SW8160306_Historical File_20171013

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
Energy. Mineral & TRACY DAVIS
Land Resources Director
ENVIRONMENTAL QUALITY.
October 13, 2017
Hoosier Daddy LLC
Attn: Jack Carlisle, Manager
6025 Tarm Road
Wilmington, NC 28409
Subject: State Stormwater Management Permit No. SW8160306
Tarin Woods H
High Density Subdivision Wet Detention Pond Project
New Hanover County
Dear Mr. Carlisle:
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for the subject project on October 6, 2017. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title
15A NCAC 2H.1000 as amended by Session Law (SL) 2008-211 and as subsequently amended on
January 1, 2017 (2017 Rules), as applicable. We are forwarding modified Permit No. SW8 160306 dated
October 13, 2017, for the construction, operation and maintenance of the stormwater control measures
(SCMs), built -upon area, as well as the stormwater collection system and/or vegetated conveyance system
associated with the subject project. Please add the attached plans to the previously approved plan set.
Please replace the previous application (SWU-101), proposed deed restrictions and protective
covenances, Pond 2 supplement and Pond 2 operation and maintenance agreement with the attached,
modified versions.
This permit shall be effective from the date of issuance until June 2, 2024 and shall be subject to the
conditions and limitations as specified therein, and does not supersede any other agency permit that may
be required. Please pay special attention to the permit conditions regarding the operation and
maintenance of the SCMs, stormwater collection system, and/or vegetated conveyances; the limitation of
built -upon area; modification of the project; the procedures for changing ownership of and/or transferring
the permit; and the need to renew the permit. Please also pay attention to the permit conditions that
requires the recordation of deed restrictions and protective covenants, easements, and the maintenance
agreement, which must all be provided along with certification upon completion of the project. Failure to
comply with these requirements will result in future compliance problems.
Please refer to Attachment 1 for a detailed description of the current proposed major modification and a
list of all the past modifications approved during the effective period of the permit.
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 15 OB 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.
State of North Carolina I Environmental Quality ' Energy, Mineral and Land Resources
WiLnington Regional Office 1 127 Cdrdindl Drive Extension I Wilmington, NC 28405
910196 7215

State Stormwater Permit No. SW8 160306
Page 2 of 2
ll•you have any rlUeSti0lls, or need additional inliorniation concerning this matter, please. contact Christine '
Ball in the Wilmington Regional Office, at (910) 796-721 5.
Sincerely,
.,Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A — Designer's Certification Form
Attachment 1 — Permitting History
GDS/canh: \\\Stormwater\Permits & Projects\2016\160306 HD\2017 10 permit 160306
cc: Howard Resnick, PE, CSD Engineering
New Hanover County Inspections
New Hanover County Engineering
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
Wilmington Regional OfSce 1 127 Cardinal Drive Extension I VVIlmington. NC 28405
910 796 7215

State Stormwater Management Systems
Permit No. SW8 160306
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMW"ATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION 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
Hoosier Daddy LLC
Tarin Woods Il
Shiloh Drive, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of three (3) wet detention pond systems ("stormwater control
measures" or "SCMs") in compliance with the provisions of 15A NCAC 2H .1000 as amended by
Session Law (SL) 2008-211 and as subsequently amended on January 1, 2017 (2017 Rules), as
applicable (collectively, the "stormwater rules') and the approved stormwater management plans,
application, supplements, specifications, and other supporting data (the "approved plans and
specifications") as attached and/or on file with and approved by the Division of Energy, Mineral and
Land Resources (the "Division" or "DEMLR") and considered an enforceable part of this permit.
This permit shall be effective from the date of issuance until June 2, 2024 and shall be subject to the
following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in
the application and other supporting data. The maximum built -upon area allowed for the entire
subdivision is 1,390,617 square feet.
2. The drainage areas for the on -site stormwater systems will be limited to the amounts of built -
upon area indicated in this permit and the approved plans and specifications. The runoff from
all built -upon area within the permitted drainage areas of this project must be directed into the
permitted stormwater control measures. The stormwater control measures labeled Pond 1,
Pond 2, and Pond 3 have been designed using the runoff treatment method to handle the
runoff from 268,377, 712,864, and 408,886 square feet of built -upon area, respectively. The
built -upon area for future development within the drainage areas labeled Pond 1, Pond 2, and
Pond 3 is limited to 15,000, 26,500, and 216,478 square feet, respectively. Additionally,
20,000 square feet of BUA has been allocated within the drainage area for Pond 2 for a future
amenity center.
3. Each of the 223 lots are limited to a maximum of 3,500 square feet of built -upon area, as
indicated in the approved plans and specifications.
4. A 50-foot wide vegetative setback must be provided and maintained adjacent to all surface
waters, measured horizontally from the normal pool elevation of impounded structures, from
the top of bank of each side of streams or rivers, and from the mean high waterline of tidal
waters, perpendicular to the shoreline in accordance with the stormwater rules and the
approved plans and specifications.
Page 1 of 6

State Stormwater Management Systems
Permit No. SW8 160306
5. The stormwater control measures are permitted based on the design criteria presented in the
supplements and as shown in the approved plans and spepifications. These stormwater
control measures must be provided and maintained at the design condition. The approved
supplements are incorporated by reference into this permit.
6. Within the areas subject to Session Law 2008-211, all runoff being directed into wetlands shall
flow into and through those wetlands at a non -erosive velocity.
7. Within the areas subject to the 2017 Rules, the peak flow from the 10-year storm event shall
not cause erosion downslope of the stormwater outlet discharge point.
8. Within Pond 1, a decorative spray fountain will be allowed, subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent pool surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing, may be
used only if they draw water from the surface in the deepest part of the pond.
C. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for the fountain's pump is based on the permanent pool
volume. The maximum pump power for a fountain in this pond is'h HP.
9. Within Ponds 2 and 3, decorative spray fountains will be allowed if documentation is provided
demonstrating that the proposed fountain will not cause resuspension of sediment within the
pond or cause erosion of the pond side slopes.
10. When using a wet pond for irrigation, it is recommended that some water be maintained in the
permanent pool, the vegetated shelf is planted with appropriate species that can handle
fluctuating conditions, and human health issues are addressed.
11. The landscape planting plan shown in the approved plans shall be followed in its entirety
during construction. After the plants are established, the operation and maintenance
agreement must be followed.
II. SCHEDULE OF COMPLIANCE
The project shall be constructed in accordance with the conditions of this permit and the
approved plans and specifications.
2. The on -site stormwater system shall be entirely constructed, vegetated and operational prior to
the construction of any individual lot development, per the approved plans and specifications.
3. During construction, erosion shall be kept to a minimum and any eroded areas of the on -site
stormwater system will be repaired immediately. If the stormwater system is 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.
4. All stormwater control measures, stormwater collection systems vegetated conveyance
systems, and/or maintenance accesses must be located in public rights -of -way, dedicated
common areas that extend to the nearest public right-of-way, and/or permanent recorded
easements that extend to the nearest public right-of-way for the purpose of inspection,
operation, maintenance, and repair.
5. The permittee shall at all times provide and perform the operation and maintenance
necessary, as listed in the signed Operation and Maintenance Agreement, to assure that all
components of the permitted on -site stormwater system functions at the approved design
condition. The approved Operation and Maintenance Agreement is incorporated by reference
into this permit and must be followed in its entirety and maintenance must occur at the
scheduled intervals.
6. The operation and maintenance agreement for Ponds 2 and 3 must be recorded with the
Office of the Register of Deeds.
Page 2 of 6

State Stormwater Management Systems
Permit No. SW8 160306
7. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
8. The final plats for the project must be recorded with the Office of the Register of Deeds prior to
the sale of lots. The recorded plat for Phase 2 must reference the Operation and Maintenance
Agreement and must also show all public rights -of -way, dedicated common areas, and/or
permanent drainage easements, in accordance with the approved plans.
9. Recorded deed restrictions and protective covenants must be recorded with the Office of the
Register of Deeds, will be incorporated into this permit by reference, and include, at a
minimum, the following statements related to stormwater management:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 160306, as issued by the Division of
Energy, Mineral and Land Resources 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 Division.
e. Alteration of the drainage as shown on the approved plans may not take place without
the concurrence of the Division.
f. The maximum built -upon area per lot is 3,500 square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and that
portion of the right-of-way between the front lot line and the edge of the pavement. Built
upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick,
stone, slate, coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
g. All runoff from the built -upon areas on the lot must drain into the permitted system. This
may be accomplished through providing roof drain gutters, which drain to the pond or
street, grading the lot to drain toward the street or directly into the pond, or grading
perimeter swales and directing them into the pond or street.
h. Built -upon area in excess of the permitted amount will require a permit modification.
i. All affected lots shall maintain a 50' wide vegetative buffer adjacent to surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of each side of streams and rivers and the mean high water
line of tidal waters.
j. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the requirements of the Stormwater Rules is subject
to enforcement procedures as set forth in G.S. 143, Article 21.
10. For the entire project, the deed restrictions and protective covenants outlined in Section 11.9 of
this permit must be recorded with the Office of the Register of Deeds prior to the sale of
individual lots or groups of lots.
11. For each lot, the permittee shall record deed restrictions and protective covenants prior to the
issuance of a certificate of occupancy to ensure the permit conditions and the approved plans
and specifications are maintained in perpetuity.
12. The maximum built -upon area. assigned to each lot via this permit and the recorded
deed restrictions and protective covenants may not be increased or decreased by either
the individual lot owner or the permittee unless and until the permittee notifies the
Division and obtains written approval from the Division.
Page 3 of 6

State Stormwater Management Systems
Permit No. SW8 160306
13. The permittee shall review each lot for new construction and all subsequent modifications and
additions to ensure compliance with the conditions of the permit and the approved plans and
specifications. The plans reviewed must include all proposed built -upon area, grading, and
driveway pipe placement. The permittee shall not approve any lot plans where the maximum
allowed built -upon area has been exceeded, or where modifications to the grading or to the
storm drainage system are proposed unless and until a permit modification has been approved
by the Division. The permittee may establish an Architectural Review Board (ARB) or
Committee (ARC) to conduct these reviews. However, any approval given by the ARB or ARC
on behalf of the permittee does not relieve the permittee of the responsibility to maintain
compliance with the conditions of the permit and the approved plans and specifications.
14. The permittee is responsible for verifying that the proposed built -upon area on each individual
lot and for the entire project does not exceed the maximum amount allowed by this permit.
The permittee shall routinely monitor the lots for compliance with permit, the approved plans
and specifications, and the recorded deed restrictions and protective covenants. The permittee
shall notify any lot owner that is found to be in noncompliance with the conditions of this permit
in writing, and shall require timely resolution.
15. Upon completion of the project, the permittee shall determine whether or not the project is in
compliance with the permitted plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the permitted plans,
then within 45 days of completion, the permittee shall submit to the Division one hard
copy and one electronic copy of the following:
i. The completed and signed Designer's Certification provided in Attachment
A noting any deviations from the approved plans and specifications.
Deviations may require approval from the Division;
ii. A copy of the recorded maintenance agreement;
iii. Unless already provided, a copy of the recorded deed restrictions and
protective covenants; and
iv. A copy of the recorded plat delineating the public rights -of -way, dedicated
common areas and/or permanent recorded easements, when applicable.
b. If the permittee determines that the project is not in compliance with the permitted
plans, the permittee shall submit an application to modify the permit within 30 days of
completion of the project or provide a plan of action, with a timeline, to bring the site
into compliance.
16. No person or entity, including the permittee, shall alter any component shown in the approved
plans and specifications. Prior to the construction of any modification to the approved plans,
the permittee shall submit to the Director, and shall have received approval for modified plans,
specifications, and calculations including, but not limited to, those listed below:
a. Any modification to the approved plans and specifications, regardless of size including
the stormwater control measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of the
project area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, or resizing of any component of
the approved stormwater control measure, stormwater collection system and/or
vegetative conveyance system shown on the approved plan.
e. The construction of any allocated future BUA.
f. The construction of any permeable pavement within the common areas for BUA credit
that was not included in the approved plans and specifications. The request must
include a proposed amendment to the deed restrictions and protective covenants for
the subdivision, and a soils report identifying the type of soil, the Seasonal High Water
Table elevation and the infiltration rate.
g. The construction of any 57 stone area or trails to be considered a permeable surface
that were not included in the approved plans and specifications.
h. Other modifications as determined by the Director.
17. 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 modified plans and certification
in writing to the Director that the changes have been made.
Page 4 of 6

State Stormwater Management Systems
Permit No. SW8 160306
18. Prior to transfer of the permit, a file review and site inspection will be conducted by Division
personnel to ensure the permit conditions have been met and that the project and the on -site
stormwater system is in compliance with all permit conditions. Any items not in compliance
must be repaired, replaced restored, or resolved prior to the transfer. Records of maintenance
activities performed to date may be requested.
III. GENERAL CONDITIONS
1 Any individual or entity found to be in noncompliance with the provisions of a stormwater
management permit or the requirements of the stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
2. The issuance of this permit does not preclude the permittee from complying with and obtaining
any and all other permits or approvals that are required in order for this development to take
place, as required by any statutes, rules, regulations, or ordinances, which may be imposed by
any other Local, State or Federal government agency having jurisdiction. Any activities
undertaken at this site that cause a water quality violation or undertaken prior to receipt of the
necessary permits or approvals to do so are considered violations of NCGS 143-215.1, and
subject to enforcement procedures pursuant to NCGS 143-215.6.
3. In the event that the facilities fail to perform satisfactorily, the permittee shall take immediate
corrective action. This includes actions required by this Division and the stormwater rules
such as the construction of additional or replacement on -site stormwater systems. These
additional or replacement measures shall receive a permit from the Division prior to
construction.
4. 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 State Stormwater Request
Form for Permit Transfer or Permit Information Update, accompanied by the supporting
documentation as listed on the form, to the Division at least 60 days prior to any one or more
of the following events:
a. Any ownership change including:
i. The assignment of declarant rights to another individual or entity;
ii. 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 and
protective covenants;
iii. The sale or conveyance of the common areas to a Homeowner's or Property Owner's
Association, subject to the requirements of Session Law 2011-256.
iv. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e) and
NCGS 57D-6-07;
b. Bankruptcy;
c. Foreclosure, subject to the requirements of Session Law 2013-121
d. A name change of the current permittee;
e. A name change of the project;
f. A mailing address change, of the permittee;
5. The permittee is responsible for compliance with all of these terms and 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.
6. The permittee grants Division Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted stormwater management
facility.
7. The permit issued shall continue in force and effect until the permittee files a request with the
Division for a permit modification, transfer, renewal, or rescission; however, these actions do
not stay any permit conditions
Page 5 of 6

State Stormwater Management Systems
Permit No. SW8 160306
8. Approved plans, application, supplements, calculations, operation and maintenance
agreement, and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of this permit, application, supplements, operation and
maintenance agreement, and approved plans and specifications shall be maintained on file by
the permittee at all times.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater control
measure must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and modifying the
permit, revoking and reissuing the permit, or terminating the permit as allowed by the laws,
rules and regulations contained in Title 15A NCAC 21-1.1000 and NCGS 143-215.1 et.al.
11. A permit renewal request must be submitted at least 180 days prior to the expiration date of
this permit. The renewal request must include the appropriate application, documentation and
the processing fee as outlined in Title 15A NCAC 02H.1045(3).
Permit modified and re -issued this the 13th day of October 2017.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
r cy Dav' , P.E.; Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 160306
Page 6 of 6

State Stormwater Management Systems
Permit No. SW8 160306
Attachment A
Tarin Woods II Page 1 of 2
Stormwater Permit No. SW8 160306
New Hanover County
Designer's Certification
I, , as a duly registered in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project,
(Project)
for (Project Owner) hereby state that, to the best of my
abilities, due care and diligence was used in the observation of the project construction such that the
construction was observed to be built within substantial compliance and intent of the approved plans
and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
cc: NCDEQ-DEMLR Regional Office
New Hanover County Building Inspections
Page 1 of 2

State Stormwater Management Systems
Permit No. SW8 160306
Page 2 of 2
General Certification Requirements:
.1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built -
upon area.
3. All the built -upon area associated with the project is graded such that the runoff drains
to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. All slopes are grassed with permanent vegetation.
6. Vegetated slopes are no steeper than 3:1.
7. The inlets are located per the approved plans and do not cause short-circuiting of the
system.
B. The permitted amounts of surface area and/or volume have been provided.
9. All required design depths are provided.
10. All required parts of the system are provided.
11. The required dimensions of the system are provided, per the approved plan.
12. All components of the stormwater control measure are located in either recorded
common areas, or recorded easements.
Wet Pond Certification Requirements:
1. The outlet/bypass structure elevations are per the approved plan.
2. The outlet structure is located per the approved plans.
3. A trash rack is provided on the outlet/bypass structure.
4. Required drawdown devices are correctly sized per the approved plans.
Page 2 of 2

Attachment 1 - Permitting History
Train Woods II
Permit No. 5W8 160306
Approval
Date
Permit Action
BIMS
Version
Description of the Changes
6/2/2017
Original Approval
1.0
Phase 1 (with 51 lots) and Pond 1 approved under Session Law 2008-211
7/25/2017
Major Modification
1.1
Adding Phase 2 (with 90 lots) and Pond 2 (interconnected Ponds 2A and 2B)
approved under the 2017 rules.
10/13/2017
Major Modification
1.2
Pond 2: Increasing the drainage area (DA) and BUA by adding Phase 4 (with 42
lots) and adding Pond 2C to the previously approved interconnected Pond 2 (Ponds
2A and 2B).
Adding Phase 3 (with 40 lots) and Pond 3 (interconnected Ponds 3A and 313).
Both of these changes are approved under the 2017 Rules.
Page 1 of 1

Permit Number:
(to be provided by DWO
Drainage Area Number: i
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request. ;
Inspection activities shall be performed as follows. Any proble at are found shall
be repaired immediately. t4AN W W - V
BMP element:
Potentialproblem:
How I wilArollmediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of
I approximatelyapproxjqMLely six inches.
Form 5W40i-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:��(� I? Ago d ��
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potentialproblem:
The inlet device: pipe or The pipe is clogged.
swale
The pipe is cracked or
otherwise damaged.
Erosion is occurring in the
swale.
The forebay Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
The vegetated shelf
The main treatment area
Erosion has occurred.
Weeds are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Algal growth covers over
50 % of the area.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
How I will remediate the probl
Unclog the pipe. Dispose of the
sediment off -site.
Replace the pipe.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
Will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Prune according to best professional
practices
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray)__ -
MAR 0 8 2&w
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number. 5L,(-) E 1 &0 3U
(to be provided by DWO
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4_5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment
shall be removed.
Sediment Removal A. 14
Bottom
FOREBAY
BASIN DIAGRAM
ill in the blanks)
Lft Min.
Sediment
Storage
Form SW401-Wet Detention Basin O&M-Rev.4
Permanent Pool Elevation 19.5
Sediment Removal Elevation 15 --- Volume
Bottom Elevation
MAIN POND
1-ft
Storage
MAR
g'(:__Ro 4

Permit Number: aw A l (�qo y 30("
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Tarin Woods II
BMP drainage area number:I
Print name:James Yonn
Title:sianing authority by Jack Carlisle, Manager, form attached
Address:6025 Tarin Road Wilmington NC 28409
Phone:[phone]
Signature:
Date:
_ ';t 9 - I
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, M_ ' N `# M � , a Notary Public for the State of
a� 8 1 , County of ?F1KDfA_ , do hereby certify that
1 5 L. IOP �n personally appeared before me this
day of flE&WW ,D! (! ., and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
f
BRITTANY M HUGHES
Notary Public, North Carolina
Pander County
My Corr1misls_ion„Expires
SEAL
My commission expires 11 -M 1619
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Ve
Project Name:
Project Location:
Tarin Woods II Phase Two, Three & Four
Lt. Congleton Road
maintenance recoms snap De Kept on the tonowing i3w(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & cc
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level Spreader/VFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present:
O&M tables wil
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
De
side and
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
County of
Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
James Yopip
Signing Authority on file at NCDEQ, Hoosier Daddy, LLC
6026 Tarin road
Wilmington, NC 28409
910-443-3060
NJ![e-mail]
�� _.'�
\A,eSc n
personally appeared before me this �
RL Date: tll - / -/ 7
a Notary Public for the State of �1 \ /C0.�
do hearby certify that _ E S L. 7 o p
day of ? � �- Zo I 1 and
acknowledge the due execution oft , peratiogs and Ala tenance Agreement.
Witness my hand and official seal, �1 11
*„M�wwwwr
pTAR r
«•'
Pus "C
•
OVER •
aw My commission expires �1 �D 9/15/2017
rsion 1.4
Page 1 of 5
IECEIVED
SEP 1 B 201�
AY;

IECEIV
k SEP 18 2017
STORM-E? 9111 sipr

Wet Detention Pond tlfthnteinance
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
_ No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
_ Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
- If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
EC E IVJ'E
health.
Plants are dead, diseased or
Determine the source of the pr I m: soils, h rol'ogy, ease, etc.
dying.
Remedy the problem and repla lants. Provide a on - ime fertilizer
application to establish the ground 'cover it a soil es in icates it is
necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
STORM-F7 9M V2E

The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
Consult a professional to remove and control the algal growth.
of the area.
Cattails, phragmites or other
Remove the plants by wiping them with pesticide (do not spray).
invasive plants cover 50% of
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
ECEIVED
SEP 18207
BY:_
STAR RA-F7 9115/2C

Wet Detention Pond Design Summa
WET POND ID FOREBAY 261,2,3; 2C-1,2 2A-1 MAIN POND 2A,213.2C
2 Permanent Pool El. 19.5 19•5 Permanent Pool El. 19.5
Temporary Pool El: 20.1 20.1 Temporary Pool El: 20.1
Pretreatment other No Clean Out Depth: 3.5 2.5 Clean Out Depth: 3.5
than forebay? Sediment Removal El: 16 17 Sediment Removal El: 16
Has Veg. Filter? No Bottom Elevation: 1 15 16 Bottom Elevation: 15
WET POND ID FOREBAY 3B1-3 MAIN POND 3A,3E3
3 Permanent Pool El. 19.5 Permanent Pool El. 19.5
Temporary Pool El: 20.2 Temporary Pool El: 20.2
Pretreatment other Clean Out Depth: 2.5 Clean Out Depth: 3.5
than forebay? No
Sediment Removal El: 17 Sediment Removal El: 16
Has Veg. Filter? No Bottom Elevation: 1 16 Bottom Elevation: 15
_,W-%EIVEP
JCT 0 2 2017
BY
TORM-EZ 9/15/2C

DEMLR USE ONLY
Dft-ReggiyadFee
Paid
Perini Numb r
O
Applica 1 Rul ❑ Coastal SW -1 ❑ Coastal S - 2 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M&mt Plan:
State of North Carolina
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.):
Tarin Woods Il
2. Location of Project (street address):
5926 Shiloh Road
City:Wilminfgn County:New Hanover Zip:28409
3. Directions to project (from nearest major intersection):
From intersection of Hwy 132 and Hwy 421 take Carolina Beach Rd south Left on Manassas Drive left on
Shiloh Drive.
4. Latitude:37* 07 17" N Longitude:770 53' 43" W of the main entrance to the project.
11. 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 number SW8160306 , its issue date (if known) 7-25-17 and the status of
construction: ❑Not Started []Partially Completed* ❑ 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 application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control:15.51 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the ProjectName, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
sh—
If yes, see S.L. 2012-200, Part VI. httl2:lZportal.ncdenr.org/web/Ir/rules-and-regulations SEA' 18 2017
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:Hoosier Daddy LLC
Signing Official & Title:Tames Yonp(by authority given by lack Carlisle. Manager, form included)
b. Contact information for person listed in item 1a above:
Street Address:6025 Tarin Road
City:Wilmington State:NC Zip:28409
Mailing Address (if applicable):
City:
Phone: (910 ) 443-3060
Email:[e-mail]
State: Zip:
Fax: ( )
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:Lisa Beaman
Signing Official & Title:Lisa Beaman (or Tames Yq1212), Manager
b. Contact information for person listed in item 3a above:
Mailing Address:6025 Tarin Road
City: Wilmington State:NC Zip:28409
Phone: (910 ) 769-3053 or (252 )916-5030 Fax: ( )
Emai1:E85lisafgmail.com
4. Local jurisdiction for building permits: New Hanover Coun E C E I V G
Point of Contact Phone #:
BY.
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.
Runoff wiill be directed into stormdrain conduit then discharged into a wet basin
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 PUDApproval 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 II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 94.21 acres 5. Total Coastal Wetlands Area: n/a acres
6. Total Surface Water Area: n/a acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project Area':
94.21 acres
Total project area shall be calculated to exclude the foIlowing: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (B UA). 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 = 33.8 %
9. How many drainage areas does the project have?3 (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.
Basin Information
Drama a Area
Drama a Area
Drainage Area _
Drama a Area
Receiving Stream Name
Stream Class *
Stream Index Number
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** (sf)
% Impervious Area** (total)
Impervious" Surface Area
Drainage Area
Drama e Area _
Drainage Area —
Drainage Area
On -site BuLn-digs/Lots (sf)
—
On -site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
Total (sf):
Stream C:iass and index Number can be determined at: U4,:''-L4ioi Ion+;r;c csi,LC _R`;ti1
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

Drainage Area 1
Receiving Stream Name
Everett Creek
Stream Class
SA; HQW
Stream Index Number
18-87-29
Total Drainage Area
675,561
On -site Drainage Area
675,561
Off -site Drainage Area
Proposed Impervious Area (sf)
268,377
% Impervious Area (total)
39.7
Phase 1 Lots 178,500
Pumpstation 4,947
Proposed Streets 61,197
Proposed Sidewalks 8,733
future 15,000
Total 268,377
Drainage Area 2
Receiving Stream Name
Everett Creek
Stream Class
SA; HQW
Stream Index Number
18-87-29
Total Drainage Area
1,852,386
On -site Drainage Area
1,852,386
Off -site Drainage Area
Proposed Impervious Area (sf)
712,864
% Impervious Area (total)
38.5
Phase 2 Lots 315,000
Phase 2 Streets
114,095
Phase 2 Sidewalks
18,116
Phase 4 Lots
147,000
Phase 4 Streets
63,127
Phase 4 Sidewalks
9026
Amenity
20,000
future
26,500
Total 712,864
Drainage Area 3
Receiving Stream Name
Everett Creek
Stream Class
SA; HQW
Stream Index Number
18-87-29
Total Drainage Area
1,066,462
On -site Drainage Area
1,066,462
Off -site Drainage Area
Proposed Impervious Area (sf)
408,886
% Impervious Area (total)
38.3
Phase 3 Lots
140,000
Phase 3 Streets
45,038
Phase 3 sidewalks
7,370
future
216,478
Total 408,886
ECEIVE
OCT 0 2 2017
BY.

'Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new B LIA.
L1. How was the off -site impervious area listed above determined? Provide documentation.
Proiects in Union County: Contact DEMLR Central Office 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 1 SA 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
fromhtty://portal.ncdenr.or-z/web/wq/ws/su/bmv-manual.
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
hgp://portal.ncdenr.org/web/w,q/ws/su/statesw/forms does. 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://12ortal.ncdenr.org/web/3yq/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 htW://yortal.ncdenr.org/web/wq/ws/su/statesw/forms dots.
Initials
1. Original and one copy of the stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants 0752-4
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Forms) (sealed, signed and dated) and O&M /l%3
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to�
htt :/ /www.wyhelg.org/pages/onestoRgaress.html 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�
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 011 R [.E
receiving stream drains to class SA waters within 1/s mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). 415
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.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances. CC
j. Site Layout with all 13UA identified and dimensioned. E 4..�+ a• G I V E
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control meApi#reSEP 18 201t
in. Wetlands delineated, or a note on the plans that none exist. (Must be delineated b
qualified person. Provide documentation of qualifications and identify the person
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 ma Ac4--
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 veilfiy the SHVVT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 5836 Page No:1392 F76E'
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC o� fi GE
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.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.
hW2:/Zwww.secreigU.state.nc.us/­Con2orations/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. If 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 http://portal.ncdenr.org/web/lr/state-stormwater-
forms does. 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:Howard Resnik, PE
Consulting Firm: CSD Engineering
Mailing Address:PO BOX 4041
City:Wilmington State:NC Zip:28406
Phone: (910 ) 791-4441 Fax: (910 ) 791-1501
Email:howard®csd-gngineering.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.
nECEIVEnt
`. SEP 18 2017
j,.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

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.
Date: / " /2- /%
I, -,a Notary Public for the State Of 12AII C-ad e 1I AJ O , County of
do hereby certify that L •� g� = personally appeared
before me this day of <5z 20% , Mnknowledge 1 e(�due execution of the application for
a stormwater permit. Witness my hand and official seal ��ul
7
� gay S (rp\e � eY-,..1►�
SEAL
My commission expires ,- Z I- 2 1 b
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) James Yopp
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 stormwater rules under 15A NCAC 21-1.1000 and any other applicable state stormwater requirements.
Signature: 1 c4 w = Date: O' cl / de— n
a Notary Public for the State of V 1OJ\\-j�D �'��, County of
�y o �� . do hereby certify that S— e3 L- �uP{' �— personally appeared
1� ,
before me this ` day of . oJ{'_-z/),1J C,- Zo 11 , and a owledge the d e ecution of the application for
a stormwater permit. Witness my hand and official seal,
c'y�kl
SEAL
My commission expires 1- Z 1- Z d) �
ECEIV'E
SEP 16 2017
BY:
Fonn SWU-101 Version Oct. 31, 2013 Page 6 of 6

Permit No.
(to be provded by DW
��� vVR7�9
_ pG
KDENRO Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
NET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part I1Q must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Tarin Woods II
Contact person Howard Resnik, PE
Phone number 910-7914441
Date 6/2/2016
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 675,561 fe
Impervious area, post -development 268,377 fe
% impervious 39.73 %
Design rainfall depth 1.5 in
Storage Volume: Non -SA Waters
Minimum volume reeuirad 34,625 fe
Volume provided
38,906 fe
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volume
fe
Pre -development 1-yr, 24-hr runoff
fe
Post -development 1-yr, 24-hr runoff
fe
Minimum volume required
fe
Volume provided fe
Peak Flow Calculations
Is the prelpost control of the lyr 24hr stone peak flow required? y (Y or N)
1-yr, 24-hr rainfall depth
3.8 in
Rational C, pre -development
0.20 (unitless)
Rational C, post -development
0.82 (unitless)
Rainfall intensity: l-yr, 24-hr storm
0.16 In/hr OK
Pre -development 1-yr, 24-hr peak flow
25.07 ie/sec
Post -development 1-yr, 24-hr peak flow
31.48 felsec
Pre/Post 1-yr, 24-hr peak flow control
6.41 elsec
Elevations
Temporary pool elevation
20.30 fmsl
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
19.50 msl
20.00 msl
EI�
Bo 1of vegetated
egetated shelf elevation
19.00 msl
) :'
JUN 0 2 20%
Sediment cleanout, top elevation (bottom of pond)
15.00 msl
Sediment deanout, bottom elevation
14.00 msl
Sediment storage provided
1.00 It
BY:
Is there additional volume stored above the state -required temp. pool?
n (Y or N)
Elevation of the top of the additional volume
fmsl
Form SW401-Wet Detention Basin-Rev.94118/12 Parts I. & II. Design Summary, Page 1 or 2

Permit No.
(to be provided by DWG)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pod 50,696 fe
Area REQUIRED, permanent pool 23,510 ftz
SAIDA ratio 3 48 (unitless)
Area PROVIDED, permanent pool, 4.-PW
45,405 fig
OK
Area, bottom of 10ft vegetated shelf, Ab�L,hw
41,093 ff
Area, sediment cleanout, top elevation (bottom of pond), Ab„Lp„tl
21,816 fly
Volumes
Volume, temporary pool
38,906 fe
OK
Volume, permanent pool, V,,Lpw
166,317 fe
Volume, forebay (sum of forebays if more than one forebay)
36,498 fe
Forebay % of permanent pool volume
21.9% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
y (Y or N)
Mountain/Piedmont SAIDA Table Used?
n (Y or N)
SAIDA ratio
3.48 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
n (Y or N)
Volume, permanent pool, VP, ,,_, I
166,317 fl
Area provided, permanent pool, A�,,w
45,405 ffz
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, d,,,, (Round to nearest 0.5ft)
it
Calculation option 2 used? (See Figure 10-2b)
y (Y or N)
Area provided, permanent pool, Ap.,.,,,
45,405 fe
Area, bottom of 1Oft vegetated shelf, Ab�L,w
41,093 fe
Area, sediment cleanout, top elevation (bottom of pond), A
21,816 ff
"Depth" (distance b!w bottom of 1 Oft shelf and top of sediment)
4.00 ft
Average depth calculated
3.54 ft
OK
Average depth used in SAIDA, d.,(Round to down to nearest 0.5ft)
3.5 ft
OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (f circular)
Area of orifice (d-non-circular)
Coefficient of discharge (Co)
Driving head (Hj
Drawdown through weir?
Weir type
Coefficient of discharge (C„)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
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:
y (Y or N)
3.50 in
in
0.60 (unidess)
0.33 ft
(Y or N)
(unidess)
(uni6ess)
ft
ft
25-07 its/sec
31.48 ftslsec
U.16 fOlsec
2.70 days OK, draws down in 2-5 days.
3:1 QK 10 :1 OK JUN 0 2 2016 UL
10.0 ft OK
3 :1 OK
3.0 :1 OK Br
y (Y or N) OK
TO ft OK
n (Y or N) OK
y (Y or N) OK
y (Y or N) OK
portable pump
Form SW4011-Wet Detention Basin-Rev.9.4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
ik. REQUIRED ITEMS CHECKLIST _
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result In a request for additional Information. This will delay final review and approval cif the project. Initial ill t ;e spac6 provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
EG S
1. Plans (1 ° - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
EC
Partial plan (1 " = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin 0" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
_
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
[z I
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
CktGS
7. The supporting calculations.
e i M
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
_ D-K-
9. A copy of the deed restrictions (if required).
L° Aus
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/1e/12
Eu
MAR 0 8 2016
BY'
Part III. Required Items Checklist, Page 1 of 1

p m-v0cnpz o �
� m I
m m
.`1 �1 • MO // ep is a o a n
4!
w ii .y d m
; !7
y
'O
..jx
•• a
� w o
p N
x
y
m m a Q!
V� 0 ho : �, W
c ' ; m -�
rn� m
U3 CD
i 0
I s
1 I co
I
0 0 �g m v
w 3 =�
w •w � a
w= 0 3� Cr m= a ;+
�� � D g1D
5. 0 o� o m _.
o c La.
a5 ° C'0 aw
m
� •0 m 0 rL
C)v o 85 aai C.
CL 9 CD
0 ID
N rt
o i*0
a 3 0 � O 0 w=
� 0
o0 �o Cp1DN �D
cry a,
m m� Z;0
��
m m• 3
m = 0 t�
�' �
�
�
c
�
o•
n
�
F�
N
�
Dc�'
n
a
o
0
•e
j
t �.
O
Q
�
I
chi
1
1
I
1
I
_•i
m
my�f°3
v
fl!
S
N
3
c
�3
�
n��
C•n
m
�
n
m
m
�
$
m
a
�
�
o
�I
i
I
l �
I
�1
I
{
i
o
1
I
{
f
w
NO

fy
D'
N
tr IT
Dm
>
N
;ri
cw
O
_— mm w 'Sa •S
g
swI
,>
IL
i$
m(
g
m
m
h
pCD�p
IIB'm
m
C
n, 5F
j®m
3
5
m
B.
0
CN
sS
�
�
$
�m
�
m
S !3
°.'.
$.
°-
rr
m
°,
s
m
5
m
m
3
m�
S
u:
3
m°
a
3
!e.
^�'
3
�.
D$
m
3
g
$
O
o
$
m
o
S
m
g
RfR0
m
ci
m
�f
l
_
CL
+o
is
'�
L� S
S 3
E a. c
S °�
c
a
5
s
S,
Sr
3�
w
$
m
3
;fa
ypsf
o
h
0
m
m
c
c�
I=.
m�
m�
3
m
e-i 510
i;ia,
�
�O.
m -ry n�
C C i I
�_
m
W
R
a
�i{[:
°•
w
�.
me
I m
v
1p
m
Lp
y�g�.
G i
®
°
o
N
N
�
�
•O
�
.x
0.
�
�•
1-fA
co
$
C
'a^
'D
a?
m °°
3Ga
0SI:
7tI$
i
1
o
m o
o
�jm
0
3=
o
<J
m
=
imw
c
a
$
a
Fm
±"
O
w
$
jS
_
'
$
Q
a
FA
3
iCL
W
FA
m
m
lit
e.
o
a
o'
'
f
=r
1=
01
o
°
m
J
m
I
! a
J
3�
SO
c
k�
J
1
J•
j
! i j
�, I
I �
I
N
��
e
j
I
I
#
1
i
9
v
lS
i
t
o
v
o
u,
m
r SC
a S
"
""
W
rn
o
o
C5
���-'
_ >
Q
>•
g
M
o
to
G:
a
m
9mP
I fSgR�
s. g
E
m
c
g
g
a
m
>
0.
>
o'
0
S.
m
Er
p
5�
m
m
r&
$�
!�
3 $.
C
m
a
1]
iA: Ip
O
m
m
s
m
0
f�
m
m
1� C '
ca
7�
CL
SCn
7
�;
ro' 3
too
=0a a
-,
3
a
o
1 m
0
O
O
a
m•�`
S m m
.4.
is
.
W
Z7
! w
s a o
a
�.
a
o
IL
3
3
m
n a
C
Y
��
&
Iro
3 s -p�
�
m=
S
W$
A
m
a
D
m
m
m
m$
m
m
c
3 S
a?
a
5
07
is
m 7
a a
J
N
o
�.
R
w
m
&-
w
p �•
fE
G.
'_'
m
$
1 C n
c
�"
Ip
06
S
w-
vZ
Q
1]
'r
a o -0aa
3
2
3$
w
pQppp
3
W
�3
a@
o
m
w=
i
c
sa
og
mi$.
3 .0v o
o
c
a
m
s
G)
=5
g
m 3 20
}
$
'n
m
$
+} ..
C>
a�i
02
m
$
S
m
n
P-
n
p
a
CL
�Q
.°c.
�
CD
a
m
J
J
J
ro m
3
a
J
n
3:
J
1
7
m
�
mf
1
1°
i
ILfI
J
�
4
O
f
„FF1
#
j
i611
�.�� •G
� � � �C
at•<1d
�
�
�
mEia
/a
Wtat�;
to
-tl-C
�-<
:mdld
�w
��dp
pO
�
1 t
i i►w
I�
I
�
'� I.'�1.
/w'7
y
�
i"�
1,
� •w
j
'
�
i�
`
W
,p,����
EAIN I3
4�5 i
I
1.1�
�
IL
®
a
E{
1
I
O
v
O
O
M
3
CD
9

Im y c) vn CD
d:fii NH to.
wm go. In m
i)Ib r., : > CD
o
-o
•w (D
as �f'•••••;.� 0
a•
.. a
1 �
O M,
t^' I 0.
v cn - II co
n.l 0
w c to. ` w
N g
{ I m
CL
N
O,
o 0 � � �D �
-�
m
yom t�,. o- oc o
o N m
I
a, m 0 21 m ro
ort
o w a ry C a w
y a H 7 N
�M to Qto q
G r.
0 a
a� o may G. -+
o m � �.
p y ao m a�� CD
3 co
M w t'n � m C W '�*
p N 7 m a S W 7
ON N N �D
!f! w 3
II 7 �ID
rt _�
trey w o `*� o
w���• m �s
c n o�
m %
� m
to
CD
is
I
�
�
3
a,
n
�
N
�
Q'
o.
o
0
�
31
I
m
.�
j
I
I
I
I�
J
I
Ij' 1
J
1
I
i
I
J
r
v�
0.
-t
�
CD
3
cow
�
2
r
�
R7
OO
�
g•
z
a�
lD
�
3
<
0
w��
W
w
Q-
00
7
mm
�
o
N
'
I
J
a
A
m
j
I
E
i
I
I
i
3
f
I
E
o
t
�
o
1
I
'
I
i
I
I
�
y

m
r
m.rti_
Q m
t'4 0
cm MNJ
r
sm
w
Q�
-'
�as.ss.m�
m
w�
s
13
F�
m:
�
m
m
3
l
w
n
3 I
I
W
C
a a
IW
0
n
N
a
11 '
�� �,V .mom .'p O :� 1 ;CD
{:N O .cO OCC •Z IW �OV1
Im Ij I1,3 I:O Ip ix A:tn ID.
t :' }I• i i I � i h . x i •E3,��':
rip
3 II.D
O
O1�
d:m
ID m N{m
Cr
alM
ID m
�I<
I
w1 G
C.
o;m
m�T
O'
D
d�
appI
OI
7
ID:
i
0
m
n
�O
O
U3 I c
0 a
M* m
D m
3 m
Er 1�
7
IN 9 I
A p
� O
J
0
N± m I Z p
I y m. N O{ IO 0
I
is
5C N TZ W M N 1
��G N 0I� m N
m m
�l. E l w g m c� n
.. m m m m 3 3
p{�3 P m n m o m
O m p
m
iy!aCL
m
�I�
m m 7
i m I° m m
m (n
0 n
him m 'O w o
3 3 3
f� (n OO N P 2 » m
ID
3 p m m a c m o
i} m
m = J y
m 9
illp O a
R o
W P
m c
a'
ti; l y fm
7 O
1 0. m
I = �
o.
Q m
�+ m
w O '0
l
Ym:`m ly Im 0Iy
0 0
�,�p
'tn > > 3 CL
a0 O O m
g."omI
sm = m �i
;Im � IIS w IpD m �+ m c 05 m l
� rr 13D l
i! w
= Ilm 0 z 'aw z m
7
m m 3 0 c
'm MrW S Cry
{' Ou O I m >: O 0-
x
yD c m c O
o m =r m m
sm O OR
Q m 3 0 3
n w fc^i7 d �Z n O
O
,J
11 i7
•J
a
� O
cic c
a
W,N1
m :a
sv 'Z'i
:Q f�.fn
.v m.
M,,
(a'°
�m..
m
3
3
P
m
mll
- {o
A�N'AI I
CD
C.
ODm!y a
ICL
a CD
.A:11'

High Density Residential Subdivisions C�
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 21-11.1000 and S.L. 2006-246, the Stormwater Management Regulations,
deed restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility. Deed
restrictions and protective covenants are necessary to ensure that the development maintains a "built -upon"
area consistent with the design criteria used to size the storr„..,ater control facility.
I, James Yopp acknowledge, affirm and agree by my signature below, that I will cause the following deed
restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number SW8 180306 Phase 2, 3, 4 as issued by the Division of
Energy, Mineral and Land Resources underihe Stormwater Manegement Regulations.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Energy, Mineral and Land Resources.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Energy, Mineral and Land Resources.
6. The maximum allowable built -upon area per lot is 3,500 square feet. This allotted amount
includes any built -upon area constructed within thg 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.
OR, if the proposed built -upon areas per lot will vary, please REPLACE 06 above with the following:
6. The maximum built -upon area per lot, in square feet, is as listed below:
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
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.
7. Each lot will maintain a 30** foot wide vegetated buffer between all impervious areas and surface
waters.
**50 foot for projects located in the 20 coastal counties.
8. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures.
EIVE
SEP 1 u 2017
BY.
Form DRPC-3 Rev.2 05Nov2009 Page 1 of 2

Hiah Density Residential Subdivisions
Deed Restrictions & Protective Covenances
or i'
W A , a Notary Public in the
State of -�, o�',�Iva , County of V"*'W w
do hereby certify that tees Tn �P rt.� personally appeared
before me this the g day of �e �em�P' , 20 k , and acknowledge
the ue execution of the foregoing instrument. Witness my hand and official seal,
S SEAL
Signature e o c "j S e l o� peannwww;
My Commission expires l - Z 1 Z o 1 +, ay s. 060
GE•CEQ���
4kom•'0#01Ait :9
VER COS+�,
ww4rrrY►M
Form DRPC-3 Rev.2 0514ov2009 Page 2 of 2

Tarin Woods Ph II
Phase 1 Lot Numbers 1-51
Phase 2 Lot Numbers 52-141
Phase 3 Lot Numbers 154-180, 197-209
Phase 4 Lot Numbers 210-251

MEMORY TRANSMISSION REPORT
TIME :10-17-2017 10:32
FAX NO.1 :9103502004
NAME :Mainfax
FILE NO.
535
DATE
10.17 10:28
TO
97911501
DOCUMENT PAGES
11
START TIME
10.17 10:29
END TIME
10.17 10:32
PAGES SENT
11
STATUS
OK

CSD
ENGINEERING
October 6, 2017
Christine Hall
DEQ/Stormwater Section
NC Department of Environment & Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Modification
Tarin Woods II
New Hanover County
CSD Project No. 06-134
Christine:
We are in receipt of your comments dated October 4, 2017. Enclosed please find the following items:
Two (2) copies of the revised pages EC3sw, EC6sw and EC10
Comment: 15A NCAC 02H.1042(2)(g)(vii): The collection system information appears to be missing from plan sheet
EC6sw. The inlet protection appears to be missing from plan sheets EC3sw and EC10. Please confirm that
all applicable labels or layers are turned on.
Response: Layer was errantly turned off on previous submittal. Inlets are now plotting along with their design
information. Added IP to the inlets on EC3 and added the rip rap apron on the connecting culvert on
EC10.
Comment: 15A NCAC 02H.1042(2)(g)(iv): Please provide additional proposed contours or drainage patterns along the
roads to the north of lots 219 and 180 on plan sheets SC3sw and EC6sw to support the delineated
drainage areas.
Response: Added spot shots along the roadways in the referenced area on sheets EC3 and EC6.
Please let me know if you have any questions or require any additional information.
Sincerely,
Mike Broyhill
Encl.: As noted above
CC: Hoosier Daddy, LLC
I V E
OCT 0 6 2017
BY:
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710 CM
(95 ENGINEERING

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
October 4, 2017
Hoosier Daddy LLC
Attn: Jack Carlisle, Manager
6025 Tarin Road
Wilmington, NC 28409
Subject: Request for Additional Information
Stormwater Project No. SW8 160306
Tarin Woods H
New Hanover County
Dear Mr. Carlisle:
ROY COOPER
Governor
MICHAEL S. REGAN
secretary
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on September 18,2017 with additional
information received on October 2, 2017. A preliminary in-depth review of that information has
determined that the application is not complete and that additional information is needed. To continue the
review, please provide the following additional information:
1. 15A NCAC 02H.I 042(2)(g)(vii): The collection system information appears to be missing from
plan sheet EC6sw. The inlet protection appears to be missing from plan sheets EC3sw and EC10.
Please confirm that all applicable labels or layers are turned on.
2. 15A NCAC 02H. I 042(2)(g)(iv): Please provide additional proposed contours or drainage
patterns along the roads to the north of lots 219 and 180 on plan sheets SC3sw and EC6sw to
support the delineated drainage areas. Recommendation: In the case where the contour interval
on a "topographic " map is too large to adequately reflect the existing and proposed drainage
patterns of a relatively, flat property, spot elevations and/or a site -specific elevation survey may
be needed.
3. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
The requested information should be received in this Office prior to October 12, 2017, or the application
will be returned as incomplete. If the project is returned and you wish to re -submit to the Express
Program, you will need to reschedule the project through the Express Coordinator for the next available
review date and will need to resubmit all required items at that time, including the application fee.
If additional time is needed to submit the requested information, please email your extension request,
prior to the original due date, to the Division at the email address provided below. The extension request
must include ajustification and a date of when the requested information will be submitted to the
Division, which shall be no later than 5 business days past the original due date. Please remember that
extension requests delay the issuance of the final permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Ss?.t: er's"1:.thCnrafi ,i 1 En*:�;;nmernalQuallty i',s e,rtinar= .:n+.;lr:!dR.e;ourxx:•;
W_minc;_�nP_ryi� ;�?:�.Ul�ic� 1; Cardirla;l�rnx Ex,�•n.�n I Wiir ingtun,A:i; 36-9:1::
910, fku 7215

State Stormwater Permit No. SW8 160306
Page 2 of 2
Please label all packages and cover letters as "Express" and reference the State assigned project number
on all correspondence. If you have any questions concerning this matter, please feel free to call me at
[phone] or email me at [e-mail]-
Sincerely,
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2016\160306 HD\2017 10 addinfo 160306
cc: James Yopp / Lisa Beaman; Hoosier Daddy, LLC
Howard Resnick, PE, CSD Engineering
Wilmington Regional Office Stormwater File
t.c•..A?«thCz<<a1�:sr;I [n.;ronr:ic:rtoiQj.rlity I C.:�.;•.ery.Mi:�.;:ri+? =n;iL:�ndi2es�H�:r:;�y.
SY�minolc:;.iNa c;�r: Office I ""i C.. uin, Drh- Ex:?:i:'Un I %Vi1;TJk1gtM,NC 7.8435
P10".3o'l21S

Hall, Christine
From: Hall, Christine
Sent: Wednesday, October 04, 2017 11:10 AM
To: Howard Resnik ([e-mail]); 'Rodney Wright'; 'Mike Broyhill';
'[e-mail]'
Cc: Weaver, Cameron
Subject: 2nd request for additional info - Tarin Woods II, SW8 160306
Attachments: 2017 10 addinfo 160306.pdf
Al I,
Attached is a pdf of the second request for additional information. There are just a few minor items that need to be
clarified on the plans. I discussed many of these with Rodney yesterday. Please let me know if you have any questions.
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine. [e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
"*"t.'e is l f `µ *R Y fti I i'}N}.
1.'z all vorre r op'd'-nce 0 caaM1 h7t'7 tiliF dti rSS r8 SlibjOCI in the
r``Vc,-i.h Car fina t�obfi : %S'P.cords r-aw c tid., in jl, i7ie diz-rIUC P. d in
From: Hall, Christine
Sent: Thursday, September 21, 2017 12:29 PM
To: Howard Resnik ([e-mail]) <howa rd @ csd-engi nee ri ng.co m>; 'Rodney Wright' <rodney@csd-
engineering.com>; 'Mike Broyhill' <[e-mail]>; '[e-mail]'
<[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: Tarin Woods 11, SW8 160306
All,
Attached is a pdf of the request for additional information for the subject project. Please note that I will be out of the
office next week so if you have any questions, please let me know this week. Also, for anything I receive on September
22, 1 may not have enough time to process it before leaving and it may have to wait until I return on October 2"d. Thank
you in advance for your understanding and cooperation!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality

910 796 7215 office
910 796 7335 direct
christine. iiall(a.ncdenr.00v
127 Cardinal Drive Ext.
Wilmington, NC 28405
'Nothing omp area: - --

September 29, 2017
Christine Hall
DEQ/Stormwater Section
NC Department of Environment & Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Express Stormwater Management Permit Modification
Tarin Woods II
New Hanover County
CSD Project No. 06-134
Christine:
CSD
ENGINEERING
EIVE
OCT 0 2 2017
8y
We are in receipt of your comments dated September 21, 2017. Enclosed please find the following items:
Two (2) copies of the revised Stormwater Drawing sheets
Two (2) copies of the revised Catch Basin Drainage Area map
Two (2) copies of the revised Pond 3 Forebay Area map
One (1) copy of the revised Stormwater Calculations for Phase 3
One (1) copy of the revised Stormwater Calculations for Phases 2 & 4
Revised Wet basin supplement showing correct orifice diameter
Revised 0&M data page
Two (2) copies of the Revised Page 3 of Application
Two (2) copies of the Phased BUA allocation spreadsheet for application
Comment: The built -upon area allocations presented in Section IV.10 of the application are not consistent with the
allocations presented elsewhere in the submittal documents. Please confirm the allocations are presented
consistently.
Response: Created spreadsheet for phased BUA allocation to be attached to application.
Comment: Please provide proposed contours and drainage patterns within Phases 3 & 4.
Response: Proposed contours have been added to the plans.
Comment: Please provide contour labels in the forebays for Pond 2C and Pond 3B on sheets EC8B and EC10.
Response: Contour labels have been added.
Comment: Please update the outlet protection information on plan sheet EC6 to include the additional proposed
outlets or provide a citation of where the outlet protection is specified.
Response: Outlet protection table on sheet EC6 has been. updated.
_..___.__._..._....----._.._.....---....---.---.--.._._....._..._-_--._.__._............._--. ____.___._.._.._._._...._._._._.__._______........._._._..__...._... ........ ......._..___._.__.._...-------............ .........
_____.._....---------.__.._____.......---_--.------..----_
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710
. GICSD
NO

Request for Additional Information: SW8160306 1.2
Comment: For Pond 2, the provided surface area being compared to the required surface area is for the entire pond,
not the main pond. Please confirm that only the main pond surface area is being compared against the
required surface area.
Response: Revised spreadsheet to reflect main bay only.
Comment: Please double-check the stage -storage table for Pond 3, Forebay 1. The same surface area is presented at
an elevation of 19' and 19.5'. The listed forebay volume is associated with the volume at an elevation of
19' instead of 19.5', which could impact the total forebay volume listed in the other submittal documents.
Response: Calculations, Supplement, O&M and Pond 3 forebay area map have been revised.
Comment: The supplement for Pond 3 lists the provided orifice diameter as being 6 inches while the other submittal
documents list this diameter as 4 inches. Please confirm.
Response: Supplement has been revised to show a 4 inch orifice diameter.
Please let me know if you have any questions or require any additional information.
Sincerely,
4 �; r61;7 /L;'_
Mike Brovhill
ECEIVE
OCT 0 2 2017
End.: As noted above
CC: Hoosier Daddy, LLC
3805 Cherry Avenue - Wilmington, NC 28403 910 7914441- www.csd-engineering.com — License # C-2710
�� ' CSD

STORMWATER MANAGEMENT
CALCULATIONS
for
TARIN WOODS II, PHASE 3
PREPARED FOR
HOOSIER DADDY, LLC.
6025 Tarin Road
Wilmington, NC 28409
Prepared by:
31
CSD ENGINEERING
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone] °
License # C-2710
C f �o y
• � SEAL
'°'02 3548
f-
`ilk - %*,�;BIME��-
Howard Resnik, P.E.
=GIVE
OCT 022011

iCSD
ENGINEERING
Storm Water Narrative
September 2017
PROJECT NAME: Tarin Woods II (SW8160306) Phase 3
PROJECT DESCRIPTION: This submittal is for a modification to existing NCDEQ permit SW8160306 to add a new section
within the development (Phase 3) containing an additional 40 single family lots. Portions of this section have not been
evaluated for wetlands. The drainage area for this section will include a future BUA allocation for a future design within
the drainage which will be completed once the wetlands determination has been completed. The owner of the property
is Hoosier Daddy LLC.. This section of the development will connect to existing Appomattox Drive and Sweet Gum Drive
from Section 1 of the Tarin Woods II Development. The project is not located within Y2mile of SA waters.
Stormwater from the site drains through a tributary to Everett Creek SA;HQW located in the Cape Fear River Basin
(Index # CPF 18-87-29). The project will be high density and will be treated with a high density BMP. The proposed site
will utilize a wet basin for treatment. The basin will be split with one of the basins adjacent to an existing ditch for
discharge and the other basin will be connected via underground storm drainage pipe. Roads within the development
are designed to be super elevated and directed into catch basins that will convey the water to the wet basin. Since the
project is located within New Hanover County the site will also need to meet the 2,10 and 25 year pre/post requirement.
Proposed impervious for this section is 38%. Water and sewer for the site will be public and provided by the CFPUA.
PROJECT BMP: storm water pond.
STORMWATER ENGINEER/CONSULTANT:
CSD-Engineering
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 7911501 fax
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710
%� IUD

PROJECT DATA:
Existing Site Data (within Pond drainage delineation)
Existing wetlands portion of area to be determined
Existing uplands 1,066,462 sf (24.48 acres)
Total proposed project area 1,066,462 sf (24.48 acres)
Proposed Site Data:
Ph 3 Proposed 40 Single Family lots
Ph3 Proposed streets
Ph3 Proposed sidewalks
future
Total proposed impervious area
Soil Types Within Proiect Limits:
Abbreviation Type and Description
Le Leon Sand
Ly Lynn Haven
Kr Kureb
Pm Pamlico
(See attached soils map)
140,000 sf (3.21 acres)
45,038 sf (1.03 acres)
7,370 sf (0.17 acres)
216,478 sf (4.97 acres)
408,886 (9.39 acres)
Hydrologic Group Area
C/B 2.89 ac
D 16.76 ac
A 4.42 ac
D 0.33 ac

ROUTING CALCULATIONS:
PRE -DEVELOPED CONDITIONS FOR WETBASIN 3 (see hydrograph summary and reports):
Pre-dev. to Wet Basin
CN Pre Developed = 68 (SCS) composite value determined as follows:
+/-192,916 sf of soils are A, Woods good condition (CN = 30)
+/-126,062 sf of soils are C, Woods good condition (CN = 70)
+/- 747,484 sf of soils are D, Woods good condition (CN = 77)
((192,916 x 30) + (126,062 x 70) + (747,484 x 77) / 1,066,462 = 67.7
USED CN = 68
Area=1,066,462 sf or 24.48 acres
Time of Concentration =10.0 min
Qmax for pre-dev 1-yr/24-hr storm = 24.22 cfs
Qmax for pre-dev 2-yr/24-hr storm = 35.01 cfs
Qmax for pre-dev 10-yr/24-hr storm = 81.02 cfs
Qmax for pre-dev 25-yr/24-hr storm=102.13 cfs
POST -DEVELOPED CONDITIONS (see hydrograph summary and reports):
Post-dev. to Wetbasin
CN Post Developed = 82 (SCS) composite value determined as follows:
+/- 408,886 sf of impervious surface (CN = 98)
+/- 460,896 sf of soils area D, open space good condition (CN = 80)
+/-118,951 sf of soils area A, open space good condition (CN = 39)
+/- 77,729 sf of soils area C, open space good condition (CN = 74)
((408,886 x 98) + (460,896 x 80) + (118,951 x 39) + (77,729 x 74)) / 1,066,462 = 81.9
USED CN = 82
Area=1,066,462 sf or 24.48 acres
Time of Concentration =10.0 min
Qmax for post-dev 1-yr/24-hr storm = 49.17 cfs
Qmax for post-dev 2-yr/24-hr storm = 63.03 cfs
Qmax for post-dev 10-yr/24-hr storm=116.13 cfs
Qmax for post-dev 25-yr/24-hr storm=138.58 cfs

Routed site — areas draining to pond (see hydrograph summary & reports):
Qmax for post route 1-yr/24-hr storm = 4.05 cfs
Qr=ax for post -route 2-yr/24-hr storm = 8.95 cfs
Qmax for post -route 10-yr/24-hr storm = 58.59 cfs
Qmax for post -route 25-yr/24-hr storm = 91.17 cfs
SUMMARY:
Wetbasin 3
Storm Event
Pre-Dev Qmax
(cfs)
Post-Dev Qmax
(cfs)
Routed Post
Qmax (cfs)
1 yr
24.22
49.17
4.05
2 yr
35.01
63.03
8.95
10 yr
81.02
116.13
58.59
25 yr
102.13
138.58
91.17
WITH WORKING OUTLET STRUCTURE
BMP
100 year water
elevation
Top of Bank Elevation
3
22.35
23.0
NO OUTLET STRUCTURE
BMP
100 year water
elevation
Top of Bank Elevation
3
22.50
23.0

WET DETENTION BASIN CALCULATIONS
Pond 3
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
1,066,462
sf
24.48
acres
buildings =
140,000
sf
3.21
acres
roads =
45,038
sf
1.03
acres
sidewalks =
7,370
sf
0.17
acres
future =
216,478
sf
4.97
acres
rec =
-
sf
-
acres
total impervious surface =
408,886
sf
9.39
acres
total non -impervious surface =
657,576
sf
15.10
acres
percent imp. = 38.3 %
DETERMINE REQUIRED SURFACE AREA
from SA/DA Chart
depth = 3 ft
Imp %
SA/DA
30
2.18
38.3
x
40
2.96
x=
minimum surface area =
surface area provided =
1.5" VOLUME DETERMINATION:
Pond 3
DETERMINE RUNOFF COEFFICIENT (Rv)
2.83
0.0283 x 1,066,462 sf
30,181 sf
54,006 sf 9 elevation 19.5
I = 38.3 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 +0.009 (1)
Rv = 0.39 in/in
DETERMINE VOLUME
design storm = 1.5 inch
Rv = 0.39 in/in
drainage area = 24.48 acres
volume = ?
volume = (design storm)(Rv)(drainage area)
volume = 1.2 acre-ft
volume = 51,985 of of required storage volume
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

WET DETENTION BASIN STAGE -STORAGE TABLE:
Pond 3, Main Bay Only
INCREMENTAL
ELEVATION AREA
VOLUME STORAGE
(FT) (SF)
(cf) (cf)
15 31238
sediment storage not used in calcs
16 35,562
17 40,003
37,783 37,783
18 44,558
42,281 80,064
Bottom Shelf 19 49,225
46,892 126,956
PP 19.5 54,006
25,808 152,764
Main Bay, Forebay Berm and Forebay
PP 19.5 72,790
_
Top Shelf 20 78,304
37,774 37,774
1.5" STORAGE 20.2 79,421
15,773 53,547
21 83,931
52,081 105,628
22 89,671
86,801 192,429
23 95,525
92,598 285,027
perimeter of PP main bay only = 1,612 ft
1.5" storage volume provided (elev. 20.2) =
53,547 cf
SA at bottom of 6:1 shelf main bay only (19) =
49,225 sf
volume at PP Main Bay only (elev. 19.5) =
152,764 cf
minimum forebay volume (15%) =
22,915 cf
maximum forebay volume (20%) =
30,553 cf
volume provided in forebay only (elev. 19.5) =
26,671 cf
AVERAGE POND DEPTH
Option 2
When shelf is submerged
Davg = VPP Vshelf /Abottomofshelf
VPP 152,764
volume of permanent pool main bay (cf)
Vshelf = 1,209
volume over the shelf only (cf)
(0.5 x Depth x Perimeter x Width)
Depth = 0.5, width = 3.0
A = 49,225
area of bottom shelf (sf)
Davg 3.08
-
61.
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

FOREBAY STAGE -STORAGE TABLE:
Pond 3, Forebayl Only
INCREMENTAL
ELEVATION
AREA
VOLUME STORAGE
(FT)
(SF)
(cf) (cf)
16
3,162
sediment storage not used in talcs
17
4,026
18
4,969
4,498 4,498
19
5,991
5,480 9,978
19.5
6,586
3,144 13,122
forebay volume provided = 13,122 cf
Pond 3, Forebay 2 Only
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(cf)
16
179
sediment storage
not used in talcs
17
499
18
917
708
708
19
1,425
1,171
1,879
19.5
1,737
791
2,670
forebay volume provided =
2,670 cf
Pond 3, Forebay 3 Only
INCREMENTAL
ELEVATION
AREA
VOLUME
STORAGE
(FT)
(SF)
(cf)
(d)
16
2414
sediment storage not used in calcs
17
3220
18
4,097
3,659
3,659
19
5,043
4,570
8,229
19.5
5,557
2,650
10,879
forebay volume provided =
10,879 cf
total
forebay volume provided =
26,671 cf
'.�C..... .,
ily: —
CSD ENGINEERING
PO BOX 4041
W ILMINGTON, NC 28406

STAGE - DISCHARGE TABLE:
Pond 3
size of orifice (in) = 4.00
crest length of weir cut (ft) = 6.00
crest length of grates (sf) = 8.0
crest length of spillway (ft) = 65.0
ELEVATION 40' PVC WEIR
(ft) (S) Ws)
19.5 0.00 -
20 0.30 -
21 0.51 14.17
22 0.66 47.82
23 0.79 92.77
PVC DRAW DOWN
Pond 3
Orifice size = 4.00 in
Normal Pool Storage Elev. = 19.50
1.5" storage Elev. = 20.2
elevation of orifice = 19.50
elevation of weir cut = 20.2
elevation of grates = 20.7
elevation of spillway = 21.6
GRATES SPILLWAY TOTAL
(cfs) (cfs) (cfs)
- 0.30
4.34 - 19.02
39.13 87.61
92.09 323.02 508.67
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) _ (20.2 -19.5) /3 =
Orifice cross sectional area (A) = pi x rA2 = 3.14 x (r/12)A2 =
Acceleration due to gravity (g)
Q=CA (2gh)Al/2 = 0.6 x 0.08722 x (2x32.24.23)Al/2 =
51,985 / 0.20141= 258,105 seconds =
0.23 ft
0.08722 sf
32.2 ft/sA2
0.20141 cfs
2.99 days
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

VELOCITY CONTROL FOR PIPE OUTFALL
POND 3 OUTFALL - (2) 24" PIPE OUTFALL;
58.59 / 2 =17.75
Qpeak = 29.29 cis from 24 "pipe (see
sheet EC10)
Q=VA V= Q/A
= 29.29
/ 3.14
9.3
ft/sec
From chart 8.06b, Q = 29.29 cis
d= 24"
d50 - 0.30 it or 3.6 ", use
4 "
La = 30 it
3d - 6.0 ft
W=d+0ALa= 14ft dmax=1.5xd50=
B"
apron thickness = 1.5 x dmax =
9 "
apron dimensions: min. stone size =
4 Inches
min. apron thickness =
9 Inches
apron length -
30 ft
width of apron at pipe outlet =
6 it
width of apron at end of apron =
14 it
CSD ENGINEERING
PO BOX 4041
WILMINGTON, NC 28406

Hydrograph
Summary
Report
Hydraflow Hydrographs Extension for AutoCAD®Civil
31302015 by Autodesk, Inc. v10.4
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
Interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
SC:S Runoff
24.22
2
730
100,696
—
—
—
Pre Dev
2
SCS Runoff
49.17
728
188,635
—
—
Post-Dev
3
Reservoir
4.052
840
69,779
2
21.06
123,713
Routed
5
Reservoir
1.037
1220
17,713
2
21.62
172,604
No Outlet
Pond_C.gpw Return Period: 1 Year I Friday, 09 / 15 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 24.480 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (C%)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ' 1 1 1'
0 120 240 360 480
— Hyd No. 1
0
Pre_Dev
Hyd. No. 1 —1 Year
Friday, 09 115 / 2017
= 24.22 cfs
= 730 min
= 100,686 cuft
= 68
= 0 ft
= 10.00 min
= Type III
= 484
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
' ' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post-Dev
Hydrograph type~
= SCS runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 24.480 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.83 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(12.720 x 98) + (13.640 x 61)] / 24.480
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev
Hyd. No. 2 —1 Year
Friday, 09 / 15 / 2017
= 49.17 cfs
= 728 min
= 188,635 cuff
= 82*
= 0 ft
= 10.00 min
= Type III
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
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 3D®2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
Routed
Friday, 09 / 15 / 2017
= 4.052 cfs
= 840 min
= 69,779 tuft
= 21.06 ft
= 123,713 cult
1 /1 • • -_ 1 11
,! 11

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. A 0.4
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3 No Outlet
Max. Storage
Storage Indication method used.
Q (cfs
50.00
30.00
20.00
10.00
Friday, 09 / 15 / 2017
= 1.037 cfs
= 1220 min
= 17,713 cuff
= 21.62 ft
= 172,604 cuff
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Timemin)
Hyd No. 5 — Hyd No. 2 i- Total storage used = 172,604 cuft (

Hyd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
35.01 2
730
140,432
—
-----
Pre Dev
2
SCS Runoff
63.03 2
728
241,568
—
----
Post-Dev
3
Reservoir
8.951 2
774
122,712
2
21.17
133.300
Routed
5
Reservoir
3.771 2
902
70,646
2
21.67
177,044
No Outlet
Pond_ ,gpw i
Retum Period: 2 Year
Friday, 09 115 / 2017 i

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 35.01 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 140,432 cuft
Drainage area
= 24.480 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Pre Dev
Q (cfs) Hyd. No. 1 -- 2 Year Q (°)
40.00 40.00
30.00 30.00
20.00 20.00
k1
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Leak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 24.480 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) = [(12.720 x 98) + (13.640 x 61)] / 24.480
Post-Dev
Q WS) Hyd. No. 2 — 2 Year
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Friday, 09 / 15 / 2017
= 63.03 cfs
= 728 min
= 241,568 tuft
= 82*
= Oft
= 10.00 min
= Type III
= 484
Q (Cfs)
70.00
50.00
40.00
30.00
20.00
10.00
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 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post-Dev
Reservoir name
= Pond 3
Storage Indication method used.
Q (Cfs
70.06
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, 09 / 15 / 2017
= 8.951 cfs
= 774 min
= 122,712 cuft
= 21.17 ft
= 133,300 cuft
Q (Cfs)
70.00
F. 4 We
50.00
40.00
30.00
20.00
10.00
0.00 1 1 0.00
0 120 240 360 480 600 720 840 960 1060 1200 1320 1440 1560
Time (min)
Hyd No. 3 — Hyd No. 2 t Total storage used = 133,300 cuff

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Peak discharge
= 3.771 cfs
Storm frequency
= 2 yrs
Time to peak
= 902 min
Time interval
= 2 min
Hyd. volume
= 70,646 cult
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 21.67 ft
Reservoir name
= Pond 3 No Outlet
Max. Storage
= 177,044 cuff
Storage Indication method used.
No Outlet
l�_��� ��� �� • 1 1 1
1 1 1 .1 :1 •ll 1. :�.1 ••1 !:1 11 1 -1 .1

Hyd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10A
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cult)
1
SCS Runoff
81.02
2
728
312,504
—
—
PreDev
2
SCS Runoff
116.13
2
728
450,514
—
----
Post-Dev
3
Reservoir
58.59
2
742
331,858
2
21.94
200,049
Routed
5
Reservoir
53.71
2
744
279,592
2
22.06
211,600
No Outlet
Pond_C.gpw I Return Period; 10 Year I Friday, 09 / 15 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302015 by Autodesk, Inc. v10.4 Friday, 09 / 15 / 2017
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 81.02 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 312,504 cuft
Drainage area
= 24.480 ac
Curve number.
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (Cfs)
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Pre Dev
Hyd. No. 1 —10 Year
Q (cfs)
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 L -_..r- i i i 1 1 --r 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139) 2015 by Autodesk, Inc. 00.4
Friday, 09 / 15 / 2017
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 116.13 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
2 min
Hyd. volume
= 450,514 cuft
Drainage area
= 24.480 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
Routed
Hyd. No. 3 —10 Year
Friday, 09 / 15 / 2017
= 58.59 cfs
= 742 min
= 331,658 cuff
= 21.94 ft
= 200,049 cuft
Q (cfs)
120.00
100.00
60.00
40.00
20.00
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 = 200,049 cult Time (rain)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. A0.4
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3 No Outlet
Max. Storage
Storage Indication method used.
No Outlet
Friday, 09 / 15 / 2017
= 53.71 cfs
= 744 min
= 279,592 cuft
= 22.06 ft
= 211,600 cult
�„ �„
,am
lot

H yd rog ra p h Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(aft)
(min)
(min)
(cult)
(ft)
(cuft)
'i
SCS Runoff
1112.13
728
391,97
—
- —
Pre Dev
2
SCS Runoff
138.58
i
728
541,335
—
—
Post-Dev
3
Reservoir
91.17
738
422,479
c
22.11
215,727
Routed
5
Reservoir
86.85
738
370,413
_
22.24
227,907
No Outlet
Pond_C.gpw
Retum Period: 25 Year Friday, 09 / 15 / 2017
I

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. A0.4
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 24.480 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.05 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (Cfs)
120.00
100.00
80.00
40.00
20.00
11111I07
Pre_Dev
Hyd. No. 1 — 25 Year
Friday, 09 / 15 / 2017
= 102.13 cfs
= 728 min
= 391,971 cuff
= 68
= 0 ft
= 10.00 min
= Type III
= 484
Q (Cfs)
120.00
100.00
80.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 24.480 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.05 in
Storm duration
= 24 hrs
* Composite (Area/CN) _ [(12.720 x 98) + (13.640 x 61)] / 24.480
Q (cfs;
140.00
120.00
100.00
80.00
40.00
20.00
1 1 240 360 41
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post-Dev
Hyd. No. 2 — 25 Year
Friday, 09 / 15 / 2017
= 138.58 cfs
= 728 min
= 541,335 cuft
= 82*
= Oft
= 10.00 min
= Type III
= 484
Q (Cfa)
140.00
120.00
100.00
80.00
40.00
20.00
FITITi7
600 720 840 860 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
Routed
Friday, 09 / 15 / 2017
= 91.17 cfs
= 738 min
= 422,479 cuft
= 22.11 ft
= 215,727 cult

Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil XG 2015 by Autodesk, Inc. v10.A
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post-Dev
Reservoir name
= Pond 3 No Outlet
Storage Indication method used.
Q (CfS
140.00
120.00
100.00
80.00
60.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, 09 / 15 / 2017
= 30.35 cfs
= 738 min
= 370,413 cuft
= 22.24 ft
= 227,907 cuft
Q (Cfs)
140.00
120.00
100.00
80.00
[:I111If
40.00
20.00
n nn
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- Hyd No. 2 i s 1 ". __- _ 1 Total storage used = 227,907 cult

Hyd rog ra p h Summary ReportHydrallowHydrographs Extension for AutoCAD® Civil 31341) 2015 by Autodesk, Inc. A 0.4
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuff) (ft) (cuft)
1
SCS Runoff
142.52
2
728
546,334
—
------
---
Pre Dev
2
SCS Runoff
180.15
2
. A
712,563
--
----•-
-
Post-Dev
3
Reservoir
143.76
2
734
593,708
2
22.35
237,766
Routed
5
Reservoir
143.11
2
734
541,641
2
22.50
251,448
No Outlet
Pond_C.gpwr I Return Period: 100 Year Friday, 09 / 15 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2015 by Autodesk, Inc. A 0.4
Friday, 09 / 15 / 2017
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 142.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 546,334 cuft
Drainage area
= 24.480 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
Pre Dev
Hyd. No. 1 --100 Year
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00 ' 1 1 1 I I I I L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 2
Post Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 180.15 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 712,563 cuft
Drainage area
= 24.480 ac
Curve number
= 82*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(12.720 x 98) + (13.640 x 61)] / 24.480
Q (CfS
210.00
180.00
150.00
120.00
•1 11
60.00
30.00
Q WS)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 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 31301) 2015 by Autodesk, Inc. A0.4
Friday, 09 / 15 / 2017
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Weak discharge
= 143.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 593,708 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 22.35 ft
Reservoir name
= Pond 3
Max. Storage
= 237,766 cuff
Storage Indication method used.
Q (Cfs;
210.00
180.00
150.00
120.00
90.00
30.00
Q (Cfs)
210.00
180.00
150.00
120.00
90.00
30.00
Wr7ST11
3 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 3 Hyd No. 2 �._L,!"_ :] Total storage used = 237,766 cuff

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2015 by Autodesk, Inc. v10.4 Friday, 09 / 15 / 2017
Hyd. No. 5
No Outlet
Hydrograph type
= Reservoir
peak discharge
= 143.11 cfs
Storm frequency
= 100 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 541,641 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 22.50 ft
Reservoir name
= Pond 3 No Outlet
Max. Storage
= 251,448 cuff
Storage Indication method used.
Q (ds)
210.00
180.00
150.00
120.00
90.00
30.00
No Outlet
Hyd. No. 5 --100 Year
Q (Cls)
210.00
180.00
150.00
120.00
30.00
0.00 `1 1 ' ' '0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 — Hyd No. 2 it F, i.-.-.--.---1 Total storage used = 251,448 cult

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Pond No. 2 - Pond 3 No Outlet
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation =19.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqR)
Incr. Storage (cuff)
Total storage (tuft)
0.00 19.50
72,790
0
0
0.50 20.00
78,304
37,761
37,761
1.50 21.00
83,931
81,093
118,855
2.50 22.00
89,671
86,777
205,631
3.50 23.00
95,525
92,573
298,204
Culvert / Orifice Structures
[A]
[8]
[C]
[PrfRsr]
Rise (In)
Inactive
Inactive
0.00
0.00
Span (In)
= 24.00
4.00
0.00
0.00
No. Barrels
= 2
1
0
0
Invert El. (ft)
= 19.50
19.50
0.00
0.00
Length (ft)
= 28.00
1.00
0.00
0.00
Slope (%)
= 0.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multl-stage
= n/a
Yes
No
No
Stage (fl)
4.00
3.00
2.00
1.00
0.00 ' '
0.0 30.0
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
Inactive
Inactive
65.00
0.00
Crest El. (ft)
= 20.20
20.70
21.60
0.00
Weir Coeff.
= 3.33
3.33
2.60
3.33
Weir Type
= 1
Rect
Broad
-
Multi -Stage
= Yes
Yes
No
No
Exfil.(in/hr)
= 0.000 (by Wet area)
TW Elev. (ft)
= 21.00
Note: Culvert/Ortfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
60.0 90.0 120.0 150.0
Elev (ft)
23.50
22.50
21.50
20.50
I I I I ' 19.50
180.0 210.0 240.0 270.0 300.0
Discharge (ds)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Pond No. 1 - Pond 3
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation =19.50 it
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuff)
Total storage (cult)
0.00 19.50
72,790
0
0
0.50 20.00
78,304
37,761
37,761
1.50 21.00
83,931
81,093
118,855
2.50 22.00
89,671
86,777
205,631
3.50 23.00
95,525
92,573
298,204
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRSr]
Rise (in)
= 24.00
4.00
0.00
0.00
Span (in)
= 24.00
4.00
0.00
0.00
No. Barrels
= 2
1
0
0
Invert El. (ft)
= 19.50
19.50
0.00
0.00
Length (ft)
= 28.00
1.00
0.00
0.00
Slope M
= 0.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multistage
= n/a
Yes
No
No
Stage (ft)
4.00
3.00
2.00
1.00
0.00 ' '
0.0 30.0
Total 0
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 8.00
6.00
65.00
0.00
Crest El. (ft)
= 20.70
20.20
21.80
0.00
Weir Coeff.
= 3.33
3.33
2.60
3.33
Weir Type
= 1
Rect
Broad
Multi -Stage
= Yes
Yes
No
No
Exfll.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 21.00
Note: Cuhrert/OriNce outflows we analyzed under inlet (1c) and outlet (oc) control. Weir risers checked for orlice conditions (1c) and submergence (a).
60.0 90.0
Stage / Discharge
Elev (ft)
23.50
22.50
21.50
20.50
'I 1' 19.50
120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0
Discharge (cfs)

Y
0
0
N
fmyll
G
m
U
m
2
�
0-
z
N
m
e7
IL
t
a
i
a.

c
0
M�
�
�
�
m
�
�
�
�
�
E
�
w
\
�
� o
@
�
k
■
8
t
06
■
�
o E
2 §
a
k
&
�
a �
x
o E
�
B S
@
�
06 E
d d
\
R §
I
o E
t, d
z
�
f m ,
§ �
d
3
co
$ 1-
/
CNI
C5 G
k k
CL
®
�■
�
a k
0 ©
•-
m
ui
#
in
2
12
79
0 0
d La
§
a
§ �
§
%
88
d d
§
+
§
k
c
I
CIA
�
d w
%
j E
R
C
.
V .
2
..
§
K
S
)
§
- "
2

.r.
a.
w
4w
4)
i
I" zo
`d
a�
o N
g o
0
e
CL
rn ,,,
o
�
o
�V
d
W
o
_
C
o
O
I
o n
N
S
C O
O
x
lq M
�i
C
O O
O O
N
O
ai
O O
C
a
o o
y
Z
O
0 o
co
v
P.
SS
5
3
O c
r_
m
C
pp
O q
i'
J 9
C Cn
N
L
II
00 CD
.m
..
O m
O.
E
J
0 0
o ohm,
C m
:3
C
9
O O
c
d
E
O
N
co
U
CM
+
m
CL L
o o
o o
O o0�
c
o
Q
c
co
co
o o
o o
II
Ca
o o
c
11
O CCDD
0
o
o
o
II
to
m
m V
CLl
a
a
m
�
O I
JZ
E
cmI
IL
z

Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil MO by Autodesk, Inc.
TW 11 Forebay 3B-2
Rectangular Weir
Crest = Broad
Bottom Length (ft) = 120.00
Total Depth (ft) = 1.00
Calculations
Weir Coeff. Cw = 3.00
Compute by: Known Q
Known Q (cfs) = 10.67
1.50
1.00
0.50
1 11
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
TW II Forebay 313-2
Friday, Sep 15 2017
= 0.10
= 10.67
= 11.48
= 0.93
= 120.00
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
Weir W.S.
Length (ft)

Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3136 by Autodesk, Inc.
TW II Forebay 3B-3
Rectangular Weir
Crest = Broad
Bottom Length (ft) = 98.00
Total Depth (ft) = 1.00
Calculations
Weir Coeff. Cw = 3.00
Compute by: Known Q
Known Q (cfs) = 20.23
Depth (ft)
2.00
1.50
1.00
0.50
A l f
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
TW II Forebay 313-3
Friday, Sep 15 2017
= 0.17
= 20.23
= 16.44
= 1.23
= 98.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50
Weir - W.S.
Length (ft)

m
U
M
2
d
w
c
0
a
E
Z

k
a
a
0
■
�
�
§
�
§
�
�
�
8
�
E
R
2
k
o, E
.
�
■
CIA
q
CL E
�
�
S
§
�
� �
k
e
2
/
z
§
C
CL
aF
RL
co
® k
�
k
_
■
�
�
•
CL
�§
LQ
�
e
�■
.
�
2
N
2
f
$
2
7
CL
o
�
§
©
u
�
�
$�
�
2
/
S
v
+
k
to
Bco
"
.
E
$
cr)
I
'
I
2
�
2
.
12�
$
w
|
2
z
cc§
—
�

m
I
e
mJmZ
CL_ a�
o N
P,
cm
o
c
CL
c
w
a
LC
c
I
W
CE
a
0
�
a
0
o
to
o
m
O
C
N
0
a
0
Z
0
O
1°
a
3$
c
'
12
�
S�?
J .�.
N
if
�
M
m
8
�
0
C
.e
o
o°fo
= v
co
E
0
0
co
e
F�
U
+
d
a
C3► m �t
oo
o
a
c
v
TL
d
�
If
f7
C
rm+
�
Lq
C
O
F
C
U
�
m
c
V
CL
�
�
_
�
e
a
LL
m
a
z 3
z

C
a
0
M
.OSES
V
0
a
0
a
m
0
a
L.
0
0
.y
w=
uW
W
cc
E
L
0
cc
0
i.
L
A
I

c
0
�
m
�
�
�
�
Lm
�
�
�
E
0
�
I 2
o Q
§
�
§
� 2
0 CCL
_
�
k
■
S §
W
E
A
k
§
&
o E
c §
CL
E
R R
�
0 $
.
CM
8
■
C
d
■
■
E
�
V
§
E
o E
co
0
o
■
2
a
�
Lad
"
� 2
Go 0
co
�
®
«
_
�
2 0
°
�
12
wi ui
�
■
�
2CL
e E
g
§
£
w
m
§
�
%�
8 G
■
�§
d d
»
§
C4 C
£
/
E
k
o
k
d w
§
§
. �
«
E
�
,
.
--- _-- --
�
�
�
\
|
§
- ~
a.

t:
0
CL
w
4mo
CD
7E
etCL
^
o£
0 CM
�
§
I
&E
.
§
�
. 8 G
�
E
C
�
§_
o it
CE
o a
'
k
8 '
09
0 o
]
m c
$
0 0
.
.
o 0
c
$
.
k k
B
@
■_
o o
%
�
0 0
R
�K
§ §
3
2
o
co
■E
§ §
CY
0
g o
§
■KCay
b
■&
0
e
8 §
\
E
"
.
a
o e
2
0 d
CL
8 8
■
� E
d �
�
CR
�
§£
d d
0
«
q
�
§ k
+
�
0 0
k
oCL
�
d d
V
�
0
o
■ 1
f
@_
.
■E �
B 8
d d
"
f
0 0
�
d§ v
o k
0
7
_E
�
■
§
=
z
a.
7
2 2
ƒ
w
z
c
cm
,

a
0
M
V
a
0
a
0
a
L
0
.y
W
L
E
L.
0
3
0
L
� I
w
0
S
0
2
E
Z
m
m
Ul
t+)
T
a
U.
O
a

■
CL
c
0
�
�
�
�
�
L
�
�
U)
E
�
�
9L
m 2
0 a0
0
§
e
�
■ m
0
IL a
LU
CL
E
§
.
R
$
o E
Q
E
k m m
w
a R co
s
E
0 % m
cn
8 8 R
§
■CLE
0 m m
%
e
E
$
8 8
E
§ K m
2
_
In In
§ - 0
§
M■
In to
£LO
e �
§ M §
-
a
§ Lq
f
�2
r- L
«
•
cq o
=
I- co c
©
2
m
E
2 w 2
f
2
"
$ Lo 2
_
CL
§
m N o
2
u
2
d d d
3
v
% 0
2
0 o 0
w2
§
0 0 0
�
k
U) w o
I
k
o 0 0
�
o
k
0 0
i
k
c
§
B
$
e
C
a §
c
L _ cm
§
2
w
a
z
— N m

v
0
CL
�
�
�
�
m§z
CL_
q o 0
C4 w wzz .
�
w
ca
§
3 m R
_
0 £
o d d
C.
§ @
�
8
0 E
03 Cf) CO)
� 00 q
a E
0 0 0
_
CO) m n
0 0 o
e
.
o 0 0
.
k
0 0 0
G G q
d d
§
a
e
o
%
8
q k
S.
K
0
E
0 ci
J
0 8 0
■ E
d d d
§
■K
ca
CRO
§
■ E
® §
2
§ § §
/
a
E
to tn d
m
■
w go 00
a
d d d
E
B B B
a
m
E
CD d w
J,
d to d
o
�
Go
2
E E E
v v
+
+
8 8 8
k
.
�
§ d
8
o e
d d d
�
0 0 0
_e
"
■ ■
0 0 0
#
k
§ §
§ $
§
d
C!
2
0
§
to
k
§
m e
>
z
x = x
$
LL
�
B
§ z
~ n
a�2|
e

Pov.a D.
STORMWATER MANAGEMENT
CALCULATIONS
for
TARIN WOODS II, PHASE 2 & 4
PREPARED FOR
HOOSIER DADDY, I.I.C.
6025 Tarin Road
Wilmington, NC 28409
Prepared by:
I: q4wv,
CSD ENGINEERING
PO Box 4041
Wilmington, NC 28406
Phone: [phone]
Fax: [phone]
License # C-2710
`�,�Illill/!////
�`%N tN C A RQ
�o o�Esa/o %4"5-
SEAL = ✓, z9
025483
y'0%- 0ilME�t. �►� :Z.
Howard Resnik, P.E.

CSD
ENGINEERING
Storm Water Narrative
September 2017
PROJECT NAME: Tarin Woods II (SW8160306) Phase 4
PROJECT DESCRIPTION: This submittal is for a modification to existing NCDEQ permit SW8160306 to add a new section
within the development (Phase 4) containing an additional 42 single family lots. The area where this portion of the
development will occur has been observed by the ACOE and no wetlands are present within the project area. The
owner of the property is Hoosier Daddy LLC.. This section of the development will connect to Ironwood Drive in Phase
Two which hasn't been constructed at this time. Water and sewer will be provided by the CFPUA. This project is not
located within Y2 mile of SA waters.
Stormwater from the site drains through a tributary to Everett Creek SA;HQW located in the Cape Fear River Basin
(Index # CPF 18-87-29). The project will be high density and will be treated with a high density BMP. This section of the
project will construct a new basin (Pond 2C), which will be linked to the previous permitted basin 2A & 2B by
underground storm drainage pipes. All three sections of the basin will function as one pond once they are linked
together. The calculations for Phase 2 have been revised to include this new section of the development. The proposed
site will utilize a wet basin for treatment. Roads within this section of the development are designed to be super
elevated and directed into catch basins that will convey the water to the wet basin. Since the project is located within
New Hanover County the site will also need to meet the 2,10 and 25 year pre/post requirement. Proposed impervious
for this section is 38%.
PROJECT BMP: storm water pond.
STORMWATER ENGINEER/CONSULTANT:
CSD-Engineering
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 7911501 fax
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-271Q C4�
CM

PROJECT DATA:
Existing Site Data (within Pond drainage delineation)
Existing wetlands
Existing uplands
Total proposed project area
Proposed Site Data:
PH 2 Proposed 90 Single Family lots
PH2 Proposed streets
PH 2 Proposed sidewalks
PH 4 Proposed 42 Single Family lots
PH4 Proposed streets
PH 4 Proposed sidewalks
Amenity
future
Total proposed impervious area
Soil Types Within Project Limits:
Abbreviation Type and Description
Pm Pamlico
Mu Murville
Le Leon Sand
(See attached soils map)
67,051 sf (1.53 acres)
1,785,335 sf (40.98 acres)
1,852,386 sf (42.52 acres)
315,000 sf
(7.23 acres)
114,095 sf
(2.62 acres)
18,116 sf
(0.42 acres)
147,000 sf
(3.37 acres)
63,127 sf
(1.45 acres)
9,026 sf
(0.21 acres)
20,000 sf
(0.46 acres)
26,500 sf
(0.61 acres)
712,864 (16.37 acres)
Hydrologic Group Area
D 19.32 ac
A 22.05 ac
C 1.15 ac

ROUTING CALCULATIONS:
PRE -DEVELOPED CONDITIONS FOR WETBASIN 2A,213,2C (see hydrograph summary and reports):
Pre-dev. to Wet Basin
CN Pre Developed = 52 (SCS) composite value determined as follows:
+/- 841,688 sf of soils are D, Woods good condition (CN = 77)
+/- 960,556 sf of soils are A, Woods good condition (CN = 30)
+/- 50,142 sf of soils are C, Woods good condition (CN = 70)
((841,688 x 77) + (960,556 x 30) + (50,142 x 70) / 1,852,387 = 52.4
USED CN = 52
Area=1,852,387 sf or 42.52 acres
Time of Concentration =10.0 min
Qmax for pre-dev 1-yr/24-hr storm = 6.96 cfs
Qmax for pre-dev 2-yr/24-hr storm =15.41 cfs
Qmax for pre-dev 10-yr/24-hr storm = 69.10 cfs
Qmax for pre-dev 25-yr/24-hr storm = 97.18 cfs
POST -DEVELOPED CONDITIONS (see hydrograph summary and reports):
Post-dev. to Wetbasin
CN Post Developed = 74 (SCS) composite value determined as follows:
+/- 712,864 sf of impervious surface (CN = 98)
+/- 525,899 sf of soils area D, open space good condition (CN = 80)
+/- 587,867 sf of soils area A, open space good condition (CN = 39)
+/- 25,756 sf of soils area C, open space good condition (CN = 74)
((712,864 x 98) + (525,899 x 80) + (587,867 x 39) + (25,756 x 74) / 1,852,387 = 73.8
USED CN = 74
Area=1,852,387 sf or 42.52 acres
Time of Concentration =10.0 min
Qmax for post-dev 1-yr/24-hr storm = 59.48 cfs
Qmax for post-dev 2-yr/24-hr storm = 80.67 cfs
Qmax for post-dev 10-yr/24-hr storm=167.89 cfs
Qmax for post-dev 25-yr/24-hr storm = 206.17 cfs

Routed site — areas draining to pond (see hydrograph summary & reports):
Qmax for post route 1-yr/24-hr storm = 3.52 cfs
Qmax for post -route 2-yr/24-hr storm = 6.44 cfs
Qmax for post -route 10-yr/24-hr storm = 23.43 cfs
Qrnax for post -route 25-yr/24-hr storm = 30.03 cfs
SUMMARY:
Wetbasin 2
Storm Event
Pre-Dev Qmax
(cfs)
Post-Dev Qmax
(cfs)
Routed Post
Qmax (cfs)
1 yr
6.96
59.48
3.52
2 yr
15.41
80.67
6.44
10 yr
169.10
6789
23.43
25 yr
97.18
�2106.17
130.03
WITH WORKING OUTLET STRUCTURE
BMP
100 year water
elevation
Top of Bank Elevation
2
22.34
23.0
NO OUTLET STRUCTURE
BMP
100 year water
elevation
Top of Bank Elevation
2
22.5
23.0

WET DETENTION BASIN CALCULATIONS
Pond 2A, 2B, 2C
DETERMINE IMPERVIOUS PERCENTAGE
area to basin =
1,852,386 sf
42.52
acres
PH 2 buildings =
315,000 sf
7.23
acres
PH 2 roads =
114,095 sf
2.62
acres
PH2 sidewalks =
18,116 sf
0.42
acres
PH4 Buildings =
143,500 5f
3.29
acres
PH4 roads =
63,127 sf
1.45
acres
PH4 sidewalks =
9,026 sf
0.21
acres
amenity =
20,000 sf
0.46
acres
future =
30,000 sf
0.69
acres
total impervious surface =
712,864 sf
16.37
acres
total non -impervious surface =
1,139,522 sf
26.16
acres
percent imp. =
38.5 %
DETERMINE REQUIRED SURFACE AREA
from SA/DA CHART:
@ depth =
3 ft
imp %
SA/DA
30
2.18
38.5
x
40
2.96
x °
2.84
minimum surface area =
0.0284 x
1,952,386
sf
=
52,640 sf
surface area provided =
127,658 sf @ elevation
19.5
1.5" VOLUME DETERMINATION:
Pond 2A,2B,2C
DETERMINE RUNOFF COEFFICIENT (Rv)
I = 38.5 percent impervious
Rv = ? (runoff coefficient, inches per inch)
Rv= 0.05 + 0.009 (1)
Rv = 0.40 in/in
DETERMINE VOLUME
design storm =
1.5 inch
Rv =
0.40 in/in
drainage area =
42.52 acres
volume =
?
volume = (design starm)(Rv)(drainage area)
volume = 2.1 acre-ft
volume = 91,775 cf of required storage volume

WET DETENTION BASIN STAGE -STORAGE TABLE:
Pond 2A,2B,2C, Main Bay Only
INCREMENTAL
ELEVATION
AREA
VOLUME STORAGE
(FT)
(SF)
(cf) (cf)
15
75,020
sediment storage not used in calcs
16
84,478
-
17
95,289
89,884 89,884
18
105,891
100,590 190,474
Bottom Shelf 19
116,688
111,290 301,763
PP 19.5
127,658
61,087 362,850
Main Bay, Forebay Berm and Forebay
PP 19.5 165,421
-
-
Top Shelf 20 176,388
85,452
85,452
1.5" STORAGE 20.1 177,494
17,694
103,146
21 187,525
164,259
267,405
22 198,831
193,178
460,583
23 210,307
204,569
665,152
perimeter of PP main bay only =
3,684
ft
1.5" storage volume provided (elev. 20.1) =
103,146
cf
SA at bottom of 6:1 shelf main bay only (19) -
116,688
sf
volume at PP Main Bay only (elev.19.5) =
362,8S0
cf
minimum forebay volume (15%) =
54,427
cf
maximum forebay volume (20%) =
72,570
of
volume provided in forebay only (elev.19.5) =
60,235
of
AVERAGE POND DEPTH
Option 2
When shelf is submerged
Davg = VPP - Vshelf /Abottomofshelf
VPP = 362,850 volume of permanent pool main bay (cf)
Vshelf = 2,763 volume over the shelf only (cf)
(0.5 x Depth x Perimeter x Width)
Depth = 0.5, width = 3.0
A = 116,688 area of bottom shelf (sf)
Davg = 3.09

FOREBAY STAGE -STORAGE TABLE:
Forebay 2A-1 Only
INCREMENTAL
ELEVATION
AREA
VOLUME STORAGE
(FT)
(SF)
(cf) (cf)
16
sediment storage not used in caics
17
819
18
1,393
1,106 1,106
19
2,075
1,734 2,840
19.5
2,"1
1,129 3,969
forebay volume provided = 3,969 d
Forebay 28-1 Only
INCREMENTAL
ELEVATION
AREA
VOLUME STORAGE
(Fr)
(SF)
(cf) (cf)
i5
1,230
sediment storage not used in caics
16
1,962
17
2,752
2,357 2,357
18
3,658
3,205 5,562
19
4,680
4,169 9,731
19.5
5,205
2,471 22,202
forebay volume provided = 12,202 of
Forebay 2B-2 Only
INCREMENTAL
ELEVATION
AREA
VOLUME STORAGE
(FT)
(SF)
(cf) (cf)
15
1,687
sediment storage not used in talcs
16
2,419
17
3,262
2,841 2,841
18
4,219
3,741 6,581
19
5,288
4,754 11,335
19.5
5,895
2,796 14,130
forebay volume provided = 14,130 of
Forebay 2B-3 Only
INCREMENTAL
ELEVATION
AREA
VOLUME STORAGE
(FT)
(SF)
(cf) (cf)
15
1,687
sediment storage not used In talcs
16
2,419
17
3,262
2,841 2,941
18
4,219
3,741 6,581
19
5,288
4,754 11,335
19.5
5,895
2,796 14,130
forebay volume provided = 14,130 of

Forebay 2C-1 Only
INCREMENTAL
ELEVATION AREA
VOLUME STORAGE
(FT)
(SF)
(Co (d)
15
815
sediment storage not used in calcs
16
1,437
17
2,295
1,816 1,816
18
3,085
2,640 4,456
19
4,108
3,597 8,053
19.5
4,661
2,192 10,245
forebay volume
provided = 10,245 d
Forebay 2C-2 Only
INCREMENTAL
ELEVATION AREA
VOLUME STORAGE
(FT)
(SF)
(Cf) (Cf)
15
202
sediment storage not used in calcs
16
551
17
1,050
801 801
18
1,682
1,366 2,167
19
2,445
2,064 4,230
19.5
2,869
1,329 51559
forebay volume provided = 5,559 d
forebay volume provided = 60,235 of
STAGE - DISCHARGE TABLE:
Pond 2A
size of orifice (in) = 6.00
elevation of orifice = 19.50
crest length of weir cut (ft) - 7.00
elevation of weir cut m 20.1
crest length of grates (sf) 12.0
elevation of grates = 20.6
crest length of spillway (ft) = 40.0
elevation of spillway = 22.0
ELEVATION 6" PVC WEIR
GRATES SPILLWAY TOTAL
(n)
(cfa) (eft)
(Cfe) (Cfe) (cfe)
19.5
0.00 -
- -
20
0.67 -
- 0.67
21
1.16 19.72
10.02 - 30.90
22
1.49 80.50
65.60 0.00 127.59
23
1.77 114.08
147.24 120.00 383.08

PVC DRAW DOWN
Pond 2A,2B,2C
Orifice size = 6.00 in
Normal Pool Storage Elev. = 19.50
1.5" storage Elev.. 20.1
Orifice coefficient (C) = 0.6
Average head from 1.5" storage to orifice (h) = (20.1 -19.5) /3 = 0.20 1t
Orifice cross sectional area (A) = Pi x r"2 = 3.14 x (r/12)"2 = 0.19625 sf
Acceleration due to gravity (g) = 32.2 ft/s^2
Q=CA (2gh)"1/2 0.6 x 0.19625 x (2x32.2x0.20)A1/2 = 0.42259 cis
91,775 / 0.42259 = 217,172 seconds = 2.61 days

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(curt)
Hydrograph
Description
1
SCS Runoff
6.962
2
740
55,777
—
—___ ____
ProDev
2
SCS Runoff
59.48
2
730
234,412
—
Post-Dev
3
Reservoir
3.519
2
9"
130,775
2
20.36 151,348
Routed
5
Reservoir
0.000
I
2
I
n/a
0
2
20.82 234,412
I
No outlet
I
Pond 2withPM.gpw
Rebirn Period: 1 Year
Friday, 09 / 15 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2015 by Autodesk, Inc. A0.4 Friday, 09 / 15 / 2017
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 6.962 cfs
Storm frequency
= 1 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 55,777 cuft
Drainage area
= 42.520 ac
Curve number
= 52
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Pre_Dev
Hyd. No. 1 --1 Year
Q (cfs)
7.00
. IE
5.00
4.00
3.00
2.00
fi31]
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v1OA
Hyd. No. 2
Post-Dev
Hydrograph. type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 42.520 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (To)
Total precip.
= 3.83 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
60.00
50.00
40.00
20.00
10.00
0.00 '
0 120 240
Hyd No. 2
360 480
Post-Dev
Hyd. No. 2 --1 Year
no
Friday, 09 / 15 / 2017
= 59.48 cfs
= 730 min
= 234,412 cuft
= 74
= 0 ft
= 10.00 min
= Type III
= 484
Q (Cfs)
60.00
50.00
40.00
30.00
20.00
10.00
- I 1 I I I I R ' 0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Friday, 09 / 15 / 2017
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 3.519 cfs
Storm frequency
= 1 yrs
Time to peak
= 944 min
Time interval
= 2 min
Hyd. volume
= 130,775 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 20.36 ft
Reservoir name
= Pond 2A 2B 2C
Max. Storage
= 151,348 cuff
Storage Indication method used.
Routed

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. 00.4
Friday, 09 / 15 / 2017
Pond No.1 - Pond 2A 2B 2C
Pond Data
Contours -User- defined contour areas. Conic method used for volume calculation. Begining
Elevation =19.50 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 19.50
165,421
0
0
0.50 20.00
176,388
85,429
85,429
1.50 21.00
187,525
181,910
267,339
2.50 22.00
198,831
193,131
460,470
3.50 23.00
210,307
204,522
664,992
Culvert I Orifice Structures Weir Structures
[A) IBl IC] [PrfRsr] [A] [Bl [C] ID]
Rise (In)
= 36.00
6.00
0.00
0.00
Crest Len (ft)
= 12.00
7.00
70.00
0.00
Span (in)
= 36.00
6.00
0.00
0.00
Crest El. (ft)
= 20.60
20.10
22.00
0.00
No. Barrels
= 3
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 19.50
19.50
0.00
0.00
Weir Type
= 1
Rect
Broad
-
Length (ft)
= 28.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.30
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
OrMce Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 20.10
Stage (ft)
4.00
3.00
2.00
0.00 ' '
0.0 30.0
Total Q
Note: CulvertfOrifice cutflows are analyzed under Inlet (Ic) and outlet (oc) control. Weir risers checked for orifice canditions (tc) and submergence (a).
Stage I Discharge
60.0 90.0 120.0 150.0 160.0 210.0 240.0 270.0
Elev (ft)
23.50
22.50
21.50
20.50
1 19.50
300.0
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. A 0.4
Friday, 09 / 15 / 2017
Hyd. No. 5
No outlet
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= nla
Time interval
= 2 min
Hyd. volume
= 0 cuff
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 20.82 ft
Reservoir name
= Pond 2A 2B 2C No outlet
Max. Storage
= 234,412 cult
Storage Indication method used.
No outlet

Pond Report
Hydraflow Hydrographs Extension for AutOCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Pond No. 3 - Pond 2A 2B 2C No outlet
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation =19.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuff)
Total storage (cult)
0.00 19.50
165,421
0
0
0.50 20.00
176,388
85,429
85,429
1.50 21.00
187,525
181,910
267,339
2.50 22.00
198,831
193,131
460,470
3.50 23.00
210,307
204,522
664,992
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsrl
[A] [B]
[C] [D]
Rise (in) Inactive
Inactive 0.00
0.00
Crest Len (ft)
Inactive Inactive
70.00 0.00
Span (in) = 36.00
6.00 0.00
0.00
Crest El. (ft)
= 20.60 20.10
22.00 0.00
No. Barrels = 3
1 0
0
Weir Coeff.
= 3.33 3.33
2.60 3.33
Invert El. (ft) - 19.50
19.50 0.00
0.00
Weir Type
= 1 Rect
Broad -
Length (ft) - 28.00
1.00 0.00
0.00
Multi -stage
= Yes Yes
No No
Slope [%) = 0.30
0.00 0.00
n/a
N-Value = .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfll.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
Yes No
No
TW Elev. (ft)
= 20.10
Stage (ft)
4.00
3.00
2.00
1.00
0 00
Note: Culvad/Orifloe outflows are analyzed under Inlet (Ic) and outlet (oc) control. Weir risers checked for orrice conditions (k:) and submergence (9).
Stage / Discharge
Elev (ft)
23.50
22.50
21.50
20.60
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0
Total Q Discharge (cfs)

Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
0"
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
15.41
2
736
94,314
—
—
--
Pre Dev
2
SCS Runoff
80.67
2
730
313,941
—
- - —
Post-Dev
3
Reservoir
6.440
2
866
210,303
2
20.52
179.935
Routed
5
Reservoir
0.000
2
n/a
0
2
21.24
313,940
No outlet
Pond 2withPh4.gpw
I
Retum Period: 2 Year
Friday, 09 ! 15 / 2017
I

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2015 by Autodesk, Inc. A 0.4
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 42.520 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Q (Cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00 '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre_Dev
Hyd. No. 1 — 2 Year
Friday, 09 / 15 / 2017
= 15.41 cfs
= 736 min
= 94,314 cuft
= 52
= 0 ft
= 10.00 min
= Type III
= 484
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
'I I I i ''&- ' 0.00
360 480 800 720 840 980 1080 1200 1320 1440 1560
Time (mite)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2015 by Autodesk, Inc. A 0.4
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 42.520 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Q WS)
90.00
80.00
70.00
60.00
50.00
40.00
20.00
10.00
Friday, 09 / 15 / 2017
Peak discharge
= 80.67 cfs
Time to peak
= 730 min
Hyd. volume
= 313,941 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Post-Dev
Hyd. No. 2 -- 2 Year
Q (Cfs)
90.00
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 ' ' ' 1 1 1 1 1 —r —_�" 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 2015 by Autodesk, Inc. v10.4
Friday, 09115 / 2017
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 6.440 cfs
Storm frequency
= 2 yrs
Time to peak
= 866 min
Time interval
= 2 min
Hyd. volume
= 210,303 cuff
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 20.52 ft
Reservoir name
= Pond 2A 2B 2C
Max. Storage
= 179,935 cuft
Storage Indication method used.
Routed
• � � � �wl���■■I■■���■�■■■■■I�����Iww�III�IIAI�I���■I • � r r
� � �■rl�l��l��l■►�rr���■I�����rrl�■lii■��II����
� � � �� �■�., �.�..rarrrrarr��n■I■�I� r � �

Hydrograph Report
Hydranow Hydrographs Extension for AutOCAD® Civil 31382015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 5
No outlet
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuff
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 21.24 ft
Reservoir name
= Pond 2A 2B 2C No outlet
Max. Storage
= 313,940 cuft
Storage Indication method used.
No outlet
• 1 1 1 � �����-�� • 1 1 1
■� ii���i�i�� �i�i� �=�1� ins
I�rr9 n■■1�■Irllli rrlrtllt�rllrr �111rtlllrf 11g rlrr■ntrrr■ �■Ir■li 1►Irttiltititil�il �tltttlr■i■■ rlt•■r ■ririiiili�ttrt � ■t�l�lt �e
itl�■irrtlri �� Itl•Itl• It•It�' Illrl■IIIM111 ■i�llllgrl1111 ���� ■�� �� �
��� � Iltl•������
�� ��r �/ ■11rI1Mll/ �I/��
wr�rwilrl�i�ilr��irrlliel■I■r�l� �M �rrl� �w�wl
��■il�l��i�il�l�riltl•rill■rlr�il�r rr�wrrillr�l�l�r■I�■■��■■■■■r��■�■1�■■■��1
. 1 1 1 -- �-- -- • 1 1 1
i���ltttl.�i■ nii ��or�ir �w��l�
��It■1■�1■�I■■Ittl•�i tl•Itl•�I���g ����
��wrlrlr�rllrwwri�t�irlr�lrlr•■i■ir�il �Iwrrrwr�ll�r �Iwwlrirloiwrii�ri
Ilttlrr�lil�■�■■n■Iti��ri■Itti•�I�lill�i �I�I�Irl���l���wl��ww
tl•I������■�� ���91t1•��■■��tl•■���
�� In��lll■ulll�l�rre rr�r�rirrrlr��rurrrrrrr�l�rr�li■rl�wwrr��rilrrrrinllrl�wl
�� �� w�r���llllllllll��lllll�ltl•II��
� Illlli�lll � lrl■Ir� fr■■�I
tttittitttttirrlrlillttirnli■il■i■■iltll■inlru■■Ittl•r��r•I Ittittitlri■i�llttittitttl•t�lll�r■r��li■rilrrltleriltttttittttiri�a�r�
0-1
.11- 1 -1 •.1 1:1 11 1 -1 •1
• •r_ • _. c• • 1

H yd rog ra p h Summary Report Hydrallow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
69.10
2
730 293,920
—
--
—
Pre_Dev
2
SCS Runoff
167.89
2
728 643,380
-
-----
Post-Dev
3
Reservoir
23.43
2
776 539,741
2
21.33
331,724
Routed
5
Reservoir
8.660
2
932 182,908
I
I
2
22.13
486,567
No outlet
Pend 2withPM.gpw
Return Period: 10 Year
i
Friday, 09 / 15 / 2017
� �

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 1
Pre_Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 69.10 cfs
Storm frequency
= 10 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 293,920 cuft
Drainage area
= 42.520 ac
Curve number
= 52
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (efs)
70.00
60.00
40.00
30.00
20.00
10.00
Pre Dev
Hyd. No. 1 --10 Year
0 WS)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 I I 1 1 / 1 I I I I 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2015 by Autodesk, Inc. v10.4 Friday, 09 / 15 / 2017
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 167.89 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 643,380 cuft
Drainage area
= 42.520 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
180.00
160.00
M111[1I4l
120.00
100.00
80.00
60.00
40.00
20.00
Post-Dev
Hyd. No. 2 —10 Year
Q (Cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
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 3D® 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 23.43 cfs
Storm frequency
= 10 yrs
Time to peak
= 776 min
Time interval
= 2 min
Hyd. volume
= 539,741 cuff
Inflow hyd. No.
= 2 - Past-Dev
Max. Elevation
= 21.33 ft
Reservoir name
= Pond 2A 2B 2C
Max. Storage
= 331,724 cuff
Storage Indication method used.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 240
Hyd No. 3
Routed
Hyd. No. 3 --10 Year
480 720 960 1200 1440 1680 1920
Hyd No. 2 IF i ; _J Total storage used = 331,724 cult
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
0.00
2160
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15 / 2017
Hyd. No. 5
No outlet
Hydrograph type
= Reservoir
Peak discharge
= 8.660 cfs
Storm frequency
= 10 yrs
Time to peak
= 932 min
Time interval
= 2 min
Hyd. volume
= 182,906 cuff
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
_ 22.13 ft
Reservoir name
= Pond 2A 2B 2C No outlet
Max. Storage
= 486,567 cuff
Storage Indication method used.
No outlet
�� ��� Ilnlnrr�l�l�l�nlill��l illal�wl�iii lli�i�� lir��l� w wwlwwrlrlw�wl Irllnlllrrrrwwl�rr�llrlrlrrllllrrinillrrrllilrrrrrllwww�lllrlll�lr
��i�EN= ���111����r�IwrwIIIN■r1�r�■
w�r�llrl�rl ■r�l�l�rll�r■ II�I■�Ir~I�Ir�■I�■�I�II�II���I
M
w�iri ir�ii��i ■� ���i��a��a■M�■��i�i
.' , � I_ _I� �Ilr■� r■�■■■� �111�IIIII�101�■��r�lll�■�I�I■011■I� . r r �

Hydrograph Summary Report Hydrat>aw liydrographs Extension for AutoCAD® Civil 31382015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
97.18
2
730
396,908
—
—
—
Pre_Dev
2
SCS Runoff
206.17
2
728
791,147
--
—
—
Post-Dev
3
Reservoir
30.03
2
770
687,509
2
21.74
409,281
Routed
5
Reservoir
18.07
2
822
330,673
2
22.21
I
504,070
I
No outlet
Pond_2withPh4.gpw
Return Period: 25 Year
I
Friday, 09 ! 15 / 2017
I

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
Pre Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 42.520 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.05 in
Distribution
Storm duration
= 24 hrs
Shape factor
Friday, 09 / 15 / 2017
= 97.18 cfs
= 730 min
= 396,908 cuff
= 52
= 0 ft
= 10.00 min
= Type III
= 484
Pre_Dev
Q (ofs) Hyd. No. 1 — 25 Year Q (Cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
100.00
90.00
80.00
70.00
80.00
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4 Friday, 09 / 15 / 2017
Hyd. No. 2
Post Dev
Hydrograph type
= SCS Runoff
Peak discharge
= 206.17 cfs
Storm frequency
= 25 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 791,147 cuft
Drainage area
= 42.520 ac
Curve number
= 74
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 8.05.in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 ' '
0 120 240
— Hyd No. 2
Post-Dev
Hyd. No. 2 -- 25 Year
360 480 600 720
Q (Cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. 00.4
Friday, 09 / 15 / 2017
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 30.03 cfs
Storm frequency
= 25 yrs
Time to peak
= 770 min
Time interval
= 2 min
Hyd. volume
= 687,509 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 21.74 ft
Reservoir name
= Pond 2A 2B 2C
Max. Storage
= 409,281 cuff
Storage Indication method used.
Q WS)
210.00
180.00
150.00
120.00
60.00
30.00
0 00
Routed
Hyd. No. 3 — 25 Year
Q WS)
210.00
180.00
150.00
120.00
90.00
30.00
0 240 480 720 960 1200 1440 1680 1920 2160
— Hyd No. 3 — Hyd No. 2 111-E _..i."......._...._._ Total storage used = 409,281 cuft Time (rain)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
No outlet
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 2A 2B 2C No outlet
Max. Storage
Storage Indication method used.
Q (Cfs
210-00
180.00
150.00
120.00
90.00
30.00
Friday, 09 / 15 / 2017
= 18.07 cfs
= 822 min
= 330,673 cuff
= 22.21 ft
= 504,070 cuff
Q (Cfs)
210.00
180.00
150.00
120.00
•1 11
.1 We
30.00
3 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
— Hyd No. 5 — Hyd No. 2 L i-�--J Total storage used = 504,070 cult Time (min)

Hydrograph
Summary
Report HydraiowHydrographsExtension forAutoCADVCivi13DQD2015byAutodesk,Inav10.4
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
Interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min) .
(min)
(cuff)
(ft)
(Cuff)
1
SCS Runoff
154.35
2
730
608,728
--
2
SCS Runoff
278.16
2
728
1,073,991
—
3
Reservoir
72.93
2
754
970,353
2
5
Reservoir
72.03
2
754
613,517
2
-- --- Pre Dev
— ---- Post-Dev
22.34 529,221 Routed
22.54 570,492 No outlet
Pond_2withPh4.gpw i Return Period: 100 Year i Friday, 09 / 15 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MOD 2015 by Autodesk, Inc. v10.4 Friday, 09 / 15 / 2017
Hyd. No. 1
Pre Dev .
Hydrograph type
= SCS Runoff
Peak discharge
= 154.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 608,728 cuft
Drainage area
= 42.520 ac
Curve number
= 52
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 10.00 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
160.00
140.00
120.00
100.00
80.00
40.00
20.00
Pre_Dev
Hyd. No. 1 --100 Year
0.00 ' '
0 120 240 360 480 600
Hyd No. 1
Q (cfs)
160.00
140.00
120.00
100.00
80.00
40.00
20.00
I 1 I I I I M . 1 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D9 2015 by Autodesk, Inc. A 0.4
Hyd. No. 2
Post-Dev
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 42.520 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 10.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q WS)
280.00
240.00
200.00
160.00
120.00
80.00
Post-Dev
Hyd. No. 2 —100 Year
Friday, 09 / 15 / 2017
= 278.16 cfs
= 728 min
= 1,073,991 cuft
= 74
= 0 ft
= 10.00 min
= Type III
= 484
0.00 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 2015 by Autodesk, Inc. v10.4
Friday, 09 / 15.12017
Hyd. No. 3
Routed
Hydrograph type
= Reservoir
Peak discharge
= 72.93 cfs
Storm frequency
= 100 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 970,353 cuft
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
= 22.34 ft
Reservoir name
= Pond 2A 2B 2C
Max. Storage
= 529,221 cuff
Storage Indication method used.
Routed
■ IIIMIIIIIII�III IIIIII ��
■� ' -0

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
No outlet
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post-Dev
Max. Elevation
Reservoir name
= Pond 2A 2B 2C No outlet
Max. Storage
Storage Indication method used.
No outlet
Friday, 09 / 15 / 2017
= 72.03 cfs
= 754 min
= 613,517 cuft
= 22.54 ft
= 570,492 cult
11 -
����■l�lli�lllNW
�l! \�IN���l�l�l���r
1 1 �� .1 �:1 .11 1 :�.1 ••1 1:1 Il / ��l .1

Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
TW II Forebay 2C-1
Rectangular v"."eir
Crest
= Broad
Bottom Length (ft)
= 150.00
Total Depth (ft)
= 1.00
Calculations
Weir Coeff. Cw
= 3.00
Compute by:
Known Q
Known Q (cfs)
= 17.30
1.50
1.00
0.50
M
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
TW II Forebay 2C-1
Friday, Sep 15 2017
= 0.11
= 17.30
= 17.07
= 1.01
= 150.00
MMEIN I=
M MMIM mm
MIN M =M101m MMIM
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Depth (ft)
2.00
1.50
1.00
0.50
Mi
-0.50
- Weir --- W.S.
Length (ft)

Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc.
TW II Forebay 2C-2
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 137.00
Total Depth (ft)
= 1.00
Calculations
Weir Coeff. Cw
= 3.00
Compute by:
Known Q
Known Q (cfs)
= 28.43
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
TW II Forebay 2C-2
Friday, Sep 15 2017
= 0.17
= 28.43
= 23.07
= 1.23
= 137.00
MMMMMMMM MMMMMMM
IMMM MM M MMM
MM MMM MMIMEMMM
NIMMEM M MMM MM
MMM =ME MMMMM I
BEE==MMN=MM=M=M
=== M MMMMM
MMMMMMMMIMMIMMMMM
MMMMMEMMMMMMEMMM
MMMMMMM M MEEMORNE
NNOW MMM EMMME
.MMEE.110
Depth (ft)
2.00
1.50
1.00
0.50
act
-0.50
Weir - W.S.
Length (ft)

C
a
0
M
V
Q
C�
O
a
d
Q
L
40.
.y
W
i
d
cc
E
L
co
3
O
L
0
W
0
w
0
e
m
Z
a
a
m
�
a
O
La
U
LO
M
=
a
m
x
a.
m
U
Z
a
J
i
�
a
o�
U
ro
.Q
a

&
�
c
0
�
�
75
�
�
�
�
�
�
�
E
*0
co
I
I
I
I
I
§
co
o
■
S
8
8§
a
8
CL
E
N
�
k
q
§
IE
0
E
§
N§
k
N
cm
9
SCL
10
a
-
-
.
E
N
N
cm
.
�
�
q
0
q
xE
§
CM
CIJ
§
1
c
8�
8
8
B
§
. g
8
B
NPI:
8
8
7
o
E
$
§
§
§
d
d
z
CL
0§§
0
0§
0
a
A
A
m
A
CL.1-Z
-
$
a
2
q
§
8
§
$
§
m
CL
.
�
2
_
2
ui
Cd
6
2
6
f
.
e
§
q
@
@
8
�
§
2
-
w
d
d
d
`
®
8
§
k
2
S
o
2
o
o
o
<
%
8
8
8
8
C4
CR
J
d
o
d
o
d
d
+
I
§
$
n
o
m
I.§
�
v
a
q
©
®
-
-
d
�
f
B"
B
8
m
k
w
d
o
o
§
§
�
o
0
0
0
w
in
!
W
a
§
z
§
-
0
m
IL

CL
m�z°
S.
o
0
0
0
0
0
pp
o
O
C
T
CC
.O-
CD
3r
fA
�,
p
8
p
pp
r
o
_
C
7
0,0
W
O
COD
�M�yy
^.
o
07
M
G
OD
OO
S
n
0
S
N
a
0
0
0
0
0
0
M
M
M
M
M
M
s
o
s
.o
s
s
0
0
0
0
0
0
m
O
O
O
O
O
O
o
o
s
o
o
a
U)
o
0
o
o
o
o
-
0
0Lr)
0
0
O
8
0
m
E
a
o
0
0
0
0
0
0
0
0
0
0
Z
o
S
o
O
S
O
N
N
N
N
.-.
ta
N
a
NO
l00
9
Nw
pp
C
S
W
W
W
W
3
0
0
m
�
J
o
in
CV
N
N
N
N
1pp1
V
C
Cp
N
C7
N
N
7
. m
J
o
fD
P'7
C7
C4
C9
C
CO
Ci
S G
e $,
E
E
E
E
E
O
N
N
�F�
pp
U
a
U
0
U
+
a L
�i
o
o
0
0
o
0
0
0
0
0
0
0
am
c
w
0
in
0
�
0
cn
m
c
O u
c
ao
—
0
ai
wi
co.
O
O
S
S
O
O
p
0
0
0
0
0
0
c
0
O
0
W
m
J
0
G
II
rn
0
HI
7
W
U
M
M
M
co
co
U
z
Y
Y
Y
Y
Y
Y
ei
c
a
a
a
a
a
a
U.
w
C
a
o
J z
�-
a
co
v
u)
0
I
I z

ca
m
U
IL
w
0
E
3
z
r

e
I
.4
CL
q
o
0
g
k
m
�
o
a
I
§
8
8
S
CL
E
R
E
§
]
ACE
2
§
2
cr
R
�
�
CL
E
§
C
q
w
�
PIT
2
o
E
N
O
N
.
_
B
q
OR
ILLU
E
k
■
�
m
R
OR\
I
a
E�
I,
z
k.Ci
§
cc
o
o
d
-
C4
Cl)
]
�
@
G
CL
d
®
v )
a
.
r-
�
CO
3
_
�
.
�■
_
..._
--..�..
m
cn
E
-
§
2
/
.
.
7
_
$
2
2
2
■
§
S
8
8
I
u
d
d
d
0
k
§
§
§
%
8
Go
k
B
8
N
§
v
d
d
d
,
+
8
8
\
o
k
2
d
d0
-
co
§
8
CD
B
.
~
■
i2:
§
I
z
|cc
|
-
N
m
|

�0
C
ag
c
N
Q
3�
a ?
C3
O O
0 0
O
CV
ti
O
O O
COO
0 0
1-
8 8
8
O O
O
I
C
7
S
O O
O
O O
CO
oo�
000
O O
o
0 0
C
M
m
O O
O
c
0 0
o
E
Z
0 8
8
N
CV
co
0 o
'
0 0
CO)
C 0
ID
N
Ippppppl
pp
�
O O
0 0
CD
E
0 0
8
i
0 0
CD
a
O O
O
O
0 0
co
O
e
0
N
aD
N
V
+
N
E
O O
O
A
0 0
0
C
0 0
8
8
0 0
0
ui
am
O o
O
11
O o
o
-a,
0 0
0
O o
Lo
�i
c
O O
b
J
IL
O
0
0
II
m
7
�I
>
f� O
in m
U
U
d
S S
S
@
C
a IL
a
LL
w
Flo
N
M
I IL
I Z

m
x
a
J
L
F-
Q�
R,
N_
m
V
(S
LL
m
.Q
a

�
�
c
0
�
�
�
�
�
L
�
�
�
E
0
*0
cc
� �
a
� o §
o a a
k
■8
8 #
CL
E
cm �
%
Q
0 0 0
&
o E
§ N
§
q G ■
§
■CLE
0 (9 §
n
o
r_
OR §
C
§ r- d
■
E
�
LU
�
o 0 0
E
9
0
§
�
CL
R R R
f
■ �
2
w vi
a
_
FC-0
%
2
06
R S CD
—
.
■ �
� o _
P, a:) w
�
a-
.
..
�
c
2
/
Cd ui
12
2
0 0 $
7
k
§
C4 C4 §
u
12
CIA w
f
1
8 8 "
§
c
0 0 CM«
o%
B 8 S
cm
2 a
d d d
+
G
a_
e w GO
R |
�
a
n n
8 8 §
I
0
G
c
0 d C
p
2
co
§ 8
E
U
B
�j
0.
Z
CM CO

e
m7Z
C L
o 0 0
ar
0 0 CV
o o Lr
O O r
o
r
00
00
a,
g
c o r
rA
a
o 0 0
,C
X
co co m
c
o 0 0
a>!
o cs o
e
H-
o c o
,s
�
o 0 o
E
z
0 0 0
m
0
0
H�
0 0
o o
3
m
e
c o
m
J
0 o ui
N
�
O O -
w
0 0 co
a
E
O $ 0
O C
J
Co
O O O
O C m
0
c$
a
E
0
N
m x 0
N
a
o g o
N
0 0 0
0
c
Q.
IA
a C o
m
O c16i
0 0
o
0
ao
o g o
r
u
d o
0 0 0
%^
c
O O O
,,E
J
O O r
Cp
0
01
O
w
�
W
0
O r N
r r
NI
i
m
m m m
m
V
z
m
m
c
a a a
m
O
r N CO
E
LU
0
J z
a
z

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
September 21, 2017
Hoosier Daddy LLC
Attn: Jack Carlisle, Manager
6025 Tarin Road
Wilmington, NC 28409
Subject: Request for Additional Information
Stormwater Project No. SW8 160306
Tarin Woods II
New Hanover County
Dear Mr. Carlisle:
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on September 18,2017. A preliminary in-depth
review of that information has determined that the application is not complete and that additional
information is needed. To continue the review, please provide the following additional information:
�1. 15A NCAC 02H.1042(2)(a)(iv): The built -upon area allocations presented in Section IV.10 of
the application are not consistent with the allocations presented elsewhere in the submittal
documents. Please confirm the allocations are presented consistently.
2. 15A NCAC 02H.1042(2)(g)(iv): Please provide proposed contours and drainage patterns within
Phases 3 and 4. Recommendation: In the case where the contour interval on a "topographic "
map is too large to adequately reflect the existing and proposed drainage patterns of a relatively
flat property, spot elevations and/or a site -specific elevation survey may be needed.
, 3. 15A NCAC 02H. 1 042(h)(i): Please provide contour labels in the forebays for Pond 2C and Pond
3B on Sheets EC813 and EC10.
4. 15A NCAC 02H.1050(4): Please update the outlet protection information on plan sheet EC6 to
include the additional proposed outlets or provide a citation of where the outlet protection is
specified.
/. 15A NCAC 02H.1053(1): For Pond 2, the provided surface area being compared to the required
surface area is for the entire pond, not the main pond. Please confirm that only the main pond
surface area is being compared against the required surface area.
,, �'6. 15A NCAC 02H.1053 (5): Please double check the stage -storage table for Pond 3, Forebay 1.
The same surface area is presented at an elevation of 19 ft and 19.5 ft. The listed forebay volume
is associated with the volume at an elevation of 19 ft instead of 19.5 ft, which could impact the
total forebay volume listed in the other submittal documents.
U 7. 15A NCAC 02H.1053(7): The supplement for pond 3 lists the provided orifice diameter as being
6 inches while the other submittal documents list this diameter as being 4 inches. Please confirm.
8. Due to the relatively minor nature of these comments, the express additional information review
fee has been waived.
Please remember to confirm that any revised information is presented consistently throughout the
application documents including calculations, supplements, narrative, and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 02H.1042(2).
S?a:(� v: Tor'.h Caralina I Em it n;J+ :n: al Qu=, Ii I nupy, Mineral end Land Resourc, s
Wrx3n tonRcgk,nalOCi;X I Vt CAinal.DrivcExtensiun I Wilmington,NC 28,05
910 796 7,715

State Stormwater Permit No. SW8 160306
Page 2 of 2
The requested information should be received in this Office prior to October 3, 2017, or the application
will be returned as incomplete. If the project is returned and you wish to re -submit to the Express
Program, you will need to reschedule the project through the Express Coordinator for the next available
review date and will need to resubmit all required items at that time, including the application fee.
If additional time is needed to submit the requested information, please email your extension request,
prior to the original due date, to the Division at the email address provided below. The extension request
must include ajustification and a date of when the requested information will be submitted to the
Division, which shall be no later that. 5 business days past the original due date. Please remember that
extension requests delay the issuance of the final permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the State assigned project number
on all correspondence. If you have any questions concerning this matter, please feel free to call me at
[phone] or email me at [e-mail].
Sincerely,
CAG;J�a 14JA
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2016\160306 HD\2017 09 addinfo 160306
cc: James Yopp / Lisa Beaman; Hoosier Daddy, LLC
Howard Resnick, PE, CSD Engineering
Wilmington Regional Office Stormwater File
Ft:i G e;' North Car0m� , f Enrrc* amc r>iz;I Qc :: y I Energy, M9ner -! Lm_ Lund Kesournss
: ' mington Rcg G_',-dm.' r`-1w Cxtenrion I W ':-:h.gton, NC 2840:
0107946,715

Hall, Christine
From: Hall, Christine
Sent: Thursday, September 21, 2017 12:29 PM
To: Howard Resnik (howardPcsd-engineering.com); 'Rodney Wright'; 'Mike Broyhill;
'[e-mail]'
Cc: Weaver, Cameron
Subject: Tarin Woods II, SW8 160306
Attachments: 2017 09 addinfo 160306.pdf
All,
Attached is a pdf of the request for additional information for the subject project. Please note that � will be out of the
office next week so if you have any questions, please let me know this week. Also, for anything I receive on September
22, 1 may not have enough time to process it before leaving and it may have to wait until I return on October 2"d. Thank
you in advance for your understanding and cooperation!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
. 1i?<?i f,'Tc'�i-:_'11;:i;F?Y.,- f ciinl ff'Ri�' .t= _ ,''C�1':S.ti' 1 ' t ?,= v Ur:1f;..1: iC i
T jC-!if7 Cotf'o}7rrc^:. Recr.=ms - ,f ?^;r`°^c '? ' �r7 7 c: ' c f?•_ ilk)/ i'E C ✓..e(i <<. tt':. 18'i7P

To: Christine Hall
Company: NCDEQ
CSD
ENGINEERING
TRANSMITTAL
From: Mike Broyhill
Date: September 18, 2017
Re: Tarin Woods II Phase 3 & 4 Submittal CC:
❑ Urgent x For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle
-Comments:
Christine,
Please find attached two copies of sheets EC5 and EC7 per your request.
Let me know if you need anything else.
Sincerely,
Mike Broyhill
EI V E
aEP 19 2011,
BY:
3805 Cherry Avenue - Wilmington, NC 28403 - 9i0 7914444L - www.csd-engineering.com OD
emvmmma

CSD
ENGINEERING
September 18, 2017
Christine Hall
DEQ/Stormwater Section
NC Department of Environment & Natural Resources
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: Stormwater Management Permit Modification 2017
Express Submittal, SW8160306 BY:
Tarin Woods II
New Hanover County
CSD Project No. 06-134
Christine:
The enclosed permit modification package is for Tarin Woods II, Phases 3 & 4, a proposed 82-lot single-family
development in New Hanover County. Enclosed please find the following items:
- Original and one (1) copy of the stormwater permit application
Two (2) copies of the Stormwater Management plans
Two (2) copies of the Drainage Area maps
Two (2) copies of the Pond Planting Plans
One (1) copy of the Stormwater Calculations for Phase 3
One (1) copy of the Stormwater Calculations for Phase 2 & 4
$4000 application fee, Check #2520
Wet basin supplement for Ponds 2A-2C and Pond 3A-3B
Original signed wet basin 0&M agreement
Original and one (1) copy of the high -density deed restrictions
Wetland Delineation letter and map
Please let me know if you have any questions or require any additional information.
Sincerely,
6 0!::71 4��?
Mike Broyhill
Encl.: As noted above
CC: Hoosier Daddy, LLC
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441- www.csd-engineering.com — License # C-2710 C`/i SDD
EMNEEIUNO

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2007-02953 County: New Hanover U.S.G.S. Quad: Wilmington - NC
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Permittee." Jack Carlisle
Hoosier Daddy, LLC
6025 Tarin Road
Wilmington. North Carolina 28409
Agent: Deal Lutheran
Southern Environmental Grouo, Inc.
5315 South College Road, Suite E
Wilmington, North Carolina 28412
Size (acres) approximated 47 acres
Nearest Waterway Everetts Creek
USGS HUC 03030302
Description of projects area and activity::
CCIME
SEP 18 2017
BY:
Nearest Town Wilmington
River Basin White Oak
Coordinates Latitude: 34.1240 N
Longitude:-77.8941 W
0i�i�. �rnrrity wirerI
Applicable Law: Section 404 (Clean Water Act, 33 USC 1344)
[[. Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Nationwide Permit Number: 12 — Utility Line Activities
SEE ATTACHED RGP or NWP GENERAL, REGIONAL AND SPECIAL CONDITIONS
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted application and attached plans titled "Heglar Tract; 404 Wetlands Location Map", dated
December 1, 2017. Any violation of the attached conditions or deviation from your submitted plans may subject the permittee
to a stop work order, a restoration order, a Class 1 administrative penalty, and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Resources (telephone [phone]) to determine Section 401 requirements.

For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management in .Wilmington, NC, at [phone].
This Department of the Army verification does not relieve thepermittee of the responsibility to obtain any other required. Federal,
State or local approvals/permits.
.If there are any questions
program, please: contact-KI
Corps Regulatory Official:
ing this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
Expiration Date of Verification:.
J.:
Date: Seg ember 7, 2017
Determination of Jurisdiction:
A. ❑ There are waters, including: wetlands; on the. above described project area that may be subject to Section 404 of the Clean
Water Act (CWA) (33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC §.403). This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part
331). However, you may request an approved JD, which: is an appealableaction, by contacting the Corps district for further
instruction. Please :note; if work is authorized by either a general or nationwide permit,. and you wish to request an appeal of an
approved JD, the appeal must be received by the Corps and theappeal process concluded prior to the commencement of any work
in waters of the United States:and prior to any work that could alter the hydrologyof waters of the United States.
B. ❑ There. are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act (RHA): (33; USC § 403) and Section 404 of the Clean Water Act.(CWA) (33 USC §
1344). Unless there is a change in the law or our published regulations,., this determination may be relied upon fora period not to
exceedfive years from the _date of this notification..
C. 0 There are wetlands within the above described project area that are subject to the permit requirements of Section 404.of the
Clean Water Act (CWA)(33 USC §, 1.344) Unless there is a change in the law or our published regulations, this determination
may be relied upon for a period not to exceed five years from the date of this notification.
D. ❑ The jurisdictional areas within the above described project. area have been identified under a previous action. Please reference
jurisdictional determination issued . Action iD` SAW -
Basis For Determination:
7
Remarks:
E. Attention USDA Program Participants
This delineation/determination has been. conducted.to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation!determination may not be valid fdr the wetland conservation.provisions .of the Food Security
Act of 1985. If you or your tenant are USDA Programparticipants,or anticipate > participation in USDA programs,you should request
a certified wetland determination from. the local office of the Natural Resources Conservation; Service,prior to starting. work.

M
F. Appeals Information (This information applies only to approved jurisdiction determinations as indicated in B and
C above).
This correspondence constitutes an approved jurisdiction determination for the above described site. Ifyou. object to. this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part :331. Enclosed you will fnd'a:
Notification of. Appeal Process (NAP) fact sheet and request for .appeal. (RFA). form. If you request to.: appeal this. determination you
mustsubmit a completed RFA form to the: following address:
US Army: Corps of Engineers
South. Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room IOM15
Atlanta, Georgia 30303-8.801
Phone: [phone]
In order for an RFA to be accepted by the. Corps, the Corps must determine that it is complete,: that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division. Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form,. it mustbe received at the above address by 11/.7/2o17
**It is not necessary to submit an RFA for%-Wrr VIVI#p Office if youdo not object to the determination in this correspondence. 1
Corps Regulatory Ofl7cial:� .
Date of JD: September 7, 2017
Expiration Date of JD: September 7, 2022

SAW-2007-02953
SPECIAL CONDITIONS
Heglar Tract, Tarin Woods .H
1. Restoration of the site subsequent to installation of the force main and sewer lines will be
subject to the criteria described in the attached restoration plan titled "Heglar Tract; 5819
Carolina Beach Road; Wetland Restoration: Plan", dated January 31, 2017. This
restoration plan: was developed to address a previous violation, specifically the discharge of
fill material in jurisdictional wetlands, within the current project area.

Action ID Number:
SAW-2007-02953 County: New Hanover
Permittee: .lack Cariisie. Hoosier Daddy
Project Name: Healar Tract
Date Verification Issued: $egttember 7, 2017
Project Manager: KvIe Dahl
Upon completion of the activity authorized by this permit and any mitigation required by the permit.,
sign: this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Attn: Kyle Dahl
69 Darlington Avenue, Wilmington, NC 28403
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. Failure to comply with any terms or conditions of this authorization. may
result in. the Corps suspending, modifying or revoking the authorization and/or issuing a Class I
administrative penalty, or initiating other appropriate legal action.
I hereby certify that the work authorized by the above referenced permit has been completed in.
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee Date

Tarin Woods Ph 11
Phase 1 Lot Numbers 1-51
Phase 2 Lot Numbers 52-141
Phase 3 Lot Numbers 154-180, 197-209
Phase 4 Lot Numbers 210-251
ECEIVE
5EP 18 2017
BY:

For DEQ Use ONLY
Reviewer G' 1A
North Carolina Department of Environmental Quality submit:
Request for Express Permit Review
Time.
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
acka a of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(cbncdenr.aov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(c-ncdenr.aov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107, marcia.el/occoAncdenr.pov
• Washington Region -Lyn Hardison 252-948-3842 or lun.hardison(CD-ncdenr.pov
• Wilmington Region -Cameron Weaver910-796-7303 or cameron.weaver0ncdenr.0ov
/VOTE. Project application received after 12 noon will be stamped in the following work day
Project Name: TARIN WOODS II County: NEW HANOVER
Applicant: JAMES YOPP Company: HOOSIER DADDY
Address: 6025 TARIN ROAD City: WILMINGTON, State: NC Zip: 28409-_
Phone: [phone], Fax: _ _ , Email: [e-mail]
Physical Location:SWEET GUM LANE
Provided Exishrug Permits
related to tails Project
16039-1
—ae
NPDES —_—
NPPHS I
�%,�
E&S
E&S
Project Drains into SA, HQW waters — Water classification 18-87-29 (DWR Surfage Water Classifications MaDJ
Project Located in CAPE FEAR River Basin. Is project draining to class ORW waters? n, within % mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: HOWARD RESNIK Company: CSD ENGINEERING
Address: PO BOX 4041 City: WILMINGTON, State: NC Zip: 28406-_
Phone: [phone], Fax: [phone], Email: [e-mail] ,�ppi�pp
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE 19P 17 2091
$ # JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _# Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems El High Density —SW Wetlands # Treatment Systems
® High Density -Other 3 # Treatment Systems/ f ; ``0D:N' )r ❑Minor ❑ rlan Revis or: U Redev. E-c:Usior. SW (r :c ;.ewe is 0
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ❑ Yes ® No
Buffer Impacts: ❑ No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ❑ No
404 Application in Process w/ US ACOE: U Yes ❑ No Permit
For DL-Q use onIV
Fee Split for multiple permits: (Check # ) Teta! Fee Amnr,nt
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (L] HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDEQ EXPRESS March 2016

sw,l CSD
ENGINEERING
Storm Water Narrative
July 2017
PROJECT NAME: Tarin Woods II (SW8 160306)
PROJECT DESCRIPTION: This submittal is for a modification to existing NCDEQ permit SW8 160306 to add a new section
within the development containing an additional 40 single family lots. No wetlands are present within the proposed
area for phase 3. The owner of the property is Hoosier Daddy LLC.. This section of the development will connect
existing Appomattox Drive and Sweet Gum Drive from Section 1 of the Tarin Woods II Development. The project is not
located within A mile of SA waters.
Stormwater from the site drains through a tributary to Everett Creek SA;HQW located in the Cape Fear River Basin
(Index # CPF 18-87-29). The project will be high density and will be treated with a high density BMP. The proposed site
will utilize a wet basin for treatment. Roads within the development are designed to be super elevated and directed
into catch basins that will convey the water to the wet basin. Since the project is located within New Hanover County
the site will also need to meet the 2,10 and 25 year pre/post requirement. Proposed impervious for this section is 40%.
Water and sewer for the site will be public and provided by the CFPUA.
PROJECT BMP: storm water pond.
STORMWATER ENGINEER/CONSULTANT: CSD-Engineering
PO Box 4041
Wilmington, NC 28406
Rodney Wright
[e-mail]
910 7914441 office
910 7911501 fax
---_ ..... ............-
3805 Cherry Avenue - Wilmington, NC 28403 - 910 7914441 - www.csd-engineering.com — License # C-2710 I D
ENdN6ENN6

TARN WOODS R m
m PHASE 2 DEO PHASE LINES gg S z
LOC.IIEO lM R9EMAL POdr mNMSw 3P 5
q MEN' MM'04flt GYMMtt NplTI LAR°WA TARN IN700S 11
E g " "SPj„ om tx: co rA rtn of
vnrMCION. NC TDCDB o Z
k aEv. uo. MEMaMMs E

Weaver, Cameron
From: Rodney Wright <[e-mail]>
Sent: Monday, July 17, 2017 8:02 AM
To: Weaver, Cameron
Cc: Howard Resnik
Subject: SW express submittal Date
Attachments: Phase_3.pdf, REQUEST FOR EXPRESS form FINAL.pdf, SW_narrative.pdf
Cameron,
Attached please find an express request for a submittal date for stormwater only. We're adding another phase
(Phase 3) to the Tarin Woods II project which is currently under review with Christine for Phase Two.
Thanks,
Rodney Wright
3805 Cherry Avenue
Wilmington, NC 28403
910 791 4441 office
910 791 1501 fax
www.csd-engineering.com
It is Me professional opinion of CSD Engineering that this electronic information provides design information current as of the date of its release. It is the
responsibility of the receiver of this document to examine it and determine whether it's the information requested. In the deliverance of this file we make
no promise as to the usability or compatibility of this file. This file shall not be considered a certified document.

k a \r\ � -
C, ka Avt,�� ?
e 04�
�6
Atf C.6�CN41�
A � �
AA Vvrf-
5�.o.r►h
V4��• 1v onS�t� YS �rs�re.
�A
CJ'CS