.1%
Q = CIA
i = 7.2 inlhr
C = Weighted C
A =- Total area in acres
Q= 9T1
Q-CiA
i = 72 INhr
C = Weighted C
A = Total area in acres
Q = CIA
1= 7.2 inlhr
C - Weighted C
A = Total area in acres
Q - CIA
1= 72 irdhr
C = Weighted C
A = Total area In acres
Q= 373

SHEET 3 OF 13
DESIGN BY: EAS
DRAINAGE AREA CI-74 CHECKED BY:
Post Development
C
A
Alee)
1
Dwelling & Driveway
995
14.972
034
2
Sidewalk
0. PA
959
002
3
Street & Gutter
0.06
4.203
01
4
Gress
026
JR.JR1
028
6
7
8
Wel hted C
0.69
Total Area
1 32 235 0.74
Impervious Area
1 20.1311 0.46
Percent ImDervlous
DRAINAGE AREA CI-75
Post Development
C
A gel
A ac
1
Dwelling & Driveway
98
116,686
036
2
Sidewalk
0 95
909
002
3
Street & Gutter
0.95
4,640
911
Gress
925
16
4
6
7
8
Weighted C
0.65
it
Total Area
36,942 1 0.85
Impervious
1 21,1151 0.48
Percent Impervious
572%
DRAINAGE AREA CI-76
Post Development
C
A M
A ae
1
Dwelling & UrIveway
4323
09
2
Sidewalk
Q. 5
138
Q-QD
3
Street & Gutter
095
4.662
010
4
Gress
_
Q 8
0n
6
Other (Pump Station
093
000
7
8
Weighted C
0.56
Total Area
1 20.5781 0.47
Impervious Area
9,0131 0.21
Percent Impervious
43.8%
Post Development
C
A M
AJac)
1
Dwelling & Driveway
005
11,257
2
Sidewalk
005
000
3
Street & Gutter
095
8,273
014
6
Grass
025
29895
089
7
8
Weighted C
0.51
Total Area
47 425 1.09
Im ervlous Area
17 1530 0.40
Percent Im ervlous
37.0%
Q=CIA
i = 7.2 inlhr
C = Weighted C
A = Total area In acres
@= 3.06.
Q = CIA
1-7.2inmr
C = Weighted C
A = Total area in acres
Q = CIA
I = 7.2 INhr
C = Weighted C
A - Total area in acres
- 1 88
Q - CIA
1=72inmr
C = Weighted C

SHEET 4 OF 13
DESIGN BY: EAS
DRAINAGE AREA CI-79 CHECKED BY:
Post Development
C
A
A se
1
Dwelling & Ddvewav
0 96
0.an
2
Sidewalk
.96
1.334
0.
3
Street & Gutter
095
4.054
000
4
Grass
025
5 G
6
_
8
Niel kited C
0.61
Total Area
10,436M51d
Im rvious Area
5 388Poroard
Im rvious
DRAINAGE AREA CI-79
Post Development
C
A
A ac
1
Dwelling & Driveway
Is,""
2
Sidewalk
096
804
002
3
Street & Gutter
095
4.752
0.11
4
Gross
02J
15.M
0.
8
7
8
.Weighted C
0.57
Total Aroa
39.993 0.92
Im loos Area1
23,99 0.55
Percent Impervious
60.0%
DRAINAGE AREA Cl
Post Development
C
A
AInc)
1
Dwelling & Ddvewav
096
3,991
2
Sidewalk
0 9
931
002
3
Street & Gutter
_
0 96
3.012
091
4
Gross
.g;:,¢_
2
6
7
8
Wet hied C
0.77
Total Area
15.609 024
Impervious Area
1 7,9341 0.16
Percem Impamlous
LUdl�Ud14JldJi,Vjnl
Post Development
C
A
A ac
1
Dwelling & Ddvewav
0�0lL,
2
Sidewalk
0.96
1269
3
Street & Gutter
0.95
3,168
007
4
Grass
1
8
_
7
6
Weighted C
0.82
Total Araa
-
5.44 0.12
Im rvious Area
4.413 0.10
Percent Impervious
Q = CIA
i - 7.2 inRk
C = Weighted C
A = Taal area in acres
Q = CiA
I = 7.2 Inlhr
C = Weighted C
A = Total area in acres
Q - CIA
1= 7.2 irVhr
C = Weighted C
A= Total area in acme
t.36
Q - CIA
I = 72 ingv
C = Weighted C
A - Total area in acres
Q= O.T4

SHEET 5 OF 13
DESIGN BY: EAS
DRAINAGE AREA CM CHECKED BY:
Develo mend
C
A
A aellin
&Driveway
000
Sidewalkreet.
& Gutter
095
684
0Grass
000
Z
797 0.02
730 0.02
91.6%
DRAINAGE AREA CI-83
Post Develo ment
C
A
A ac
1
Dwelling & Ddv
.9.
3 805
2
Sidewalk
0.96
668
0.
3
Street & Gutter
2 799
4
Grass
A.
0
6
7
8
Wei hied C
1
0.69
Total Area
11,537 0.27
Im ervlous Area
1 7,2721 0.17
Percent Impervious 52.5%
DRAINAGE AREA CI-84
eM
C
A A ac
ewa
0 95
S i 366 0
II96
�_
581 001_
er
00 65
3 342 04
Grass
MCI
0.70
Total Area
23,580 0.54
Im rvious Area
15,2891 0.35
PorceM Impervious
DRAINAGE AREA C485
Post Develo mart
C
AM21
A ac
1
Dwellin & Dri
96
7 168
old
2
Sidewalk
095
1.340
0.
3
Street & Gutter
age
4 482
0.1
4
Grass
025
10.027
6
7
8
Weighted C
0.64
Total Aree
23.51171 0.54
Im rvbus Area
1 12.990 1 Mau
Percent Impervious 55.2%
Q - CIA
1= 7.2In/hr
C = Weighted C
A - Total area In acres
Qa 9.1
Q - CIA
I = 7.2 inlhr
C = Weighted C
A = Total area in acres
Q= 1.
Q=CIA
I = 72 inglr
C = Weighted C
A = Total area In acres
Q = 74
Q - CIA
1= 7.21Nhr
C = Weighted C
A = Total area in acres

SHEET 6 OF 13
DESIGN BY: EAS
DRAINAGE AREA C146 CHECKED BY:
Post Development
C
A
A ae
1
Dwelling; &Drivewa
2.0,6
10723
2
Sidewalk
_
0.05
1,389
003
3
Street & GLMef
095
5,359
4
Gmem
oil
13.251
0,30
6
7
8
.WeIghtedC
0.65
Total Area
1 30.7221 0.71
Impervious Area
1 17.471 1 0.40
Percent Impervious
66.9%
DRAINAGE AREA Cl
Post Development
C
A
A(so)
1
Dwelling & Driveway
0 is
22,650
052
2
Sidewalk
Q,96
29/5
007
3
Street & Gutter
096
10289
0.24
4
Grass
0-25
24-910
0.57
6
7
8
Weighted C
0.66
Total Area
1 60.6641 1.39
Impervious Area
1 35,7541 0.82
Percent Impervious
58.9%
DRAINAGE AREA CI-88
Post Develo merit
C
A
A fact
1
Dwelling8 Ddvewa
,._9�__
29 322
__ 8117
2
Sidewalk
Q 9$�
2 296
_ 6_i
3
Street & Gutter
_ Q.96 ,,,
10 023
0
4
Grass
I Q;6,____1
29 70
0.68
6
I
7
8
Wei
1 0.66
Total Area
71 374 1.84
Im rvious Area
41,641 1 0.96
PorceM Im rvbus
58.3%
DRAINAGE AREA CI-89
Post Development
C
A M
A ac
1
Dwelling & Driveway
095
3731
002
2
Sidewalk
095
1130
003
3
Street & Gutter
095
3 826
002
4
Grass
026
11
025
6
7
8
We" hied C
1
0.58
Total Area
19 689 0.45
Im ervlous Area
B 687 0.20
Percent Impervious
".1%
Q - CIA
I = 7.2 INhr
C = Weighted C
A = Total area in acres
Q� 3.29
Q = CIA
I = 7.2 inmr
C - Weighted C
A = Total area In acres
Q = CIA
1- 72 irVhr
C = Weighted C
A = Total area In acres
Fa-.--? -771
Q = CIA
1- 7.2 inthr
C = Weighted C
A = Total area In acres
Qa t.lt9

SHEET 7 OF 13
DESIGN BY: EAS
DRAINAGE AREA CI-90 CHECKED BY:
Post Development
C
A
A ae
1
Dwelling & Driveway
7,117
018
2
Sidewalk
09.5
586
3
Street & Gutter
ago
2.473
4
Gmss
S
/ 7.
1
6
7
8
WeE kited C
0.65
Total Area
17.964 1 0.41
impervious Area
1 10,1761 C.23
PerceM Impervious
56.6%
I-]'LTJI 111x n
Post Development
C
A M
A 8e
1
Dwelling & Driveway
28,785
OGG
2
Sidewalk
RM
1582
004
3
Street & Gutter
0,06
5,488
0A3
4
Grass
026
38
COS
6
7
8
.Weighted C
0.54
Total Aresi
71.9051 1.65
Im rvious Area
36,833 0.82
Percent Impervious
49.8%
DRAINAGE AREA CI-92
Post Development
C
A rtZ A ac
1
Dwelling & Driveway
0.06
7.306 017
2
Sidewalk
090
1573 0
3
Street & Gutter
0
5.040 QM_
4
Gress
0 25
6
7
....__
.._._,�..
8
.Weighted C
0.55
Total Area
22,8101 0.62
Im rvious Area
13.9191 0.32
Porcem Impervious
61.0%
DRAINAGE AREA CI-93
Post Development
C
A as
1
Dwelling& DrivewayC
95
1107
2
Sidewalk
03
Street & Gutter
I
0.05
4
Grass
0,257
8
_.-.._.
-.'_..
.Weighted C
0.84
Total Area
10,862 0.25
Im rvious Area
6.0921 0.14
Porcent Impervious
56.1%
Q e CiA
1= 7.2 Inlhr
C = Weighted C
A = Total area in acres
Q= t.
Q = CIA
1- 7.2 inlhr
C = Weighted C
A = Total area In acres
Q - 6.42
Q - CIA
1= 72 inlhr
C = Weighted C
A = Total area in acres
Q - CIA
I=7.2 inter
C = Weighted C
A = Total area in acres

SHEET 8 OF 13
DESIGN BY: EAS
DRAINAGE AREA CI-94 CHECKED BY:
Post Develo mem
C
A
A facl
1
Dwelling & Driveway
0.95
8.424
19
2
Sidewalk
095
086
0.23
3
Street & Gutter
PRO
3.618
QUO
4
Grass
025
SmO41
014
6
7
8
Weighted C
0.88
Total Area
1 21.0891 0.48
Impervious Area
1 13,0281 0.30
Percent Impervious
61.8%
DRAINAGE AREA CI-95
Post Development
C
A
A ac
1
DweMn & D.1mm
02§0.
2
Sidewalk
0,05
136
0
3
Street & Gutter
0"
534
001
4
Grass
0.25
1
0.00
6
7
_
8
Weighted C
0.85
Total Area
7851 0.02
Impervious Area
1 670 1 0.02
Percent Impervious
85A%
DRAINAGE AREA CI-96
Post Development
C
ac1
Dwellin & Drivewa
0.
2
Sidewalk
095
aAA
0;03
3
Street & Gutter
0 85
0114
Grass
25
Q 4 —
8
7
8
.Weighted C
0.59
Total Area
12,2451 0.28
Im rvious Ara
5,9351 0.14
Percent Impervious
48.5%
DRAINAGE AREA CI-97
Post Develo rent
C
A T
A ac
1
Dwelling & Driveway
990
14462
0,33
2
Sidewalk
095
7618
004
3
Street & Gutter
0 Lm
5.181
0.1
4
Grass
0 zi
14:M
034
6
7
8
Wel hted C
0.66
Total Area
35,999 0.83
Im srvlous Area1
21241 1 0.49
Percent Impervious
59.0%
Q - CIA
i = 7.2 in/hr
C = Weighted C
A = Total area in acres
61• 288
Q - CIA
I = 7.2 iM1r
C = Weighted C
A - Total area In acres
BE = 8!1
Q = CIA
I = 7.2 Whir
C = Weighted C
A = Total area in acres
Q = 148
Q - CIA
1= 7.2 Inlhr
C = Weighted C
A = Total area in acres
Q= 386

SHEET 9 OF 13
DESIGN BY. EAS
DRAINAGE AREA CI-99 CHECKED BY:
Post Development
C
A
ALac)
1
Dweltnq &Dri
000
2
Sidewalk
00
466
001
3
Street & Guller
0.
1,752
004
Grass
026...
2.983
_
0.^.7
6
7
_
8
----
Wei hted C
0.55
Total Area
1 6.2041 0.12
Im envious Area
1 2,2181 0.05
Percent Impervious
42.6%
DRAINAGE AREA CI-99
Post Develo mem
C
A
A as
1
Dwell:na & Driveway
Qua
3080
007
2
Sidewalk
cgs
1,031
002
3
Street & Gu0er
005
3.212
007
4
Grass
.25
12
8
7
a
.Weighted C
o.65
Total Area
12 0.28
Im rWoua Area
1 7323 1 0.17
Percem Impervious
59.1%
DRAINAGE AREA C140D
Post Development
C
A
A ac
1
Dwelling & Drivem
7405
017
2
Sidewalk
gam
_ _ 1 166
�(LT
3
Street & Gutter
10,0
6.
4
Grass
0
6
7
a
.Weighted C
0.63
Total Area
23.597 0.64
Im rvious Ares
12,3721 0.30
Percent Impervious
54.5%
DRAINAGE AREA CI.101
Q - CIA
1= 7.2 inlhr
C = Weighted C
q = Tom! area in acres
Q• 047
Q - CIA
I = 7.2 inlhr
C = Weighted C
A = Total area in acres
Q R 1.80
Q = CIA
t = 7.21nlhr
C = Weighted C
A - Total area in acres
Q= 2.46
Q = CIA
I = 7.2 inlhr
C = Weighted C
A = Total area in acres
QR {

SHEET 10 OF 13
DESIGN BY: EAS
DRAINAGE AREA CI-102 CHECKED SY:
Post Develo mein
C
A
A ac
1
Dwelling & Driveway
Off
7586
0.1
2
Sidewalk
093
1.164
003
3
Street & Gutter
4.455
a. t
4
1 9
0,31
8
Weighted C
D.53
Total Area
1 25.5231 0.61
Impervious Area
1 13,2051 0.30
Portent Impervious
49.8%
DRAINAGE AREA C1403
Post Development
C
A
A ae
1
Dwelling & Driveway
095
7,668
017
2
Sidewalk
095
850
3
Street & Gutter
OS5
2.672
005
4
Gress
ID,24
0313.
4
6
7
8
Weighted C
0.70
Total Area
1 17.3931 0.40
Impervious Area
1 11,080 0.25
Porcewt Impervious
63.7%
DRAINAGE AREA CI-104
Post Development
C
A
A ac
1
Dwelling & Driveway
7,907
011111
2
Sidewalk
096
782
0,02
3
Street & Gutter
00_2.738.
0
4
Grass
6
7
8
Weighted C
0.65
Total Area
1 20.2471 0.46
Impervious Area
11,4271 0.26
Percent Impervious
56.4%
DRAINAGE AREA 106
Pose Development —
--- E
- A.M
A ac
1
Dwelling & Driveway0.
2
Sidewalk
006
t 554
3
Street & Gutter
0064,601
1
4
Grass
025d
9 00
8
7
8
Wei hted C
0.67
Total Area
10,287 024
Im rvious Area
e,1551 0.14
PercentIm rvious
59.8%
Q - CIA
I = 7.2 Inlhr
C = Weighted C
A = Total area in acres
Q • $.32
Q = CIA
I = 7.21nmr
C = Weighted C
A - Total area in acres
Q= 200
Q = CIA
1= 7.2 INhr
C = Weighted C
A = Total area in acres
Q= 2.16
Q = CIA
i = 7.2 in/hr
C - Weighted C
A = Total area In acres
Q =� 1.14
L

SHEET 11 OF 13
DESIGN BY. EAS
DRAINAGE AREA YI.9 CHECKED BY.
Post Development
C
A
A ac
1
Dwelling & Driveway
98
ow
2
Sidewalk
ago
OPQ
3
Street & Gutter
0 Ilk
ovo
4
Grass
0 93
6
7
8
Wal hred C
1
0.25
TotalArea
40482 0.93
Im loos Area
0.00
PemeM Impervious
0.0%
DRAINAGE AREA Y140
Post Development
C
A
A Jac)
1
Dwelling & Driveway
0.95
000
2
Sidewalk
0.98
0
3
Street & Gutter
005
099
4
Grass
025
28.
0.62
8
7
8
Wei hted C
1
025
Total Area
25 82E 0.82
Im rvious Area
0.00
Famed Impervious
0.0%
DRAINAGE AREA YI-11
Post Develo men
C A
A ac
1
Dwelling & Driveway
096
00.0
2
Sldowalk
_0.96
Ogg
3
Street & Gutter
091 - I -
^0 0
4
Grass
0. 773
D 1
6
I
7
_
8
Weighted C
025
Total Area
28,713 0.61
Impervious Area 0.00
Percent Impervious 0.0%
DRAINAGE AREA Y14
Post Development
C
A
AJac]
1
Dwelling & Driveway0.
0
2
Sidewalk
0900
3
Street & Gutter
0.95
0.
4
Grass
025
M.713
061
8
7
8
Wel hied C
1
0.25
Total Area
26.713 0.81
Im rvlous Area
0.00
Percent Impervious
0.0%
Q - CiA
I = 7.2 inlhr
C = Weighted C
A = Total area In acres
Q« 16T
Q - CIA
i = 7.2 iNhr
C = Weighted C
A = Total area in acres
Q« 1.11
Q = CIA
1= 72 inlhr
C = Weighted C
A - Total area in acres
Q W 1.10
Q = CIA
i = 7.2 inrhr
C = Weighted C
A = Total area In acres

SHEET 12 OF 13
DESIGN BY: EAS
DRAINAGE AREA YI43 CHECKED BY:
Post Do lopment
C
A
A ac
1
Dwelling & Driveway
095
2
Sidewalk
022
3
Street & Gutter
0 %
0.00
4
Grass
5
2 .713
0.
6
7
Weighted C
0.25
Total Area
28.713 0.81
Impervious Area
0.00
Percent Impervious
0.0%
DRAINAGE AREA YI-14
Post Dewlo mart
C
A
A ac
t
Dwelling & Driveway
0.95
0,W
2
Sidewalk
0-95
ORR
3
Street & Gutter
0 85
goo
4
Gress
_
0.25
T 3
Pei
6
7
e
Weighted C
0.25
Total Area
26,713 0.61
Impervious Area
0.00
Percent Impervious
0.0%
DRAINAGE AREA YI-15
Post Development
C
A
A ac
1
Dwelling & Dfiveway
0.95
2
Sidewalk
095
000 _
3
Street & Gutter
Q iB
._.Q:QQ._.
4
Grass
02.5
2$
1
6
j
7
8
_
Wei htsd C
0.25
Total Anew
26,71310.61
Im ervious Ares
0.00
Percent Impervious
0.0%
DRAINAGE AREA YI-16
Post Development
C
A
A ae
1
Dwelling & Driveway
0.00,
2
Sidewalk
09
012
3
Street & Gutter
U0,
--PAP_
4
Grass
0
297 3
06
6
7
8
.Weighted C
D.25
Total Area
26,7131 0.61
Im ".usAreaI
1 0.00
Percent Impervious
0.0%
Q m CIA
t = 72 inlhr
C = Weighted C
A = Total E ec In acres
qs 1.1
Q = CIA
I - 7.2 k9hr
C = Weighted C
A = Total area in acres
Q- L10
Q - CIA
i = 7.2 ifAu
C = Weighted C
A = Total area in acres
Q� 1.10
Q - CIA
I=72 inmr
C = Weighted C
A = Total area In acres
w 1.10
f
L

r--
SHEET 13 OF 13
DESIGN BY: EAS
DRAINAGE AREA YI47 CHECKED BY:
Post Development
C
A
A ae
1
Dwe:lina & Driveway
2
Sidewalk
0.
3
Street & Gutter
0,96
000
h
Grass
025
13.0
030
6
7
a
.Weighted C
0.2
Total Area
13268 0.30
Im arvlour Area
0.00
Percent Impeervious
0.0%
DRAINAGE AREA Y148
Post Develo meM
C
A e,
I A ac
1
Dwah! & Driveway
.%
0.00
2
Sidewalk
0.
3
Street & Gutter
0450.
4
Grass
42671
8
7
8
Weighted C
0.25
Total Area
1 17.104 0.39
Impervious Area
0.00
PereeM Impervious
0.0%
DRAINAGE AREA YI-19
Post Development
C
A fe)
A (ae
1
Dwellinp & Driveway
2
Sidewalk
096
000
3
Street & Gutter
095
000
4
Grass
025
t
6
7
a
Wel hted C
0.25
Total Areaa
11873 0.36
Impervious_ Area
OAO
Percent Impervious
0.0%
DRAINAGE AREA CIA06
Post Development
C
A
A ac
1
Dwelling & Driveway
2
Sidewalk
095
1451
3
Street & Gutter
095
4 41M
010
4
Grass
020
4
6
7
B
Wal hied C
1
0.65
Total Area
9 8- 0 0.23
Im rvious Area
5915 0.f4
Portent Impervious
DRAINAGE AREA CI-107
Port Development
C
A
A ae
1
Dwelling & Dnmwav
905
7,644
018
2
Sidewalk
004
493
001
3
Street & Gutter
095
3,867
000
4
Gress
0
6
7
8
Wei hied C
1
0.63
Total Area
1 21.66 0.50
Impervious Area
1 11,8041 027
Percent Impervious
54.5%
DRAINAGE AREA CI-108
Post Devalo meM
C
A M
A aC
1
Dwell:nq & Ddyeway
ago
3,992
Q 09
2
Sidewalk
01111
883
001
3
Street & Gutter
0.06
3171
QqZ
4
Grass
0,25
0,04
8
7
a
Weighted C
0.82
Total Area
1 9.560 1 0.22
Impervious Area
1 7,746 1 0.18
Percent Impervious
80.8%
Q = CIA
i = 7.2 in/hr
C Weighted C
A = Tctaf =& :n acms
'®8
Q - CIA
t=7.2irfir
C = Weighted C
A = Total area In acres
= 471
Q=CiA
i - 72 iAii
C = Weighted C
A = Total area in acres
Q v 0.86
Q - CIA
t=7.2in/hr
C = Weighted C
A = Total area In acres
Q+ L9
Q=CIA
I = 7.21Nhr
C = Weighted C
A = Total area In acres
Q= R
Q = CIA
1- 72 :Nhr
C = Weighted C
A = Total area in acres
: 1.plr

PIPE SIZING CALCULATIONS
The Villages at Turtle Creek 4
Stormwater Management High Density Permit Application

Ptoj.:
Sob 41:
Locefim

Pmipe
CaI4
Project: Turtle Creek- Phases 4 and 5 ible
Job #: 041.05.043 ed
Location: Surf City, NC
PIPE SECTION
AREA (Acres) TRIM
ATION
GRATE/RIM TO
INVERT
FROM I TO
i
Inc. Ac
Total Ac
Lower
End
Upper
End (Ft)
Lower
End (Ft)
FROM
TO
BASW ;r
44.000 3.000 3120 C19I CI.92
CI-91
CI-92
1.651
1.651
CI-92
YI-17
0.524
2.174
43.900
3.120
3.450
CI-92
YI-17
YI-17
CI-93
0.305
2.479
43.700
3.450
3.700
Y1.17
Ct 93
CI-93
CI-94
0.249
2.729
42.900
3.700
3.180
CI-93
CI-94
CI-94
Yi49
0.484
3.212
43.850
3180
4453
CI-94
YI-19
YI-18
YI-19
0.393
0.393
43 850
2 600
4 453
YI-1R
Y1-19
YI-19
JB-26
0.364
3.969
46.100
4.453
7,168
YI-19
J13-26
CI-95
JB-26
0.018
0.018
46.100
7 V 9
7.169
CI-95
JB-26
JB-26
CI-96
0.001
3.999
45.000
7.168
6.408
JB-26
CI-96
CI-96
CI-98
0.281
4.269
45.000
6.408
6,513
CI-96
CI-98
CI-97
CI-98
0.826
0.826
45.000
6.420.
6.513
CI-97
C1-98
CI-98
JB-27
0.119
5.215
44.000
6.513
5.936
CI-99
JB-27
JB-27
CI-99
0.001
5.216
42.100
5.836
4.349
18-27
CI-99
CI-99
CI-100
0.285
5.501
42.450
4.349
4.802
0-99
CI-100
CI-105
CI-106
0.236
0236
43.150
3.650
4150
CI-105
CI106
CI-106
CI-100
0.229
0.465
42.450
4.150
4 802
CI-106
CT 100
CI-100
JB-28
0.542
6.508
42.900
4.802
5.382
C1-100
a28
CI-101
CI-102
0.467
0.467
41.600
3.666
3.737
CI-101
CI102
CI-102
JB-28
0.609
1,076
42.900
3.737
5.382
C1-102
JB-28
JB-28
BP4B
0.001
7 585
41.500
5.382
4.355
JB-28
BP4B
CI-103
CI-104
1 0.399
41350
3.350
3.450
CI-103
C1-104
0.399
CI-10
JB-29
0.465
0.WA
42000
1.450
4.300
0-04
A3-29
3B-29
BP-4B
0.001
0.865
41500
4.300
4.355
8-29
W-45
BP 4B
POND 4B
0.001
8.451
N/A
4355
NIA
BP-4B
POND 4B
BP 4E
SWALE4B
1 0.001
N/A
3250
RVALUEI
BP43
SWALEQ

Pipe Calculations
NOTES
Prc&ct: Turtle Crack -Phases 4 and 5 Compated By. EAS 1) Design method used is Rational Method 5) Velocity percent (Y V) from hydraulic elements table
sob A: 04L05.043 Chacked By. 3M 2) "7C demotes e�dsting structure 6) All pipe shall be iIDPE Pipe unless o.her5vise noted
I.om= Serf City, NC Date: 4117l09 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak rcnot's for basin outflows
PEE SECTION
AREA (Aces)
INC.
TOTA1
AREA
SUM
p
m
I
R
TIME OF CONCEN.
PR�DdG INPUT
PIPING DATA
INVERT ELEVATION1
�VA�TiOON IM
GRATE/RIMTO
INVERT
FROM
TO
Inc. Ae
Total Ac
"C"
A x C Ac
A x C
Ac
Yeu
In/Hr.
Qa (CFS)
To Snlet
(Min)
�-'FE
Dia.
(In)
Isngih
(Ft)
.""$lcPe
)
Qf Full
(p'S)
V'F1dI (��,
D'IS) x100)
(VaNf
x100)
Vacmal
(FIS)
Upper
End
Lowe E�
UPper
End
Lower
End
Upper
End (It)
LowerFROM
End (FQ
TO
3.ASN 4A
-
_
-_ -
_ _
5.00
900
p66
p67
1.168
1168
0.32
OelO
n610 1
30
72
4_393
O S
15 164.0
0.009
0
8243
672
53
1035
G96
37.9C0
37.40C
40.900
4090
UOC
35
Cl-"C
p00
CI-69
CI67
0.784
0784
0.76
0596
0.
IO
72
4291
5.00
.4
0.1
15 46.0
0.009
04'1
6149
501
70
1139
546
37.600
37.400
40.50
40900
19W
35
Cl
CI67
CI67
CI69
0.555
2.507
0.68
6379
1
I0
72
I14133
5.00
3 $
0
18 174.0
0.009
U60
t17'
667
97
14
760
37A00
36.350
40,90
41100
3 5DD
475D
C2-67
p69
CI69
CI-70
0.920
1427
0.46
10 -.
Otf.'
10
72
14 AP
5.00
533
00-4
I
18 24.5
0.009
1 G2
15319
667
.94
114
989
36.350
36.IDO
1 41.10
41100
47S
5.0w
CI-69
T-7U
CI-70
IB-21
0.323
3 751 1
0.74
0 238
2243
10
72
1 W
5.00
5 58
035
24 �, 125.5
0.009
0.25
16 02
525
98
114
599
36.100
35,780
41.10
40 300
500
4 520
VI-70
JB-21
JB-21
CI-71
0.001
375,1
OAO
0000
2243
]0
72
1 65
5.00
593
015
1 24 16.0
0.009
029
17457
6Sf
93
114
674
35.790
35,620
40.30
39900
450
4280
JB-21
CI-71
CI-71
p-72
0.443
4194
0.71
03ts
2 56l
10
72
IB 437
5.00
607
00b
24
24.0
0.009
013
18 856
601
98
I 114
6 BS
35.620
35.540
39.90
39
; 280
4360
C1-71
C1-72
CI-72
YI.10
0.881
3074
0.65
0,16
3137
10
72
'7
5.00
613
023
30
1380
0.W9
0 .11
3$ 719
7 h9
58
1043
8 25
35.340
34.950
39.90
40 U
4 360
5 SW
CI-72
YI-10
CI-73
CI-74
0.756
0756
0 5t4
OMS10
72
373.0
5.00
500r056
15
26.0
0.009
192
2 942
1054
29
M 5
913
37.500
37.000
41.30
42 430
1 WO
4450
CI-71
6-74
CI-74
YI.9
0.740
1
0.69
0
1QW
10
72
Toy
5,00
5
25
138.0
0.009
072
7919
u47
93
114
7
37.000
36,000
41.45
4). O0
4450
6
Q74
11-9
YI-9
Y140
0.929
0.23
0 ..
1
10
72
9064
5.00
$
18
225.0
O.W9
047
10159
587
87
11.15
666
36.000
34,950
4220
40$00I
1}
620O
5550
Yl-9
Y1.10
YI-10
CI-75
0.616
9117
0.25
01
4.55p
10
7
1 7"
5.W
641
048
30
232.0
0.009
U14
34'71
709
94
114
9"
34.950
34A50
40.50
40 th0ft
5550
6AM
YT-10
CI-75
CI-75
CI-76
0.848
8
0.65
0551
5 01
10
12
36729
S*W
q
30
27.0
0.009
05
137
900
85
1135
1021
34.150
34.000
40.60
40000
6450
bp00
CI-15
7
Cl-76
CI-79
0.472
4
0.56
0 a
1s4
10
72
38
5.00
693
04S
30
242.0
0.009
045
3!
S14
W
114
92,
34.0G0
32.900
40.60
78
66g0
5
p-76
CI-79
p-8l
C1-80
0.125
0
0.82
0192
01
10
72
738
5.00
Soo
0
15
24.5
0.009
204
13 3
1086
6
62
671
35.500
35.000
39.90
39 900
4 400
4 9W
L'I-61
•S0
CI-90
CI-77
0.244
09
0.77
01S8
0221
IO
7
2094
5.00
06
95it
15
Iv05
0.009
754
616
28
a
54
35.000
33.750
39.900
385D0
49M
4750
(.140
CT-77
CI-78
CI-77
0.240
0 240
0.61
0146
0141
IO
72
105S
5.W
5 00
0 25
15
51.0
0.009
0
508
412
21
3 i8
33.900
33.750
39.10
38 500
.200
4 750
CI-78
CF-
CI-77
CI-79
1.089
'9'7
0.51
0554
ua91
10
72
7117
5.00
564
00
15
41.0
0.009
133
1 611
028
51
1045
1975
33.650
32.900
38.500
38500
4850
1600
am
79
CI-79
JB-30
0.918
12 ^
0.67
W
o9T(
10
72
40
5.00
737
047
16
258.0
0.009
035
36 74
$ 05
88
14
9I9
32.900
32.ODO
38.500
;7 DOD
56U0
5 ODD
CI.79
la-10
p42
p-83
0.018
01410
0.89
U 16
d. ib
10
'
O
5.00
5
0.
15
59.0
0.W9
U 5l
6 65U
542
2
$3
237
33.000
32.7W
36.050
33 NO
3050
1 100
cl-V
CIA11
CI-83
CI-84
0.267
285
0,69
01
02W2
10
72
1...
3.00
334
08
15
4si.0
0.009
043
6149
$Ol
23
34
421
32,700
32.500
35.800
95
3100
3400
CI.83
('14.1
CI-84
JB-30
0.541
0 827
0.70
u 381
491
10
77.
41
5.W
5 52
0 02
15
14.0
0.009
3 37
7 (
417
24
85
1221
32.500
32.000
36.000
37
3 500
5 %0
CI-94
30
JB-30
YI-11
0.001
2680
0.10
90
7.
10
72
54112
5.W
7
Old
36
1 88.5
0.009
034
56
7
97
114
905
32mOW
31.7GO
37.DOO
%W
5
51
1840
11-31
YI-11
YI-12
0.613
34
0.25
0153
10
7
5547
5.00
$
014
42
72.0
0.009
0
761!4
196
72
110
76
31,700
31,500
MAN
16500
5100
96DO
11-11
11-12
YI-12
YI-13
0,613
14
0.25
a 2
786,8
30
72
579
5.00
814
018
42
61.0
0.009
025
72 u2.8
749
79
12
819
31.500
31.350
36.5W
35 WO
5 OOD
4 450
t7.12
I-L1
CI-85
CI-96
0.340
0 540
0.64
0 344
0144
10
72
24
5.00
500
007
13
24.5
0.009
U61
7297
195
34
511
32.000
31.850
35,250
35 250
1 250
3 400
C185
p46
CI-86
YI-13
0.705
245
0.65
04$7
9
10
72
5,00
507
0
15
91.0
0.009
051
6 913
564
83
1135
b
31.850
31.350
35.250
35 WO
3
4450
U-13
YI-13
YI-14
0.613
15
0.25
0151
912
IO
72
b3449
5.00
$26
oil
42
66.0
0.009
23
$1%I
8T2
76
Ill
972
31.350
31.130
35.800
15800
4450
4670
Y1.13
1I.14
CI-87
CI-88
1.393
1393
0.66
O "1
10
7
6
5.00
$
007
15
25.0
0.009
0 52
6 723
S 49
99
114
6 25
32.250
32.120
35.250
35 250
3 OW
3 110
C147
I4t8
CI48
JB-22
1.639
3031
0.66
1OW
2.002
10
72
144)
5.00
5
07
18
43.0
0.009
0
1_ .987
949
96
lib
967
32,120
31.700
35.250
15700
11%
40M
C148
JB.22
]B-22
YI-15
0.001
5932
0.10
Owu
10
72
14412
5.00
514
029
24
101.0
0.009
025
16249
517
89
114
590
31.700
31.450
35.7DO
15
4000
4,350
JB-22
-15
YI-15
YI-16
0.613
3.
0,25
- OtS5
2153
10
72
1561
5.00
543
015
24
56.0
O.OD9
0, 7
16903
539
92
114
614
31.450
31.3DO
35.800
31300
4350
4%0
fl-1
1T-16
YI-16
YI-14
0.613
4 259
0.25
015?
2
10
72
16 619
5.00
5 SI
017
30
66.0
0.009
0
30ID53
6 13
55
104
637
31300
31A30
35.900
35 800
4 500
4 67D
11-I6
YI-14
YI.14
JB-23
0.613
208i7
0.25
0153
11274
10
72
1
5.00
037
014
42
98.0
0.009
044
96214
1001
84
1135
11. If
31.130
30.700
35ADO
162%
4A70
5
11-]4
3
IB-23
JB-24
0.001
20 8
0.10
O
21274
30
7 2
171
5.00
851
O l l
42
70.0
0.009
016
S6
901
94
114
10
30.700
30.450
36.2
36 250
S SSO
5 no
J$-21
24
Cl-107
p-]OB
0.497
0,497
0.63
g414
0114
10
72
2261
5.00
5
.023
15
62.0
0.009
032
5
432
41
97.5
4.21
31,400
31,200
34.400
14400
3WO
I20A
("M07
-308
p-]OB
p-90
0.220
079
0.ffi
0980
O4y3
10
72
3133
5.00
525
05I
IS
133.0
0.009
O2b
4784
39A
7;
UO]
431
31.200
30.850
34AGO
35 SA
1200
4300
-1
CI-90
CI49
p-90
0.452
- 2
0.56
253
92
10
72
1 819
5.00
S
QO
15
24.5
0.009
61
9 297
595
25
I
96
$12
31.000
30.850
35.150
150
4 ISG
; 30U
Cl-R9
p-40
CI.90
1B-24
0.412
I 2
0.63
02
1213
IO
72
7291
5.00
$7
016
16
152.5
0.009
023
1 7 524
426
97
114
496
30.850
30.450
35.150
1 Sri 730
4.300
9 40
CIAO
1834
JB-24
HP-4A
0.001
22 421
0. to
0000
P Z07
0
72
465
5.00
03
927
48
025
102 996
S20
86
1l35
9,;1
30.450
30.080
36.250
35100
5 $00
5 VA
JB-24
BP-4A
BP-4A
POND4A
0.001
:22
O.IO
MO
1 87
10
12
88
5.00
003
48
040
131158
1044
67
i08
Ila
30.080
30.000
35.100
NA
5020
NA
HP4A
POND4ABP6A
JB-25
0.001
0.10
C9
10
72
DOM
5.00
90
II)1W41!
30
gO
0
44 V7
900
0
3I.500
31]B-23
SWALE 4A
0.001
0.10
OQM
10
72
0000
5.00
IV!(9
'+01
30
244
9362!
1908
0
31.250
31.000
36.100
NA
4850
Nq
SB•25
$W ALE 47
1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1
Z:14I.05.0001041.05.043 Turtle CreadDomWesign%tmmweterki bm 4 and 51PIpe sizing P4-5 Regade

Pipe Calculations
NOTES
Project: Turtle Creek - Phases 4 and 5 Computed By: LAT 1) Design method used is Rational Method
Job #: 041.05.043 Checked By: EST 2) "X" denotes existing structure
Location: Surf City, NC Date:-4/17/08 3) Refer to Weighted Runoff Coefficient table for calculation of incremental areas and C values
4) Adjusted C values used to determine equivalent Rational Method peak runoffs for basin outflows
5) Velocity percent (%V) from hydraulic elements table
6) All pipe shall be HDPE pipe unless otherwise noted
PIPE SECTION
AREA (Acres)
INC.
TOTAL
AREA
SUM
9
y
I
PEAK
RUNOFF
TIME OF CONCEN.
P1Prti G INPUT
PIPING DATA
INVERT
ELEVATION
GRATE/RIM
ELEVATION
GRATFAUM TO
INVERT
TO
Inc. Ac Total Ac
"C"
AxC Ac
A x C
Ac
Year
hi/Hr.
Qa (CFS)
1 o Inletr
^
(Min)
'
Pipe
LE�d
n (Mtn)
B a Len
Man "n"
(In) (F:)
!'-�-`---`-
Slope (%)
Q f Full
(CFS)
Vf Full
(F/S)
°
�0Q
(Qa'Qf
x100)
°
�0V
(Va/Vf
x100)_�_
Vactual
(F/S)
U er
End
Lower
End
U er
PP
End
Lower
End
PP
U er LowerFROM
End (Ft) End (Ft)
FROM
TO
BASIN 4ii3
CI-92 1.651 1.651 0.54 0.891 0.891 10 7.2 6.418 5.00 5DO 0.07 15 24.5 0.009 0.49 6.527 5.32 98 114 6.07 41.000 40.880 44.000 44.000 3 Of10 3.120 CI-91 CI-92
CI-91
CI-92
YI-17
0.524
2174
0.55
0.288
1.179
10
72
8 492
5.00
5,07
038
18
129.0
0.009
034
8.790
4.98
97
114
567
40.880
40.450
44.00
43.900
3 120
3.450
CI-92
YI.17
YI-17
CI-93
0.305
2.479
0.25
0.07E
1 1.256
10
7.2
9.040
5.00
544
0.30
18
111.0
0.009
041
9.656
5.47
94
114
623
40.450
40.000
43.90
43 700
3 450
3.700
YI-17
CI-93
CI-93
CI-94
0.249
2 728
0.64
0.160
1 416
10
7.2
10194
5.00
574
0.13
18
56.0
0.009
0.50
10.723
6.07
95
114
692
40.000
39.720
43.70
42.900
3 700
3 180
CI-93
CI-94
CI-94
YI-19
0.484
3.212
0.68
0.330
1.746
10
72
12.572
5.00
588
0.38
24
131.0
0.009
0.25
16.217
5.16
78
02
5.78
39.720
39.397
42.90
43.850
3 180
4 453
CI-94
Y1-19
YI-18
YI-19
1 0.393
0.393
0.25
0 ft98
0.098
10
7.2
0 707
5.00
5,00
092
15
160.0
0.009
0.25
4.690
3.82
15
76
2.90
1 39.800
39.397
42.40
43 850
2.600
4 453
'r I.18
YI-I()
YI-19
JB-26
0.364
3.969
0.25
O.D91
1.935
10
72
13,934
5.00
6.25
0.53
24
186.0
0.009
025
16.330
5.20
8.5
113.5
5.90
39.397
38.932
43.85
46 100
4.453
716,8
Y I-19
JB-26
CI-95
JB-26
0.018
0.019
0.85
0.015
0 015
10
72
0.110
5.00
5.00
132
IS
160.0
0.009
0.25
4 663
3.80
2
53
201
39.332
38.932
46.35
46 100
7.018
7 168
CI-95
JB-26
JB-26
CI-96
0.001
3 999
0.10
0.000
1.951
10
72
14.045
5.00
678
0.38
24
136.0
0.009
0.25
1.16.330
520
1 86
113.5
590
38.932
38.592
46.10
45 000
7168
6 408
JB-26
CI-96
CI-96
CI-98
0.281
4.264
0.59
0.166
2.116
10
1 72
15 238
5.00
7.16
017
24
42.0
0.009
0 25
161.30
520
91,
114
593
38.592
38.487
45.00
45 000
6 408
6 513
CI-96
CI-98
CI-97
CI-98
0.826
0.826
0.66
0.548
0.549
10
72
3 945
5.00
500
014
15
37.0
0.009
025
4 675
381
84
1135
433
38.580
38.487
45.00
45 000
6 420
6 513
CI-97
CI-98
CI-98
JB-27
0.119
5.215
0.55
0.066
2 730
10
7.2
19 654
5.00
7.28
033
30
129.0
0.009
0.25
2Q 631
6-04
66
1075
649
38.487
38.164
45.00
44 000
6 513
5 836
CI-98
J13-27
JB-27
CI-99
0.001
5.216
0.10
0.000
2.730
10
7.2
19-655
5.00
7.61
0.42
30
165.0
0.009
025
29626
604
66
1075
649
38.164
37.751
44.00
42.100
5.836
4.349
JB-27
C1-99
CI-99
0-100
0.285
5 501
0.66
0.199
2 919
10
7.2
21015
5.00
8.03
0.10
30
41.0
0.009
0.25
29 690
6.05
71
1095
6.62
37.751
37.648
42.10
42 450
4 349
4 802
CI-99
CI.100
CI-105
CI-106
0.236
0.236
0.67
0.158
0.158
10
7.2
1.137
5.00
500
0.10
15
29.5
0.013
169
8.405
6.85
14
75
5.14
39.500
39.000
43.150
43150
3.650
4.150
CI-105
CI-106
CI-106
CI-100
0.229
0.465
0.66
0 152
0310
10
7.2
2.234
5.00
5.10
0.48
15
139.5
0.013
0.97
6.356
5.18
35
93,5
495
39.000
37.648
43.150
42 450
4 150
4 902
Cl-106
CI-100
CI-100
JB-28
0.542
6.509
0.63
0.342
3.571
10
7.2
25.713
5.00
814
0.13
30
52.0
0.009
0.25
29-609
6.03
87
1135
6.85
37.648
37.518
42.45
42.9(*
4 802
$ 382
CI-100
JB-28
CI-101
CI-102
0.467
0.467
0.46
0.213
0.213
10
72
1-530
5.00
5.00
044
15
28.5
0.009
0.25
4.655
3.79
33
92
349
37.934
37.863
41.600
41.000
3 666
3.737
CW01
CI--102
CI-102
JB-28
0.609
1076
0.53
0.323
0.535
10
7.2
3.854
5.00
5.14
0.53
15
138.0
0.009
0.25
4.663
3.90
83
1135
4.31
37.863
37.518
41.60
42 900
3.737
5 382
CI-102
JB-28
JB-28
BP-413
0.001
7.585
0.10
0.000
4.107
10
7.2
29.568
5.00
8.26
0.36
30
149.0
0.009
0.23
29.629
6.04
100
113.5
685
37.518
, 42.900
41.500
5 382
4 355
JB-28
BP-4B
37.145
37.900
CI-103
CI-104
0.399
0.70
0.278
0.278
10
72
2.001
5.00
5.00
0.09
15
24.5
0.009
0.41
5.959
4.86
34
93
4.52
38.000
41.350
41.350
3 350
3 450
CI-103
CI-104
0.399
CI-104
13-29
0.465
0.864
0.65
0.300
1 0.578
10
1 72
4159
5.00
5D9
0.16
' 15
51.0
0.009
039
5.840
1 4.76
1,1
109.5
1 521
37.900
37.700
' 41.350
42.000
3 450
4 300
CI-104
JB-2,
JB-29
BP-413
0.001
0-865
0.10
0.000
0.578
10
72
4.160
5.00
5.25
0.71
15
195.0
0.009
028
4.975
406
84
1135
460
37,700
37.145
42.000
41.500
4 300
4.355
JB-29
BP413
BP-413
POND 4B
0.001
8 451
0.10
0.000
4.685
10
7.2
33.729
5.00
$ b3
0.13
36
58.0
0.009
025
48.146
681
70
109
743
37.145
37.000
41.500
N/A
4 355
N/A
BP-413
POND 4B
BPAB
SWALE4B
0.001
0.10
0.000
4.685
10
72
33.729
5.00
8.63
#N/A
30
93.0
0.009
0.269
30.702
6.26
#N;A
#N/A
38.250
38.000
41.500
NYA
3250
KVALUE!
BPj113
SWALE4B
Z:141.05.0001041.05.043 Turtle CreeklDocslDesignlStormwater\Phase 4 and 5\Pipe sizing P4-5 Regrade

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

RIP RAP APRON DESIGN SHEET
DAME Apra 10, 2008 10:10AM SHEET ''1 OF .. ...... .
..
PROJECT: Turtle Creelr I.D. NO.: Basle 4A _ 48" HDPE PIPE TO BASIN - - - - DESIGN BY: EAS
PROJECT NO.: D41.05.043 FILE Slonnwater CHECKED BY: LSM
DESCRIPTION: Rip Rap Design LOCATION: Town ofS.rfCly. Pander Coady, NC
25
20
5
0+
0
Rip Rap Zone Delineation
5 10 15 20 25
Do, Depth of Flow (ft)
Notes: 1. Use nexthigher mne for wades>10%.
2. For pipe arch, arch box culveR paved channel outlets, use Oo--Cross eectlonal area or outlettlow.
Number of Culverts:. 1
Design Velocity, Vd : lard ffA
Flow, Q: 87.35 cgs (Qfromwatershed)
Pipe Diameter, Do: 4 R
Slope, aep,e = 0.004 RA
Using NCDOT Rip Rap Apron Design:
Use: Zone 3
L,: 16 ft.
L2: 32 ft.
W: 10.4 ft.
W: 16.8 ft.
CLASS 1 RIP RAP
USE MINIMUM 24" STONE THICKNESS
TOTAL STONE VOLUME= 332.8 if
10752 ft
■ Design Point
*Based upon L,
*Based upon L2
MINIMUM
CLASS
L,
L2
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
R
in.
1
w
FINE
3
4
12
2
'B
LIGHT
3
6
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
36
5
2
HEAVY
5
10
38
6
2
HEAVY
5
10
38
7I
Deslan Is Bevond
the Scope
of This Method
L1 =L—tlrb Proter*CWert
L2=Lenplh to Prevent Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
RIP
-RAP
CLASS IT
5-200
30%SHALL WEIGH AT LEAST 60 Las EACH
NO MORE THAN10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS
25-250
60%BHALLWEIGH AT HALL W e* LBS. EACH
NO MORE THAN 5% SHALL WEIGH LESS
THAN 50 LBS. EACH
OL STONE
CLASS A
2-r
10%TOP 8 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
I 1530D
15_15'
NO GRADATION SPECIFIED

i
RIP RAP APRON DESIGN SHEET
i DATE: Apri 10, 20D8 10:13AM SHEET ` 2 OF 4
PROJECT: TIrrys Grcnk LO. NO.: @8SID 4A-4a"Hr1PF
PIPE FROM BYPASS DESIGN BY: EAS
PROJECT NO.: 041.05.043 FILE: St —Water CHECKED BY: L.SM
DESCRIPTION: Rip Rap Design LOCATION: Town of SurrCtiy, Pender County, NC
25
20
�9
5
0
Rip Rap Zone Delineation
0 5 10 15 20 25
Do, Depth of Flow {ft)
Notes: 1.1.1—A hloher zone for aradas >10%.
2. For pipe arch, arch, box cuhrart Pared channel outie■, tree DPCrose sectional area of o"flow.
Number of Culverts: 1
Design Velocity, Vd : 1o:71 rtra
Flow, Q: .. 07.35 ors (Q from watershed)
Pipe Diameter, Do: 4 It
Slope, a ,,,,= o.0042 IUIL
Using NCDOT Rip Rap Apron Design:
Use: Zone 3
LI: 16 ft.
L2: 32 ft.
W: 10.4 ft.
W: 16.8 ft.
CLASS 1 RIP RAP
USE MINIMUM 24" STONE THICKNESS
TOTAL STONE VOLUME= 332.8 ft3
1075.2 ft3
i
■ Design Point
*Based upon L1
*Based upon L2
MINIMUM
CLASS
L,
L2
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
fl.
f.
m.
1
'A'
FINE
3
4
12
2
v
LIGHT
3
6
1S
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
3e
5
2
H EAW
5
1010
3636
8
2
H=
5
7
Design I.
nd the Scope
of This McDmd
L1 =LenAth to Protect CuNed
L2 -Lenath to Prevent Scour Hde
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS 1
5-200
30%SW1LL WEIGH AT LEAST 80 Lee. EACH.
NO MORE TW W 10%SHALL WEIGH LESS
THAN 15 LB3. EACH
CLASS 2
25-M
80%SHALL WEIGH AT LEAST So LB4' EACH.
NO MORE THAN 5% SHALL WEIGH LESS
TI U1N SO LBS. EACt'
EROSION
CONTROL STONE
CLASS
2-S,
1o%TOP 8 BOTTOM svE3.
NO GRADATION SPECIFIED
CLASS B
15-300
5-15'
NO GRADATION SPECIFIED

RIP RAP APRON DESIGN SHEET
DATE: April 10, ZOOS 16.14AM SHEET J '. OF 4
PROJECT: Turtle Creek I.D. NO.. Basin 4B - 36" HOPE PIPE TO BASIN DESIGN BY: EAS
PROJECT NO.: 041.05.043 FILE: Stommader CHECKED Sr. LSM
DESCRIPTION: Rip Rap Design LOCATION: Town of Surf City, Pander County, NC
25
20
15
0
10
�9
5
0
Rip Rap Zone Delineation
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Notes: 1. Use nod hinher zonefor predw -1O%.
2 For pipe arch, arch, boxculvert paved chmnel outlels, use Dexrass sectlonel arm or outlet low.
Number of Culverts: i
Design Velocity, Vd :. 6:a1 Rh
Flow, 0:: 3527 ore (O from watershed)
Pipe Diameter, Da : 3 f
Slope, s,em = Calm tlt
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L1: 9 ft.
L2: 18 fL
W: 6.6 %
W: 10.2 fL
CLASS''' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME= 89.1 ft3
275A fta
■ Design Point
"Based upon L1
'Based upon L2
MINIMUM
CLASS
L1
L2
STONE
NCDOT RIP
OF
Coefaderd
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
1
R
in.
1
'A'
FINE
3
4
12
2
.1
LIGHT
3
6
18
3
1
MEDIUM
4
B
24
4
1
HEAVY
4
8
36
5
2
HEAVY
5
10
36
8
2
HEAVY
5
10
36
7
1
Dedanls Bevand1he
ScopecfTWwMaftd
L1 =Lm01h In Protect Culvert
L2 =LwoM to Prevent Scour Hole
NAME I WEIGHT SIZE
SPECIFICATIONS
I.
RIP
-RAP
CLASS
5-200
30% SHALL WEIGH AT LEAST 60 LBS. EACH
NO MORE THAN 10% SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS
25-250
60% SHALL WEIGH AT LEAST 60 LBS. EACH.
NO MORE THAN 5%SHALL WEIGH LESS
I HAW 50 LBS. EJ
E
OSIONCONIKULbIONI=
CLASSA
2S'
10%TOP'BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS 8
153w
5-1,
NO GRADATION SPECIFIED

RIP RAP APRON DESIGN SHEET
DATE: Apri 10, 2008 10:15 AM SHEET 4 OF b
....! . :.:.
P,^.GECT: TUNe Crook I.D. NO.: 38a;0 aE6" HOPE-3QPE PIPE FROM SYI'AuE DESIGN BY. EAS
PROJECT NO.: 041.05.043 FILE Sbmrwa[er CHECKED BY: LSM
DESCRIPTION: Rip Rap Design LOCATION: Town ofSud Ciy, Ponder County, NO
Rip Rap Zone Delineation
25
20
EB
4p Z N 7
15 'J
z N s ■ Design Point
O
10
ZOI 4E
5 ZONE
Z N 2
O E
0
0 5 10 15 20 25
De, Depth of Flow (ft.)
No es: 1. Llwnexihloherzonefornradwy10%.
2. For pipe arch, arch, box culvert paved channel outleh, use Dd-Crosseecdonel area or oudatilow.
Number of Culverts: 1
Design Velocity. Vd 7.a7 R/a
Flow, Q: 35.27 cis (Ofromwehnhed)
Pipe Diameter, Do:: 31t
Slope, sue= 0.0027 ILA
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L1: 9 ft.
L2: 18 ft.
W: 6.6 fL
W: 10.2 ft.
CLASS 'B' RIP RAP
USE MINIMUM 18' STONE THICKNESS
TOTAL STONE VOLUME= 89.1 it 'Based upon L1
275.4 ft3 "Based upon L2
MINIMUM
CLASS
L1
L2
STONE
NCDOT RIP
OF
Coefficient
Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
R
in.
1
'A'
FINE
3
4
12
2
.1
UGHT
3
6
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
6
36
5
2
HEAVY
5
10
36
6
2
HEAW
5
10
36
7
D ' n i
nd Ore Sco
of Ths Method
L1=L-q%to Protect Culvert
L2=Lenpdr to Proven[ Swur Hole
NAME I WEIGHT CI)F
SPECIFICATIONS
(LB9
RIP
-RAP
CLASS
5.200
30% SHALL WEIGH AT LEAST 60 LBS. EACH,
NO MORE THAN 10%SHALL WEIGH LESS
THAN 15 LBS. EACH
CLASS 2
25-250
60%SHALL WEIGH AT LEAST 60 LBS EACH.
NO MORE THAN 5% SHALL WEIGH LESS
THAN 60 LBS. EACH
EROSION
CONTROL STONE
CLA35 A
2a
10%TOP 8 BOTTOM 312E.3.
NO GRADATION 3 CFIED
CLASS B
15�OD
5-15"
_ _
NO GRADATION SPECIFIED

r-
1
GEOTECHNICAL REPORT
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

ENVIRONMENTAL SERVICES, INC.
524 S. NEW HOPE ROAD
RALEIGH, NORTH CAROLINA 27610
919-212-1760 • FAX [phone]
www.environmentalservicesinc.com
22 November 2006
Mr. Everett Gupton, E.I.
Cavanaugh & Associates, P.A.
130 North Front Street, Suite 202
Wilmington, NC 28401
Re: Turtle Creek Phases 3-7 ESI Project # ER06-043.04
Soil Evaluation
Pender County, North Carolina
Dear Mr. Gupton:
During August through October 2006, Environmental Services, Inc., (ESI) conducted soil evaluations for
thirty areas proposed for stormwater disposal within Phases 3-7 of the Turtle Creek project located near
Surf City, Fender County, North Carolina. 'this evaluation included the advancement of hand -auger
borings throughout the site in areas previously determined to be non jurisdictional upland areas. These
evaluations included determining the depth to seasonal high water table (SHWT) as well as a determining
infiltration rates by conducting in -situ saturated hydraulic conductivity (K,.t) tests at twenty-six of these
locations.
Available information reviewed prior to the held investigation included the U.S. Department of
Agriculture Soil Survey of Pender County, North Carolina and the United States Geological Survey
(USGS) 7.5-minute topographic quadrangle (Holly Ridge, NC). The areas of the site evaluated are
mapped as Kureb fine sand (KuB), Leon fine sand (LnA), Mandarin fine sand (Ma), and Onslow loamy
fine sand (On) based on the Soil Survey of Pender County, North Carolina.
Soil Evaluation
Soil borings were advanced to a depth of greater than 60 inches below the ground surface (BGS) where
possible within the proposed stormwater disposal areas within the project site. The borings were
characterized for the following criteria: texture; color; structure; soil depth; depth and thickness of any
restrictive horizon(s) if present; depth (if present) of a SHWT; and topography and landscape position.
Onslow loamy fine sand
Portions of the soils evaluated within Phases 3 through 5 are generally similar to the Onslow loamy fine
sand series. The surface horizons extend to a depth of 10 inches BGS with textures generally consisting
of fine sand. Soil structure within the surface horizons is generally weak medium granular. The
subsurface horizons extend from depths ranging from 10 inches to greater than 60 inches BGS with
textures generally ranging from sand to sandy clay loam. Soil structure within the subsurface horizons
ranges from weak fine subangular blocky to massive.
Restrictive horizons were not observed between within 60 inches of the soil surface at the areas evaluated.
Evidence of a SHWT was observed from 12 to 34 inches BGS. Topography within these areas is
generally flat with slopes ranging from 0 to 3%.
LJACRSONVILLE • ST. AUGUSTINE 0 COCOA • JUPITER • DESTIN 0 SAVANNAH • ATLANTA • RALEIGH • CHARLOTTE • ASHEVILLE

ENVIRONMENTAL SERVICES. INC.
Turtle Creek Phases 3-7
Soil Evaluation
22 November 2006
Page 2 of 4
Mandarin flue sand
Portion of the soils evaluated within Phases 4, 5 and 7 were generally similar to the Mandarin fine sand
series. The surface horizons extend to a depth of 6 inches BGS with textures generally consisting of fine
sand. Soil structure within the surface horizons is generally single grained. The subsurface horizons
extend from a depth of 6 inches BGS to depths ranging from 18 to 20 inches BGS with textures generally
consisting of fines sand. Soil structure within the subsurface horizons is generally single grained. The
upper subsoil horizons extend from depths of 18 to 20 inches BGS to depths ranging from 36 to 42 inches
BGS with textures generally consisting of fine sand to sand including weakly cemented fine sand. Soil
structure within the upper subsoil is generally massive. The lower subsurface horizons extend from
depths ranging from 36 to 42 inches BGS to. depths greater than 60 inches BGS with textures generally
consisting of fine sand to sand. Soil structure within the subsurface horizons is generally fine sand.
Restrictive horizons were not observed within 60 inches of the soil surface at the areas evaluated.
Evidence of a SHWT was observed from 26 to greater than 44 inches BGS. Topography within these
areas is generally flat with slopes ranging from 0 to 3%.
Leon fine sand
Portions of the soils evaluated within Phases 7 are generally similar to the Leon fine sand series. Portions
of the soils evaluated within Phases 4 and 5 appear to be within the transition zone from Mandarin to
Leon. The surface horizons extend to a depth of 6 inches BGS with textures generally consisting of fine
sand to sand. Soil structure within the surface horizons is generally single grained. The subsurface
horizons extend from depths of 6 inches to depths of 16 to 22 inches BGS with textures generally
consisting of fine sand to sand. The lower portions of the subsurface horizons contain layers of weakly
cemented fine sand. Soil structure within the subsurface horizons is generally single grained to massive.
The subsoil horizons extend from depths of 16 to 22 inches BGS to depths greater than 60 inches BGS
with textures generally consisting of fine sand to sand. Layers of weakly cemented fine sand are present
within the subsoil horizons. Soil structure within the subsoil horizons is genemlIy single grained to
massive.
Restrictive horizons were observed at depths ranging from 16 to 22 inches of the soil surface at the areas
evaluated. Evidence of a SHWT was observed less than 12 inches BGS. Topography within these areas
is generally flat with slopes ranging from 0 to 2%.
Infiltration Rates
Infiltration rates were measured at twenty-six locations on the project site. KA measurements were
conducted with a compact constant head permeameter (cchp). These measurements were conducted at
soil depths ranging from 10 inches to 29 inches BGS. The measurement locations were areas that may be
potentially used for wastewater infiltration basins and/or stormwater infiltration devices. A detailed soil
profile description was completed at each test location.
The in -situ KSat values were calculated based on field measurements using the Glover Equation. Km
measurements ranged from 0.36 inches/hour (+n/hr) to 9.43 in/hr [5.38 gallon.s/day/square-foot (gpdW) to
141.04 gpd/ftz].
Table 1 summarizes the in -situ Kw measurements for each location and includes: location; soil series;
depth to SHWT; depth and horizon of conductivity test; and conductivity measurement at each location.

EwiRONmENTAL SERVICES, INC.
Turtle Creek Phases 3-7
Soil Evaluation
22 November 2006
Page 3 of 4
Table 1. Soil Boring Information and In situ Saturated Hydraulic Conductivity Measurements.
Soil Boring
and/or
Conductivity
Test Number
Soil Series
Present
Depth to
Seasonal High
Water Table
inches BGS
Depth/Horizon
(inches BGS)
Result
gpol
in/hr
K.g 3-1*
Onslow
34
29Bt
59.97
4.01
,t 3-2*
Onslow
26
21Bt
95.70
6A0
K,■t 3-3*
Onslow
26
29Bt
25.70
1.72
K.■■t 3-4*
Onslow
26
21Bt
94.78
6.34
K■■t 3-5*
Onslow
26
28Bt
100.25
6.70
SB 3-6*
Onslow
30
N/A
N/A
N/A
SB 3-7*
Leon
18
N/A
N/A
N/A
RS-1+
Onslow
26
N/A
N/A
NIA
RS-2+
Onslow
35
N/A
N/A
N/A
RS-3+
Onslow
22
N/A
N/A
N/A
■ 4-1*
Onslow
24
19B
6.28
0.42
K■,t 4-2*
Onslow/Leon
18
11
2034
1.36
K■■t 4-3*
Mandarin
32
24
22.63
1.51
K„t 4-4**
Mandarin
44
11
5.60
0.37
Kyt 5-1**
Mandarin
36
14
6.28
0.42
K..t 5-2*
Mandarin/Leon
26
13
26.67
1.78
K.t 6-1
Onslow
28
16
5.38
036
K.t 6-2
Kureb
36
24
86.58
5.79
6-3
Kureb
36
16
118.48
7.92
K■■t 6-4
Kureb
26
23
9.03
0.60
&8t 6-5
Onslow
30
23
7.67
0.51
Kit 6-6
Kureb
31
14
24.33
1.63
K■■t 64
Onslow
34
12
109.37
7.31
K9■t 7-1**
Leon
<12
N/A
NIA
N/A
K■pt 7-2**
Mandarin
36
15
95.82
6.41
K.t 7-3**
Leon
<12
14
85.43
5.71
K■,t 7-4* *
Leon
12
13
90.66
6.06
K■ 7-5* *
Mandarin
28
12
65.88
4.40
K■.t 7-6**
Mandarin
26
10
98.10
6.56
Kut 7-7**
Mandarin
24
13
98.21
6.57
K3it 7-8**
Mandarin
24
11
141.04
9.43
1(,t 7-9**
Leon
<12
10
129.61
8.66
A-1**+
Mandarin
30
N!A
N/A
N/A
*Denotes SHWT depths approved by NCDENR personnel on 15 August 2006.
**Denotes SHVJT depths approved by N,DENR personnel on 16 November 2006
+Denotes soil borings only; Ksat test have not been conducted at these locations as of the submittal of this
evaluation.

ENVIRONMENTAL SERVICES, INC.
Turtle Creek Phases 3-7
Soil Evaluation
22 November 2006
Page 4 of 4
An on -site soil evaluation was conducted on 15 August 2006 and 16 November 2006 with Mr. Vincent
Lewis of the N.C. Department of Environment and Natural Resources (NCDENR) — Division of Soil and
Water Conservation. The SHWT depths, as approved by Mr. Lewis, are listed and denoted separately
above in Table 1. The remaining SHWT depths have not been approved by NCDENR as of the submittal
of this evaluation.
Conclusion
ESI evaluated soil borings at thirty locations and conducted saturated hydraulic conductivity tests in
twenty-six locations in areas proposed for stormwater infiltration devices. Evidence of SHWT was
observed within 12 inches of the soil surface to greater than 44 inches BGS within the areas evaluated.
K,g measurements ranged from 0.36 in/hr to 9.43 in/hr (5.38 gpd/fe to 141.04 gpd/fO).
Thank you for allowing ESI to be of service to Cavanaugh & Associates, P.A. Please call me if you have
any questions.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
]osh Witherspoon, LSS
Senior Scientist
Attachments. Soil Boring and K,. test Iocation map

v qww
�
di � O�tvE.
�+1�_ � 7� � r ii •- a �, fa"3 _
dp a.i
p � ;y'•�
im
y
L Property Boundary r
C� Approximate Phase III _ z
Boundary
+ Soil Boring Location
® K-sat Test and Sow S Boring Locationr7
0 200 500,E Fs
FM ,
11Wi.Oe gmfmc ,
Svuas' U603 Im cd.10aw Mope, _
HMYRW2.Q.*.VK6b OKrpa+I b/
cF�sr.�pn a aawaar., Fw.
'paawne:aYreu.+map�a.arp.rr �'
.�.r,ucr �w+.�namr•.. ,�
ENMON.MENTAL Project ER06043.04
SERVICES, INC K-sat Test and Soil Boring Locations Dale. Nov 2006
Turtle Creek Phases III VII Soil Evaluation
Vy21b�'a1iNOt Pender Couriy, North Carolina DrwNChkd: Ad5fJ1N
P`iwbswiww4V0o<a.xN�.n�..PFal.e,.vw006�9'.aPM

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

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
WATERSHED CLASSMCATION ATTACEMENT
Any -changes made to this form will result im the application being returned.
(=S FVRMMAYBEPHOTOCOPIEDFOR USEASANORIO1NAr,)
INSTRUCTIONS.'
TO determine the classification of the watersheds) in which the subject project will be located, you are requiMd to
submit this form, with Items 1 tbrough 8 completed, to the appropriate Division of orator Quality Regional Office
water Quality Supervisor (see Page 2 of 2) prior to submittal bf the application for review. At a minimum, you must
include an 8,5" by 1l" copy oi' the portion of a 7.5rminute USGS Topographic Map that slows the surlbcu waters
immediately downslope of the project. You must identify the location of the project and the closest do•wnslope
surface .waters (waters for which you are requesting the classification) on the submitted map copy. if the ki Loiiity is
located in the Neuse River P asin, also include a copy of the soil survey map for the project locaadoa. The
corresponding non-&scharge application may not be submitted until this form is complet by the approprist.:
regional office and included with the submittal,
1. Applioanfa name (name of the.rrawaieipality, corporation, individual, etc.): Dilah ' er C:om—wmitll�. Inc.
2. Name and complete addre: s of applicant: Dilsheimer Communities Inc (T1Mium) - 401 9V Avek 7l. Q
City: Bala State: Zip: 19004
T$lephone number: ( 610 ) 617. 9700 ' Facsimile number: [phone]
3. project name (name of ihe subdivision,, facility or establishment, etc.): The Village at T e Creole
4. County where project is 10:,ated: Pander CagM -
5, Name(s) of closest surface waters_ Beek -vs Creek
6. Riverbasin(s) in which th.' project is located: Pape FggCMOr Basin
7. Topographic map name MLd date: USG5 Quadronele Mao -Holly Ridge NC: Air
77 35' 35" "016
8. North Carolina Profession al Engineer's seal, signature, and date:
• 407� $
TO: REGIONAL OFJV1CT'VVA') ER QIUALXTY STJPEP-VISOR
please provide me with the cl ssaif'acation(s) of the surface waters, wa s), "A pprop river basul(s) where
these activities will occur, as i Jeitified on the attached map segment:
Names) of surface waters and river basin(s). � r �,,s Cr �6k W t. 4r BA1.Z0L-
Classifioation(s)(as establishcd by the EMC): "_ ► Hd.Vd,, iNt Y 1$-A
Proposed classifteation(s), if i.pplicable:
River basin buffer rules, if ap: placable: 544L ?61ft*- kV L41 �U&M0C..
Signature of reglonal office personnel: Date:
r
FORM: WSCA 10199 Page 1 of
Me UHNIMS'IIa M 60:9T 600Z/60/0

Army Corps of Engineers Notification of
Jurisdictional Determination Approval Letter
The Villages at Turtle Creek
&ormwater Management High Density Permit Application

AUG. 3.2006 2:36PM
NO.626 P.2
U.S. ARMY CORPS OF ENGIl + IRS
4VIITOTON DISTRICT
Ac m 1d. may: Pmder U.S.t3.S. QUEL. HaLaft
NOTMCATION OF JURISDIC130NAL DETERKMATION
hmpmV Owner: VAm nikefiner Aft: Robert Tumba
A mer Commumm ofNor&C I" Environmental Service, Inc.
Addrms: 401 Ciiy A"jnW, Salto 710 534 Sour New Hope Road
Bala CyWOs PA 19M RalaWk, MCC 27610
Phom Number: (910.212.1760
Size (ores) 244 sera Nemist Town HOW
Nearest Waterway Creek River Basin VOLEM
* ,,,,,,�.�UJ�S08 HUC �n.� .. 8300MOI �e 1. Co ffmatm �T N 3"567 W ,77
JM
Lw c%ft de ion: he J"CZad nrdWOM R i1BAt� 20 thl 1� WA AU r7 t M n�_f__S�JFM_AIVI
Indicate Wit ch of &gFONgEk_S ADDI<{►3
Based on pmlmtiuq fGflOutm fiM thm-e may be wedmxb an the above deecftil property. We sti'm* mw.9 you have
brio property iris dzd to actnnuino tba w*& of DVmtnad of dw Army MA) jurbdicft To be aonsidwMaL a
judsdic mal determimtion mast be verified by the Cmps. This preliminary determinadon is not an appealable aatkm
miler the Regalatmy PMFom AdmmLghm Iva Appad ftems (Rahrence 33 CPR Part 331).
_ Thera my Nrv%able Wow oftbe UWted Ewa within the above desmibed property subjeat to the permit mgmrma*s of
Section 10 of die Rm= and Herbora Act and Section 404 of 9Le Glean water Act. Unless there is a change in the law or
= peiidmd regulations, Us determhMon mey be relied apoo Or a period not to exceed ilve yearn from the date of this
won.
We straogiy suggest you have live We&A on your properly delineated. Dae to f1m size of ycw properly an&0 r our
prvsmg wu&oad, the Caps may riot be ab1Q to soaonaplish tl h wetland dew in a timely manner. For a more timely
dew, you may wish to obtain a Couultarit Tube considered final, ariy deliaeatiw must be verified by the Caaps.
The wadmu s hm been dreTmoaled and amvcyed and era ably deplood an fbe plat signed by the Cop Regulatmy
OlB W fdenilfied below on . Unless there is a cbanp in the law ar ow publiehcd regslWkm4 this
datminXim may be reied upon for a period not to exceed five years from tba date of ibis Cana.
Thm vane wom o£tbe U.S., to bachWe we*.knde, present on the above da mibed properly wbich are subiaaot t+o the
permit mquirament& of Section 404 of ft Clem WaVe Act (33 USC 1344). Unless thmv is a change in the law or oiu
ptabliahedreplad ms, this detummadon maybe relied upon ft a period is Wmed five years 0= the 40 Ofthis
notliic dOL

FW. 3.20O6 2:37PM
NO.626 P.3
Action ID: 200600208
Plm meat of dredgmd or MI mzWW wig watmrs of the US and/or wetlands without a Deparbna t of the Army pcmft mqr
omtltate a violation of Sacdom 901 ofthe Clem Water Act (33 USC j 1311). If you hm mW questions regarding this
dBWmai=dm mdlor dw Corps regalatioxy XvgM plow 000nd W R.onnfe Bmfth st i910) 23140
77! 7 M -.y �'. �i - i y��_ fJ_ - J -<<. i �l�_ _t!1_ i__}
work in age areas.
cocPs Regulawy Dffiolal adtho' aft e
FOR OFFICE USE ONLY:
• A plat or dlotch of the property and the wetaand data frm mast be aftabed to the Me copy of this trm,
• A oopy of't m "Notification Of Admmiskativo Appeal Options And Process And RagL mst For Appeal" form must be
Ummibd wit the pt+o wW ow=Yagft oopy of this form,
a If tiie prapmW cis isolated wedanddwaum pl®sea indmAm in "RmmuWl section and dbwh #lie
"Isolated Debermiamtion won Sheet" to the file copy pfthis fm m.
rage 2 of 2

ALIG. 3.2006 2:37PIl
NO.626 P.4
'The term °adjacent° mm m bmdedng, ao dam s, or nes6bodog, Weft& sepe sW ham otba wafters ONO US. b9 mM-made dais cw banium oahmai
rhir borate, bomb dt m. sad fW 11 oo m also sdjeaxit.
f/l1�Iw/yi,�ii_i-l-Dikhd o File 1�i1.LL1LL u: ��ai� FD=.: VO De +�1W205
}A�,� � q Y �
flilandMtr COomaamitdes Of NOrth (oNr Whsa, LLC
AMP*ed is:
See Section below
DTZTIAL PROFD 1'BRl1'i' Stand* Permit or Lr of ermisaioa
A
PROS PERMIT Standesd Pa=ut or Led= of ' sion
B
PERMITDENIAL
C
x
APPROVM AMMICTIONAL DETM M gATraN
b
PRELMINARY 3URISDicnONAL DETERMNATION
E
i __- � —'�. ,_- �.,;p. - _ - - _ - 'sue `-- _ �"�R•
d� �7x ��dc�. r.s—=ria[ .._F-.E•e:.N.Mr '•3ai_{=i. _ _-°�:
& WITM PROS PELT: You may ucW or objeet to dw permit
• ACCEM. Byes nemhmd t Standard Permit, you=W sipto pit document mid return it to the dimtrlet engineer ilb r final
Whazintloa. Ifyoureceived almser orPwn sion QXft you may accept tie LOP and yottr work is 8iorind. Your siPOM
on to Sttudard Permit or soeegtanea of the LOP means that you accept the permit in its entirety, and waive ull rigbis to appeal the
permtt', kc1u fttg its terms and conditions, end approved detoxnminatiottsassociated wltitthe pernnit.
e OBIECT: If you object to ilia petmt h (Standard or LOP) because of certain term$ and condifi mg fine , you may raquawt that the
permit be modified accer hqk. You must comp1eto Section It of this form aml rat= ibo farm m the district eatgir M, Your
objccd= must be received by the district engiteer within 6o days of the date of title notice, or you will forfeit your right to appeal
the permit In the future. Upon receipt ofyour inter, the district engineer will evahmte you objwd= and may: (a) modify the
permit to address all of your concems, (b) modify the permit to address some of your objocdm, or (a) notmodify the permit
having ddmmined 'tit the p mu& WwWd be bmued ea previomsly win. Aft evoluatatg ymr objeciiasta, the district engineer
will send you a proffmadd, permit for your reaowkhmflon, as indimted in Section B below.
B. PROS PERMIT: You may aempt or appeal the permit
a ACCWT. If you received a Storidwd Peanut, you may sign fie permit document and re = it to the dtda ca&ew for floal
m hwhzd m. If you recelved a Letter of Permission (TAP), you may accept the LOP and your wore; is mtt temized. Your signature '
on the Steadard Pemdt or acceptance of the LOP merits that you socept the permit in its entire', and waive all rights to appeal the
permk tw u hng im forms and condidow, and appmved juris"onal determinations associated wAthe permit.
• APPEAL: Ifyou goose to d the profred pets h (Stmdard or LUP) because of certain trams and comxHdm titmcin, you
may appeal this declined permit tinder the Corps of Eughoers Administrative Appal Proems by amvietiag Seadon it of this form,
wd xmdkg the Irm to the division wgiuser. This ibmt mumt be received by the division em&eer wife 60 days of the date of
ibis notice.
C: PERM DBNIAL: You may appeal the denW of a psaatait tinder the Corps of Bagiaeeea A ve Appeal Process by
comple ft Seetiomm H of this fbmm and sending the farm to the division engineer. Ibis famm must be received by time dividm aglaw
wnin 60 days of tin dabs of ibis notice.

NO. 626 P.5
D: APPROVED RLWSDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: Yen do tot aced. to aotdy the Coups to accopt IM approved M. Fp hre bo notify tha Coxes witbin 60 dogs offe date of
this no&A man that ym awW the approved JD is its ena+oty, ad wain all rights to appeal the a_aoved JD.
• APPEAL: If you disco with the sppmved JD, You may appeal 13ta approved. JD uodcr the Corp of Hughmers AdInkMiiive
ApPeni Proaesa bq 0MV11 s Section II ofthis feam and Milms the form to the division '. This frm must be received by
the dividou engbeer vd&k 60 days ofthe cube ofthis wdw.
E: PRELi1VMARY JURISDICTIONAL DETERMINATION: You do mot teed to nVonci to the Corps
regaling the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (wWoh may be appealed), by contaa4ng the Corps district for thither instsacdm Also you may provide new
Information for fiu*a oon4deradon by the Corps to reevaluate the JD.
- \!_.R:'rY' r R O•in.! 'u•'-d. r . �3 i8 '.S'C1' _•-_ �T Y3%1
y r'; V, 'aa' }'•! s:- r Aai•■■ r .INS. .ii Ir: ••: � .: m K!�. 5. 'Y_u':r.j S T .:ry�,
R01 G_
1
t •use -•'� -•�;•
REASONS FOR APPEAL OR OBJECTIONS: (Desmibe your reasons for appealing the decision or your
objections to an initial proffered permit in clear ootalse its. You may attach additional information to
this ibrm to clarify where yona realm or objections are addressed m the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the motive r+eeord, the Corps
maztorandtun for the record of the appeal oonfCrence or meeting, and any supplemental infonumon that the
review ofcar has determined is needed to clarify the administrative record. Neither the appellant nor the Carps
may add new h6nnation or analyses to the record. However, you may provide additional infarmation to clm*
the lDt;ation. of won Und is = in the adminiAXIstive raoard.
ti.
_ _"+-.P8 r •
If you have questions regarding this decision and/or
__
If you only have questions regarding tho appeal process
#ire appeal proc is you may contact:
you may also cow;
Ronnie Smith
W. Mike Bell, eve Appeal Review Officer
VS Army Corp of Engumn
CESAD-ET-CO-R
PO BOX 1890
U.S. Army Corps of Engineers, South Atlantic Division
Wilmington, NC 28403
60 Famyth stet, Room 9MIS
A 30303-8801
RIGHT OF ENTRY: Your signature below grants the tight of entry to Corps of Engineers personnel, and, any
govc=umt consultmds, to conduct inveotigations of the project site daring the oourse of the appeal process. You
WM be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
Date: Telephone number:

SITE LOCATION MAP
The Villages at Turtle Creek
Storn7water Management High Density Permit Application

DRAINAGE AREA MAPS
The Villages at Turtle Creek
Stormwater Management High Density Permit Application

WM.
DRAINAGE AREA AREA (ACRES)
AREA 4A 22.41
AREA 4B 8,45
T❑TAL PHASE 4 & 5
DRAIAGE AREA 30,86
NOTE: ALL DRAINAGE FROM PHASE 5 TO BE
DIRECTED TO BASIN 4A AND 4B AS SHOWN.
DRAINAGE AREA 4A DATA
TOTAL AREA
IMPERVIOUS AREA
PERCENT IMPERVIOUS
WEIGHTED C
VOLUME 1.5" RAINFALL
VOLUME INFILTRATION BASIN 4A
22.41 ACRES
9.39 ACRES
41.9%
0.54
52,115 CU. FT.
54,786 CU. FT.
DRAINAGE AREA 4B DATA
TOTAL AREA 8.45 ACRES
IMPERVIOUS AREA 3.98 ACRES
PERCENT IMPERVIOUS 47.2%
WEIGHTED C 0.58
VOLUME 1.5" RAINFALL 21,816 CU. FT.
VOLUME INFILTRATION BASIN 4B 33,279 CU: FT.
L