SW8060608_Historical File_20180112

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
January 12, 2018
Ms. Erin Acton, Assistant
.REDUS NC Coastal, LLC
1 Independent Drive, 1 Oth
Jacksonville, FL 32202
Vice President
Floor
ROY COOPER
Governor
MICHAEL S. REGAN
secretary
TRACY DAVIS
Director
Subject: Approved Minor Modification & Notice of Transfer Application Acceptance
The Villages at Turtle Creek Phases I and H
Stormwater Permit No. SW8 060608
Pender County
Dear Ms. Acton:
A minor modification has been approved and an application to transfer the permit has been accepted.
Approved Minor Modification:
On October 23, 2017, the Wilmington Regional Office of the Division of Energy, Mineral and Land
Resources received a complete minor modification application for changes to the approved plans for
Stormwater Management Permit Number SW8 060608. It has been determined that the nature of the
proposed change meets the definition of a minor modification in that it does not result in an increase in
the size of the permitted stormwater control measure (SCM) and does not increase the amount of built -
upon area. The minor modification was issued on January 12, 2018.
The Wilmington Regional Office issued the subject project a permit on January 10, 2047 and has been
made aware that the design calculations contained an error. As documented in the January 10, 2017 cover
letter, this permit has a long history. The original infiltration basin for drainage area 1B failed, and had to
be replaced with a wet pond. The project was originally designed for SA requirements under 15A NCAC
02H .1005, effective September 1, 1995, with a 1.5" design storm. The wet pond was required to be
designed under the 2008 version of the rule which had a larger design storm. However, the volume
required under the 2008 rule would not fit into the available space given the location of the nearby
wetlands and the adjacent homes that had already been constructed.
During construction, contractors discovered that there were errors in the calculations of the storage
volume and forebay volume to be provided as detailed in the construction plans. There was
approximately a 5% error in defining the surface area of the permanent pool and temporary pool contours.
As a result, the permitted volume could"not be contained in the pond. Additionally, a calculation in the
forebay data resulted in the forebay being smaller than was expected when the permit was issued in
January 2017. The overall footprint of the pond defined in the construction plans is correct and therefore
The Division permitted the largest pond that could be built in the location. This correction documents the
correct design data, and lowers the permanent pool elevation.
Wet
Permit
1/10/17
Pond 113
Modification
1/12/18
Elevation, Permanent Pool, fmsl:
22.91
22.75
Elevation, Temporary Fool, fmsl:
25.40
25.00
Area, Perm Pool, ft2:
17,497
15,902
Area, Temp. Pool, ft2:
24,093
21,866
Volume Provided (Temp Pool), ft3:
51,780
42,647
Volume Provided Foreba , ft3:
16,888
3,632
State of North Carolina I Environmental Quality I Energy, Mineral and Land -Resources
Wilmington Regional Office 1 127 cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit' SW8 060608
Page 2 of 2
SEPI Engineering and Construction has issued revised drawings indicating the as -built conditions and a
revised permanent: pool elevation. This minor modification documents the correct design data, and lowers
the permanent pool elevation and provides a temporary pool volume that meets the permitted value. The -
design engineer felt that the new permanent pool elevation was appropriate in relation to the nearby
wetland elevations. The resultant. temporary pool volume has increased.
Notice of Transfer Application. Acceptance:
The application to transfer the permit to the HOA that was submitted with the mirror modification
package will be accepted on January 16, 2018.
This project is subject to the conditions and limitations as specified in the corrected permit. Please pay
special attention to the conditions listed in this permit regarding the Operation and Maintenance of the
BMP(s), recordation of deed restrictions, certification of the project, procedures for changes of
ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for
operation and maintenance of the stormwater management system, to record deed restrictions, to transfer
the permit, or to renew the permit, 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 by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes, and
must be filed with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH
with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing process
at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
If you have any questions, need additional copies of the permit or approved plans, please contact Kelly
Johnson with DEMLR in the Wilmington Regional Office at [phone].
S in
4111,William E. (Toby) Vinson, Jr., PE, CPESC, CPM, Interim Director
Division of Energy, Mineral and Land Resources
GDS/kpj: \\\Stormwater\Permits & Projects\060608\060608 HD\2018 01 permit minor 060608
enc: Attachment A: Wet Pond Certification Form
Attachment B: Infiltration Basin Certification Form
Attachment C: Permit History
cc: Greg Thompson, PE, SEPI Engineering
Inspector, Pender County Building Inspections
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 721S

State Stormwater Management Systems
Permit No. SW8 060608
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
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
REDUS NC Coastal, LLC
The Villages at Turtle Creek Phases 1 and 11
NC 210 & Lodge Hall Rd, Surf City - Pender County
FOR THE
construction, operation and maintenance of six (6) infiltration basins in compliance with
the provisions of 15A NCAC 2H .1,000, effective September 1,1995 and one (1) wet pond
in compliance with the alternative design criteria provisions of 15A NCAC 2H .1008(h),
effective September 1, 1995 (hereafter referred to as the "stormwa ter 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 Energy, Mineral and Land
Resources (DEMLR) and considered a part of this permit.
This permit shall be effective from the date of issuance until July 20, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.

State Stormwater Management Systems
Permit No. SW8 060608
2. This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.6 &1.7 of this permit. The subdivision is permitted
for 71 lots, each allowed the maximum amount of built -upon area specified in
Section 11.16 of this permit. The stormwater systems have been designed to handle
the following amounts of impervious area:
1A-1
11,025
1A-2
6,875
1A-3
2,361
1B
339,953
10
137,639
1D-1
21,851
1D-2
46,652
ft2
ft2
ft2
ft2
ft2
ft2
ft2
'Must be operated with a vegetated filter.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The runoff from all built -upon area within each permitted drainage area of this
project must be directed into the permitted stormwater control system.
S 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.

State Stormwater Management Systems
Permit No. SW8 060608
6. The following design criteria have been permitted for the wet detention pond and it
must be provided and maintained at the design condition. No impervious area is
available for future allocation in the wet pond's drainage area.
Wet Pond 1 B
a.
Drainage Area, acres:
Onsite, ft2:
Offsite, ft2-0
17.27
752 249
b.
Total Impervious Surfaces; ft2:
Onsite, ft2:
Offsite, ft2:
339,953
339,953
0
c.
Average Pond Design Depth, feet:
3.7
d.
TSS Removal Efficiency:
90%
e.
Design Storm, inches:
1.50
f.
Permanent Pool (PP) Elevation, FMSL:
22.75
g.
Permitted PP Surface Area, ft2:
16,509
h.
Temporary Storage Elevation, FMSL:
25.00
i.
Permitted Storage Volume, ft3:
52,493
j.
Predevclopment 1 yr-24 hr. discharge rate, cfs:
35.10
k.
Controlling Orifice, inch 0 pipe:
3.00
I.
Orifice Flow Rate, cfs:
0.24
M.
PP Volume, ft3:
58,827
n.
Forebay Volume, ft3:
3,632
o.
Maximum Fountain Horsepower:
1/6
p.
Receiving Stream/River Basin:
Becky's Creek
q.
Stream Index Number:
18-87-8
r.
Classification of Water Body:
SA

State Stormwater Management Systems
Permit No. SW8 060608
7. The following design elements have been permitted for the infiltration basin
stormwater facilities, and must be provided in the system at all times.
units
Basin
1A 1
Basin
1A-2
Basin
1A-3
Basin
10
Basin
10-1
Basin
1D-2
Drainage Area
Onsite
Offske
fe
29.988
2.9,988
0
16,454
16,454
0
7,072
7,072
0
283,381
283,381
0 Y
38,304
38,304
0
80,666
80,666
0
Total BUA
Lot BUA
RoadstParking
Sidewalks
Other
_Oflsite
Future Allocation Available
fie
11,025
0
8,876
2,149
0
0
0
6,75
0
5,238
1,637
0
0
0
2,361
0
1,697
664
0
0
0
137,639
84,875
36,273
11,809
4,682
0
0
21,851
1,066
16,068
3,637
0
0
1,080
46,652
12,382
24,043
6,385
0
0
3,842
Basin Depth
Feet
0.75
1.25
1 1.25
2.25
2.25
2.05
Design Storm
Inches
4.5
4.5
4.5
1.5
4.5
4.6
SHWT
FMSL
29
28
28
10
24
23.7
Bottom Elevation
FMSL
31
30
30
12
27
25.7
Surface Area @Bottom
ft2
6,025
2,208
1,085
9,377
2,790
6,534
Storage Volume
ft3
4,879
. 3,331
1,757
26,859
1 9,450
17,335
Storage/Bypass Elevation
FMSL
31.75
31,25
31.25
14.25
29.25
27.75
Expected Infiltration Rate
in/hr
0.52
0.52
0.52
3
2.6
2.6
Time to Draw Down
Hours
16
28
20
7
13
12
Type of Soil
yp
woodington Fine Sandy
Loam
Onslow Sandy Loam
Receiving Stream
Becky's Creek
River Basin
Cape Fear
Stream Index Number
18-87-8
Classification of Water Body
"SA;HQw"
II. SCHEDULE OF COMPLIANCE
No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for the
entire lot, including driveways and sidewalks, does not exceed the allowable built -
upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the DEMLR, 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.

State Stormwater Management Systems
Permit No. SW8 060608
4. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. If the stormwater system was used as an
Erosion Control device, it must be restored to design condition prior to operation as
a stormwater treatment device, and prior to occupancy of the facility. The
bioretention area may not be used as a sediment and erosion control device once
the planting soil has been placed.
5. The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon
surface.
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit
was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
g. The construction of permeable pavement for BUA credit.
7 The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
8. The Director may determine that other revisions to the project should require a
modification to the permit.
9. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received from
an appropriate designer for the system installed certifying that the permitted facility
has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
10. Access to the stormwater facilities shall be maintained via appropriate easements
at all times.
11. Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior transfer of the permit, the stormwater facilities will be inspected by DEMLR
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.

State Stormwater Management Systems
Permit No. SW8 060608
13. The permittee shall at all times provide the operation and maintenance necessary
to assure that all components of the permitted stormwater system function at
optimum efficiency_ The approved Operation and Maintenance Plan must be
followed in its entirety and maintenance must occur at the scheduled intervals
including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping_
g. Access to all components of the system must be available at all times.
14. Records of maintenance activities must be kept and made available upon request
to authorized personnel of DEMLR. The records will indicate the date, activity,
name of person performing the work and what actions were taken.
15. Decorative spray fountains are allowed in the pond, subject to the following criteria-
h. The minimum permanent pool volume is 30,000 cubic feet.
i. The fountain must draw its water from less than 2' below the permanent
pool surface.
j. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
k. The fountain may not be placed into the forebay.
I. The falling water from the fountain must be centered in the main pond, away
from the shoreline.
M. The maximum horsepower for a fountain in this pond is 1/3 horsepower.
16. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 060608, as issued by
the DEMLR 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, DEMLR.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the DEMLR.

State Stormwater Management Systems
Permit No. SW8 060608
The maximum built -upon area per lot is as summarized in the table below.
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. Lots 1-24 and 27-45 are recorded in
BK3290/PG193. Lots 46-73 are recorded in BK4000/PG0272.
i Lot #
Max
BUA
Lot #
_
Max
! BUA
Lot
#
Max
BUA
Lot #
Max.
BUA
Lot #
Max.
BUA
1
41152
16
3,731
31
3,659
46
4,176
61
4,187
2
4,152
17
3,695
32
3,633
47
4,165
62
4,189
3
4,152
18
3,676
33
3,602
48
4,149
63
4,187
4
4,152
19
4,211
34
3,601
49
4,226
64
4,195
5
4,300
20
4,269
35
3,599
50
4,145
65
4,187
6
4,186
21
4,350
36
4,151
51
4,152
66
4,187
7
3,668
22
4,161
37
4,480
52
4,151
67
4,187
8
3,608
23
4,165
38
3,849
53
4,151
68
4,187
9
3,607
24
4,162
39
3,828
54
4,151
69
4,183
10
3,607
25
40
4,022
55
4,147
70
4,186
11
3517
26
41
4,255
56
4166
71
4,186
12
4,156
27
3,681
42
4,087
57
4,165
72
4,232
13
3,692
28
3,672
43
3,829
58
4,213
73
4,289
14
3,776
29
3,668
44
4,128
59
4,253
15
3,691
30
3,664
45
4,425
60
4,189
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain � gutters which drain to the street,
grading the lot to drain toward the street, or grading perimeter swales and
directing them into the pond or street. Lots that will naturally drain into the
system are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
16. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
17. The facilities shall be constructed, operated and maintained in accordance with the
provisions of this permit, the approved plans and specifications, and the supporting
documents attached to this permit and on file with the Division.
18. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel,
brick, stone, slate, coquina and parking areas, but does not include raised, open
wood decking, or the water surface of swimming pools.
6

State Stormwater Management Systems
Permit No. SW8 060608
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Energy, Mineral and Land Resources at least
60 days prior to any one or more of the following events:
a. An ownership change including the sale or conveyance of the project area
in whole or in part, except in the case of an individual lot sale that is made
subject to the recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or
Propertyy Owner's Association, subject to the requirements of Session Law
2011-256;
c. Bankruptcy;
d. Foreclosure, subject to the requirements of Session Law 2013-121
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-
01(e) and NCGS 57D-6-07;
f. A name change of the current permittee;
gg A name change of the project;
h. A mailing address change of the permittee;
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 DEMLR, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) that have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including
those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DEMLR to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division in writing of any name, ownership or mailing
address changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of
construction.
10. Any individual or entity found to be in noncompliance with the provisions of this
stormwater management permit or the requirements of the Stormwater rules is
subject to enforcement procedures as set forth in NCGS 143 Article 21.
10

State Stormwater Management Systems
Permit No. SW8 060608
11. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project,
in whole or in part, nor the conveyance of common area to a third party constitutes
an approved transfer of the stormwater permit.
12. If the use of permeable pavement for BUA credit within the lot is desired, the
permittee shall direct the lot owner to submit an application with all supporting
documentation and the application fee to the Division and receive a permit prior to
construction of the permeable pavement.
13. The permittee shall submit a permit renewal application request at least 180 days
prior to the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit modified and re -issued this the 12th day of January 2018
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
William ob y insonJr., , Interim Director
Division of Energy ineral and Land Resources
By Authority of the Environmental Management Commission
11

State Stormwater Management Systems
Permit No. SW8 060608
Attachment A: Wet Pond Certifications
The Villages at Turtle Creek Phases I and II Page 1 of 2
Stormwater Permit No. SW8 060608
Pender County
Designer's Certification: Wet Pond
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 a part of this Certification.
Noted deviations from approved plans and specifications:
Signature _
Registration Number
Date
SEAL
12

State Stormwater Management Systems
Permit No. SW8 060608
Certification Requirements: Wet Pond Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved plan.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDEQ-DEMLR Regional Office
Inspector, Town of Surf City Building Inspections
Inspector, Pender County Planning
13

State Stormwater Management Systems
Permit No. SW8 060608
Attachment B: Infiltration Basin Certifications
The Villages at Turtle Creek Phases I and 11 Page 1 of 2
Stormwater Permit No. SW8 060608
Pender County
Designer's Certification: Infiltration Basins
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
14

ri
Certification Requirements: Infiltration Basin
State Stormwater Management Systems
Permit No. SW8 060608
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: NCDEQ-DEMLR Regional Office
Inspector, Town of Surf City Building Inspections
Inspector, Pender County Planning
15

State Stormwater Management Systems
E Permit No. SW8 060608
Attachment C: History of Significant Events
1. 7/20/06: Original permit issued to Dilsheimer Communities of North Carolina, LLC.
2. 7/10/07: Permit modification
3. 11/9/07: Permit modification
4. 12/17/07: Plan Revision
5. 7/28/10: The permit was transferred to REDUS NC Coastal, LLC (a bank) after the original
permittee was foreclosed on. The property was under a Notice of Violation (NOV) mainly for
maintenance issues and for failure to certify the BMPs when the permit was transferred.
6. Fall 2015: The berm of Infiltration Basin 113 blew out, and sediment was discharged into the
wetlands. A large volume of soil was removed from the wetlands, and the basin was re -installed per
the stormwater permit conditions. However, it became apparent that the original design was not
sustainable because the seasonal high-water table (SHWT) used in the original design was
incorrect. The SHWT was found to be —2ft above the infiltration basin's inlet pipe, which is
approximately 4ft too high for an infiltration basin to function. The Division did an inspection and
met with the permittee's engineer to discuss an appropriate path forward. It was determined that a
wet pond was the only option.
7. 12/14/16: The property management company contacted the Division with BMP maintenance
concerns about an eroding amenity pond behind Leyland Way. Since this feature is an amenity
pond as opposed to a pond required by State Stormwater and the issues appear to be the result of
flooding, we have forwarded those concerns to the Town of Surf City.
8. 1/10/17:
a. Wet Pond: The failed Infiltration Basin I has been modified to Wet Pond IB.
Historically, this permit was written under 15A NCAC 02H .1005, effective September 1,
1995 (commonly referred to as the 1995 rule) at 1.5" for shellfish (SA) waters. That
regulation was modified per 15A NCAC 02H .1005, effective October 1, 2008 (commonly
referred to as the 2008 rule). Best management practices (BMPs) designed under the 2008
rule were required to treat the greater of either the 1.5" storm or the difference in pre/post
of the lyr24hr storm, which is typically about 3.8". Therefore, the 2008 rule's required
volume is significantly greater than 1995 rule. Additionally, 2008-rule BMPs within a mile
of and draining to SA waters cannot discharge to SA waters [per 15A NCAC
.1005(a)(1)(C)] without employing additional structural features. The 2008 rule [15A
NCAC .1005(h)(5)] also says that BMPs that were permitted under the 1995 rule can be
modified under the 1995 rule if they are "minor modifications", which the rule defines as a
modification that doesn't add BUA or increase the size of the BMP. Modifying Basin 1B
from an infiltration basin to a wet pond therefore triggered coverage under the 2008 rule.
However, the design engineer determined that the space required to build a wet pond per
the 2008 rule was not available because homes have already been constructed around Basin
IB, and there are wetlands on the only available expansion point. The Division therefore
determined that installing the largest possible wet pond as an alternative design per 15A
NCAC 02H .1008(h) was appropriate. Though 15A NCAC 02H .1000 was revised by the
legislature during these discussions (effective 1/1/17), the 1/10/17 permit was given a Prior
Authorization per 15A NCAC 02H .1001(5), effective 1/1/17 to be permitted under the
2008 rule in lieu of the 2017 rule because it had been negotiated prior to the 2017 rules'
effective date.
b. Datum: Please note that the reference datum used in the original design differs from the
reference datum in the new design. The old datum is —lft lower.
9. 1/12/18: Permit modification to correct errors in the calculations of the storage volume and forebay
volume to the 1/17/17 permit. These errors were discovered during construction. There was
approximately a 5% error in defining the surface area of the permanent pool and temporary pool
contours. As a result, the permitted volume could not be contained in the pond. Additionally, a
calculation in the forebay data resulted in the forebay being smaller than was expected when the
permit was issued in January 2017.
10. 1/16/18: A Permit Transfer application to transfer the permit to the HOA was accepted for review.
16

DEMLR USE ONLY
Date eceive
P '
P :nit Number
Applicable es: Coastal SW -1995 12 Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ MSmtPlan:
State of North Carolina /y11:7D1-
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
The Villazes at Turtle Creek Phase I and II
2. Location of Project (street address):
NC Hwy 210 and Lodge Hall Road
City:Surf City County:Pender Zip:28443
3. Directions to project (from nearest major intersection):
From the intersection of US 17 and NC Hwy 210 travel east on NC Hwy 210 for two (2) miles Turn left after
Lodge Hall Road.
4. Latitude:340 27 05.84" N Longitude:770 34' 43.74" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU 102 •- Renewal Application Form
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 060608 , its issue date (if known)11/09/2007 , and the status of
construction: []Not Started ❑Partially Completed* N Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned applicarth!l
' Q�
DEMLR requesting a state sormwater management permit application, list the sj cY ;R
if assigned, and the previous name of the project, if differentlproposed, 2017
4. a. Additional Project Requirements (check applicable blanks; information on requiredits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control:
UNPDES Industrial Stormwater N404/401 Permit: Proposed Impacts
ac of Disturbed Area
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:Construction completed in 2007; Modification to infiltration Basin 1B
5. Is the project located within 5 miles of a public airport? NNo ❑Yes
If yes, see S.L. 2012-200, Part VI. http://portal.ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:REDUS NC Coastal, LLC
Signing Official & Title:Erin Acton / Assistant Vice President
b. Contact information for person listed in item 1a above:
Street Address:1 Independent Drive,10th Floor
CityJacksonville State:FL Zip:32202
Mailing Address (if applicable):1 Independent Drive,10th Floor
CityJacksonville
State:FL
Zip:32202
Phone: (904 ) 351-7346 Fax: (904 ) 351-7367
Eniail:erin.acton®wellsfargo.com
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
State: Zip:
Mailing Address (if applicable):
City: State: Zip: --
Phone:
Email:
Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone: ( j Fax: - �'_ �`-.,• a %W A
Email: OCT 13 2017
4. Local jurisdiction for building permits:
Point of Contact:Steve Padgett Phone #: (910 ) 328-3921
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runfff will be treated by six (6) previously certified infiltration basins This permit modification is
only for the Alternate Design conversion of infiltration basin 1-B to a retrofit wetpond All other basins will
remain as previously certified and constructed. Basin 1-B needs an alternate design due to elevated SHWT
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
" Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph Il - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 27.73 acres
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:27.73 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NSW, line or Mean Hi$h Water
(MHW) line, and coastal wetlands landward from the NHW (or MHM line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 46.9 %
9. How many drainage areas does the project have?7 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below. C1A-11 (1A- �1
Basin Information
Drainage Area 1
Drains a Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Becky's Creek
Becky's Creek
See Attached
See Attached
Stream Class *
SA;HWQ
SA;HWQ
Stream Index Number *
18-87-8
18-87-8
Total Drainage Area (sf)
29,988
16,454
On -site Drainage Area (sf)
29,988
16,454
Off -site Drainage Area (sf)
0
0
Proposed Impervious Area** s
11,025
6,875
% Impervious Area** total
36.8%
41.8%
Impervious- Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On -site Buildings/Lots (so
0
0
See Attached
See Attached
On -site Streets (sf)
8,876
5,238
On -site Parking (sf)
0
0
_
On -site Sidewalks (sf)
2,149
1,637
Other on -site (so
0
0
OCT
Future (sf)
I
I
0
Off -site (sf)
0
Existing BUA*** (so
Total (sf):
11,025
6,875
Stream Class and Index Number can be determined at: http.Y&ortal.ncdenr.org/weA/ps/csu/ciassifCcations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

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*** Report only that amount of existing BUA that will remain after development. Do not report any existing BLIA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Projects in Union County: Contact DEMLR Central Offece staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/ wq/ ws/su/bmp-marival.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
hM2://Rortal.ncdenr.org/web/wg/­­ws/su/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http:/ /portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from hft://portal.ncdenr.org/web/wg/­­ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. WTA-
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants IV�T-
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M I�rt�r
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
ho://www.envhel�org/pages/onestol2exj2ress.hbnl for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor MIA —
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the TA —
receiving stream drains to class SA waters within lh mile of the site boundary, include the ih
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates. E C EFI V E
h. Identify all surface waters on the plans by delineating the normal pool elevation
impounded structures, the banks of streams and rivers, the MHW or NHW line t "'da®CT 13 2017
W
waters, and any coastal wetlands landward of the MHor NHW lines.
Delineate the vegetated buffer landward from the normal pool elevation of ' unded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal w .
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify N
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 4091 Page No: 0073 (�T�
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titics and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
ho://www.secE!LtM.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. I€ lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from htip://portal.ncdenr.org/web/lr/state-stormwater-
forms docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, 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 NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Greg Thompson, PE
Consulting Firm: SEPI Engineering and Construction
Mailing Address:5030 New Centre Dr., Suite B
City:Wilmington State:NC Zip:28403
Phone: (910 ) 550-3251 Fax: (910 ) 523-5716
Email:gthompson®sepiengineering.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system. w,
ECEI V E
"I
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6 BY.,

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of . County of
do hereby certify that
before me this _ day of
personally appeared
, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Information, item 1a) Erin M. Acton/AVP of Redus Properties, Inc.
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 the
applicable st ater julesunde"A NCAC 2H .1000 and any other applicable state stormwater requirements.
Date: I d I0�1 1 I
I, ---Kt kn C t a Notary Public for the State of f OM 0, , County of
Dow, , , do hereby certify that - Ef i a fku(l personally appeared
before me this DI day of o f fiber U 11 , and ac 1 e #h ue exe lion of the application for
a stormwater permit. Witness my hand and official seal,
Kearsten Cull SEAL
Notary Public - State of Florida
Commission No. GG 101581
F Commission Expires 05/04/2021 I My commission expires Q 5/0q] d�o oQ
ECEIVE
OCT 13 2017
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Permit No. 4:LR6Co6G6q
(m be provided by DWO)
_o2prr wnrF,S,QG
MSDEM Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
1:. PROJECT NFOF49ATION . .
Project name
Turtle Creek
Contact person
Greg Thompson
Phone number
910-523-5715
Date
7117/2017
Drainage area number
4
8. DESM 11111IFORMATM
Site Characteristics
Drainage area
752,249 (lz
Impervious area, post -development
339,953 fe
% impervious
45.19 %
Design rainfall depth
3.7 in
Storage Volume: Non -SA Waters
Minimum volume required to
Volume provided to
Storage Volume: SA Waters
1.5" runoff volume 42,494 i
Pre -development 1-yr, 24-hr runoff 7,729 fe
Post -development 1-yr, 24-hr runoff 96,943 fO
Minimum volume required 69,214 fP
Volume provided 52,493 fe Insufficient. Increase volume provided.
Peak Flow Calculations
Is the Pre/post control of the 1vr 24hr storm peak flow required?
N (Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0.25 (unitiess)
Rational C, post -development
0.57 (unitiess)
Rainfall intensity: 1 -yr, 24-hr storm
0.16 in/hr
OK
���
Pre -development 1-yr, 24-hr peak flow
3.97 fts/�
G
Post -development 1-yr, 24-hr peak flow
25.47 fP/sec
JUL 17 2017
Pre/Post 1-yr, 24-hr peak flow control
21.50 fe/sec
Elevations
Temporary pool elevation
25.40 fmsl
BY; --
Permanent pool elevation
22.75 fmsl
SHWT elevation (approx. at the perm. pool elevation)
23.41 fmsl
Top of 10ft vegetated shelf elevation
23AO fmsl
Bottom of 1Oft vegetated shelf elevation
22.40 frnsl
Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond)
iF00 final
Sediment cleanout, bottom elevation
17,00 imsl
Data not needed for calculation option #1, but OK'd provided.
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
25.4 imsl
OK
Form SW401-Wet Detention Basin-Rev.9-4118112 Parts I.8 II. Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
N. DESM lWOWA'!'ttttN+1+1
Surface Areas
Area, temporary pool
23,108 f?
Area REQUIRED, permanent pool
25,200 ft
SAIDA ratio
3.35 (unitless)
Area PROVIDED, permanent pool, A,._pw
16,509 if
Insufficient permanent pool surface area
Area, bottom of 1Oft vegetated shelf, Ay�A,,f
15,463 it`
Area, sediment cleanout, top elevation (bottom of pond), Am -POW
3,622 ilt
Volumes
Volume, temporary pool
52,493 ft3
OK
Volume, permanent pod, Vpgrm_pod
56,065 ft3
Volume, forebay (sum of forebays If more than one forebay)
2.610 ft3
Forebay % of permanent pool volume
4.7% %
Insufficient forebay volume.
SAIDA Table Data
Design TSS removal
85 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
3.35 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, Vp m_,d
56,065 fe
Area provided, permanent pod, Ap m_pw
16,509 fe
Average depth calculated
3.40 ft
OK
Average depth used in SAIDA, d. (Round to nearest 0.5ft)
3.5 It
OK
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Area provided, permanent pool, Ap._pw
16,509 fe
Area, bottom of 1Oft vegetated shelf, Ab ,ff
15,463 fe
Area, sediment cleanout, top elevation (bottom of pond), AboLi=d
3,622 fe
'Depth' (distance b/w bottom of 10ft shelf and top of sediment)
4.40 1t
Average depth calculated
5.40 ft
OK
Average depth used in SAIDA, d„r, (Round to down to nearest 0.5ft)
5.5 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
3.00 in
Area of orifice (if--non-circular)
inz
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Hj
0.71 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
r`, c
C
Coefficient of discharge (Cw)
(unities
F—G ®�/ 6—
Length of weir (L)
ft
Driving head (H)
ft
JUL 17 2017
Pre -development 1-yr, 24-hr peak flow
3.97 ft3/sec
Post -development 1-yr, 24-hr peak flow
25.47 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.20 it/sec
BY'
Storage volume drawdown time
2.47 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
3 :1
OK
3 :1
Insufficient shelf slope.
3.0 It
Insufficient shelf length.
We :1
OK
n/a :1
OK
Y (Y or N)
OK
0.6 it
Insufficient freeboard, minimum of 1-ft required
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Pump
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Johnson, Kel
wo. �D q�)o I dflD
From: Mark Arcuri <[e-mail]>
Sent: Friday, January 12, 2018 12:25 PM
To: Johnson, Kelly
Cc: [e-mail]; Greg Thompson
Subject: [External] RE: SW8 060608, Villages at Turtle Creek - State Stormwater Permit
Attachments: Revised Drainage Table.pdf; SIGNED Avg Depth Calcs.pdf
UWTIOM: External email Do not dirk links or open attachments sunless verified- Send all suspicious email as an attachment to
[e-mail].
Kelly, thanks again for your help.
• See attached average depth calc per your request.
• It appears there are various impervious values in previous applications and permits and so it is very
confusing. We updated the table attached to reflect the current permitted values for 1D-1 and !D-2. Sorry for
this confusion.
Thank you. Let me know if you have further questions. Thank you!!!!
Mark Arcuri, PE I Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive I Suite B I Wilmington, NC 28403
Direct: 910.660.0505 1 Cell:910.228.0424 1 sepieneineerine.com
Connect with us: Linkedln I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thankyou.
From: Johnson, Kelly[mailto:[e-mail]]
Sent: Friday, December 8, 201711:00 AM
To: Greg Thompson <[e-mail]>
Cc: Mark Arcuri <[e-mail]>; [e-mail]
Subject: SW8 060608, Villages at Turtle Creek - State Stormwater Permit
Greg,
I went through this one this morning, and I just have two (hopefully easy) questions. I wasn't going to write a formal
letter requesting information in the interest of time. Please let me know if you need a formal letter for your records.
have also attached the draft permit for your review. I think I have captured everything, but please let me know if
something is missing. There are a lot of details here. (This is just the modification. Once I get this out, I will pass it to
the inspectors for the inspection and I'll go through all of the transfer paperwork.)
1. Average Depth: Can you send me the average depth calculation since it is changing?
2. Future Impervious:
a. The previous permit had more impervious for 1D-1 and 1D-2 than you all are asking for:

Permit Application
1/10/17
1A-1
11,025
11,025
ft
1A-2
6,875
6,875
ft
1A-3
2,361
2,361
ft'
1B
339,953
339,953
ft
icy
137,639
137,639
ft'
iD-1—
21,851
20,771
fta
1D-2
i 46,6521
42,810
ft'
'Arid prior permits.
b. Here is what I recommend: If you claim "future" impervious for these two basins you will maintain the
previously -permitted total. ("Future" is essentially a slush fund of impervious that can be allocated
later.)
Sawn
Basin Basin
Basin
Basin
Basin
Drainage Area
:.Tits
IA-1
»..
► �9.988
r 1A-2 IA-3
16,454 I 7.072
I 1C
�2BE. it
3 1i3-i
138.304
s
14?�
$0:666
Onsite
R2 i 29:988
16.454 i 7,072
i 283.381
- 38,304
180.6W
ts O ite
0
0 + 0
G
i 0
0
�_--__.��..:..m
Total BUA
11,025:
6,75 2,361
137,639
21.851
46,682
Lot 8UA
0
0`• 0
84,8751
1,066
12.382
Roads!Park+ng
I 8.876
5,2381 1,697
36-2731
16.068
24443
Sidewalks
€ ft` 2.14W
1.6371 6641
11,809'
3.6371
6,385
Other
° 0�'
01 0j
4,682`
0
4
Otfsite
f 0'
0. 0!
0.
0
0
Future AE.ocak-on Avai abm
I 0;
0• 0
a
1.080
3,842
Basin Depth — — i-
Feet
0.75
#: 1.25 i 1.26
2.25 2.25
2.05
Design Storm
Inches 4.5
4.5 + 4.5
1.5 4.5
4.5
SHWT
FLISL 29
28 I 28
10 24
1 23.7
Bottom ElevatJon
( FMSL 31
;' 30 30
12 27
26.7
Stolleze Area QBottom
,`- 6.025
2.208 i 1,085
9,377
2.790
6.534
Storage Volume
tt- 4,879
; 3,331 i 1,767
26,W9
9.450
17,336
Sto�B�Tess Elevaiior.
FMSL + 31.75
?: 3125 31.25
14.25
29.25
27.75
Expected Infiltration Rate
iNhr 0.52
0.52 ' 0.52
3
2.6
2.6
Tivre to Draw Down
Hours 16
_
i; 28 20
- 7 .
13
1 12
Type of Soil
Woodington Fine Sandy
+ Orslow Sandy Loam
Loam
Beclty's Creels --
River Basin
Stream Index Number
9 Cape fear
18-87-8
las Cslileation of Water Body= iY -._..
_� ..._ "SkHoIJV'_.
Thanks,
Kelly
1C<_'e ,IjDhvusolA,
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
2

SEPI
�
L NO IN E ER IN G &
..E:.
C0 N5TRUGT10N
Proiect� Vl� 1].JQ8 rM06ZAof
Subject. kWzIW4 fit- i�r��t" Djttt, _ \-,7
Designers--- ---- — — —_
`Fr'&t'1ap,= � shown d.— Average depth of permuent pevl to use in fire SA'1M tables f ff>
i rot tl;r,(wp. r f ,Am_,n,I (•'� .,�� +��x_paatit � A—pth
t stabAzed 3 L _ JJJ l 2 i ..
Pa ' Temporary pec) e
ptrmawnt pool 5tde slaps
ogglet Arvvt k ; bottout of vtaetaw tdtel; .11. Foreblt
tealp.0my p"?, i OMM of paad (Sadiment Vegetatei We elope$
! ,citatt-aw top alavabon) trhalf . 2 t
i tget ornfeee { Sediuteut claatt-otrt 104 101
bottom elevation *"t
t
Forcbay Berm
SF-31rr.e"t rtarage {,rein 1 ft)
U epth 1,1vancr between bottom of shelf and bottom of pond (mIWca sedunent} (f!)
_ _.. Ak., ,a r S wfate area at bottom of shelf (sncIudts morn pond $ forebay(s)) (&3�
f,=_y. surface area at permanent pool {includes mum pond for rbuy(s)) (H•V)
Surfac a aces at bottom cf pond excluding seaim tnt stesuge (main pond oaly) (M
Yy ,y Voiuzne of pt;rmanest pool (includes straw pond &. fvrtbay(s), extiudea srdimesa) (ft3)
JAN 12 261" 4► .
BY: -
$1 7 f-7s
l 0� f.-� 21
co-v. 0 f+-

Casmer, Jo
From: Casmer, Jo
Sent: Monday, October 23, 2017 4:26 PM
To: '[e-mail]'; '[e-mail]'
Subject: The Villages at Turtle Creek; Stormwater Permit SW8 060608
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
accepted the Stormwater Permit Minor Modification Application on October 23, 2017. The project has been
assigned to Kelly Johnson and you will be notified if additional information is needed. Please be advised that no
construction activities may commence until the Stormwater Permit is issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance & Customer Service
910 796-7336 office
910 350-2004 fax
[e-mail]
127 Cardinal Drive Extension
Wilmington, NC 28405
F - - 0'.
r l�IVG1.1 4i s Compres 'R.AF...
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Completeness Review Checklist
Project Name: Jj /(6--gyp 'V'� 771-4 Received Date:
Project Location: CI`e-x-� Accepted Date:
ule"sr 7-008 Coastal
1995 Coastal
Phase II (WiRO.)
r
®Universal 88 Coastal
`®
_]1
Type of Permit: New or
Mcd or
�xisting Permit # (Mod or PR): 0 (0p(ap- 1:1PE Cert on File?
Density: hD or LD
i -type:
ial or Residential
�NCG:
OK?)
Stream Class:
❑SA
Map
�Offsite to SW8
,Subdivided?: Subdivisi^^
or Single Lot
Ir
JORW
Map
MExempt
Paperwork Emailed Engineer on:
F,166'p-plement(s) (1 original per BMP) BMP Type(s):
&M with correct/original signatures (1 original per BMP except LSI""✓AcS and sswwales)
�✓ Applic tion rnrith corrQct;`originai slgnatures heed . v to A -
Corp or LLC: Sig. Auth. per SOS or 'matter I', ` mail Address: Design Engineer
in 6mo) Mc�.rNtoj r"71,Email Address: Owner
05oi Report with SHWT i t PCs `r_a ;.I.'evlewLs
F—IC.3-Iculations (signeo.%sealed) � 4�L�No obvious errors
Density includes common areas, etc
Deed Restrictions; if subdivided:
Signed & Notarized
Plans/V , fA'"4v'�t-
2 Sets Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc) Pf—
Grading Wetlands: Delineated or No Wetlands
icin i Map Layout (proposed BUA dimensions)
M V
01�egend �DA Maps ®Project Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
Soils Report
�PE Cert for Master Lot #:
SHWT:
SHWT:
Deed Rest for Master Lot # Matches Master
Bottom:
! PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional Information:
Permitted
Proposed:
Proposed:_ Proposed:
BUA (sf)
DA (sf)
!
PP (el)
SHWT (el)
i
Depth (ft)
SA (sf)

Completeness Review Checklist
Projet� Name:fReceived Date:
Project Location.: �Q�• Accepted Date:
Paperwork Emailed Engineer on:
Supplement(s) (1 original per BMP) RIM Type(s):
&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
Application with correct/original signatures eed
orp or LLC: Sig. Auth. per SOS or letterOLRY91t duress:
$505 (within 6mo) fir
Email Address:
3•
Design Engineer
Owner
Soils Report with SHWT (A-;-0k-A Note t er•
''Calculations (signed/sealed)A
F--740
No obvious errors - -
r— I!Density includes common areas, etc
Deed Restrictions, if subdivided:
�L JD
Plans
Details (roads, cul-de-sacs, curbs, sidewalks, BIKfiPs, Buildings, etc)
Wetlands: Delineated or No Wetlands
Layout (proposed BUA dimensions)
�DA Maps Project Boundaries
Additional Information:
Permitted Proposed: Proposed:Proposed:
BUA (sf)
DA (sf)
PP (el)
SHWT (el) l
Depth (ft) i
SA (sf)
i

ENGINEERING&
CONSTRUCTION
Transmittal Letter
To: NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Kelly Johnson
Stormwater Permitting
919-796-7215
From: Mark T. Arcuri, PE
SEPI Engineering & Construction,
Inc.
Subject: The Villages at Turtle Creek
SW8 060608 Permit Transfer
Application
We are sending you:
F- Shop Drawings Prints
r10- Specifications Copy of Letter
r Contracts F Invoice
SEPI Engineering & Construction, Inc.
5030 New Centre Drive I Suite B I Wilmington, NC 28403
Main: 910.523.5715 1 Fax: [phone]
sepiengineering.com
ECEI ►E
Date: Oc er 13, 2017
Oct
BY
Copies: SEPI File
VIA: Hand Delivery
SEPI Project Number: SE16.015
r Plans r Samples
f Change Order r Reports
Copies
Date
Description
1 orig
9/1/2017
Check to NCDEQ for Amount of $505
1 orig & 1 copy
10/2/2017
Stormwater Permit Transfer Application Form
1 copy
10/13/2017
Current SW8 060608 Issued Permit
1 copy
10/13/2017
LLC Documentation by NC Secretary of State
1 copy
10/13/2017
Signed O and M Agreements
1 copy
8/24/2017
Current Deed
1 copy
10/13/2017
Signed Engineer's Certifications
1 copy
8/7/2007
Deed Restrictions & Protective Covenants Form
1 copy
9/8/2017
Compliance Inspection Report
1 copy
10/13/2017
Maintenance Invoice Records
1 copy
10/13/2017
Owner Report with Mortgage Company
Comments:
If you have any questions or need additional information, please contact me at 910-22-8-0424 or
email [e-mail]. Thank you!
Sincerely,
j • Signed. Page:
1/1

SEPIIRCONSTRUCTION
Transmittal Letter
To: NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Kelly Johnson
Stormwater Permitting
919-796-7215
From: Mark T. Arcuri, PE
SEPI Engineering & Construction,
Inc.
Subject: The Villages at Turtle Creek
SW8 060608 Minor Modification
We are sending you:
r Shop Drawings
W Specifications
I- Contracts
r
Prints
r
Copy of Letter
r-
Invoice
SEPI Engineering & Construction, Inc.
5030 New Centre Drive I Suite B I Wilmington, NC 28403
Main: 910.523.5715 1 Fax: [phone]
sep!engineering.com
Date: October 13, 2017
Copies: SEPI File
VIA: Hand Delivery
SEPI Project Number: SE16.015
Plans r Samples
Change Order r Reports
Copies
Date
Description
1 orig & 1 copy
10/2/2017
Stormwater Management Permit Application Form
1 orig & 1 copy
8/7/2007
Deed Restrictions & Protective Covenants Form `T
1 orig
10/13/2017
Wet Detention Pond Supplement
1 orig
10/13/2017
Wet Detention Pond O and M Agreement
1 copy
10/13/2017
Project Narrative and Calculations
2 copies
10/13/2017
USGS Map OCT !a 201
2 copies
10/13/2017
Plan sheets C-2.1 and C-3.0
1 copy
6/24/2016
Soils Report
1 copy
8/24/2017
Current Deed
1 copy
10/13/2017
LLC Documentation by NC Secretary of State
Comments:
If you have any questions or need additional information, please contact me at 910-228-0424 or
email [e-mail]. Thank you!
Sincerely,
/4444L
r
a Page:
Signed: 1/1

Celebrating 15 Years
SEPI
INEERINC
CONSTRUCTION October 11, 2017
Minor Modification Application for:
NCDEQ Stormwater Management Permit SW8 060608
The Villages at Turtle Creek Phase I & II
High Density Subdivision Wet Pond and Infiltration Basin Project
Re: Stormwater Narrative and Calculations to
modify Wet Detention Basin 1B
Discussion of Existing Facilities:
The conversion of Infiltration Basin 1B to Wet Detention Basin 1B in the
Turtle Creek subdivision was completed and has been evaluated for
performance. The pond will accept and hold the 1.5 inch runoff volume.
Asbuilt elevations and contours were provided by ESP Associates, pond
asbuilt drawings dated 6/30/17.
Photos from June 23, 2017 Site Inspection
ECEIVE
OCT 13 2017
[�Y:
As constructed the pond has an
outlet structure with a 3 inch
orifice set at 22.75' (Permanent
Pool) and a 4'x4' grated
opening top set at 25.52'. Flow
is discharged through a 42"
corrugated plastic pipe.
The forebay transition weir is
constructed with granite riprap
and has been substantially
armored.
kL\ 0
'..•••
5030 New Centre Drive I Suite B I Wilmington, NC 128403 1 Phone: [phone]
Fax: [phone] sepiengineering.com I @)SEPFengineers

SEP'
The top of the pond berm is at
approximately 26.12' with a
riprap lined emergency
overflow with a crest elevation
set at 25.60'.
Discussion of Proposed Modifications:
To minimize frequency of pond overflowing the emergency weir, the
temporary pool elevation will be slightly lowered. Three 2' rectangular weirs
will be cut in the outlet structure. Each weir will have a crest elevation of
25.00' (6.24 inches from the top). As a result, the 2, 5, and 10 year storms
will flow through the emergency spill way. The top of the pond will be
reached at a 25 year event.
The following table represents the resultant pond elevations, discharge
velocities and flow through the emergency overflow at specific storm events.
Storm Event
Water
Elevation
Velocity (fps)
Flow (cfs)
1 yr 24 hr
25.29'
No Flow
No Flow
2 yr
25.67'
0.67
1.08
5 yr
25.94'
1.54
12.03
10 yr
26.10'
1.90
21.9
25 yr
Pond Failure
End of narrative.
Sincerely,
Gregory R Thompson, PE, PLS
Attachments:
Stormwater Calculations
2

Draw Down Calculations
A= Q/ [Cd x SQRT(2 x g x h)]
Volume
Diameter of Oriface
Area of Oriface
Cd =
g=
h=
Q=
Time=
42,647 ftj/s
3 in
0.0491 ftz
0.6
32.2 ft/sz
0.750 ft
0.205 ft3/s
208,350.13 Seconds
2.41 Days
(F.P. elev.- N.P. elev.) /3

Hydrograph Report
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SCS Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of cons. (Tc)
Total precip.
= 3.73 in
Distribution
Storm duration
= 24 hrs
Shape factor
4.00
3.00
2.00
1.00
120 240 360 480 600
Hyd No. 1
SCS Pre-Dev
Hyd. No. 1 -- 1 Year
Thursday, 08 / 3 / 2017
4.149 cfs
= 732 min
= 26,734 cuft
= 55
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report 2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 0.5 Thursday, 08 / 3 / 2017
Hyd. No. 2
SCS Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 26.47 cis
Storm frequency
= 1 yrs
Time to peak
= 729 min
Time interval
= 1 min
Hyd. volume
= 96,191 cult
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cone. (Tc)
= 25.00 min
Total precip.
= 3.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
24.00
20.00
16.00
12.00
8.00
4.00
SCS Post-Dev
Hyd. No. 2 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2
Time (min)

' Hydrograph Report 3
Hydraflow Hydrographs Extension for AutoCAD® Civil MOD 2016 by Autodesk, Inc. A 0.5
Hyd. No. 3
New Routing
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - SCS Post-Dev
Max. Elevation
Reservoir name
= Turtle Creek Pond
Max. Storage
Storage Indication method used.
24.00
K411111
16.00
12.00
M
4.00
Thursday, 08 / 3 / 2017
= 3.443 cfs
= 776 min
= 77,417 cult
= 25.29 ft
= 49,140 cuft
New Routing
Hyd. No. 3 --1 Year
Q (cfs;
28.00
24.00
16.00
12.00
8.00
4.00
0.00
300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 3 Hyd No. 2 Total storage used v 49,140 cult Time (min)

Hydrograph Report
n
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SCS Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.52 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
W
6.00
4.00
2.00
120 240 360 480
Hyd No. 1
SCS Pre-Dev
Hyd. No. 1 — 2 Year
Thursday, 08 / 3 / 2017
= 9.575 cfs
= 731 min
= 47,106 cuft
= 55
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
10.00
M.
6.00
2.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 0.5
Hyd. No. 2
SCS Post-Dev
Hydrograph type
= SCS I:unoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of cone. (Tc)
Total precip.
= 4.52 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
9I 11
20.00
10.00
SCS Post-Dev
Hyd. No. 2 -- 2 Year
120 240 360 480 600 720 840
Hyd No. 2
Thursday, 08 / 3 / 2017
= 37.53 cfs
= 728 min
= 134,511 cult
= 76
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
1 ��
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. 00.5
Hyd. No. 3
New Routing
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - SCS Post-Dev
Max. Elevation
Reservoir name
= Turtle Creek Pond
Max. Storage
Storage Indication method used.
30.00
20.00
10.00
New Routing
Hyd. No. 3 -- 2 Year
300 600 900 1200
Hyd No. 3 Hyd No. 2
1500
Thursday, 0813 / 2017
= 16.16 Cts
= 746 min
= 115,557 cult
= 25.67 ft
= 58,185 cuft
Q (cfs;
40.00
30.00
20.00
10.00
0.00
1800 2100 2400 2700 3000
Total storage used = 58,185 cuff Time (min)

Hydrograph Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2016 by Autodesk, Inc. A 0.5
Hyd. No. 1
SCS Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.84 in
Distribution
Storm duration
= 24 hrs
Shape factor
20.00
16.00
12.00
M
4.00
Thursday, 08 / 3 / 2017
= 21.83 cis
= 730 min
= 89,436 cult
= 55
= Oft
= 25.00 min
= Type II
= 484
SCS Pre-Dev
Hyd. No. 1 — 5 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 0.5
Hyd. No. 2
SCS Post-Dev
Hydrograph tyre
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.84 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
SCS Post-Dev
Hyd. No. 2 -- 5 Year
Thursday, 08 / 3 12017
= 57.14 cfs
= 728 min
= 203,260 cuft
= 76
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
60.00
60.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
9
Hydraflow Hydrographs Bdension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 3
New Routing
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - SCS Past-Dev
Max. Elevation.
Reservoir name
= Turtle Creek Pond
Max. Storage
Storage Indication method used.
50.00
40.00
30.00
K111Z17
10.00
120 240 360 480 600
Hyd No. 3 Hyd No. 2
New Routing
Hyd. No. 3 -- 5 Year
Thursday, 08 / 3 / 2017
= 47.38 cts
= 735 min
= 184,103 cult
= 25.Q4 ft
= 64,814 cult
Q (cfs)
60.00
61111101
.,i1](6n
30.00
20.00
10.00
0.00
720 840 960 1080 1200 1320 1440 1560
Total storage used = 64,814 cuff Time (min)

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
SCS Pre-Dev
Hydrogrup" tYMe
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.01 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
SCS Pre-Dev
Hyd. No. 1 --10 Year
Thursday, 08 / 3 / 2017
= 34.83 cfs
= 729 min
= 133,535 cuft
= 55
= Oft
= 25.00 min
= Type II
= 484
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v10.5 Thursday, 08 / 3 / 2017
Hyd. No. 2
SCS Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 75.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 267,436 cuft
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 7.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Post-Dev
Hyd. No. 2 -- 10 Year
70.00
60.00
50.00
40.00
011111
20.00
10.00
Q (cfs)
80.00
70.00
.WE
50.00
40.00
30.00
20.00
10.00
0.00 -' ' ' I I I I i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
New Routing
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - SCS Post-Dev
Max. Elevation
Reservoir name
= Turtle Creek Pond
Max. Storage
Storage Indication method used.
Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
New Routing
Hyd. No. 3 --10 Year
12
Thursday, 08 / 3 / 2017
= 71.07 cis
= 731 min
= 248,168 tuft
= 26.1Oft
= 68,583 cult
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00 — 10.00
0.00 -�-- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 — Hyd No. 2 Total storage used = 68,583 tuft Time (min)

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1

Project Description
Solve For
Input Data
Headwater Elevation
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Results
Discharge
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Worksheet for 2-yr Spillway
Discharge
Gravel
25.67 ft
25.60 ft
0.00 ft
8.00 ft
23.00 ft
1.08 ft3/s
0.07 ft
-25.60 ft
2.53 US
1.00
2.53 US
1.61 ft2
0.67 ft/s
23.14 ft
23.00 ft
Bentley Systems, Inc. Haestad Methods SoldlYsmt" llewMaster VBi (SELECTseries 1) [OB.11.01.03]
10/1012017 2:03:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Worksheet for 5-yr Spillway
Project Description
Solve For Discharge
Input Data
Headwater Elevation
25.94 ft
Crest Elevation
25.60 ft
Tailwater Elevation
0.00 ft
Crest Surface Type Gravel
Crest Breadth
8.00 ft
Crest Length
23.00 ft
Results
Discharge
12.03
fV/s
Headwater Height Above Crest
0.34
ft
Tailwater Height Above Crest
-25.60
ft
Weir Coefficient
2.64
US
Submergence Factor
1.00
Adjusted Weir Coefficient
2.64
US
Flow Area
7.82
ft2
Velocity
1.54
ft/s
Wetted Perimeter
23.68
ft
Top Width
23.00
ft
Bentley Systems, Inc. Haestad Methods SOILEkO 6 Mkn Master V8i (SELECTseries 1) [08.11.01.031
10110/2017 2:04:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Project Description
Solve For
Input Data
Headwater Elevation
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
'Results
Discharge
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Worksheet for 10-yr Spillway
Discharge
Gravel
26.10 ft
25.60 ft
0.00 ft
8.00 ft
23.00 ft
21.90 ft3/s
0.50 ft
-25.60 ft
2.69 US
1.00
2.69 US
11.50 ft2
1.90 ft/s
24.00 ft
23.00 ft
Bentley Systems, Inc. Haestad Methods SoltOhW BViinwMaster V8i (SELECTseries 1) [08.11.01.03]
10/10/2017 2:04:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

10/10%2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Hampstead, North Carolina, USA*
Latitude: 34A506% Longitude:-77.5786*
Elevation: 29.35 ft**
source: ESRI Maps
*' source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based
point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
0�-�0
10
25
501
100
F 500
1000
0.m1
0.595
0.696
0.775
0.875
0.950
1.03
1.10
1.20
1.29
5�rtln
0A64-0.542)
(0.551-0.645)
0.643-0.753
(0.714-0.837)11(0.802-0.943)
(0.868-1.02)
(0.932-1.11)11(0.996-1.19)
(1.08-1.30)
(1.14-1.40
10{rlin
0 74 -0866
0.882--1203
1.03 1?21
1.14-1.4
1.283550
1.38i163)
1 A86.76
1.58 1 89
(1.70-2.06)1(1.79
2 20
1.00
1.20
1.41
1.57
7.77
1.92
2.06
2.21
2.40
2.54
15-min
(0.927-1.08)11
(1.11-1.30
(1.30-1.53
(1.44-1.69) 1
1.75-2.07)
1.87-2.23
(1.99-2.38)
1(2.14-2.60
(2.25-2.76)
30-min
1.27-31 49
1.5361579
1. 5 2017
2.09 2A5
2.40 2?82
2.64 3911
2.87 3 Al
3.10-3 71
3.41-4113
3.64-4A7
2.96
60-min
1: 8-1.85
1.92 2725
2.37 2778
(2.723 20)
(3. 9 3976) 11(3.57-4.22
3. 5-4 70
4. 5 5?21)
4.89 5.93
(5.32-6.52
2.08
2.54
3.23
3.80
F 5.29
6.03
6.83
8.00
8.99
2-hr
(1.92-2.27) 1
(3.49-4.13)
(4.20-5.01)
(4.80-5.74)11(5.44-6.55)
(6.12-7.42)
(7.09-8.71)1(7.91-9.82)
3.4
2.74
3.50
4.14
5.09
91
6.81
7.81
10.6
3-hr
(2 07-2 46)
(2.523.00)
3.21-3.83
(3.79A.53
(4.63-5.55
(5.33-6.44
�����
6.10-7.42
(6.93-8.50)
,,.30
(8.16-10.1
9.19-11.6)
6-hr
(2 52 3.03
(3.073g70)
3.92�g73
4.645 61)
5. 8 6890)
(6.56 8102)
(7. 2 9 27
8.57 10.7
(1 1� 2.8)
(11.5-14.7
3•
3.95
5.09
6,07
F 8.83
10.3
11.9
14.4
16.B
12-hr
(2.94 3.B0)1
(3.58-4.39)
1 (4,61-5.66)
1 (5.47-6.74)
(6.748.35)
(7.83-9.75)
(9.04-11.3)
l(10.4-13.1)
(12.3-15.9)
(14.0-18.3
3.73
4.53
5.85
7.07
8.75
10.3
12.0
13.9
16.9
19.5
24fir
3.42-4.10)
6.40-7.69
(7.92-9.59)
(9.22-11.3)
1(10.6-13.2
12.2-15.3)
(14.5-18.7)1(16.4-21.7
4.35
5.26
6.76
8.05
10.0
11.7
13.7
15.8
19.1
22.0
2-day
3.99�.79
4.83-5.80)
6.18-7.44
(7.32-8.85) 11
(9.03-11.0
(10.5-12.9)11(12.1-15.1)11(13.8-17.5)
1(16.4-21.3
18.5-4.7)
3-dey
=(6.57.817.68
�.4)
4. 3 5706
5.126712
9?4
9.40
(10.9- 3.3
(12A- 5A
(141617.8
16.16-21.5
(18.7- 4.8
4.87
5.88
7.46
8.80
10.8
12.5
74.3
F 19.5
22.3
a -day
(4.48-5.33)
5A16A5) 11
(6.846.17) 11
(8.04-9.64) 11
(9.77-11.8) 11(11.2-13.6)
(12.8-15.7)
(14.418.0)
16.9-21.6)
(19.0-24.9)
5.61
6.76
8.49
9.94
12A
13.8
15,7
17.8
20.8
23.3
7-day
(5.196.10)
1 (6.25-7.35) 11
(7.84-9.23)
1 (9.14-10.8) 11
(11.0-13.1)
(12.5-15.0)11(14.1-17.1)
(15.8-19.4)
(18.2-22.9)1(20.1-25.8)
10-day
5.806.79
6. 58.14
8.5910.1
9.94- 1.7)
11.19- 4.0
13A- 6.0
1516 8.1
16 88 0.5
(1 2� 3.9)1(21.11-
6.8
8.30
9.89
72.0
13.8
16.3
18A
20.6
22.9
26.2
28.9
20{lay
7.758.92)
9.23-10.6)
11.2-12.9
(12.8-14.8) 11
(15.1-17.5
16.9-19.8)
18.8-22.2
(20.7-24.8)
(23.3-28.5)
25.4-31.6
10.1
12.0
14.5
16A
19.1
21.3
23.5
25.8
29.0
31.5
30-day
9.53-10.8
11.3-12.9
(13.6-15.4)
1 (15.4-17.5
(17.9-20A) II(19.8-22.8
21.7-25.2
23.6-27.8)
26.2-31.3
28.2-34.2
12.7
15.1
17.9
20.2
23.5
26.1
28.7
31.5
35.3
38.3
45-day
(12.0-13.6)
(14.2-16.1
(16.8-19.2
19.0-21.6)
(21.9-25.1)
(24.2-27.9(
26.5-30.8)11(28.8-33.9)
(31.9-38.2)
34.3-41.7
15.4
78.2
21.3
23.8
29.9
32.6
35.3
39.0
47.7
60{lay
=2576LM.0-31.9)
(14.6-16.4)
(17.2-19.3)
(20.1-22.7)
(22.5-25.3
(30.4-34.8)
(32.7-37.8
(35.7r41.9)
(38.0-45.1)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) Is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information. _
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfdslpfds_printpage.html?lat=34A506&Ion=-77.5786&data=depth&units=english&series=pds 114

Excise Tax $0.00*
wnininiim�niainn
Doc No: 20027843
Recorded: 08129=1712:48:36 PM
Fee AMt $26.00 Pape 1 of 4
Exclse Tax: $0.00
Pander County North Carolina
Sharon Lear Willoughby, Register of Deeds
sK 4M PG 221 - M (4)
49,15 12-4z9 i -0000
ef2�5--7g-1489 —COW
Recording Time, Book and Page
Tax Lot No.: Parcel Identifier No. —
Verified by County on the
day of , 20
_a0_ mm-cin Atwq
tw.x
Mail after recording to: GRANTEE
This instrument was prepared by: 8cL Gates LLP, Hearst Tower, 214 North Tryon Street, Charlotte, NC
28202 - PMR (without title examination).
Brief description for the Index: phase 2 Conservation Arras and Common Open Space - The Villages
of Turtic Crock
NORTH CAROLINA NON -WARRANTY DEED
THIS DEED made as of this a�eday of , 2017, by and between
GRANTOR
REBUS NC COASTAL, LLC,
a Delaware limited liability company
whose mailing address is:
301 South College Street, D1053-04B
Charlotte, NC 28288
THE VELLAGES AT TURTLE CREEK
HOMEOWNERS ASSOCIATION, INC., a
Norio; Ca —,.lira non-profit corporation
whose mailing address is:
1909 Eastwood Road, Suite 321
Wilmington, NC 28403
Enter in appropriate block for each party: name, address, axA if appropriate, character of entity, e.g.,
corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and
assigns, and shall include singular, plural,'nWculine, feminine orneuter as required by context.
VArrMSETH, that the Grantor, far a valuable consideration paid by the Grantee, the receipt of which
is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee
in fee simple, all that certain lot•or parcel of land situated in Topsail Township, Pender County, North
Carolina, and more particularly described as follows:
See Exhibit which is attached to and incorporated into this Deed by reference.
*Under N.C.G.S. § 105-228.29: no excise tax is due in association with a transfer where no considerut on
in property or money is due or paid by the grantee to the grantor.
3009810590
�C�IVF
�{ OCT 13 07
11 _

BK 4650 PG 222 DOC# 20027843
Bk 4550
Pg 222
The property heremabove described was acquired by Grantor by mstrument(s) recorded in Book 3754 at
Page Z in the Ponder County, North Carolina, Public Registry (the "Registry').
A map showing the above described property is located in Plat Book 52 at Page j:38 in said Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in fee simple.
The Grantor makes no warranty, express or implied, as to title to the property 6ereinabove
described.
All or a portion of the property herein conveyed does not include the primary residence of Grantor.
Grantor has been advised by Grantee as follows: (1) Grantee is a homeowners' association as defined in §
528(c) of the internal Revenue Code, (2) the property conveyed herein will be held by the Grantee for the
use, benefit and enjoyment of all members of the association equally, (3) each member of the Grantee has
an irrevocable right to use and enjoy, on an equal basis, the property conveyed herein, subject to the
Declaration, Bylaws and Rules and Regulations of the Grantee, (4) the irrevocable right to use and enjoy
the properly conveyed herein is appurtenant to taxable real property owned by a member of the Grantee,
and (5) the property conveyed herein should not be assessed or taxed against the Grantee pursuant to G.S.
§ 105-277.8.
[SIGNATURES CONTAINED ON FOLLOWING PAGE]
sooMON ve

BK 4660 PG 223 DOC# 20027843
Bk46W
Pg 223
written. IN WITNESS WHEREOF, the Grantor has signed this Deed as of the day and year first above
GRANTOR:
REDUS NC COASTAL, I LC, a Delaware
limited liability company
By: REDUS Properties, Inc., a
Delaware Corporation, its sole
member and manager
By:
Name: Erin M. Acton
Title: Assistant Vice President
STATE OF
COUNTY OF , Q ( ,
I certify that Erin M. Acton personally appeared before me this day and acknowledged that she is
an Assistant Vice President of REDUS PROPERTIES, INC., a Delaware corporation and the Sole
Member and Manager of REDUS NC COASTAL, LLC, a Delaware limited liability company, and that
she, in such capacity, being authorized to do so, voluntarily signed the foregoing on behalf of the
company for the purposes stated therein.
Date: �! Z ��`"� I By: `'�� .Cy C
Print Name: KBliyll C. Bate M
Notary Public
[SEAL OR STAW] My Commission Expires:
HATHRTR Q. BAUMAti
Y Public - Sme M F*W@
MY CW0- EXOM Feb 20. 2010
1(a Commhefai i FF 171639
300881069 W

BK 4650 PG 224 DOC# 20027843
Bk 4M
Pg 224
EXHIBIT A
to Deed
Legal Description of Property
Tract I (PIN: 42S-79412914Kq.
land =515tingaf ILM 90mis, more br kW desWnNW •Comoration ArW (and loiter *48"rlt to Late S6r 57
and West Sodom Placo) u d tbam oa a amp tltirld'Rnw Plat ofTh a Vlllaw 6t runie cma Phw r and
ro " ' f d h MaP lmele 52 tea its to dm oMm of the Regletar aF D=* far Prrder County. 6lorth owdb&
Trod 2 (IMM: 4225.79-US94M:
Laed I of Il xr�, rnGra ar Iasq, dmWfudW oftnM M C = Spme". and "l anwr uwtlm Ame 4and
dtutted betMrrsn Lots 34 and SJ and ihbrrrt an s map Mod Of d Plat of 7IW VM%u et Turtle Cm* "=* r
and reaerdsd In Map traok 52 ftV in In the OM M CFO" 1ltdlttir ei DtdN1E for Ponder Guungt, NOM Cara N;
EA1 E AW E NW M4 tl n of the Yorr &Wft r A%r low WWft tf*0Mp" Ilrrm gfLat S4,
Tied 3 (PIN:4MI-78.50q4M..
Lard wriddift of 031 wRu, nmre or Lem„ d+avated " Careeron GPM SPvW (and lexaesd ad(sceat to Wu t
Stodrtarr Drlyay wind alrawn ern a mip dtlad'Rnel PletafTir Vafretpss at Turtle �rYek Phate 2' and recorded M Atep
look. 522 Page SW In the o ice t ft Roister of Deeds For bender Courdy►. Nurtlr t:arsIML
30OW1059 0

lr%
1 ?wD& G)-)
Iv `
Johnson, Kelly CF4_t1
If
From: Johnson, Kelly
Sent: Friday, September 15, 2017 9:32 AM
To: '[e-mail]'
Cc: Greg Thompson ([e-mail]); Mark Arcuri; Georgette Scott
Subject: FW: SW8 060608, The Villages at Turtle Creek
Attachments: Villages at Turtle Creek_2017 09 13.pdf
Todd,
I only cc'd you on this so that you would be aware. I don't know what your local flooding requirements are, but as you
know, we don't handle flooding at the State level. This pond is smaller than we normally permit and so I wanted to
make you aware of it in case you get calls, etc. Here is a summary of the design parameters that will come under the
upcoming modification.
If you have questions, please let me know.
Thanks,
Kelly
c"V In adjustrrems, to t17e rairrert box, where ":hee 2'rectacigular we-^. are cut t0 a Cors1 �-,'evatlon Of
75.00' (&24 inches from t ke top), dw. 2, 5, and 10 yea) tto rns W& flow �hrauotr t.}ae err,eroery-y
s:siil «ray, The top of the pond wall be reached at a 25 year event.
^�t+a�m. IEvent
Water
Wevotim
Velocity UPS)
Flow (do)
7. Yr 24 tar
_
25, 29'
No Flow
--0.67
_.... No Flow �?
2 yr
aS.fi7'
1.0$
5 Yt ..
25.94"
_--t.54. , ._
1.2_03
' 1 €i r
25.10'
1.�i4
- 21.9
-
7 yr ---
€�sind Failure
W
From: Johnson, Kelly
Sent: Friday, September 15, 2017 9:20 AM
To: [e-mail]; Greg Thompson ([e-mail])
<[e-mail]>; Mark Arcuri <[e-mail]>; 'Christina Purcell'
<[e-mail]>; Gary Owens<[e-mail]>;'[e-mail]'
<[e-mail]>
Subject: SW8 060608, The Villages at Turtle Creek
All,
As you are likely aware, there were discrepancies between the as -built survey and the intended design for this
project. Over the summer we have been working to figure out exactly what the glitch was, its impact, and what to do
about it. I had originally hoped to handle this as a permit correction, but after discussing it with my supervisor I think we
need to handle this as a minor modification. Please see the attached letter for additional information.
Thanks,
Kelly

k.eL Lui 0 k V'S o V'-
KellyJohnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

/n
ROY COOPER
j a Governor
MICHAEL S. REGAN
Secretary
Energy, Mineral & TRACY DAVIS
Land Resources
Director
ENVIRONMENTAL QUALITY
September 13, 2017
Ms. Erin Acton, Assistant Vice President
REDUS NC Coastal, LLC
1 Independent Drive, 1 Oth Floor
Jacksonville, FL 32202
Subject: Notice of Inspection — Request for Additional Information — Request for Transfer
The Villages at Turtle Creek
State Stormwater Management Permit No. SWS 060608
Pender County
Dear Ms. Acton:
A new pond was permitted to replace a failed infiltration basin on January 10, 2017. After the pond was
constructed, an as -built survey was completed. Your engineering firm began working on the certification
needed to transfer the permit, and in doing so discovered that there had been an error in the calculations
submitted for permit approval. It is my understanding that the pond constructed does not meet the
parameters that the design had intended.
Request for Minor Modification: DEMLR and SEPI met on July 13, 2017 and discussed various design
approaches received on July 171, July 20', and August 3". DEMLR staff also conducted a site
inspection of the pond on September 8, 2017. We had originally determined that we would handle the
changes via a permit correction, but after further internal discussion in DEMLR we have determined that
it is necessary to document the changes via a minor modification. Please apply for a minor modification
to rectify the design with the as -built conditions. There is no cost for a minor modification.
As discussed in the cover letter of the January 10, 2017 permit, this pond has a complicated history. It
was permitted most recently as an alternative design. The design essentially represented a pond that
could treat the most water in the space available because the failed infiltration basin was surrounded by
existing homes and wetlands. Please provide written, stamped justifications for the deviations from the
January 10, 2017 design establishing that the constructed design still represents the best treatment
mechanism given the site constraints. You are also encouraged to coordinate with the Town of Surf City
to meet any applicable local requirements.
Request for Permit Transfer: I understand that you all have generated a Permit Transfer document and
forwarded it to the HOA for signature. I also understand that the HOA wants to confirm that the project
is in compliance prior to signing the form. Please be advised that the regulations (SL2011-256) require a
project to be in compliance prior to transfer. DEMLR is charged with conducting an inspection and
making a compliant determination prior to the permit being transferred. But, an HOA is not required to
sign the application in order for a permit to be transferred to them. In fact, it is unusual for an HOA to
sign a transfer form.
The typical process to transfer a permit from a developer (in this case a bank) to an HOA is to select
Section Item B(2) of the Transfer form, "Only the current permittee/declarant of a condominium or
planned community" has signed the form. Then, obtain copies of the common area deeds, documentation
that at least 50% of the lots have been sold, a copy of the recorded deed restrictions, copies of the
certifications, and copies of the O&M agreements so that they are ready to be submitted. Once you have
this information and you have worked with your maintenance company to ensure that the project is
maintained per the O&M agreement, submit the package to DEMLR for review. The cost for a permit
transfer is $505. You may submit this information with the minor modification application, and the two
applications will be processed in order. The project will be inspected during the transfer review process.
(When I inspected the new pond on September 8, 20171 had thought that there was a recent inspection of
the whole property to append it to. However, after returning to the office I realized that the full project
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215

State Stormwater Permit No. SW8 060608
Page 2 of 2
had not been inspected since 2015. I had told the HOA's property management contacts that I would be
forwarding a full inspection with this letter. But, that will be forwarded during the transfer review
process_)
The following was the status of the project at from the last inspection dated September 9, 2015. Please
ensure that the following have been. addressed:
1.) Maintenance: Infiltration basins were in need of maintenance. The site was maintained since the
September 9, 2015 letter, but it appeared to have been needed again.
2.) Designer's Certification: The certification for Basin 1 C was on file. Partial certifications for Basins
1A and I were later provided_ A final certification for each BMP is still needed.
3.) Deed Restrictions: The Master Declaration of Protective Conditions for the Villages at Turtle Creek
(BK3029/PGO10) only covers lots 1-45. Lots -46-71 in Phases I and II are not covered by this
document. Recorded deed restrictions are needed for all of the lots.
Please be advised that until you submit the required Permit Transfer Application Form to the Division and
receive approval from the Division to transfer the permit, you are required to comply with the terms,
conditions and limitations of the Stormwater Management Permit under Title 15A North Carolina
Administrative Code 211.1003 and North Carolina General Statute 143-214.7, including the operation
and maintenance of the permitted stormwater system.
Please also note that any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the stormwater rules is subject to enforcement action as set forth in
NCGS 143 Article 21, including the assessment of civil penalties of up to $25,000 per day.
If you have any questions, please contact me at the Wilmington Regional Office, telephone number (910)-
796-7331 or via email at [e-mail].
igmeer
6tormwaterlPermits & Projects\20061060608 HD12017 09 CEI addinfo 060608
enc: SL2011-256
Permit Transfer Application Form
Compliance Inspection Report
cc: Greg Thompson, PE (via email only, [e-mail])
Mark Arcuri, PE, (via email only, [e-mail])
Christina Purcell, Property Manager, (via email only, [e-mail])
Gary Owens, Property Manager, (via email only, [e-mail])
Todd Rademacher, (via email only, [e-mail])
Georgette Scott, Wilmington Regional Office Stormwater Supervisor
WiRO Stormwater Permit File
State of North Carolina 1 Environmental Quality I Energy. MBneral and Land Resources
Wilmington Regional office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
910 !96 7215

GENERAL ASSEMBLY OF NORTH CAROLINA
SESSION 2011
SESSION LAW 2011-256
HOUSE BILL 750
AN ACT TO (1) REQUIRE THE DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCES TO TRANSFER A PERMIT FOR A STORMWATER MANAGEMENT
SYSTEM FROM A DECLARANT OF A CONDOMINIUM OR PLAN- ED
COMMUNITY TO AN. OWNERS ASSOCIATION UPON REQUEST OF THE
PERMITTEE AND SUBMISSION OF DOCUMENTATION THAT DECLARANT
CONTROL HAS TERMINATED, (2) PROVIDE THAT THE RULES OF A SANITARY
DISTRICT MAY NOT BE MORE RESTRICTIVE THAN OR CONFLICT WITH THE
REQUIREMENTS OR ORDINANCES OF A COUNTY WITH JURISDICTION OVER
THE AREA; AND (3) PROHIBIT ANY PERSON FROM CONTRACTING OR
SUBCONTRACTING TO RENT OR LEASE TO ANOTHER A PORTABLE TOILET
OR MANAGE OR DISPOSE OF WASTE FROM A PORTABLE TOILET UNLESS
THAT PERSON IS PERMITTED TO OPERATE A SEPTAGE MANAGEMENT FIRM.
The General Assembly of North Carolina enacts:
SECTION 1. G.S. 143-214.7 is amended by adding a new subsection to read -
stormwater management system have been conveyed to the unit owners association or owners
association in accordance with the declaration; (ii) the declarant has conveyed at least fifty
percent (50%) of the units or lots to owners other than a rjPr.larant anri (1;;1 the ornrm.:,ofor
management system is in substantial compliance with the stormwater permit issued to the
permittee by ine liepartment. in support of a request made pursuant to this subsection a
permittee shall submit documentation to the Department sufficient to demonstrate that
ownership of the common area related to the operation and maintenance of the stormwater
units
F1
the
meaning as provided in Chapter 47C of the General Statutes and declarant of a planned
community shall have the same meaning as provided in Chapter 47F of the General Statutes."
SECTION 2. G.S. 130A-55 reads as rewritten:
"§ 130A-55. Corporate powers.
A sanitary district board shall be a body politic and corporate and may sue and be sued in
matters relating to the sanitary district. Notwithstanding any limitation in the petition under
G.S. 130A-48, but subject to the provisions of G.S. 130A-55(17)e, each sanitary district may
exercise all of the powers granted to sanitary districts by this Article. In addition, the sanitary
district board shall have the following powers:
(7) To adopt rules necessary for the proper functioning of the district. However,
these rules shall not conflict with rules adopted by the Commission for
Public Health, Environmental Management Commission, or the local board
of health having jurisdiction over the area. Further, such rules shall be no
more restrictive than or conflict with requirements or ordinances of any
requirements or oramances of the county having_ jurisdiction over the area
shall control.
IIV�IIII�II

SECTION 3.(a) In addition to the other portable sanitation permitting provisions
of 15A NCAC 13B .0832(b), from the effective date of this act the Department of Environment
and Natural Resources shall prohibit any person from contracting or subcontracting to rent or
lease to another a portable toilet or manage or dispose of waste from a portable toilet,
regardless of ownership of the portable toilet, unless that person is permitted to operate a
septage management firm.
SECTION 3.(b) No later than January 1, 2014, the Commission for Public Health
shall adopt rules consistent with the provisions of Section 3(a) of this act. Notwithstanding
G.S. 150B-19(4), the rules adopted by the Commission pursuant to this section shall be
substantively identical to the provisions of Section 3(a) of this act.
SECTION 4. This act is effective when it becomes law.
In the General Assembly read three times and ratified this the 16t` day of June,
2011.
s/ Walter H. Dalton
President of the Senate
s/ Thom Tillis
Speaker of the House of Representatives
s/ Beverly E. Perdue
Governor
Approved 1:48 p.m. this 231d day of June, 2011
Page 2 Session Law 2011-256 SL2011-0256

Johnson, Kelly
From: Johnson, Kelly
Sent: Tuesday, September 12, 2017 9:27 AM
To: 'Christina Purcell'
Cc: MarkArcuri; [e-mail]; Gary Owens
Subject: RE: SW8 060608, Villages at Turtle Creek - State Stormwater Permit
Oh I see... I forgot it was "Villages" at Turtle Creek and didn't recognize the acronym.
Mark, I see that you are with SEPI now. Are you the current PE contact for this project, or is it Greg Thompson? I know.
that Eric Seidel is no longer there.
Christina, I was out there on Friday. I have been talking with the engineers about the construction, and an issue that
came up. My supervisor is out today, but I will get her feedback once she returns to the office and then get the report
out.
Thanks,
Kelly
From: Christina Purcell [mailto:[e-mail]]
Sent: Tuesday, September 12, 2017 9:15 AM
To: Johnson, Kelly <[e-mail]>
Cc: Mark Arcuri <[e-mail]>; [e-mail]; Gary Owens
<[e-mail]>
Subject: Re: VTC Compliance
VTC, yes, ma'am!
CP
On Tue, Sep 12, 2017 at 9:13 AM, Johnson, Kelly<1<elly.p.jolznsonna.ncdenr.gov> wrote:
Christina,
Is this for Turtle Creek, or is this another project?
Thanks,
Kelly
From: Christina Purcell [mailto:[e-mail]]
Sent: Monday, September 11, 2017 11:23 AM
To: Johnson, Kelly <[e-mail]>; Mark Arcuri <[e-mail]>;
[e-mail]; Gary Owens <[e-mail]>
Subject: VTC Compliance

Good morning, Kelly!
The VTC Board president, John Gallagher.., has been presented with paperwork to sign from Mark Arcuri with
SEPI, a name change application. For various reasons, before he signs, Mr. Gallagher would like to make sure
that everything regarding the project is totally within state compliance. Any information would be much
appreciated.
CP
Christina M. Purcell
Association Manager
GOProperty Management
910-726-1848(Phone)
910-681-1361(Fax)
Christina.Purcel l!q).g npropertpmL,tcnni
1908 Eastwood Rd., Ste 321, Wilmington, NC 28403 www.gopropertymgt.com
better association management
Christina M. Purcell

Johnson, Kelly
From: Johnson, Kelly
Sent: Tuesday, September 12, 2017 9:27 AM
To: 'Christina Purcell'
Cc: Mark Arcuri; [e-mail]; Gary Owens
Subject: RE: SW8 060608, Villages at Turtle Creek - State Stormwater Permit
Oh I see... I forgot it was "Villages" at Turtle Creek and didn't recognize the acronym.
Mark, I see that you are with SEPI now. Are you the current PE contact for this project, or is it Greg Thompson? I know
that Eric Seidel is no longer there.
Christina, I was out there on Friday. I have been talking with the engineers about the construction, and an issue that
came up. My supervisor is out today, but I will get her feedback once she returns to the office and then get the report
out.
Thanks,
Kelly
From: Christina Purcell [mailto:christina.purcell@goprope rtymgt.comj
Sent: Tuesday, September 12, 2017 9:15 AM
To: Johnson, Kelly <[e-mail]>
Cc: Mark Arcuri <[e-mail]>; [e-mail]; Gary Owens
<[e-mail]>
Subject: Re: VTC Compliance
VTC, yes, ma'am!
CP
On Tue, Sep 12, 2017 at 9:13 AM, Johnson, Kelly <kelly_p.iohnsongncdenr.gov> wrote:
Christina,
Is this for Turtle Creek, or is this another project?
Thanks,
Kelly
From: Christina Purcell [mailto:[e-mail]
Sent: Monday, September 11, 2017 11:23 AM
To: Johnson, Kelly <[e-mail]>; Mark Arcuri <MArcuri sepiengineering.com>;
[e-mail]; Gary Owens <[e-mail]>
Subject: VTC Compliance

Compliance Inspection Report
Permit:
SW8060608 Effective: 01 /10/17
Project:
The Villages at Turtle Creek Ph I & II
Owner:
Redus NC Coastal LLC
County:
Pander
Region:
Wilmington
Expiration: 07/20/20
Adress: NC 210 And Lodge Hall Rd
City/StatelZip: Surf City NC 28445
Contact Person: Chris Williard Title: Vice President Phone: [phone]
Directions to Project:
From the intersection of US 17 and NC 210, travel east on NC 210 two (2) miles. Turn left after Lodge Hall Road
Type of Project: State Stormwater - HD - Infiltration State Stormwater - HD - Other
Drain Areas: 1A1 - (Beckys Creek (Bishops Creek)) (03-06-24 ) ( SA;HQW)
1A2 - (Beckys Creek (Bishops Creek)) (03-06-24 ) ( SA;HQW)
1A3 - (Beckys Creek (Bishops Creek)) (03-06-24 ) ( SA;HQW)
18 - (Beckys Creek (Bishops Creek)) (03-06-24) (SA;HQW)
1C - (Beckys Creek (Bishops Creek)) (03-06-24 ) ( SA;HQW)
1D1 - (Beckys Creek (Bishops Creek)) (03-06-24 ) ( SA;HQW)
1D2 - (Beckys Creek (Bishops Creek)) (03-06-24) (SA;HQW)
On -Site Representative(s):
Related Permits:
Inspection Date: 09108/2017 Entry Time: 10:30AM
Primary Inspector: Kelly Johnson
Secondary Inspector(s):
Reason for Inspection: Follow-up
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ❑ Not Compliant
Question Areas:
■ State Stormwater
(See attachment summary)
Exit Time: 11:00AM
Phone: [phone]
Inspection Type: Compliance Evaluation
page: 1

Permit: SW8060608 Owner - Project: Redus NC Coastal LLC
Inspection Date: 09/OB/2017 Inspection Type Compliance Evaluation Reason for Visit: Follow-up
File Review Yes No NA NE
Is the permit active? 0 ❑ ❑ ❑
Signed copy of the Engineer's certification is in the file? El■ n ❑
Signed copy of the Operation & Maintenance Agreement is in the file? ® F] ❑ ❑
Copy of the recorded deed restrictions is in the file? ElN ❑
Comment: Only the pond was inspected. See letter for details
SW Measures Yes No NA NE
Are the SW measures constructed as per the approved plans? ❑ 11 ON
Are the inlets located per the approved plans? 0
Are the outlet structures located per the approved plans? U
Comment: This site visit was to compare the design permitted on 1/10/17 with the as -built later submitted in
Preparation for additional changes to the pond to correct a design error. Therefore a compliance
determination was not made.
page: 2

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Johnson, Kelly
From: Johnson, Kelly
Sent: Friday, September 08, 2017 9:38 AM
To: Greg Thompson ([e-mail])
Subject: FW: SW8 060608, Turtle Creek
Your voicemail didn't pick up. If there is a follow up to this email would you please email it to me? Georgette and I are
headed up that way today. Hopefully we can figure this out...
Thanks,
Kelly
From: Johnson, Kelly
Sent: Friday, September 08, 2017 9:35 AM
To: Greg Thompson ([e-mail]) <[e-mail]>
Subject: FW: SW8 060608, Turtle Creek
Greg,
I'm going to call you in a minute. Did you submit something following this email? I thought that you did, but I don't see
it in the file?
H
From: Johnson, Kelly
Sent: Monday, July 31, 2017 11:53 AM
To: 'Greg Thompson' <[e-mail]>
Cc: Sams, Dan <[e-mail]>; Georgette Scott <[e-mail]>
Subject: RE: SW8 060608, Turtle Creek
Greg,
I am still concerned about the pond's failure at the 10yr storm, and so I talked with Dan Sams about it to get his
perspective. He suggested that I ask you if the pond would still fail at the 10yr storm under the 2017 rules (which have a
different average depth calculation and a smaller SA/DA).
Thanks,
Kelly

Storm Event I
Water
t i
_1 y* 44 hr
Elevation
25 61' f
L +yr
—
2580
260R
10,yr. _­1__ i.
Pond rallure
;Ik?O:dy F rhJ-1114on, I'E, PLS
i Veloalty (fps) Flow (cfs)� -
0.76
i 1.38._- i�H4.2
_ 2.03
Viet DE'-ntion Basin 5upp!ernent
i'^>; p•,r, , i P ,� ','ojtlnq Hydn;ciraphs a Spillway worksl;,:«*r Car
2.
5 yr
%ECEIVE
RY_ �-
From: Greg Thompson[mailto:GThompson@serienginee r':n�.cem]
Sent: Tuesday, July 25, 2017 9:22 AM
To: Johnson, Kelly <ke&r.'chI nson ncdenrogov>
Subject: RE: SW8 060608, Turtle Creek
Kelly
Failure means that the pond surface will exceed the sides of the pond. Anything above the 1yr storm will go through the emergency
overflow. Above or at a 10 year, then the pond is full. It will discharge to the same place as the emergency overflow. The reason the
pond went from failure at a 25 yr event to a 10 year event is the increased height of the outlet structure from the elevation values
previously considered. The outlet is a little higher which means the difference in elevation from the top of outlet to top of pond is
smaller.
I don't think anything catastrophic will happen during a normal storm event. Major storm, hurricane or other, then maybe but that
would be the case for any system.
I hope this helps.
Greg
Gregory R. Thompson, PE, PLS lAsst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell:910.817.8124 1 sepieneineerine.com
Connect with us: Linkedin I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.

From: Johnson, Kelly mai?tc_keliv.D.:ohnson!�ncdenr.gov]
Sent: Monday, July 24, 2017 1:15 PM
To: Greg Thompson
Subject: RE: SW8 060608, Turtle Creek
G reg,
I haven't gone through the revised package yet. But, I am concerned about the "pond failure" situation. The previous
submittal (before the survey was corrected) said it would fail at the 25yr storm. This submittal shows it to be at the 10yr
storm. What do you mean by "failure"? Does that mean that the pond overflows into the wetland at the 10yr
storm? Will it flood? Or, will something catastrophic happen such as the wall will blow out into the wetland again? I am
hoping that it is something simple such as an overflow to the wetland...
Thanks,
Kelly
From: Greg Thompson [mailto:GThompson,2 s-!ILn neerinP.cam]
Sent: Tuesday, July 18, 2017 5:21 PM
To: Johnson, Kelly <kelly.pJohns [e-mail]>
Subject: RE: SW8 060608, Turtle Creek
Kelly
I am sorry but I will need to revise everything I have previously submitted. The surveyor has informed us that he revised the data
and did so the day after I submitted the info to you. Fortunately, I think things should get a little better on performance but it will
take me a day or so to pull it all back together.
Greg
Gregory R. Thompson, PE, PLS I Asst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
:5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell:910.817.8124 1 seaiensineerine.com
Connect with us: Linkedln I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thankyou.
From: Johnson, Kelly mailto:[e-mail]]
Sent: Tuesday, July 18, 2017 10:18 AM
To: Greg Thompson
Subject: SW8 060608, Turtle Creek
Greg,
Three things:
1. Will you please send me this table (Excel attached)? I am not seeing 56,065cf for PP, but hopefully that is
because there is more data/more layers? I also need to document the forebay's data for the file.
2. 1 have attached the revised draft permit. I changed out the numbers, and I also updated the cover page.

Also, I see that the pond will fail at the 25yr storm. Have you talked with Pender County about that? The State
doesn't regulate flooding because we don't have any regulatory authority to do so. I don't have any recourse to
do anything about it, but I don't feel really good about it either....
Whole Pond = Main + Forebay
Main Pond
For
Elev
(msl)
Area
(ft')
Inc.
Volume
(ft3)
Cum.
Volume
(ft3)
Elev
(msl)
Area
(ftz)
Inc.
Volume
(ft3)
Cum.
Volume
(ft3)
Elev
(msl)
Area \
(ftz)
Bottom Pond/Bottom
Excavation:
17.00
1 0
0
0
17.00
Bottom Pond/Top Sediment:
18.00
3,622
0
0
18.00
Bottom Shelf:
22.40
15,463
41,987
41,987
22.40
Permanent Pool:
22.75
16,509
5,595
47,582
22.75
Temporary Pool:
25.40
23,108
52,493
100,075
25.40
PP: 47,582 ft3
TP: 52,493 ft3
Thanks,
Kelly
FCeI.I.( lOkA,SDvu
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
4

DATE: 8/22M7 TIME: 7:56 AM Villages at Turtle Creek Homeowners Assoc. Page: 1
OWNER REPORT WITH MORTGAGE COMPANY
AS OF 08/22/17
(H)=Current Owner (P)=Prev Owner (R)=Resident/Tenant (V)=Developer (*)=No Owner
iocief N-
R1tOPE1tTYADdIt $S
llfrNNIT .
BETrt.E�
AUWAW
YRTG MNMOAGEC.O:t9AM
1001
102 East Stockton Place
1
$85.00
Timothy & Juliann Belliveau (H)
09/18/07
000
1002
104 East Stockton Place
2
$85.00
Steven Pasquantonio (Michael Pasquantonio) (H)
06/12108
000
1506 Easy Street; Surf City, NC 28445
1003
106 East Stockton Place
3
$85.00
Grayson & Emily Story (H)
06/26/09
000
7704 S. West Shore Blvd; Tampa, FL 33616-2224
1004
108 East Stockton Place
4
$85.00
Samuel & Abby Land (H)
06/06/17
000
1005
110 East Stockton Place
5
$85.00
Ralph & Ted Tierney (H)
09/23/09
000
1006
112 East Stockton Place
6
$85.00
Daniel & Amy Woolard (H)
09/20/13
000
1007
114 East Stockton Place
7
$85.00
John Paul Cruz (H)
04/18/13
000
1008
116 East Stockton Place
8
$85.00
Thomas & Susanne Lankford (H)
08/14/08
000
1009
118 East Stockton Place
9
$85.00
Jennipher Love (H)
11/04/11
000
147 McNeill Rd; Rockingham, NC 28379
1010
120 East Stockton Place
10
$85.00
Marian Chuda (H)
000
32 Darting Avenue; Bloomfield, NJ 07003
1011
122 East Stockton Place
11
$85.00
John & Sheryl Armour (H)
10/01/07
000
1012
120 Leyland Way
12
$85.00
William & Theresa Harris (H)
05/20/08
000
4524 Devonshire Blvd; Palm Harbor, FL 34685
1013
122 Leyland Way
13
$85.00
Daniel & Suzanne Haas (H)
03/12/14
000
1014
124 Leyland Way
14
$85.00
Bryan & Kelly Padgett (H)
04/28/11
000
PO Box 2883; Surf City, NC 28445-0047

-71
°GATE: '8/22/17 TIME: 7:56 AM Villages
at Turtle
Creek Homeowners Assoc.
Page: 2
OWNER REPORT WITH MORTGAGE COMPANY AS OF 08/22/17
(H)=Current Owner (P)=Prev Owner (R)=Resident/Tenant (V)=Developer (*)=No Owner
ACCOUNT NO
PROPERTY ADDRESS
LOT)UNIT
SEi'M
ASSM7 MT MUG CODE
MORTGAGE CO. NAME
1015
126 Leyland Way
15
$85.00
Chad & Maggie Tompkins Jr. (H)
04/05/11
000
133 Leeward Lane; Unit 21); Hampstead, NC 28443
1016
127 Leyland Way
16
$85.00
Stephen & Suzanne Allenbach (H)
000
1411 Wake Road; Coronado, CA 92118
1017
125 Leyland Way
17
$85.00
Danielle Bumash (H)
07/10/17
000
1018
123 Leyland Way
18
$85.00
James & Dawn Ellis (H)
06/26/08
000
1019
121 Leyland Way
19
$85.00
Richard & Deirdre Petersen (H)
03/27/08
000
1020
119 Leyland Way
20
$85.00
Robert & Heidi Radka (H)
02/28/08
000
1355 Crawford Dairy Rd; Pittsboro, NC 27312
1021
111 Leyland Way
21
$85.00
Aime Ahrens (H)
07/17/08
000
1022
115 Leyland Way
22
$85.00
Joseph & April Tome (H)
09/05/13
000
48 Amy Drive; Sayville, NY 11782
1023
113 Leyland Way
23
$85.00
Scott Dulebohn (H)
03/23/17
000
1024
111 Leyland Way
24
$85.00
Mike & Barbara Langdon (H)
12128107
000
1027
102 Leyland Way
27
$85.00
John & Ann Lawson (H)
07/23/15
000
1028
104 Leyland Way
28
$85.00
Matthew & Julie Capodanno (H)
05/15/08
000
2588 Belmont Stakes Dr; Virginia Beach, VA 23456
1029
106 Leyland Way
29
$85.00
John & Carolyn Gallagher (H)
05/08/08
000
1030
108 Leyland Way
30
$85.00
Kiet Anh Nguyen (H)
12/07/07
000
1031
110 Leyland Way
31
$85.00
Brencent & Charquise Berry (H)
01/23/15
000

DATE: 1/22/17 TIME: 7:56 AM Villages at Turtle Creek Homeowners Assoc.
OWNER REPORT WITH MORTGAGE COMPANY
AS OF 08/22/17
(H)=Current
Owner (P)=Prev Owner (R)=Resident/Tenant
(V)=Developer (*)=No Owner
ACCOUNT NO
PROPERTY ADDRESS
LOTANUr
Iiunm
ASSMT AWr
MRTG CODE MORTGAGE CO. NAME
1032
109 East Stockton Place
32
$85.00
Bradley & Rachael Pierce (H)
04/24/08
000
CMR 480 # 2796; APO, AE 09128-0028
1033
107 East Stockton Place
33
$85.00
Stacey Tate (H)
04/13/11
000
4201 Auke Lane; Juneau, AK 99801-8619
1034
105 East Stockton Place
34
$85.00
Leslie McColry (H)
11/01/16
000
1035
103 East Stockton Place
35
$85.00
Justin & Sierra Smallwood (H)
08/31/11
000
3511 Patrick Road; Panama City, FL 32409-4296
1036
101 East Stockton Place
36
$85.00
Charles Aaron Poulton (Fabianna Antonia Seri) (H)
06/30/16
000
1037
204 Loggerhead Boulevard
37
$85.00
Judy Smith (H)
09/15/11
000
1038
206 Loggerhead Boulevard
38
$85.00
Cory & Shannon Udler (H)
07/28/17
000
1039
207 Loggerhead Boulevard
39
$85.00
James & Leah Coll (H)
07/08/10
000
3315 Roundtree Ct; Raleigh, NC 27607-6513
1040
209 Loggerhead Boulevard
40
$85.00
Brian & rAisty LaPointe (H)
02/13/12
000
1041
211 Loggerhead Boulevard
41
$85.00
Brent & Lauren Harrell (H)
05/18/16
000
1042
213 Loggerhead Boulevard
42
$85.00
James & Margaret Stewart (H)
09/09108
000
1043
215 Loggerhead Boulevard
43
$85.00
Michael & Erin McMillan (H)
09/11/08
000
10209 Acworth Ct; Glen Allen, VA 23060-3003
1044
217 Loggerhead Boulevard
44
$85.00
Gregory & Joni Kane (H)
03/01/12
000
1045
219 Loggerhead Boulevard
45
$85.00
Leif & Summer Landa (H)
01/09/14
000
103526 W. Old Inland Empire HW; Prosser, WA 99350
1046
460 Landsdowne Circe
46
$85.00
Robert & Michele Kosinski (H)
07/13/12
000
Page: 3

DATE: 18/22117 TIME: 7:56 AM
Villages at Turtle Creek Homeowners Assoc. Page: 4
OWNER REPORT WITH MORTGAGE COMPANY AS OF 08/22/17
(H)=Current
Owner (P)=Prev owner (R)=Resident/Tenant (V)=Developer (*)=No Owner
ACCOUNT NO
PROPERTY ADDRESS
LOTAMIff
strn.91)
ASSMT AMT uRTO CODE MORTGAGE CO NAME
1047
462 Landsdowne Circle
47
$85.00
Bernard & Marie Ogrodnik (H)
000
1048
464 Landsdowne Circle
48
$85.00
Jayson Rebimbas (H)
000
103 Bdford Asnue; Iselin, NJ 08830
1049
468 Landsdowne Circle
49
$85.00
James & Samantha Seymour (H)
06/20/13
000
5302 Brownway St; Houston, TX 77056
1050
470 Landsdowne Circle
50
$85.00
Harry & Audrey Phelps (H)
01/28/14
000
1051
472 Landsdowne Circle
51
$85.00
Andrew & Tamara Schmidt (H)
01/21114
000
1052
474 Landsdowne Circle
52
$85.00
Jason & Jamie Ballman (H)
000
1053
476 Landsdowne Circle
53
$85.00
Alessandra Taylor (Sandy) (H)
10/18/12
000
1054
478 Landsdowne Circle
54
$85.00
Sam & Kathleen Riley (H)
04101/15
000
1055
482 Landsdowne Circle
55
$85.00
Lee & Nicole Fortenberry (H)
06/30115
000
1056
484 Landsdowne Circle
56
$85.00
Gregory and Emily Law (H)
07/02115
000
1057
486 Landsdowne Circle
57
$85.00
John & Janet Tedrow (H)
07/13/12
000
1058
483 Landsdowne Circle
58
$85.00
Corda Johnson (H)
07/18/14
000
1059
401 Landsdowne Circle
59
$85.00
John & Anna Feeley (H)
02126/14
000
1060
409 Landsdowne Circle
60
$85.00
Steven & Trista Leach (H)
07/24/14
000
1061
481 Landsdowne Circle
61
$85.00
Andrew Kelly (Alyson Hooper) (H)
05/30/14
000
1062
417 Landsdowne Circle
62
$85.00
David & Debbie Stem (H)
06/24/13
000

DATE: 18/22/17 TIME: 7:56 AM
Villages at Turtle Creek Homeowners Assoc.
OWNER REPORT WITH MORTGAGE COMPANY AS OF 08122/17
(H)=Current
Owner (P)=Prev Owner (R)=Resident/Tenant (V)=Developer (")=No Owner
ACCOUNT NO
PROPERTY ADDRESS
LOTANUT 3M1.E0
ASSMT ANT NRTG CODE MORTi11A aN CO. NAME
1062
417 Landsdowne Circle
62
$85.00
6620 Shire Lane; Wilmington, NC 28411
1063
479 Landsdowne Circle
63
$85.00
Mark McGrady (H)
07126/17
000
1064
425 Landsdowne Circle
64
$85.00
Edward & Donna Masciandaro (H)
12/19/13
000
15 Lorene Street; Little Ferry, NJ 07643
1065
477 Landsdowne Circle
65
$85.00
Andrew & Brooke Desmond (H)
05/25/12
000
1066
433 Landsdowne Circle
66
$85.00
Jessie & Penny Bradshaw (Matt) (H)
02106/14
000
1067
475 Landsdowne Circle
67
$85.00
David & Dianne Mahoney (H)
07/24/14
000
1068
441 Landsdowne Circle
68
Richard & Patricia McFann (H)
10/24/12
000
1069
473 Landsdowne Circle
69
$85.00
Wayne & Janice Jeno (H)
05/24/16
000
1070
449 Landsdowne Circle
70
$85.00
Jonathan & Valerie Ford (H)
000
1071
469 Landsdowne Circle
71
$85.00
Nicholas & Melissa Johnson (H)
06113/13
000
1072
467 Landsdowne Circle
72
$85.00
Timothy Branche (Jennifer Branche) (H)
06/13/17
000
1073
457 Landsdowne Circle
73
$85.00
Anthony & Ashley Skrypek (H)
000
TOTAL PROPERTIES LISTED: 71
TOTAL ASSESSMENT AMOUNT:
$6,035.00
Page: 5

With adjustments to the current box, where three 2' rectangular weirs are cut to a crest elevation of
25.00' (6.24 inches from the top), the 2, 5, and 10 year storms will flow through the emergency
spill way. The top of the pond will be reached at a 25 year event.
Storm Event
Water
Elevation
Velocity (fps)
Flow (cfs)
1 yr 24 hr
25.29'
No Flow
No Flow
2 yr
25.67'
0.67
1.08
5 yr
25.94'
1.54
12.03
10 yr
26.10'
1.90
21.9
25 yr
Pond Failure
I
Irl" AUG p 3 2�17
BY:

Johnson, Kelly
From: Greg Thompson <[e-mail]>
Sent: Friday, September 08, 2017 9:58 AM
To: Johnson, Kelly
Subject: FW: Turtle Creek Stormwater Revised Table
Attachments: Revised Table For Narrative.docx; ATT00001.htm
Gregory R. Thompson, PF, PLS lAsst. Vice p e dent
Municipal Engineering Department Manager
SE PI Engineering & Construction
5030 New Centre Drive, Suite 5 1 Wilmington, NC 23403
Direct: C10.523.5714 j Cell: 9=G.8i7.S1_4 1 sepieneineering.com
Connect with us: Linkedlr, I :_�zitt:2r I _aSLOLX
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.
From: Greg Thompson
Sent: Thursday, August 3, 2017 9:07 AM
To: [e-mail]
Subject: Fwd: Turtle Creek Stormwater Revised Table
Kelly
Please look at the attached. The outlet structure would need to be modified slightly to expand pond capacity.
Take a look and let me know what you would like to do.
G reg
Sent from my Wad
Begin forwarded message:
From: Ben Tyner <�ner a s.? iq_ neerinn.cc,n>
Date: August 3, 2017 at 9:00:52 AM EDT
To: Greg Thompson <GThom�scn r-sepie 2, Mm ering.cor
Subject: Turtle Creek Stormwater Revised Table
Greg,
Here is the new table. Let me know if this needs to be edited into a new edition of the narrative or if it is
fine by itself.
Ben

SEPI
I
CONSTRUCTION
'transmittal Letter
To: NCDEQ
127 Cardinal Dr. Ext
Wilmington, NC 28406
Attention:
Kelly 7ohnson
From:
Gregory R Thompson, PE, PLS
SEPI Engineering & Construction
Subject:
The Villages at Turtle Creek
SW8 060608
We are sending you:
❑ Shop Drawings
❑ Specifications
❑ Contracts
❑
Prints
®
Copy of Letter
❑
Invoice
SEPI Engineering & Construction, Inc.
5030 New Centre Drive I Suite B I Wilmington, NC 28403
Main: 910.523.5715 1 Fax: [phone]
sepiengineering.com
Date:
July 20, 2017
Copies:
n/a
VIA:
Delivery Method
er. zo '0#7 Rimy
SEPI Project Number:
SC16.015
® Plans ❑ Samples
❑ Change Order ❑ Reports
Copies
Date
Description
1
07-19-17
As -Built Performance Narrative
1
07-19-17
Wet Detention Basin Supplement
1
07-18-17
Data Table A and Data Table B
1
07-19-17
Pre/Post & Pond Hydrographs + Spillway Worksheets for 1,2, 5 yr
2
07-19-17
Drawing Sheet ile-2.1 (new As -Built) ; C-3.0 details (Replacement)
Comments:
If you have any questions or need additional information, please contact me at 910.523.5714 or
email [e-mail]
Sincerely, Gregory R. Thompson, PE, PLS
v `r
Signed: age:
1/ 1

Celebrating 15 Years
Sor 111011111h
EPI
ENGINEERING&
CON2TaUCT10N July 19, 2017
I
Permit Modification and Extension
SW8 060608
The Villages at Turtle Creek Phase I & II
High Density Subdivision Wet Pond and Infiltration Basin Project
As -Built Performance Narrative.
The wet pond constructed in the Turtle Creek subdivision was completed and
has been evaluated for performance. The pond will accept and hold the 1.5
inch runoff volume.
Asbuilt elevations and contours were provided by ESP Associates, pond
asbuilt drawings dated 6/30/17.
Photos from June 23, 2017 Site Inspection
As constructed the pond has an
outlet structure with a 3 inch
orifice set at 22.75' (Permanent
Pool) and a 4'x4' grated
opening top set at 25.52'. Flow
is discharged through a 42"
corrugated plastic pipe.
The forebay transition weir is
constructed with granite riprap
and has been substantially
armored.
neCEIVIE JUL z o zon D
5030 New Centre Drive I Suite B I Wilmington, NC 128403 1 Phone: [phone]
Fax: [phone] sepiengineering.com I @SEPlengineers

SEPI
The top of the pond berm is at
approximately 26.12' with a
riprap lined emergency
overflow with a crest elevation
set at 25.60'. The pond will
discharge through the
emergency overflow for storm
events starting at a 1 year 24
hour event.
The following table represents the pond elevation, discharge velocities and
flow through the emergency overflow at specific storm events.
Storm Event
Water
Elevation
Velocity (fps)
Flow (cfs)
1 yr 24 hr
25.61'
0.76
1.58
2 yr
25.80'
1.38
8.92
5 yr
26.08'
2.03
26.14
10 yr
Pond Failure
Gregory R Thompson, PE, PLS
Attachments:
&31-7
Revised Wet Detention Basin Supplement
Pre/Post & Pond Routing Hydrographs & Spillway Worksheets for
1 yr
2 yr
5 yr
° ECEIVE'4
JUL 10 20t
8Y:
Fa

Permit No.
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be fified out, printed and submitted.
The Required items Checklist (Part llil must be printed, filled out and submitted along with all of the required information.
1. PRDJECT MRMATION
Project name
Contact person
Phone number 910-523.5715
Data 7/19/2017
Drainage area number 4
Turtle Creek
Greg Thompson
.moo?�F WAT�9Q�
o
N. DES= INFOMI'ICN
Site Characteristics
Drainage area
752,249 fe
Impervious area, post -development
339,953 fe
% impervious
45.19 %
Design rainfall depth
3.7 in
Storage Volume: Non -SA Waters
Minimum volume required ff3
Volume provided ft3
Storage Volume: SA Waters
1.5" runoff volume
42,494 ft3
Pre -development 1-yr, 24-hr runoff
7,729 ff
Post -development 1-yr, 24-hr runoff
96,943 fe
Minimum volume required
89,214 ft3
Volume provided
54,423 fe
Insufficient. Increase volume provided.
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak flow required? N
(Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0.25 (unkless)
Rational C, post -development
0.57 (unkless)
Rainfall intensity: 1 -yr, 24-hr storm
0.16 in/hr
OK �, E �vE
Pre -development 1-yr, 24-hr peak flow
4.15 fe/sec
Post -development 1-yr, 24-hr peak flow
Pre/Post
26.47 ft3/sec
JUL 0 20t7
1-yr, 24-hr peak flow control
22.32 fe/sec..
Elevations
Temporary pod elevation
25.52 fmsl
BY:
Permanent pool elevation
22.75 fmsl
SHWT elevation (approx. at the perm. pool elevation)
23.41 fmsl
Top of 1 Oft vegetated shelf elevation
23.40 fmsl
Bottom of 1 Oft vegetated shelf elevation
22.40 fmsl
Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond)
17.00 fmsl
Sediment cleanout, bottom elevation
16.00 fmsl
Data not needed for calculation option #1, but OK if provided.
Sediment storage provided
1.00 ff
Is there additional volume stored above the state -required temp. pool? Y
(Y or N)
Elevation of the top of the additional volume
25.5 fmsl
OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12
Parts I. & II. Design Summary, Page 1 of 2

Permit
(to be provided by D WQ)
II. D IGN1 INFOINATION
Surface Areas
Area, temporary pool 23,386 fe
Area REQUIRED, permanent pool 25,200 ftz
SAIDA ratio 3.35 (unitless)
Area PROVIDED, permanent pool, Ai a,,,yw 15,909 if Insufficient permanent pool surface area
Area, bottom of 1 Oft vegetated shelf, Ab.L h ff 15,653 fe
Area, sediment deanout, top elevation (bottom of pond), Ab tl d 3,763 f(
Volumes
Volume, temporary pool
54,423 ft3
OK
Volume, permanent pool, Vp,.,d
58,827 ft3
Volume, forebay (sum of forebays if more than one forebay)
3,632 ft3
Forebay % of permanent pool volume
6.2% %
Insufficient forebay volume.
SAIDA Table Data
Design TSS removal
85 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
3.35 (unidess)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, V a n_pw
58,827 tf
Area provided, permanent pod, Apwm_pw
15,909 ft
Average depth calculated
3.70 ft
OK
Average depth used in SAIDA, dw (Round to nearest 0.5ft)
4.0 ft
Insufficient. Check calculation.
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Area provided, permanent pool, Ap,,,,,_pw
15,909 ft?
Area, bottom of 1 Oft vegetated shelf, Abd
15,653 ftl
Area, sediment deanout, top elevation (bottom of pond), Ab k d
3,763 f?
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
5.40 It
Average depth calculated
6.55 it
OK
Average depth used in SAIDA, dw„ (Round to down to nearest 0.5ft)
6.5 It
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
3.00 in
Area of orifice ('If -non -circular)
in,
Coefficient of discharge (CD)
0.60 (unifless)
Driving head (Hj
0.76 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (Cw)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1-yr, 24-hr peak flow
4.15 ft3/sec
Post -development 1-yr, 24-hr peak flow
26A7 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.21 ft3/sec
Storage volume drawdown time
2.39 days OK, draws down in 2,5 days.
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
�ECEIVE
JUL 7 0 2017
f�Y•
3 :1
OK "
3 :1
Insufficient shelf slope.
3.0 ft
Insufficient shelf length.
n/a :1
OK
We :1
OK
Y (Y or N)
OK
0.6 ft
Insufficient freeboard, minimum of 1-ft required
Y (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Pump
Form SW401-Wet Detention Basin-Rev.94/18/12 Parts I. & It. Design Summary, Page 2 of 2

Data Table A
Wet Pond 1B
Permitted
1/10/17
Corrected
7/18/17
Elevation, Permanent Pool, fmsl:
22.91
22.75
Elevation, Temporary Pool, fmsl:
25.40
25.52
Area, Perm Pool, fe:
17,497
15,909
Area, Tem .Pool, ft2:
24,093
23,386
Volume Provided(Temp Pool), ft'`:
51,780
54,423
Volume Provided (Forebay), ft :
16,888
3,632

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Hydrograph
Report
1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
Wednesday, 07 / 19 / 2017
Hyd. No. 1
SCS Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 4.149 cfs
Storm frequency
= 1 yrs
Time to peak
= 732 min
Time interval
= 1 min
Hyd. volume
= 26,734 cuft
Drainage area
= 17.269 ac
Cul-Ve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 3.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Pre-Dev
Q (cfs)
Hyd. No. 1 — 1 Year
Q WS)
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
n nn
0
120 240 360 480 600 720 840
Hyd No. 1
960 1080 1200 1320 1440 1560v vv
E EQVE Time (min)
JUL 2 0 2017
RY:�—

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5 Wednesday, 07 / 19 / 2017
Hyd. No. 2
SCS Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 26.47 cfs
Storm frequency
= 1 yrs
Time to peak
= 729 min
Time interval
= 1 min
Hyd. volume
= 96,191 cuft
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 3.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Post-Dev
Q (cfs) Hyd. No. 2 -- 1 Year Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 07 / 19 / 2017
Hyd. No. 3
Routed Pond
Hydrograph type
=Reservoir
Peak discharge
= 2.232 cfs
Storm frequency
= 1 yrs
Time to peak
= 818 min
Time interval
= 1 min
Hyd. volume
= 69,673 cuft
Inflow hyd. No.
= 2 - SCS Post -rev
Max. Elevation
= 25.61 ft
Reservoir name
= Final Pond Routing
Max. Storage
= 56,713 cuft
Storage Indication method used.
Q (cfs;
28.00
24.00
20.00
iiM- 04
12.00
M
M1111
Routed Pond
Hyd. No. 3 --1 Year
F0""'. N 70IN!
JU!'.. 2 0 '1017
Q (cfs)
28.00
0.00
0
24.00
20.00
16.00
12.00
M
4.00
oT.r.'s
300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 3 - Hyd No. 2 ® Total storage used = 56,713 cuft Time (min)

Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382016 by Autodesk, Inc. 00.5
Hyd. No. 1
SCS Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.52 in
Distribution
Storm duration
= 24 hrs
Shape factor
M
. iM
4.00
M
SCS Pre-Dev
Hyd. No. 1 -- 2 Year
Wednesday, 07 / 19 / 2017
= 9.575 cfs
= 731 min
= 47,106 cuft
= 55
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
10.00
M
.Ii
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)

Hydrograph Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 0.5
Wednesday, 07 / 19 / 2017
Hyd. No. 2
SCS Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 37.53 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 1 min
Hyd. volume
= 134,511 cuft
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 4.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Post-Dev

Hydrograph Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. v10.5
Wednesday, 07 / 19 / 2017
Hyd. No. 3
Routed Pond
Hydrograph type
= Reservoir
Peak discharge
= 14.84 cfs
Storm frequency
= 2 yrs
Time to peak
= 747 min
Time interval
= 1 min
Hyd. volume
= 107,859 cuft
Inflow hyd. No.
= 2 - SCS Post-Dev
Max. Elevation
= 25.80 ft
Reservoir name
= Final Pond Routing
Max. Storage
= 61,402 cuft
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
Routed Pond
Hyd. No. 3 -- 2 Year
300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 Hyd No. 2 ® Total storage used = 61,402 cuft
Q (cfs)
40.00
i I 1 1,
20.00
10.00
0.00
3000
Time (min)

Hydrograph Report 7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. 00.5 Wednesday, 07 / 19 / 2017
Hyd. No. 1
SCS Pre-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 21.83 cfs
Storm frequency
= 5 yrs
Time to peak
= 730 min
Time interval
= 1 min
Hyd. volume
= 89,436 cuft
Drainage area
= 17.269 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 5.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Pre-Dev
Q (cfs) Hyd. No. 1 -- 5 Year Q (off)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 1
Time (min)

Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. v10.5
Hyd. No. 2
SCS Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 17.269 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.84 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
60.00
50.00
U11 1111
30.00
20.00
i[Ia1r
SCS Post-Dev
Hyd. No. 2 -- 5 Year
Wednesday, 07 / 19 / 2017
= 57.14 cfs
= 728 min
= 203,260 cuft
= 76
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
60.00
41111I1,
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. 00.5
Hyd. No. 3
Routed Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - SCS Post-Jev
Max. Elevation
Reservoir name
= Final Pond Routing
Max. Storage
Storage Indication method used.
Routed Pond
Hyd. No. 3 -- 5 Year
50.00
40.00
30.00
20.00
10.00
Wednesday, 07 / 19 / 2017
= 45.70 cfs
= 736 min
= 176,440 tuft
= 26.08 ft
= 68,175 cult
Q (cfs)
60.00
4i 1*
40.00
30.00
K111I17
10.00
0.00 1 1 1 1 1 _ i I i I -+.-.. '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Hyd No. 2 1 Total storage used = 68,175 cult Time (min)

Worksheet for 1-yr Spillway
Project Description
Solve For Discharge
Input Data
Headwater Elevation
25.61 ft
Crest Elevation
25.52 ft
Tailwater Elevation
0.00 ft
Crest Surface Type Gravel
Crest Breadth
20.00 ft
Crest Length
23.00 ft
Results
Discharge
1.58
ft3/s
Headwater Height Above Crest
0.09
ft
Tailwater Height Above Crest
-25.52
ft
WeirCoefficient
2.54
US
Submergence Factor
1.00
Adjusted Weir Coefficient
2.54
US
Flow Area
2.07
ftz
Velocity
0.76
ft/s
Wetted Perimeter
23.18
ft
Top Width
23.00
ft
Bentley Systems, Inc. Haestad Methods SoIVSWKlpiieiwMaster VBi (SELECTseries 1) [08.11.01.031
7/19/2017 3:62:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for 2-yr Spillway
Project Description
Solve For Discharge
Input Data
Headwater Elevation
25.80 ft
Crest Elevation
25.52 ft
Tailwater Elevation
0.00 ft
Crest Surface Type Gravel
Crest Breadth
20.00 ft
Crest Length
23.00 ft
'Results
Discharge
8.92
ft'/s
Headwater Height Above Crest
0.28
ft
Tailwater Height Above Crest
-25.52
ft
Weir Coefficient
2.62
US
Submergence Factor
1.00
Adjusted Weir Coefficient
2.62
US
Flow Area
6.44
ft2
Velocity
1.38
ft/s
Wetted Perimeter
23.56
ft
Top Width
23.00
ft
Bentley Systems, Inc. Haestad Methods SolOhM NikowMaster V8i (SELECTseries 1) 108.11.01.03]
7/19/2017 3:54:44 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

Worksheet for 5-yr Spillway
Project Description
Solve For Discharge
!Input Data
Headwater Elevation
26.08 ft
Crest Elevation
25.52 ft
Tailwater Elevation
0.00 ft
Crest Surface Type Gravel
Crest Breadth
20.00 ft
Crest Length
23.00 ft
Results
Discharge
26.14
ft3/s
Headwater Height Above Crest
0.56
ft
Tailwater Height Above Crest
-25.52
ft
Weir Coefficient
2.71
US
Submergence Factor
1.00
Adjusted Weir Coefficient
2.71
US
Flow Area
12.88
ft2
Velocity
2.03
ft/s
Wetted Perimeter
24.12
ft
Top Width
23.00
ft
Bentley Systems, Inc. Haestad Methods SoldNotMpilewMaster V8i (SELECTseries 1) [08.11.01.03]
7119/2017 3:64:61 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

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Johnson, Kelly
From: Johnson, Kelly
Sent: Tuesday, July 18, 2017 10:37 AM
To: '[e-mail]'
Cc: Greg Thompson ([e-mail])
Subject: RE: SW8 060608, Villages at Turtle Creek - Stormwater
Attachments: Reg ulations_Transfer 1st Transfer Law_SL2011-256_2011_to HOAs.pdf
Erin,
I have attached the law that requires the common areas to be deeded to the HOA in order for the permit to be
transferred to the HOA. I am not sure why they would not want to be deeded the common areas? It seems to be a
moot point? The permit responsibilities fall on the permittee until the permit is transferred regardless of who owns the
land. And, per the attached law,.the project has to be in compliance in order to transfer it to the HOA. That means that
DEMLR has to do an inspection to transfer the permit.
Also, FYI, I met with Greg last week because they found some design data that needed to be corrected while they were
certifying the pond. I don't think it is going to be a big deal. But, we are going to have to issue a correction.
Thanks,
KJ
From: [e-mail][mailto:[e-mail]
Sent: Tuesday, July 18, 2017 8:59 AM
To: Johnson, Kelly <[e-mail]?
Subject: RE: SW8 060608, Villages at Turtle Creek - Stormwater
Kelly,
There are three small common area parcels that are still in the Bank's name. I forwarded your information to the HOA
and they do not want these parcels transferred to them until after the inspection of the storm water system.
Is this acceptable?
4225 78 5399 0000
4225 78 1489 0000
4225 78 4291 0000
Thank youl
Erin M. Acton
Real Estate Asset Manager
ORE Wholesale Banking
,
III t-�<,,o Bank,N.A..A. 1 :nd:`=t:r;dent Drive, 10,Floor I hcksonvil'e, FL 3?.202
-i?`,C 13094—.00
i c ; S u4-351.-7.^461 Cell 90.4-349-6934 i Fax 9V-351-.: 3(7)7
erin.actonOwellsfarao.com

From: Johnson, Kelly [maltokelly.p.johnson aLncdenr.gov]
Sent: Friday, July 07, 2017 12:03 PM
To: Acton, Erin M
Subject: RE: SW8 060608, Villages at Turtle Creek - Stormwater
Erin,
I think that the next step that you wanted to do was transfer this. (If that is incorrect please let me know. I have so
many of these projects that it is often hard to keep them straight.) If that is the case, then you need to submit a Permit
Transfer Application Form, https://deq.r,c.gov/z.bout/divisions/energy-miner-.i-lard-resources/energy-mineral-land-
rules stormwater-program/post_coiistruction. There is a list of items in the form that you need to include with
it. (Although, it references a lot of regulations and it isn't the easiest to read.) You will need the application, $505, a
copy of the recorded deed restrictions, a copy of the common area deeds showing that the HOA owns that land,
documentation that the bank/permittee owns less than 50% of the lots in the subdivision (example attached), and
copies of the PE certifications for the ponds/infiltration basins. Once we get that, it will be assigned (probably to me),
and I will work with the inspector to do the inspection for the transfer.
Thanks,
Kelly
From: erin.acton@wellsfar, o.coin [mas!to erin.actonOvvellsfargo.com]
Sent: Friday, July 07, 2017 7:58 AM
To: Johnson, Kelly <k=-.lyy•ichnsontz-,)nccienr.,!�;:)v>
Subject: RE: SW8 060608, Villages at Turtle Creek - Stormwater
Good Morning Kelly,
I just wanted to check in with you on this project. Nick Garner of CCRG informed me that his work is completed, and the
rest of the process I would need to work with you on.
Please provide me with an update and let me know if you need anything additional from me.
Thank you!
Erin M. Acton
Real Estate Asset Manager
ORE Wholesale Banking
"deli_' :' rcio S_ nk, N.A. I i I nD.—ive, 101` Fluor 1.;ackSonvilie, FL 32-0
l Fax r.0,,.- S :!'.-73G7
[e-mail]
From: Johnson, Kelly [mailto:kell [e-mail]]
Sent: Tuesday, April 04, 2017 2:18 PM
To: Acton, Erin M
Cc: Nick Garner ([e-mail])
Subject: RE: SW8 060608, Villages at Turtle Creek Stormwater
Erin,
There is a regulation (attached) that says that the State can transfer a State Stormwater permit to an HOA without their
signature if the following three conditions are met. Paraphrased:

1.) The HOA owns the common areas where the BMPs are located/maintained. (We will need copies of the deed(s)
for the land.)
2.) At least 50% of the lots have been sold. (We typically get a spreadsheet printout such as the attached example.)
3.) The permit is in compliance. (In orderto be in compliance, DEMLR will do an inspection to look at all of the
BMPs and the project in general. We will also look for the necessary paperwork such as recorded deed
restrictions, O&M agreements on file, and the Designer's Certification for each BMP verifying that the BMPs
were installed appropriately.)
Once ail of this is in order, you just submit the HOA Name/Ownership Change Form with an original signature by an
individual with signature authority and $505. The form will be linked to this website,
hittps:Hdeg.nc.goylabout/divisions/energy-mineral-land-resources/energy-mineral-land-perm its!stormwater.
permits/forms. The current form is shown right now, but FYI, it is being updated to match regulations that became
effective 1/1/17. So, just make sure that you check the webpage to download the latest version when you are ready to
execute it. Both the current and the future forms for transferring to HOAs under the conditions listed above are only
signed by the outgoing permittee and are not signed by the incoming HOA.
(I have cc'd Nick Garner as well since he and I just spoke about this this morning.)
Thanks,
Kelly
From: [e-mail][mailto:[e-mail]
Sent: Tuesday, April 04, 2017 1:51 PM
To: Johnson, Kelly <[e-mail]>
Subject: RE: SW8 060608, Villages at Turtle Creek - Stormwater
Kelly,
I had a general question about this community. The Bank is in the process of getting the bid for the work on basin 1B
approved. Due to the dollar amount I've got to go pretty high up the chain, and it's taking some time.
One of the questions an approver brought up — I know we have the HOA's word that they will take the permit into their
name once we get the entire storm water system back in compliance — but is there any legal requirement for them to do
so since they are the ones operating and using the storm water system?
Thank you!
Erin M. Acton
Real Estate Asset Manager
ORE Wholesale Banking
%^fell_: Orni , E�nl:, F.A. 11 xndepand Wl, C-i>> :, 1.0i" F aor ].Iac; onville, FL 32202
1,-"AC 00
Tel [phone] ( Cell 904-349-.59--:A I Fax [phone]
[e-mail]
From: Johnson, Kelly jmailto:[e-mail]
Sent: Wednesday, December 14, 2016 11:24 AM
To: Matt McDonnell; Christina Purcell; Acton, Erin M
Cc: James, Trentt; Nick Garner ([e-mail]); Scott, Georgette; Megan O'Hare (mohareftendercountync.gov); Eric
Seidel (eseidel a)sep!engineering.com)
Subject: SW8 060608, Villages at Turtle Creek - Stormwater

All,
I have been receiving a lot of inquiries about Turtle Creek lately, and so I wanted to touch base with everyone so that we
can hopefully get them addressed. The two main categories of questions are 1.) Maintenance, and 2.) The eroding
amenity pond.
Maintenance: We have received complaints about the infiltration basins being grown up. We issued an inspection
letter asking for maintenance last fall, and I talked to Nick Garner (the maintenance contractor) this morning. He said
that they had done that maintenance, but from the pictures from the property managers (example below) it looks like it
needs to be done again. I just wanted to let you know that this is intended to be an ongoing maintenance item for the
permittee (Wells Fargo) to address, and not just a single occurrence. (I have inserted an excerpt of one of the
maintenance agreements below.) I have cc'd Trentt James, the State/DEMLR inspector for that area, so that he is
aware. We will schedule an inspection in the near future. Things are pretty backed up right now with the holidays, but
it will probably be in January. It may be a good time to re-engage Nick so that the inspection goes smoothly.
Eroding Amenity Pond: There is also an eroding amenity pond behind Leyland Way that is beginning to impact
property. This pond is not a State Stormwater treatment system, it is simply for amenity purposes. There are no
engineering specifications for it, and it isn't even mentioned in the permit text. This appears to be a flooding issue, and
so I have cc'd Megan O'Hare with the county. The State does not regulate flooding. Nick Garner has prepared a
proposal to fix the problem. An excerpt of that is provided below. (Nick has more details on this that he can provide,
but I just wanted to let you know that there is already a maintenance contractor engaged in this.)
I also have the modification application from SEPI Engineering (Eric Seidel) in my stack for review to fix that infiltration
basin that blew out last year. I hope to get to that fairly soon.
Thanks,
Kelly
Infiltration Basin:
4

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i^. L`!c jxetrCaLtr:rnt uZ1t 1'�:ef�rair:t to 75•.: of thr;Ynt; • �` ,'c-:�;1: �z. 1�9t'i1�4tCYf-i:`�'-`'!a:�'; ['CfS.Jm� :C S}sr
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scKlt[tietkl >~�ii be dkgxrae,i r1 In #n �+r��,riatC ram.: �s:: �.-4! �"'Y`;: t"a;ti; $►r,: �.11�� sd .o it :r5ts; t!st wili
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)►!•,r.� :na;i. dui:': yac e�taitiire.'krd In t2x �rrRrrattnc~W`.Ix��:t TIv bcrkw .trl" will d -:u -xnt the %x;9 1
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:ud+ly pCrtslta:c uk.a.►I:n '.t�� se+dsrrfrxsts
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�.5cu�,ri spc�lfkatronx [t the sys,erli c�ot he lrfwsed w prrSxrt: iu dKst�c: f►rssctnrr:, rrt!scr ,tnrrl'►*atrr
c�sro! dcL7ccs =s a:1os►t+d �i?�tt�1C 3H E�� trra�t irc dc+�glrc.i. ail-�'�=. �r! s�r�€# rVc�►n;1Wr ccd
The eroding amenity pond is starting to impact property.

This is the proposal that Nick Garner prepared a few months ago:

Tor VWAV At Tfo rtir Crro3i
Ea4xtia# Faam® to*4
P"Pvsrd ROPAIr MAP
fe— Uu jDhVLs0vw
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]
s

QEPI
INGINIIRING A
CONSTRUCTION
Transmittal Letter
To: NCDEQ
127 Cardinal Dr. Ext
Wilmington, NC 28406
Attention:
Kelly Johnson
From:
Gregory R Thompson, PE, PLS
SEPI Engineering & Construction
Subject:
The Villages at Turtle Creek
SW8 060608
We are sending you:
❑ Shop Drawings
❑ Specifications
❑ Contracts
❑
Prints
®
Copy of Letter
❑
Invoice
SEPI Engineering & Construction, Inc.
5030 New Centre Drive I Suite B I Wilmington, NC 28403
Main: 910.523.5715 1 Fax: [phone]
sepiengineering.com
Date:
July 17, 2017
Copies:
n/a BY:
VIA:
Delivery Method
SEPI Project Number:
SC16.015
® Plans ❑ Samples
❑ Change Order ❑ Reports
Copies
Date
Description
1
07-14-17
As -Built Performance Narrative
1
07-17-17
Wet Detention Basin Supplement
1
07-14-17
Pre/Post & Pond Hydrographs + Spillway Worksheets for 1,2, 5 10 yr
2
07-17-17
Drawing Sheet * 2.1 (new As -Built) ; C-3.0 details (Replacement)
Comments:
If you have any questions or need additional information, please contact me at 910.523.5714 or
email [e-mail].
Sincerely, Gregory R. Thompson, PE, PLS
Signed: Page:
1/1

Celebrating 15 Years
SEPI
ENOINE"'NO L
CONSTRUCTION
C F M J'F_
July 14, 2017
JUL 17 7017
Permit Modification and Extension
SW8 060608
The Villages at Turtle Creek Phase I & II
High Density Subdivision Wet Pond and Infiltration Basin Project
As -Built Performance Narrative.
The wet pond constructed in the Turtle Creek subdivision was completed and
has been evaluated for performance. The pond will accept and hold the 1.5
inch runoff volume.
Photos from June 23, 2017 Site Inspection
As constructed the pond has an
outlet structure with a 3 inch
orifice set at 22.75' (Permanent
Pool) and a 4'x4' grated
opening top set at 25.40'. Flow
is discharged through a 42"
corrugated plastic pipe.
The forebay transition weir is
constructed with granite riprap
and has been substantially
armored.
The top of the pond berm is at
approximately 26.12' with a
riprap lined emergency
overflow with a crest elevation
set at 25.40'. The pond will
discharge through the
emergency overflow for storrn
events starting at a 1 year 24
hour event.
5030 New Centre Drive I Suite B I Wilmington, NC 126403 1 Phone: [phone]
Fax. [phone] sepiengineering.com I @SEPlengineers

SEPI
The following table represents the pond elevation, discharge velocities and
flow through the emergency overflow at specific storm events.
Storm Event
Water
Elevation
Velocity (fps)
Flow (cfs)
1 yr 24 hr
25.48'
0.72
1.15
2 yr
25.68'
1.38
7.75
5 yr
25.94'
1.99
21.47
10 yr
26.11'
2.32
32.97
25 yr
Pond Failure
..•_aM GAROi :'•._
Gregory R Thompson, PE, PILS
Attachments:
Revised Wet Detention Basin Supplement
Pre/Post & Pond Routing Hydrographs & Spillway Worksheets for
1 yr
2 yr
5 yr
10 yr
ECEIVEt

Hydrograph Report
1
Hydraflow Hydrographs Extension forAutoCAD® Civil 31382016 byAutodesk, Inc. v10.5 Friday, 07 / 1412017
Hyd. No. 1
SCS Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 3.971 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.22 hrs
Time interval
= 1 min
Hyd. volume
= 26,943 cuft
Drainage area
= 17.269 ac
Curve number
= 55
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 3.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Pre
Q (Cfs) Hyd. No. 1 — 1 Year
4.00
3.00
KX1111
1.00
11114141
Q (Cfs)
4.00
3.00
2.00
1.00
0.00
0 2 4 6 8 10 12 14 16 18 c 22 24 26
Hyd No. 1 E G E IV E Time (hrs)
JUL 17 ZOV
BY:

Hy.drograph Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5 Friday, 07 / 14 / 2017
Hyd. No. 2
SCS Post
Hydrograph type
= SCS Runoff
Peak discharge
= 25.47 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.17 hrs
Time interval
= 1 min
Hyd. volume
= 96,943 cuft
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 3.73 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Post
Q (C)
Hyd. No. 2 -- 1 Year Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. v10.5
Hyd. No. 3
Routed Pond
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 2 - SCS Post
Max. Elevation
Reservoir name
= Final Pond
Max. Storage
Storage Indication method used.
Routed Pond
3
Friday, 07 / 14 / 2017
= 2.937 cfs
= 13.18 hrs
= 72,321 cult
= 25.48 ft
= 53,584 cuft
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00 — -- 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - I i 10.00
0 5 10 15 20 25 30 35 40 45 50
Time (hrs)
Hyd No. 3 Hyd No. 2 ® Total storage used = 53,584 cult

Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v10.5 Friday, 07 / 14 / 2017
Hyd. No. 1
SCS Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 9.159 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.20 hrs
Time interval
= 1 min
Hyd. volume
= 47,474 cuft
Drainage area
= 17.269 ac
Curve number
= 55
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 4.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
M
MY]
4.00
2.00
M
2 4 6 8
Hyd No. 1
SCS Pre
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
8.00
.It
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. v10.5 Friday, 07 114 / 2017
Hyd. No. 2
SCS Post
Hydrograph type
= SCS Runoff
Peak discharge
= 36.12 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.15 hrs
Time interval
= 1 min
Hyd. volume
= 135,562 cuft
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 4.52 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
30.00
20.00
10.00
0.00
0 2 4
Hyd No. 2
SCS Post
Hyd. No. 2 -- 2 Year
6 8 10 12 14 16 18 20
Q (cfs)
40.00
30.00
20.00
ROX1I17
0.00
22 24 26
Time (hrs)

Hydrograph
Report
s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. 00.5
Friday, 07 / 14 / 2017
Hyd. No. 3
Routed Pond
Hydrograph type
= Reservoir
Peak discharge
= 17.59 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.45 hrs
Time interval
= 1 min
Hyd. volume
= 110,872 cuft
Inflow hyd. No.
= 2 - SCS Post
Max. Elevation
= 25.68 ft
Reservoir name
= Final Pond
Max. Storage
= 58,526 cuft
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
M
Routed Pond
Hyd. No. 3 -- 2 Year
5 10 15 20
Hyd No. 3 — Hyd No. 2
25 30 35 40 45
® Total storage used = 58,526 cuft
Q (cfs)
40.00
30.00
1 601
10.00
0.00
50
Time (hrs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. 00.5 Friday, 07 / 14 / 2017
Hyd. No. 1
SCS Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 20.93 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.18 hrs
Time interval
= 1 min
Hyd. volume
= 90,135 cuft
Drainage area
= 17.269 ac
Curve number
= 55
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 5.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Pre
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
000
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1
Time (hrs)

IV��w�rw w.rw M� li'w.�w..j
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. 00.5 Friday, 07 / 14 / 2017
Hyd. No. 2
SCS Post
Hydrograph type
= SCS Runoff
Peak discharge
= 55.04 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.15 hrs
Time interval
= 1 min
Hyd. volume
= 204,848 cuft
Drainage area
= 17.289 ac
Curve number
= 76
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 5.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
1111 II1
30.00
20.00
W1611l
SCS Post
Hyd. No. 2 -- 5 Year
Q (cfs)
60.00
50.00
40.00
94111111
20.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- -- Hyd No. 2 Time (hrs)

Hydrograph Report
9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 07 / 14 / 2017
Hyd. No. 3
Routed Pond
Hydrograph type
= Reservoir
Peak discharge
= 45.95 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.27 hrs
Time interval
= 1 min
Hyd. volume
= 180,078 cuft
Inflow hyd. No.
= 2 - SCS Post
Max. Elevation
= 25.95 ft
Reservoir name
= Final Pond
Max. Storage
= 64,789 cuft
Storage Indication method used.
Routed Pond
Hyd. No. 3 -- 5 Year
Q (cfs)
60.00
50.00
r�
30.00
1 ��
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 — Total storage used = 64,789 cult

Hydrograph Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2016 by Autodesk, Inc. 00.5 Friday, 07 / 14 / 2017
Hyd. No. 1
SCS Pre
Hydrograph type
= SCS Runoff
Peak discharge
= 33.44 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 1 min
Hyd. volume
= 134,579 cuft
Drainage area
= 17.259 ac
Curve number
= 55
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 7.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484

Hydrograph Report 11
Hydraflow Hydrographs Ddension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. 00.5 Friday, 07 / 14 / 2017
Hyd. No. 2
SCS Post
Hydrograph type
= SCS Runoff
Peak discharge
= 72.41 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.15 hrs
Time interval
= 1 min
Hyd. volume
= 269,525 cuft
Drainage area
= 17.269 ac
Curve number
= 76
Basin Slope
= 0.3 %
Hydraulic length
= 2000 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 25.42 min
Total precip.
= 7.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
SCS Post
Q (cfs) Hyd. No. 2 —10 Year Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

12
Hy'drograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Friday, 07 / 14 / 2017
Hyd. No. 3
Routed Pond
Hydrograph type
= Reservoir
Peak discharge
= 68.21 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.22 hrs
Time interval
= 1 min
Hyd. volume
= 244,703 cuft
Inflow hyd. No.
= 2 - SAS Post
Max. Elevation
= 26.11 ft
Reservoir name
= Final Pond
Max. Storage
= 68,786 cuft
Storage Indication method used.
Q (Cfs)
80.00
70.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
[-11111OR
50.00
40.00
1110111II1;
20.00
10.00
0.00 -1 1 I I I I I '- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 2 ® Total storage used = 68,786 CA

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Worksheet for 1-yr Spillway
Project Description
Solve For
;Input Data
Headwater Elevation
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Pesuits
Discharge
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Discharge
Gravel
25.48 ft
25.40 R
0.00 ft
8.00 ft
20.00 ft
1.15 ft /s
0.08 ft
-25.40 ft
2.54 US
1.00
2.54 US
1.60 ft2
0.72 ft/s
20.16 ft
20.00 ft
Bentley Systems, Inc. Haestad Methods Sol6A"4%eRiewMaster V81(SELECTseries 1[ [08.11.01.03]
71141201711:27:12 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for 2-yr Spillway
Project Description
Solve For Discharge
:Input Data
Headwater Elevation
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Results
Discharge
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Gravel
25.68 ft
25.40 ft
0.00 ft
8.00 ft
20.00 ft
7.75 ft3/s
0.28 ft
-25.40 ft
2.62 US
1.00
2.62 US
6.60 ft2
1.38 ft/s
20.56 ft
20.00 ft
Bentley Systems, Inc. Haestad Methods SolNbar 4011swMaster V81(SELECTselag 1) [08.11.01.03]
7/14/2017 11:27:35 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.756.1666 Page 1 of 1

Project Description
Solve For
;Input Data
Headwater Elevation
Crest E!eVatiUFI
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Results
Discharge
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Worksheet for 5-yr Spillway
Discharge
Gravel
25.94 ft
25.40 ft
0.00 ft
8.00 ft
20.00 ft
21.47 fta/s
0.54 ft
-25.40 ft
2.71 US
1.00
2.71 US
10.80 ft'
1.99 ft/s
21.08 ft
20.00 ft
Bentley Systems, Inc. Haested Methods SOIL11111coldiftfillow Master V8i (SELECTseries 1) [08.11.01.03]
71141201711:28:09 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Project Description
Solve For
Input Data
Headwater Elevation
Crest Elevation
Tailwater Elevation
Crest Surface Type
Crest Breadth
Crest Length
Results
Discharge
Headwater Height Above Crest
Tailwater Height Above Crest
Weir Coefficient
Submergence Factor
Adjusted Weir Coefficient
Flow Area
Velocity
Wetted Perimeter
Top Width
Worksheet for 10-yr Spillway
Discharge
Gravel
26.11 ft
25.40 f[
0.00 ft
8.00 ft
20.00 ft
32.97 ft'/s
0.71 ft
-25.40 ft
2.76 US
1.00
2.76 US
14.20 ft'
2.32 ft/s
21.42 ft
20.00 ft
Bentley Systems, Inc. Haestad Methods SoldiotftfiiewMaster V81 (SELECTsedes 1) 108.11.01.03]
71141201711:28:18 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Johnson, Kelly
From: Johnson, Kelly
Sent: Monday, July 10, 2017 4:37 PM
To: 'Greg Thompson'
Cc: John Scott; Jerry Beckman
Subject: RE: Turtle Creek
Attachments: 2017 01 excel_WP 060608_to Greg.xlsx
G reg,
What a mess. My calcs (attached) reflect the "original" data presented below. (The spreadsheet is an excerpt of a much
larger one, and so some unnecessary links are off but I fixed the ones that are applicable for the pond.) It shows how
the PP volume was calculated (Cell B40), but perhaps the areas and elevations that were fed into that calculation were in
error?
If we need to meet, are you free Thursday afternoon?
KJ
From: Greg Thompson [mailto:[e-mail]]
Sent: Friday, July 07, 2017 4:01 PM
To: Johnson, Kelly <[e-mail]>
Cc: John Scott <[e-mail]>; Jerry Beckman <[e-mail]>
Subject: RE: Turtle Creek
Kelly
I have the drawing on my desk and have been in the process of cleaning up the calculations. In doing this, I have discovered other
issues. I had hoped to go through the calculations and quantify these so that you could see what it is that I found and so that we
would have the info in hand to fully discuss.
The issue is that I cannot calculate/develop the same values which were presented to NCDEQ for permitting. The issue of the
storage volume aside which we did resolve, what I am finding is what seems to be values provided in the original calculations that
are not accurate.
For an example, the Design information provided to you originally indicates Volumes which I can't verify.
Original: Temporary Pool Volume = 51,780 CF: Permanent Pool Volume = 80,473 CF: Forebay Volume = 16,888 CF: Forbay % of
Permanent Pool = 21%
As -Built: Temporary Pool Volume = 52,492 CF (as revised): Permanent Pool Volume = 55,882 CF : Forebay Volume = 2,573 CF:
Forebay % of PP = 4.6%
Would it be possible to sit down and go through what it is I am seeing and try to come to some understanding on what
should be done? I am not completely up to speed on the context of the origonal intent to resolve an already bad
situation. I would like to do this in a way that is acceptable to all parties, especially to NCDEQ.
Greg

Gregory R. Thompson, PE, PLS IAsst. Vice President
Site/Civil Department Manager
SEPI Lngineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell: 910.817.8124 1 sepiengineering.com
Connect with us: Linkedin I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.
From: Johnson, Kelly [mailto:[e-mail]
Sent: Friday, July 07, 2017 12:04 PM
To: Greg Thompson
Cc: John Scott
Subject: RE: Turtle Creek
Greg,
I haven't seen this yet. Is it in the building and just not to me yet?
Thanks
From: Johnson, Kelly
Sent: Friday, June 30, 2017 10:15 AM
To: 'Greg Thompson' <[e-mail]>
Cc: John Scott <JScott@sepienginee ring.com>
Subject: RE: Turtle Creek
Here, too. At least it will be quiet in the office... have a good weekend.
KJ
From: Greg Thompson [mailto:[e-mail]
Sent: Friday, June 30, 2017 10:08 AM
To: Johnson, Kelly <[e-mail]>
Cc: John Scott <[e-mail]>
Subject: RE: Turtle Creek
Kelly
Sure thing .... i hope next week will be ok, for some reason most of our staff has disappeared, starting early on the July 4 holiday I
suppose.
Greg
Gregory R. Thompson, PE, PLS JAsst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell: 910.817.8124 1 sepieneineering.com
Connect with us: I...inkedln I Twitter I Facebook

Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.
From: Johnson, Kelly (mailto:kelly.n.johnson@)ncdenr.gov]
Sent: Friday, June 30, 2017 10:06 AM
To: Greg Thompson
Subject: RE: Turtle Creek
Thanks. I think we are on track. Can you submit a second set of plans, and also a copy of the revised calcs for the file?
Thanks,
Kelly
From: Greg Thompson [mailto:[e-mail]]
Sent: Wednesday, June 28, 2017 10:04 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: Turtle Creek
Kelly
Attached is the letter you sent with some suggested revisions. The revised drawings will go out to you today.
Please let me know if you need anything else or if what I have provided needs revision.
Thanks again for your help
Greg
Gregory R. Thompson, PE, PLS IAsst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell:910.817.8124 1 sepiensineerina.com
Connect with us: Linkedln I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.
From: Johnson, Kelly [mailto:kelly.p.johnson@)ncdenr.aov]
Sent: Thursday, June 22, 2017 3:45 PM
To: Greg Thompson
Cc: Nick Garner (nick(accrgnc.com)
Subject: RE: Turtle Creek
It is drafted, attached.
From: Johnson, Kelly
Sent: Thursday, June 22, 2017 3:11 PM
To:'Greg Thompson' <[e-mail]>
Cc: Nick Garner ([e-mail]) <[e-mail]>
Subject: RE: Turtle Creek

I am pretty sure Nick just had a heart attack when you mentioned moving a berm...
I don't think we want to go that route. We just need to fix the numbers. I think that if you can move the PP elev down a
bit and still be comfortably within the distance to the SHWT where you won't drain wetlands then I think that is the best
route.
I think given the complicated history here, we should do this as a correction and not as a permit modification. Please
submit two revised (I suppose they are as -built?) plans, and revised/stamped calcs showing the new design data for
52,492cf.
FYI, though, technically this should be a minor modification (which is the new term for "plan revision" under the 2017
rules). So, if in the future you apply to do something similar where technically the pond is being redesigned you will be
asked for a minor modification. But, this project has been through so much already let's just get this finished.
Thanks,
KJ
From: Greg Thompson[mailto:[e-mail]]
Sent: Thursday, June 22, 2017 2:52 PM
To: Johnson, Kelly <[e-mail]>
Cc: Nick Garner ([e-mail]) <[e-mail]>
Subject: RE: Turtle Creek
Kelly
There was a bust in the calculations submitted for storage volume which should have been reported somewhere around what the
actual as -built storage volume, 49,584 cf.
The listed "volume Provided (Temp Pool)" — 51,780 is not possible with the orifice set at 22.91.
We are above the 42,946 cf now however we can get to 52,492 cf if we move the orifice down 0.16' (approx. 1-7/8 inches). Nothing
else would change.
The only option available so that we hold the normal pool elevation at 22.91 and gain volume would be to move a portion of the
berm back however in doing so, to maintain slope stability, we would begetting into the wetlands and likely lose a few trees. The
pond is as big as it can get without further impacts.
Please let me know if I have confused you with my description/explanation.
Greg
Gregory R. Thompson, PE, PLS IAsst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell:910.817.8124 1 sepiengineerinit.com
Connect with us: Linkedln I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.

From: Johnson, Kellyfmailto:kelly.p.johnsonC&ncdenr.gov]
Sent: Thursday, June 22, 2017 2:37 PM
To: Greg Thompson
Cc: Nick Garner (nick(&ccrgnc.com)
Subject: RE: Turtle Creek
Greg,
Is the issue that the permanent pool area and/or the temporary pool area are built smaller than they were expected to
be built? Or, is there some sort of discrepancy between the calculations and the pond's design data (which isn't on the
plan but I'm sure you have that in AutoCAD)? The data in the calculations shows that the volume of the pond would be
51,780sf. I'm just trying to figure out the best path forward for this.
Storage Calculations
Elevation, Permanent Pool, fmsl:
22.91
Elevation, Temp. Pool, fmsl:
25.40
Area, Perm Pool, W:
17,497
Area, Temp.Pool, W:
24,093
Volume Provided (Temp Pool), ft3:
51,780
As you may remember, this permit was done as SA under the 1995 rule at 1.5" when the infil basin was designed. When
we switched to the pond, technically that triggered it into the 2008 design standards which would have required the
1yr24hr pre/post (probably-3.8"). That volume wouldn't fit in the available space because of the wetlands and the
homes that are already built. So, we had to cut a deal. If you calculate the required volume based on the DA, Imperv,
and 1.5" the required volume is 42,946cf. Generally, as long as the provided volume is bigger than the required volume
then you get a permit. In this case, the bar was set differently. We essentially asked Eric to figure out what the biggest
possible pond would be, and then build that. I just need to figure out what happened with the numbers so I can explain
it to Georgette and figure out what to do.
Thanks,
KJ
From: Greg Thompson [mailto:GThompson sepiengineering.com]
Sent: Wednesday, June 21, 2017 4:41 PM
To: Johnson, Kelly <[e-mail]>
Cc: Nick Garner ([e-mail]) <[e-mail]>
Subject: Turtle Creek
Kelly
To follow up on the message I left on your phone;
The pond, as built, is a little short on the permitted volume. To be honest, the plans as drawn would not generate the exact volume
required if constructed precisely as drawn. It would be about 4.2% short. Having said that, the pond cannot increase in size,
footprint, as there are limitations around the perimeter with private property and wetlands. To increase the footprint would be to
impact wetlands.
The current permitted volume is 51,780 cubic feet. This is detailed in the supplement forms submitted with a normal pool elevation
of 22.91 and a temporary pool elevation of 25.4. If we drop the outlet orifice elevation 0.16 so that the normal pool is at 22.75 we
will get a volume of 52,492 cf.

I wanted you to be in on this discussion to see if you were good with the direction we are heading.
Greg
Gregory R. Thompson, PE, PLS IAsst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell: 910.817.8124 1 sepiengineering.com
Connect with us: Linkedin I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.

3
PI
COASTAL CAROLI A
I ue•u....a. Moen..# I M&MINg. —. tur- ei>"..r..parnrru.n
` 1--i911-5432
Coastal Carolina Resource Group, Inc.
2921 Blue Clay Rd.
Castle Hayne, NC 28429
910-791-5432 (0) 910-791-4768 (F)
[e-mail]
Ii��VOICL',
INVOICE # : 10824
DATE: July 5, 2017
TO Wells Fargo RE: The Villages at Turtle Creek
(Attn: Erin Acton) Stormwater Wet Pond 1B
1 Independence Drive, 10th Floor Permit Modification SW8 060608
Jacksonville, FL 32202
PH: 904-351-7346
[e-mail]
ITEM # DESCRIPTION LINE TOTAL
Coastal Carolina Resource Group (CCRG) has constructed the approved modification of the
Stormwater Infiltration Basin 1B into a Stormwater Wet Pond 1B located in the Village at Turtle Creek
1 subdivision as indicated in a NCDEMLR Permit Modification and Extension dated January 10th 2017.
Please see attached pictures and map for location details.
Site ArcPss/Preparation
�.-._.____. -- - -.. �___... _�_._�__-c._..��-Yam•,-�,.�Y,,.� �_ _-�.,� -
CCRG reinforced the construction site access road. A combination of temporary steel bridging mats over $ 66,030.00
the culverted stream crossing and logging mats were utilized through the woods in preparation for the
anticipated heavy traffic load associated with moving 2000 cu.yds of excavated material. CCRG
reinforced the grass entrance to the site through the common area by installing a combination of
proplex fabric and #4 Ballast stone in the known weak spots to prevent the rutting and damage created
by heavy dump truck traffic. CCRG continued by trenching and installing a temporary silt fence along the
boundary of the access road as well as around the proposed stockpile area. CCRG brought in a large CAT
336 excavator to move the 10,000 lb. outlet structure and 65 feet of 42" outlet pipe to its final
destination. CCRG installed a 42" pipe plug in the existing inlet pipe to stop incoming water. CCRG
utilized a diaphragm pump to draw down the infiltration basin as well as to bypass all incoming water
through an erosion control device that was installed in an existing bypass swale. CCRG finished by
bringing in a Licensed surveyor to install elevation benchmarks, layout the proposed wet pond boundary
limits and install the initial grade stakes to represent what SEPI engineering has designed and permitted

Pond Construction
CCRG constructed the Wet Pond modification design as permitted for the Infiltration Basin 1B by SEPI $ 98,612.00
Engineering. CCRG began by utilizing a large track excavator to break through the existing berm to
remove the previously installed 18 inch Corrugated metal pipe and corresponding riser structure. Once
the pipe was removed, CCRG backfilled the breach in lifts and compacted the soils to prevent future
erosion. CCRG continued by installing a washed stone foundation for the new proposed outlet structure.
CCRG trenched through the berm in preparation for the new outlet pipe install. CCRG placed and aligned
the new 10,000 lb. outlet structure on its new foundation. CCRG continued by installing 60 ft. of new 42
inch diameter HDPE pipe through the berm breach and connecting it to the outlet structure box. With
the approval from SEPI, CCRG installed a 45 degree joint in the pipeline to divert water away from
residents homes. CCRG installed a bentonite anti -seep collar around the outlet pipe to prevent the water
in the pond from flowing around the pipe and eroding. CCRG secured the mouth of the outlet pipe with
a new galvanized flared end section surrounded by Class B granite Rip -Rap to prevent erosion. CCRG
backfilled the pipe trench and compacted the soils to prevent future erosion. The newly repaired berm
was secured with landlock fabric and centipede sod. CCRG abandoned and bricked up the old 42 inch
bypass pipe. CCRG backfilled the old bypass spillway and graded it to match the existing bank. CCRG
continued by adjusting the inlet area. CCRG utilized a large tracked excavator to remove the existing
5,000 lb. flared end section as well as 16 feet of existing 42 inch HDPE pipe. CCRG created a new washed
stone foundation and replaced the flared end section into its new location. CCRG constructed the new
proposed forebay basin and corresponding forebay berm out of Class B Granite Rip -Rap. CCRG
continued by dredging out the estimated 2000 cu.yds of material in order to create the new permitted
basin size and depth. CCRG utilized some of the suitable dredged material to build up the perimeter
berm to its new designed elevation. CCRG installed a new 20 ft. emergency spillway and reinforced it
with geo-fabric and Class B Rip Rap. CCRG finished by trucking approximately 160 loads of material
offsite to a nearby dumpsite.
Project Fin-alization
CCRG finished up the project by fine grading all the banks to the specified 3:1 slope and contacting the $ 20,844.00
surveyor to return and provide a final as -built survey of the newly constructed wet pond basin to insure
it has the desired storage volume and everything is installed as designed. Please see attached as -built
survey. CCRG rough raked the pond banks and covered with millet, a coastal blend grass seed and straw.
Once the proper basin volume was determined, CCRG uninstalled the pipe plug/pump system. CRRG
continued by removing all the erosion control devices and road access matting/bridging as well as all the
heavy machinery. CCRG finished by raking and over seeding all disturbed areas created in the access
areas. All excess debris created by the above construction project was removed offsite and disposed of
properly.
Subtotal:! $ 185,486.00
I50 % Retainer Paid (CkN668701265) Dated 4-6-17I $ 92,743.00 I
Total Due: $ 92,743.00
Terms: Due Upon Rece!pt
Flake all checks payable to Coastal Carolina Resource Group, Inc.
THANK YOU FOR YOUR BUSINESS!

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SEPI Engineering & Construction, Inc.
SER 5030 New Centre Drive I Suite B I Wilmington, NC 28403
ENGINEERINGi
Main: 910.523.5714 1 Fax: [phone]
C O N S T R U C T ION sepiengineering.com
Transmittal Letter
To: Date:
NCDEQ June 28, 2017
127 Cardinal Drive Extension
Wilmington, NC 28405
Copies:
Attention: 1
Kelly Johnson
VIA:
From: Hand
Greg Thompson, PE, PLS
SEPI Engineering & Construction
Subject: SEPI Project Number:
Turtle Creek - Pond 1B SC16.015
We are sending you:
❑ Shop Drawings
❑ Specifications
❑ Contracts
Copies Date
1 06/28/17
1 06/28/17
Comments:
❑
Prints
❑
Copy of Letter
❑
Invoice
® Plans
❑ Change Order
Description
Asbuilt Set
Wet Pond Designer's Certification
❑ Samples
❑ Documents
If you have any questions or need additional information, please contact me at 910.550.3251 or
email [e-mail].
Sincerely,
ECEIVE
8Y�
Signed:
Page:
1/1

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COASTAL CAROLINA
' RESOURCE GROUP wil.
•�At: In'#Ja t 6 w.s be I ra.-.L-�—t•le uu IdA LA I ULu 1& WOCUP 141wWW W2Mntt
c? 10, -79.11. -5432
Coastal Carolina Resource Group, Inc.
2921 Blue Clay Rd.
Castle Hayne, NC 28429
910-791-5432 (0) 910-791-4768 (F)
nick@ccrim com
TO Wells Fargo (Attn: Erin Acton)
1 Independence Drive, 10th Floor
Jacksonville, FL 32202
PH:904-351-7346
[e-mail]
INVOI(.l
INVOICE M 10999+A1
DATE: June 22, 2017
RE: The Villages at Turtle Creek
Stormwater Treatment Facility Cutting
ITEM #
DESCRIPTION
LINE TOTAL
1
Coastal Carolina Resource Group (CCRG) repaired the outstanding vegetation compliance issues for the
$ 1,883.00
stormwater treatment facilities located in the Village of Turtle Creek subdivision. Please see attached
map for location details. CCRG chemically treated the cattails growing in infiltration Basins 1A and ID
prior to cutting them down. CCRG continued by utilizing the combination of a hand crew and hydro-ax
to access the overgrown Infiltration Basin 1C to remove all the unwanted woody and herbaceous
vegetation present. CCRG trimmed the remaining infiltration basins by hand prior to leaving the site.
Total
$ 1,883.00
Fully Licensed and Insured
Make all checks payable to Coastal Carolina Resource Group, Inc.
THANK YOU FOR YOUR BUSINESSI

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Johnson, Kell
From:
Johnson, Kelly
Sent:
Friday, May 19, 2017 2:44 PM
To:
'Greg Thompson'; Nick Garner
Subject:
RE: Trash Racks
Thanks Greg. I will leave this on file in case it comes up again.
Have a good one,
Kelly
From: Greg Thompson [mailto:[e-mail]]
Sent: Friday, May 19, 2017 10:58 AM
To: Johnson, Kelly <[e-mail]>; Nick Garner <[e-mail]>
Subject: RE: Trash Racks
Kelly
The changes from the plan were limited to the orientation of the discharge from the outlet pipe. The location of the outlet
structure has not been modified. As originally drawn, the pipe discharge was directed towards a residential lot in a manner that
gave the owner concern. The discharge was in the direction of an existing wetland area which is on the residential lot and continues
onto common area. Rotating the pipe also smoothed out the transition of the discharge. As drawn, the discharge would have to
change direction, maybe 45-65 degrees after it left the pipe which in practice would likelv invite erosion. Rotating the pipe and
dissipating the flow to maintain a more linear discharge pattern seemed to resolve all of these issues. The discharge is still going to
the same place but in a less aggressive manner and the lot owner does not have a discharge pipe pointed at his back yard and
house. This change seemed to be minor as we were simply encouraging flow redirection inside the pipe as oppose to utilizing grade
features immediately after discharge.
Hope this helps.
Greg
Gregory R. Thompson, PE, PLS IAsst. Vice President
Site/Civil Department Manager
SEPI Engineering & Construction
5030 New Centre Drive, Suite B I Wilmington, NC 28403
Direct: 910.523.5714 1 Cell:910.817.8124 1 sepieneineering.com
Connect with us: Linkedln I Twitter I Facebook
Confidentiality Notice: This message is intended only for the designated recipient(s). It may contain confidential or proprietary information and may be subject to the
attorney -client privilege or other confidentiality protections. If you are not a designated recipient, you may not review, copy or distribute this message. If you receive
this in error, please notify the sender by reply e-mail and delete this message. Thank you.
From: Johnson, Kelly rmailto:[e-mail]]
Sent: Friday, May 19, 2017 10:26 AM
To: Nick Garner; Greg Thompson
Subject: RE: Trash Racks
Greg,
I haven't had a chance to pull the files and see what, if any, the changes mean for the plans. Do these changes have any
impact of the project's design such that we need to formally update the plans? it does not sound like the first two do. I
am not sure about the third?

Thanks,
KJ
From: Nick Garner [mailto:[e-mail]]
Sent: Friday, May 19, 2017 9:35 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: Trash Racks
Ok sounds good. Also I wanted to inform you that we had to make adjustments to the 42" outlet pipe. I ran these
changes by the Greg with SEPI for the OK.
1) We installed two anchoring collars consisting of a concrete/rebar footer and an aluminum band around the
exposed pipe to prevent flotation... They have been spaced every 10 feet as specified by ADS pipe manufacturing.
See attached Pic.
2) We have also installed a bentonie anti -seep collar in the berm to prevent water from flowing around the pipe
and compromising the berm.
3) We had to also install an ADS 45 degree elbow near the end of the outlet pipe to divert water away from
residents backyard. See attached pic.
If you have any questions, please feel free to contact me. Thanks and have a great weekend!
Nick Garner
CCRG- Stormwater Manager
91.0.470.4225
nl. ?? C. DCcrgjpr -on,
From: Johnson, Kelly[mailto:kelly.p.iohnson@ncdenr.;zov]
Sent: Thursday, May 18, 2017 9:34 AM
To: Nick Garner ([e-mail]) <[e-mail]>
Subject: FW: Trash Racks
I just pulled the plans for Turtle Creek, and you are correct. It does not specify dimensions for the trash rack, and I
missed it during the review. I will leave this email and a copy of applicable page of the SCM Manual stapled to the plan
to establish that we talked today and decided to go with 5.5in spacing.
Thanks for catching that.
KJ
From: Johnson, Kelly
Sent: Thursday, May 18, 2017 9:14 AM
To: Nick Garner ([e-mail]) <[e-mail]>
Subject: Trash Racks
Nick,
I got your voicemail. The new regulations requires a trash rack, but it doesn't specify details. Here is the guidance in the
SCM Manual, https://ncdenr.s3.amazonaws.com/s3fs-
public/Energy%20Mineral%20and%2OLand/o20Resources Stormwater BMP%2OManual A-
4%20%20Common%20Structures%20and%20Materials.pdf (page 18). 1 think that if it is an existing, permitted site that
you just go by what the existing plans say though.
If you have questions, please let me know.

Kelly
K.eL L UJ 0 k I&S C) VI.
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.

iz
496COASTAL CAROLINA
i "RESOURCE GROUP iris;
t-'AcIFi MPub y"_ aml...: I f V h W.vj C{Q I a:V. >i t,r tN.A: Au - tl
Y 07 "J S -S+32
Coastal Carolina Resource Group, Inc.
2921 Blue Clay Rd.
Castle Hayne, NC 28429
910-791-5432 (0) 910-791-4768 (F)
[e-mail]
TO Wells Fargo (Attn: Erin Acton)
1 Independence Drive, 10th Floor
Jacksonville, FL 32202
PH: 904-351-7346
[e-mail]
INVOICL.
DATE: January 16, 2017
INVOICE: 10192
RE: The Villages at Turtle Creek
Stormwater Treatment Facility Repairs
ITEM #
DESCRIPTION
LINE TOTAL
1
Coastal Carolina Resource Group (CCRG) repaired the outstanding compliance issues for the stormwater
treatment facilities located in the Village of Turtle Creek subdivision. CCRG utilized the combination of a
hand crew and hydro-ax to access the overgrown Infiltration Basins to remove all the unwanted woody
and herbaceous vegetation present. Please reference attached map and pictures for details.
$ 1,600.00
Total
$ 1,600.00
Approval & Notice to Proceed On Item #
Owner's Representative
Fully Licensed and Insured
Make all checks payable to Coastal Carolina Resource Group, Inc.
THANK YOU FOR YOUR BUSINESS!

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