SW8200705_Historical File_20200820

r
ROY COOPER
Governor
4
MICHAEL S.REGAN .-�
Secretorjt *44`�"""^"'�-
BRIAN WRENN NORTH CAROLINA
Director Environmental Quality
August 20,2020
D.R.Horton,Inc.(developer)
Attn: Thomas B.Montano,Vice President
c/o Ian Flannery,Assistant Secretary
131 Racine Drive, Suite 201
Wilmington,NC 28403
and
RMP Sidbury Road,LLC(property owner)
Attn:John Rudolph,Manager
172 Huntley Place
Charlotte,NC 28207
Subject: State Stormwater Management Permit No.SW8 200705
Sidbury Farms
High Density Subdivision Project
New Hanover County
Dear Mr.Flannery and Mr.Rudolph:
The Wilmington Regional Office received a complete, State Stormwater Management Permit Application for the
subject project on August 5th,2020. Staff review of the plans and specifications has determined that the project,
as proposed,complies with the Stormwater Regulations set forth in Title 15A NCAC 02H.1000 amended on
January 1,2017(2017 Rules). We are hereby forwarding Permit No. SW8 200705 dated August 20th,2020, for
the construction of the built-upon areas(BUA)and stormwater control measures(SCMs)associated with the
subject project.
This permit shall be effective from the date of issuance until August 20th,2028 and the project shall be subject to
the conditions and limitations as specified therein and does not supersede any other agency permit that may be
required. Failure to comply with these requirements will result in future compliance problems.Please note that
this permit is not transferable except after notice to and approval by the Division.
This cover letter,attachments,and all documents on file with DEMLR shall be considered part of this permit and
is herein incorporated by reference.
Please be aware that it is the responsibility of the permit holders,D.R.Horton,Inc.("Developer")and RMP
Sidbury Road,LLC("Property Owner"),to notify the Division of any changes in ownership and request an
ownership/name change for the stormwater permit. However, if the development agreement between the
Developer and the Property Owner is dissolved, cancelled or defaults, and the Division is not notified by the
Developer to transfer the permit,then the responsibility for permit compliance reverts back to the Property
Owner. A complete transfer request must be submitted to the Division within 30 days as described below
otherwise the Developer and Property Owner will be operating a stormwater treatment facility without a valid
permit which is a violation of NC General Statue 143-215.1. Failure to transfer the permit may result in
appropriate enforcement action in accordance with North Carolina General Statute§143-215.6A through§143-
215.6C being taken against the Property Owner.
If any parts,requirements,or limitations contained in this permit are unacceptable,you have the right to request
an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings(OAH). The
written petition must conform to Chapter 150B of the North Carolina General Statutes and must be filed with the
OAH within thirty(30)days of receipt of this permit. You should contact the OAH with all questions regarding
the filing fee(if a filing fee is required)and/or the details of the filing process at 6714 Mail Service Center,
Raleigh,NC 27699-6714,or via telephone at 919-431-3000,or visit their website at www.NCOAH.com.Unless
such demands are made this permit shall be final and binding.
—p North Carolina Department of Environmental Quality I Division of Energy.Mineral and Iand Resources
D E `� Wilmington Regional.Office 1127 Carolinal Drive Extension I Wilmington North Carolina 28405
NORTH CAROLINA .
0spi°°°"°` 0n's� f 910.7%.7215

State Stormwater Permit No. SW8 200705
Page 2 of 2
If you have any questions concerning this permit, please contact Kellie Beth Norris in the Wilmington Regional
Office, at(910) 796-7215 or [e-mail].
Sincerely,
j7
. Brian Wrenn, D1fC for
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A -Designer's Certification Form
Application Documents
DES/kbn: \\\Stormwater\Permits&Projects\2020\200705 HD\2020 08 permit 200705
cc: Richard A.Moore,PE,McKim&Creed
New Hanover County Building Safety Department.
New Hanover County Engineering
Wilmington Regional Office Stormwater File

State Stormwater Management
Permit No. SW8 200705
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In compliance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules, and Regulations promulgated and adopted by the North
Carolina Environmental Management Commission, including 15A NCAC 02H.1000 amended on
January 1, 2017 (2017 Rules) (the "stormwater rules"),
PERMISSION IS HEREBY GRANTED TO
D.R. Horton, Inc. and RMP Sidbury Road, LLC
Sidbury Farms
Sidbury Road, Castle Hayne, New Hanover County
FOR THE
construction, management, operation and maintenance of built-upon area (BUA) draining to four(4)
wet ponds ("stormwater control measures" or"SCMs") as outlined in the application, approved
stormwater management plans, supplement, calculations, operation and maintenance agreement,
recorded documents, 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"). The project shall be constructed, operated and
maintained in accordance with these approved plans and specifications. The approved plans and
specifications are incorporated by reference and are enforceable part of this permit.
This permit shall be effective from the date of issuance until August 20th, 2028 and shall be subject to
the following specified conditions and limitations. 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 condition. 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 for cause as allowed by the laws, rules, and regulations contained in Title 15A
NCAC 2H.1000 and NCGS 143-215.1 et.al.
1. BUA REQUIREMENTS. The maximum amount of BUA allowed for the entire project is
5,325,989 square feet. The runoff from all BUA within the permitted drainage areas of this
project must be directed into the permitted SCMs. The BUA requirements and allocations for
this project are as follows:
a. SCM BUA LIMITS. The SCMs labeled Pond #1, Pond #2, Pond #3, and Pond #4 have been
designed using the runoff treatment method to handle the runoff from 563,354, 325,115,
555,912 and 334,158 square feet of BUA, respectively, within the delineated drainage areas.
The BUA for future development within the drainage areas to the SCMs labeled Pond #1,
Pond #2, Pond #3, and Pond #4 is limited to 25,000, 45,500, 155,000, and 109,400 square
feet, respectively.
b. BUA FOR INDIVIDUAL LOTS. Each of the 258 lots are limited to a maximum of 4,000
square feet of BUA, as indicated in the approved plans and specifications. The maximum
BUA 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 1 of 6

State Stormwater Management
Permit No. SW8 200705
2. PERVIOUS AREA IMPROVEMENTS. At this time, none of the pervious area improvements
listed in G.S. 143-214.7(b2) or the Stormwater Design Manual have been proposed for this
project. Pervious area improvements will be allowed in this project if documentation is provided
demonstrating those improvements meet the requirements of the stormwater rule.
3. SCM REQUIREMENTS. The SCM requirements for this project are as follows:
a. SCM DESIGN. The SCMs are permitted based on the design criteria presented in the
sealed, signed and dated supplement and as shown in the approved plans and
specifications. These SCMs must be provided and maintained at the design condition.
b. PLANTING PLAN. The SCM 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.
c. FOUNTAINS. At this time, a decorative spray fountain has not been proposed within the wet
pond. Decorative spray fountains will be allowed in the wet pond 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.
d. IRRIGATION. If the wet pond is to be used 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.
4. STORMWATER OUTLETS. The peak flow from the 10-year storm event shall not cause
erosion downslope of the discharge point.
5. VEGETATED SETBACKS. A 50-foot wide vegetative setback must be provided and maintained
in grass or other vegetation adjacent to all surface waters as shown on the approved plans. The
setback is 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.
a. BUA IN THE VEGETATED SETBACK. BUA may not be added to the vegetated setback
except as shown on the approved plans or in the following instances where the BUA has
been minimized and channelizing runoff from the BUA is avoided:
i. Water dependent structures; and
ii. Minimal footprint uses such as poles, signs, utility appurtenances, and security
lights that cannot practically be located elsewhere.
b. RELEASE OF STORMWATER NOT TREATED IN AN SCM. Stormwater that is not treated
in an SCM must be released at the edge of the vegetated setback and allowed to flow
through the setback as dispersed flow.
6. RECORDED DOCUMENT REQUIREMENTS. The stormwater rules require the following
documents to be recorded with the Office of the Register of Deeds prior to the sale of individual
lots or groups of lots:
a. ACCESS AND/OR EASEMENTS. The entire stormwater conveyance system, including any
SCMs, and 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.
b. OPERATION AND MAINTENANCE AGREEMENT. The operation and maintenance
agreement must be recorded with the Office of the Register of Deeds.
c. FINAL PLATS. The final recorded plats 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.
Page 2 of 6

State Stormwater Management
Permit No. SW8 200705
d. DEED RESTRICTIONS AND PROTECTIVE COVENANTS. Recorded deed restrictions and
protective covenants must include, at a minimum, the following statements related to
stormwater management:
i. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 200705, as issued by the Division of
Energy, Mineral and Land Resources (the "Division") under 15A NCAC 02H.1000,
effective January 1, 2017.
ii. The State of North Carolina is made a beneficiary of these covenants to the extent
necessary to maintain compliance with the Stormwater Management Permit.
iii. These covenants are to run with the land and be binding on all persons and parties
claiming under them.
iv. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the Division.
v. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division.
vi. The maximum built-upon area (BUA) per lot is 4,000 square feet. This allotted
amount includes any BUA 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
not shown on the approved plans. BUA has the same meaning as G.S. 143-214.7,
as amended.
vii. The maximum allowable BUA shall not be exceeded on any lot until the permit is
modified to ensure compliance with the stormwater rules, permit, and the approved
plans and specifications.
viii. All runoff from the BUA on the lot must drain into the permitted system. This may
be accomplished via grading, a stormwater collection system and/or a vegetated
conveyance.
ix. A 50-foot wide vegetative setback must be provided and maintained adjacent to all
surface waters in accordance with 15A NCAC 02H.1003(4) and the approved
plans.
x. 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.
e. DEEDS FOR INDIVIDUAL LOTS. 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.
7. CONSTRUCTION. During construction, erosion shall be kept to a minimum and any eroded
areas of the on-site stormwater system will be repaired immediately.
a. PROJECT CONSTRUCTION, OPERATION AND MAINTENANCE. During construction, all
operation and maintenance for the project shall follow the Erosion Control Plan requirements
until the Sediment-Erosion Control devices are converted to SCMs or no longer needed.
Once the device is converted to a SCM, the permittee shall provide and perform the
operation and maintenance as outlined in the applicable section below.
b. SCM RESTORATION. If one or more of the SCMs are used as an Erosion Control device
and/or removed or destroyed during construction, it must be restored to the approved state
stormwater design condition prior to close-out of the erosion control plan and/or project
completion and/or transfer of the state stormwater permit. Upon restoration, a new or
updated certification will be required for the SCM(s) and a copy must be submitted to the
appropriate DEQ regional office.
Page 3 of 6

State Stormwater Management
Permit No. SW8 200705
8. MODIFICATIONS. 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. For changes to the project or SCM that impact the certifications, a new or updated
certification(s), as applicable, will be required and a copy must be submitted to the appropriate
DEQ regional office upon completion of the modification.
a. Any modification to the approved plans and specifications, regardless of size including the
SCM(s), BUA, details, etc.
b. Redesign or addition to the approved amount of BUA or to the drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of the project
and/or property area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading, or resizing of any
component of the approved SCM(s), stormwater collection system and/or vegetative
conveyance shown on the approved plan.
e. The construction of any allocated future BUA.
f. Adding the option to use permeable pavement or#57 stone within the lots as a permeable
surface. The request may require a proposed amendment to the deed restrictions and
protective covenants for the subdivision to be submitted and recorded.
g. The construction of any permeable pavement, #57 stone area, public trails, or landscaping
material within the common areas to be considered a permeable surface that were not
included in the approved plans and specifications.
h. Other modifications as determined by the Director.
9. DESIGNER'S CERTIFICATION. Upon completion of the project, the permittee shall determine if
the project is in compliance with the approved plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the approved 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 operation and 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 approved 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.
10. OPERATION AND MAINTENANCE. The permittee shall 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 are maintained at the
approved design condition. The approved operation and maintenance agreement must be
followed in its entirety and maintenance must occur at the scheduled intervals.
a. CORRECTIVE ACTIONS REQUIRED. If the facilities fail to perform satisfactorily, the
permittee shall take immediate corrective actions. This includes actions required by the
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.
b. MAINTENANCE RECORDS. 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.
11 PERMIT RENEWAL. 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 15A NCAC 02H.1045(3).
Page 4 of 6

State Stomiwater Management
Permit No. SW8 200705
12. CURRENT PERMITTEE NAME OR ADDRESS CHANGES. The permittee shall submit a
completed Permit Information Update Application Form to the Division within 30 days to making
any one or more of the following changes:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the permittee.
13. TRANSFER. This permit is not transferable to any person or entity except after notice to and
approval by the Director. Neither the sale of the project and/or property, in whole or in part, nor
the conveyance of common area to a third party constitutes an approved transfer of the permit.
a. DEVELOPER AGREEMENT. It is the responsibility of the permit holders, D.R. Horton, Inc.
("Developer") and RMP Sidbury Road, LLC ("Property Owner"), to notify the Division of any
changes in ownership and request an ownership/name change for the stormwater permit.
However, if the development agreement between the Developer and Property Owner is
dissolved, cancelled or defaults, and the Division is not notified by the Developer to transfer
the permit, then the responsibility for permit compliance reverts back to the Property Owner.
A complete transfer request must be submitted to the Division within 30 days as described
below otherwise the Developer and Property Owner will be operating a stormwater treatment
facility without a valid permit which is a violation of NC General Statue 143-215.1. Failure to
transfer the permit may result in appropriate enforcement action in accordance with North
Carolina General Statute §143-215.6A through §143-215.6C being taken against the
Property Owner.
b. TRANSFER REQUEST. The transfer request must include the appropriate application,
documentation and the processing fee as outlined in 15A NCAC 02H.1045(2) and must be
submitted upon occurrence of any one or more of the following events:
i. The sale or conveyance of the project and/or property area in whole or in part,
except in the case of an individual residential lot sale that is made subject to the
recorded deed restrictions and protective covenants;
ii. The assignment of declarant rights to another individual or entity;
iii. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of NCGS 143-214.7(c2);
iv. Dissolution of the partnership, corporate, or LLC entity, subject to NCGS 55-14-05
or NCGS 57D-6-07 and 08;
v. Bankruptcy;
vi. Foreclosure, subject to the requirements of Session Law 2013-121,
b. TRANSFER INSPECTION. 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 complies with the permit conditions.
Records of maintenance activities performed to date may be requested. Projects not in
compliance with the permit will not be transferred until all permit and/or general statute
conditions are met.
14 COMPLIANCE. The permittee is responsible for complying with the terms and conditions of this
permit and the approved plans and specifications until the Division approves the transfer
request.
Page 5 of 6

State Stormwater Management
Permit No. SW8 200705
a. REVIEWING AND MONITORING EACH LOT FOR COMPLIANCE. The permittee is
responsible for verifying that the proposed BUA on each individual lot, within each drainage
area and for the entire project does not exceed the maximum amount allowed by this permit.
The permittee shall review all individual lot plans for new construction and all subsequent
modifications and additions for compliance. The plans reviewed must include all proposed
BUA, grading, and driveway pipe placement. The permittee shall not approve any lot plans
where the maximum allowed BUA limit has been exceeded or where modifications are
proposed to the grading and/or to the stormwater collection system and/or to the vegetated
conveyance unless and until a permit modification has been approved by the Division. The
permittee shall review and routinely monitor the project and each lot to ensure continued
compliance with the conditions of the 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.
b. ARCHITECTURAL REVIEW BOARD (ARB) OR COMMITTEE (ARC). The permittee may
establish an ARB or ARC to conduct individual lot 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.
c. APPROVED PLANS AND SPECIFICATIONS. A copy of this permit, approved plans,
application, supplement, operation and maintenance agreement, all applicable recorded
documents, and specifications shall be maintained on file by the permittee at all times.
d. DIVISION ACCESS. The permittee grants Division Staff permission to enter the property
during normal business hours to inspect all components of the permitted project.
e. ENFORCEMENT. 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.
f. OBTAINING COMPLIANCE. 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.
g. OTHER PERMITS. The issuance of this permit does not preclude the permittee from
obtaining and complying with any and all other permits or approvals that are required for this
development to take place, as required by any statutes, rules, regulations, or ordinances,
which are 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.
Permit issued this the 20th day of August 2020.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
. Brian Wrenn, +ire •f
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 200705
Page 6 of 6

State Stormwater Management
Permit No. SW8 200705
Attachment A
Certification Forms
The following blank Designer Certification forms are included and specific for this project:
• • As-Built Permittee Certification
• As-Built Designer's Certification General MDC
• As-Built Designer's Certification for Wet Detention Pond Project
A separate certification is required for each SCM. These blank certification forms may be copied and
used, as needed, for each SCM and/or as a partial certification to address a section or phase of the
project.
Page 1 of 1

State Stormwater Management
Permit No. SW8 200705
AS-BUILT PERMITTEE CERTIFICATION
I hereby state that I am the current permittee for the project named above, and I certify by my
signature below, that the project meets the below listed Final Submittal Requirements found in NCAC
02H.1042(4) and the terms, conditions and provisions listed in the permit documents, plans and
specifications on file with or provided to the Division.
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is part of a Fast Track As-built Package Submittal.
Printed Name Signature
, a Notary Public in the State of
County of , do hereby certify that
personally appeared before me this day of , 20
and acknowledge the due execution of this as-built certification. (SEAL)
Witness my hand and official seal
My commission expires
Completed/
Permittee's Certification NCAC .1042(4) Provided N/A
A. DEED RESTRICTIONS/BUA RECORDS
1. The deed restrictions and protective covenants have been recorded Y or N
and contain the necessary language to ensure that the project is
maintained consistent with the stormwater regulations and with the
permit conditions.
2. A copy of the recorded deed restrictions and protective covenants Y or N
has been provided to the Division.
3. Records which track the BUA on each lot are being kept. (See Note Y or N
1)
B. MAINTENANCE ACCESS
1. The SCMs are accessible for inspection, maintenance and repair. Y or N
2. The access is a minimum of 10 feet wide. Y or N
3. The access extends to the nearest public right-of-way. Y or N
C. EASEMENTS
1. The SCMs and the components of the runoff collection /conveyance Y or N
system are located in recorded drainage easements.
2. A copy of the recorded plat(s) is provided. Y or N
D. SINGLE FAMILY RESIDENTIAL LOTS - Plats for residential lots that Y or N
have an SCM include the following:
1. The specific location of the SCM on the lot. Y or N
2. A typical detail for the SCM. Y or N
3. A note that the SCM is required to meet stormwater regulations and
that the lot owner is subject to enforcement action as set forth in Y or N
NCGS 143 Article 21 if the SCM is removed, relocated or altered
without prior approval.
E. OPERATION AND MAINTENANCE AGREEMENT Y or N
1. The O&M Agreement is referenced on the final recorded plat. Y or N
2. The O&M Agreement is recorded with the Register of Deeds and Y or N
appears in the chain of title.
F. OPERATION AND MAINTENANCE PLAN—maintenance records are
being kept in a known set location for each SCM and are available for Y or N
review.
G. DESIGNER'S CERTIFICATION FORM—has been provided to the Y or N
Division.
Page 1 of 6

State Stormwater Management
Permit No. SW8 200705
Note 1-Acceptable records include ARC approvals, as-built surveys, and county tax records.
Provide an explanation for every requirement that was not met, and for every "N/A" below. Attach
additional sheets as needed.
Page 2 of 6

State Stormwater Management
Permit No. SW8 200705
AS-BUILT DESIGNER'S CERTIFICATION GENERAL MDC
I hereby state that I am a licensed professional and I certify by my signature and seal below, that I
have observed the construction of the project named above to the best of my abilities with all due care
and diligence, and that the project meets the below listed General MDC found in NCAC 02H.1050 in
accordance with the permit documents, plans and specifications on file with or provided to the
Division, except as noted on the "AS-BUILT" drawings, such that the intent of the stormwater rules
H
and statutes has been preserved.
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is a part of a Fast-Track As-Built Package Submittal per .1044(3).
Check here if the designer did not observe the construction, but is certifying the project.
Check here if pictures of the SCM are provided.
Printed
Name Signature
NC Registration
Number Date
Consultant's Mailing Address:
SEAL:
City/State/ZIP
Phone Number
Consultant's Email address:
O Circle N if the as-built value differs from the Plan. If N is circled, provide an explanation on Page 2.
©N/E = not evaluated (provide explanation on page 2) OO N/A = not applicable to this SCM or project.
Consultant's Certification NCAC 1003((3) & General MDC ; As-built ©N/E ON/A
.1050
A. TREATMENT REQUIREMENTS
1. The SCM achieves runoff treatment. Y or N
2. The SCM achieves runoff volume match. Y or N
3. Runoff from offsite areas and/or existing BUA is Y or N
bypassed.
4. Runoff from offsite areas and/or existing BUA is directed Y or N
into the permitted SCM and is accounted for at the full
build-out potential.
5. The project controls runoff through an offsite permitted Y or N
SCM that meets the requirements of the MDC.
6. The net area of new BUA increase for an existing project Y or N
has been accounted for at the appropriate design storm
level.
7. The SCM(s) meets all the specific minimum design Y or N
criteria.
B. VEGETATED SETBACKS / BUA
1. The width of the vegetated setback has been measured Y or N
from the normal pool of impounded waters, the MHW
line of tidal waters, or the top of bank of each side of
rivers or streams.
2. The vegetated setback is maintained in grass or other Y or N
vegetation.
3. BUA that meets the requirements of NCGS 143-214.7 Y or N
(b2)(2) is located in the setback.
Page 3 of 6

State Stormwater Management
Permit No. SW8 200705
4. BUA that does not meet the requirements of NCGS 143- Y or N
214.7 (b2)(2) is located within the setback and is limited
to:
a. Publicly funded linear projects (road, greenway
sidewalk)
b. Water-dependent structures
c. Minimal footprint uses (utility poles, signs, security
lighting and appurtenances)
5. Stormwater that is not treated in an SCM is released at Y or N
the edge of the setback and allowed to flow through the
setback as dispersed flow.
OAs-built ON/E ©N/A
C. STORMWATER OUTLETS—the outlet handles the peak Y or N
flow from the 10 year storm with no downslope erosion.
D. VARIATIONS
1. A variation (alternative)from the stormwater rule Y or N
provisions has been implemented.
2. The variation provides equal or better stormwater control Y or N
and equal or better protection of surface waters.
E. COMPLIANCE WITH OTHER REGULATORY PROGRAMS Y or N
has been met.
F. SIZING -the volume of the SCM takes the runoff from all
surfaces into account and is sufficient to handle the required Y or N
storm depth.
G. CONTAMINATED SOILS— infiltrating SCM's are not Y or N
located in or on areas with contaminated soils.
H. SIDE SLOPES
1. Vegetated side slopes are no steeper than 3H:1 V. Y or N
2. Side slopes include retaining walls, gabion walls, or Y or N
other surfaces that are steeper than 3H:1V.
3. Vegetated side slopes are steeper than 3H:1 V(provide Y or N
supporting documents for soils and vegetation).
I. EROSION PROTECTION
1. The inlets do not cause erosion in the SCM. Y or N
2. The outlet does not cause erosion downslope of the Y or N
discharge point during the peak flow from the 10 year
storm.
J. EXCESS FLOWS—An overflow/bypass has been Y or N
provided.
K. DEWATERING—A method to drawdown standing water has Y or N
been provided to facilitate maintenance and inspection.
L. CLEANOUT AFTER CONSTRUCTION—the SCM has been Y or N
cleaned out and converted to its approved design state.
M. MAINTENANCE ACCESS
1. The SCM is accessible for maintenance and repair. Y or N
2. The access does not include lateral or incline slopes Y or N
>3:1.
N. DESIGNER QUALIFICATIONS (FAST-TRACK PERMIT)—
The designer is licensed under Chapters 89A, 89C, 89E, or Y or N
89F of the General Statutes.
Provide an explanation for every MDC that was not met, and for every item marked "N/A" or"N/E",
below. Attach additional pages as needed:
Page 4 of 6

State Stormwater Management
Permit No. SW8 200705
AS-BUILT DESIGNER'S CERTIFICATION FOR WET DETENTION POND PROJECT
I hereby state that I am a licensed professional and I certify by my signature and seal below, that I
have observed the construction of the project named above to the best of my abilities with all due care
and diligence, and that the project meets all of the MDC found in NCAC 02H.1053, in accordance with
the permit documents, plans and specifications on file with or provided to the Division, except as
noted on the "AS-BUILT' drawings, such that the intent of the stormwater rules and the general
H
statutes has been preserved.
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is part of a Fast-Track As-Built Package Submittal per .1044(3).
Check here if the Designer did not observe the construction, but is certifying the project.
Check here if pictures of the SCM are provided.
Printed
Name Signature
NC Registration Number Date
Consultant's Mailing Address:
SEAL:
City/State/ZIP
Phone Number
Consultant's Email address:
0 Circle N if the as-built value differs from the Plan/permit. If N is circled, provide an explanation on
page 2
ON/E = not evaluated (provide explanation on page 2) ON/A= not applicable to this project or SCM.
This Certification must be completed in conjunction with the General MDC certification under NCAC
02H.1050
Consultant's Certification (MDC .1053) jOAs-built ON/E ©N/A
A. Forebay/ Depths/Fountain
1. The available Sediment storage is consistent with the Y or N
approved plan and is a minimum of 6 in.
2. Water flow over the forebay berm into the main pond Y or N
occurs at a non-erosive velocity.
3. The provided Forebay Volume is 15%-20% of the main Y or N
pool volume.
4. The Forebay entrance elevation is deeper than the exit Y or N
elevation into the pond.
5. The Average Design Depth of the main pond below the
permanent pool elevation is consistent with the permitted Y or N
value?
6. Fountain documentation is provided. Y or N
B. Side slopes/ Banks/Vegetated Shelf
1. The width of the Vegetated Shelf is consistent with the Y or N
approved plans and is a minimum of 6 feet.
2. The slope of the Vegetated Shelf is consistent with the Y or N
approved plans and is no steeper than 6:1.
C. As-built Main Pool I Areas/Volumes I Elevations
1. The permanent pool surface area provided is consistent Y or N
with the permitted value.
2. The Temporary Pool Volume provided is consistent with Y or N
the permitted value.
Page 5 of 6

State Stormwater Management
Permit No. SW8 200705
3. The permanent pool elevation is consistent with the Y or N
permitted value.
4. The temporary pool elevation is consistent with the Y or N
permitted value.
OAs-built OO N/E OO N/A
D. Inlets/Outlet/Drawdown
1. The design volume draws down in 2-5 days. Y or N
2. The size of the Orifice is consistent with the permitted Y or N
value.
3. A trash rack is provided on the outlet structure. Y or N
4. Hydrologic impacts to the receiving channel are minimized Y or N
from the 1 yr 24 hr storm discharge?
5. The inlets and the outlet location are situated per the Y or N
approved plan and avoid short-circuiting.
E. Vegetation
1. The vegetated shelf has been planted with a minimum of 3 Y or N
diverse species.
2. The vegetated shelf plant density is consistent with the
approved plans and is no less than 50 plants per 200 sf or Y or N
no less than 24 inches on center.
Provide an explanation for every MDC that was not met, and for every item marked "N/A" or"N/E"
below. Attach additional pages as needed:
Page 6 of 6

DFMLR USE ONLY
Date ece ved Fee Paid Permit Number
`] /4/c 9O o /5 SQS=' Su)S boo `76..5
Applicable Ru s: ❑Coastal SW-1995 ❑Coastal SW-2008 ❑Ph II-Post Construction
(select all that apply) El Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
❑Other WQ Mgmt 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.):
Sidbury Farms-Phase 1
2. Location of Project(street address):
6010 Sidbury Rd
City:Castle Hayne County:New Hanover Zip:28429
3. Directions to project(from nearest major intersection):
From the Intersection of Blue Clay Road(SR 1318)and Sidbury Road(SR 1336),travel North East
approximately 1.80 miles.The project will be on the right.
4. Latitude:34°19'52.92"N Longitude:77°51'11.43"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): New ❑Modification ❑Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number ,its issue date(if known) ,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,N/A and the previous name of the project,if different than currently
proposed,N/A
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 ®Sedimentation/Erosion Control:86.01 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? No ❑Yes '
If yes, see S.L.2012-200, Part VI:http://portal.ncdenr.org/web/lr/rules-and-regulations ii
flJUL162020 ij
BY:
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:D.R.Horton,Inc.
Signing Official&Title:Libby Shelton,Assistant Vice President signing for Thomas B.Montano(Vice
President)
b.Contact information for person listed in item la above:
Street Address:131 Racine Drive,Suite 201
City:Wilmington State:NC _ Zip:28403
Mailing Address(if applicable):
City: State: Zip:
Phone: (843 ) 709-0752 Fax: ( )
Email:[e-mail]
c.Please check the appropriate box.The applicant listed above is:
❑The property owner(Skip to Contact Information,item 3a)
❑Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
®Developer*(Complete Contact Information,item 2a and 2b below.) �......' " ' "I,,,
A
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or d. , s�Ai
person who owns the property that the project is located on): _ 9<; _
AL
Property Owner/Organization:RMP Sidbury Road.LLC = 025503 _
Signing Official&Title:john Rudolph.Manager =13,'ti Vciwc���s
b.Contact information for person listed in item 2a above: '�,,.„41i'0 A 1"O
Street Address:172 Huntley Place
�`""' "'�+�
City:Charlotte State:NC
Zip:28207
Mailing Address(if applicable):172 Huntley Place
City:Charlotte State:NC Zip:28207
Phone: (704 ) 372-8000 Fax: (
Email:[e-mail]
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official&Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: f ) Fax: ( )
Email:
4. Local jurisdiction for building permits:New Hanover County
Point of Contact:Nicholas Gadzekpo Phone#: (910 ) 798-7308
Form SWU-101 Version Oct.31,2013 Page 2 of 7

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Stormwater will be collected with pipe collection systems and treated with wet detention basins.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date:
❑Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
❑Coastal SW-1995 ❑Ph II-Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area:122.27 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5)-Total Surface Water Area(6)=Total Project
Area+:118.68 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded�� structures, the area
between the banks of streams and rivers, the area below the Normal High Water(NHW)line or Mean High Water
(MHW)line, and coastal wetlands landward from the NHW(or MHI line. The resultant project area is used to
calculate overall percent built upon area(BLIA). Non-coastal wetlands landward of the NHW(orMHW)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/Total Project Area)X 100 =36.6
9. How many drainage areas does the project have?4(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 Drainage Area_ Drainage Area_, Drainage Area Drainage Area_
Receiving Stream Name J ► . A • a aEV°Pri
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_ Drainage Area_ Drainage Area_ Drainage Area_
On-site Buildings/Lots(sf)
On-site Streets (sf)
On-site Parking (sf)
On-site Sidewalks (sf)
Other on-site (sf) ' . : Imo;;
Future(sf) f JUL 1 6 2020 i
Off-site (sf)
Existing BUA=- (sf) LiY•_
Total (sf):
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
** Impervious area is defined as the built upon area including, but not Iimited to, buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version Oct.31,2013 Page 3 of 7

Y
0.1
N
U
CO
o m 3 `. 0 o tmn ae R $ to o 0
v « r4 m o
W U. 0 N O N m to 0 m N O c 00 s-1 O com
iLn
12 C7 00 m m 00 m I- o to in O a 00
al •-1 t/7 V1 - ,..j M '-1 M ti
u
O c
N
O o.
Ml
Pn
t1 Y
N
0) 0l m el 'i 'O
to 0 t0 al
tom a-.
a.) O V31 ^ CO1 ea O of O O ` O O O O O O O O
C (Su U Ob n n
D u ''1 N N 0
u
•c
ti
Y
W
01
U
m LO COCO
a e`o l^O a,up
004 U * a 00 to m
in
2 0 to ^ P. o O r' v 2 0 0 0 oo m o 0 '•'
44 l7 U O O Tr- ' N-' U d tD 0. m Kr-
m m oe-I 01 m to to ,. N .-1 ° m
w
U
c
t
Y
Ol
E
U
m
m m t^ v CO 'N-' * t^ as 0 0 0 CLI
2 O to ^ rl O r vi Id 2 O f` O N O O co Ol
tr) C7 U 00 Kr tao Lo m an M to - Ini
a,
U
•c
a
Y
Ol
W
U`
'-1 N m 3 t0'] M rNl �^ N O '�-'
2 O to V '-1 O '-' 'y N a O m O tV 0 to 0 .-'
c0 sr; Lri
to U U co a V m m N N . c rq
m
L w
- C
In -
E d
f0
LL Y
N
U
-O_ rt m m a LIO N O rl
�� g Ol to N
2 o ?Pi N m O co 00 00 o0 o m O O O - O m
LA U U 00 00 10 M r' N t0
u
c
rz a
d
c
m
U
>
'0�' aa, 7
m E m
N a ra t. ¢ I m
" a
N co N .fir a O w N F
E d a m o_ m u G= V '�j' <
E O W 01 a Z .O N ;� -
N Z Oo m y 01 .J C t70 N m .-. w
` L.N x f0 A Oo C N v7i al C
y c c C E O v
a[ U m to tL in c m m 54....„. +,.,a.O > E E m Uw O o c 2 7. " Y +°1. o a c +,.,.,,a
al `l d 7 to m a E al m to N N d = ,
JUfn ° • fl
1A HOOI--' 1 O OOOOlLW �� ..
By:

***Report only that amount of existing BLIA that will remain after development.Do not report any existing BLIA that
is to be removed and which will be replaced by new BLIA.
11. How was the off-site impervious area listed above determined?Provide documentation.N/A
P�•jects 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 15A NCAC 02B
.0600
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&M)forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-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
http://portal.ncdenr.org/web/wq/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://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
itials
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
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s)(sealed,signed and dated)and O&M
agreement(s)for each BMP. ,pp+
4. Permit application processing fee of ai able to NCDENR. (For an Express review,refer to 720161A
http://www.envhelp.org/pages/onestopexpress.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 detailednarrative(one to o pages) escribing the stormwater treatment/management for
lf�1 1 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 13101
receiving stream drains to class SA waters within 1/2 mile of the site boundary,include the'/z
mile radius on the map.
7. Sealed,signed and dated calculations(one copy).
8. Two sets of plans folded to 8.5"x 14" (sealed,signed,&dated),including: I
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 impoun. =--- •.
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal waters. " "" -•- !`
'
i. Dimensioned property/project boundary with bearings&distances. c
j. Site Layout with all BUA identified and dimensioned. f JUL1 8 2020
k. Existing contours,proposed contours,spot elevations,finished floor elevations. + /
1. Details of roads,drainage features,collection systems,and stormwater control measuresBY.• 1
Form SWU-101 Version Oct.31,2013 Page 4 of 7

m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
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 i
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"x11"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed.Deed book:5617 Page No:442-445 IV"
11. For corporations and limited liability corporations(LLC):Provide documentation from the NC ..._
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.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. 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:Richard A.Moore,P.E.
Consulting Firm:McKim&Creed
Mailing Address:243 North Front Street
City:Wilmington State:NC Zip:28401
Phone: (910 ) 343-1048 Fax: (910 ) 251-8282
✓oz
@a
Email:RAmoore mckimcreed.com
IX. PROPERTY OWN' ' AU ► ORIZATION(if Contact Information,item 2 has been filled out, complete ,h
section) Uor ��I,r A_te W
I, (print or type name of person fed in Contact Information,item 2a) ,certify that I
own the property identified• •s permit application,and thus give permission to(print or type name o f person
listed in Contact Information,i • 'a) 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 pen ing pr.•erty sales contract has been provided with the submittal,which indicates the
party responsible for the o eration . d maintenance of the stormwater system.
Form SWU-101 Version Oct.31,2013 Page 5 of 7

IX. PROPERTY OWNER AUTHORIZATION(if Contact Information,item 2 has been filled out,complete this
section) I
I, (print or type name of person listed in Contact Information,item 2a) iO�w �u4v 1,ok ,certify that I
own the property identified in this permit a lication,and thus give permission to(print or type name of person
listed in Contact Information,item la) ( OET2 4 with(print or type name of organization listed in
Contact Information,item 1a) b.a.NtaTwJ IS/ QC . 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.
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 asses ment of civ' ties f up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature: (It . 4197,44!
Date: 7 • 1 •z 0 Z.e
I, 1 1 ►+ck L1 •es ,a Notary Public for the State of Ni'C- ,County of
Av '1 ,do hereby certify that J OItiM C.,. R,IAetD I p L.. personally appeared
before me this lay of,.] ,im ,ada0,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, D. tskto
14issian.
+�
!.-
SEAL
My commission expires 1 l'd%11-ALI
flECEIVEfl
JUL 17 2020
Form SWU-101 Version Oct.31,2013 Page 6 of 7

` X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information,item 1a)Libby Shelton
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 iv_Iesander 15A NCAC2H.1000 and,any other applicable state stormw ter requirements.
Signature: �� Bate: 7 �7/
I, I A&,1 PI PtN/J ARK ,a Notary Public for the State of .)oLrl CA16 LNA',County of
NE,i.J lik ve,k ,do hereby certify that ELM milt s 4El TM%) personally appeared
before me this,,today of Tvi ( ,jet30 ,and acknowle ge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
out o t i
40.? FLANA,S,
it NOT,4
=a
v'
40
00
‘11\:::BLIC
41
unsatio
SEAL
My commission expires 05/7/.2 68)-S
Form SWU-101 Version Oct.31,2013 Page 7 of 7

Burd, Tina J
From: Burd,Tina J
Sent: Thursday,August 27, 2020 10:41 AM
To: [e-mail]: Richard (Rick)A. Moore
Subject: SW8 200705 - Sidbury Farms
Attachments: SW8 200705 - Sidbury Farms.pdf
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources(Stormwater Section)completed
their review of the Express Stormwater Permit Application for the subject project.Attached is the cover letter and
permit issued on May 6, 2020 that will be mailed separately,along with any other supporting documents.
Please direct any questions to your reviewer.
DO NOLRESPON4 TQ THIS EMAIL.
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance&Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Eill""Nagift
, A-P'°'°11.-11Clii-1-"Z Iiiii ,-,—)
aoL„,LY...„,,li iSYH[YY!1(reu:i}iofa y
Er;pair corresp 'ric?e"ce ;r}and from this address is subject to the
Noilh Cal Wine sc),bf c Records Law and may be disclosed to third patties.
1

Burd, Tina J
From: Burd,Tina J
Sent: Thursday,August 27,2020 10:43 AM
To: '[e-mail]'
Subject: FW: SW8 200705 - Sidbury Farms
Attachments: SW8 200705 - Sidbury Farms.pdf
From: Burd,Tina J
Sent:Thursday,August 27, 2020 10:41 AM
To: [e-mail];[e-mail]; Richard (Rick)A. Moore<[e-mail]>
Subject:SW8 200705-Sidbury Farms
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources(Stormwater Section)completed
their review of the Express Stormwater Permit Application for the subject project.Attached is the cover letter and
permit issued on May 6,2020 that will be mailed separately,along with any other supporting documents.
Please direct any questions to your reviewer.
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance &Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
,..A.
4 "'3V.,..It-ea.,„,,,li
--\000...-
Email correspondence to arid from flies address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
1

MCKIM&CREED E I E E R S
SuR;' EEYCRS
L•4NNERS
August 13, 2020 M&C 04245-0012(40)
Kellie Norris, Environmental Engineer
DEMLR—State Stormwater Program
Department of Environmental Quality
127 Cardinal Drive
Wilmington, North Carolina 28405
RE: Request for Additional Information
Stormwater Project No. SW8 200705
Sidbury Farms
New Hanover County
Dear Ms. Norris:
In response to the Request for Additional Information Received (August 10,
2020) regarding Sidbury Farms Stormwater Project No. SW8 200705, we offer
the following responses:
1. 15A NCAC 02H.1053(2):Based on the provided variables,the reported
average depth is not consistent with the use of Equation 3.Please provide
additional calculations to support the average depth reported,3.01 ft,or
reconsider the provided average depth.
-Response: The average depth for Pond 1 has been updated. The same spreadsheet
calculation error was also found in the Pond 2 calculations. Both revised pond
calculations have been submitted with this submittal.Ponds 3 and 4 were correct as
previously submitted.
2. 15A NCAC 02H.1053(1):Using the average depth determined from the
provided pond design,it appears that the surface area of Pond #1 does no
meet the minimum required surface area.Please review and resolve, as
a.j ,,�, ,o f s+, �, necessary.One possible solution is to lessen the future allotment of BUA for
Pond#1.
ny,c,, N : 28401
-Response:After revising the average depth used for Ponds 1 and 2, the provided
permanent pool surface area exceeds the minimum required surface area. We do not
propose any changes to the proposed or future BUA allocations.
'?10 343 04_
Fax ?i• 25' 828?
r ::•a , �� r �read.:.om

Ms.Kellie Norris
August 11,2020
3. 15A NCAC 02H.1042(2):Please email the updated and revised supplement
form to the email address provided below so that it can be preserved
electronically per the regulatory requirements.
-Response: The updated and revised supplement form has been emailed to
[e-mail]
4. Due to the relatively minor nature of these comments,the express additional
information review fee has been waived.
-Response:Noted. Thank you.
If you have any questions,please do not hesitate to contact me at our office 910-
343-1048.
Sincerely,
• &Creed,INC.
RIchard A.Moore, PE
Regional Manager
Cc: Ian Flannery,DR Horton
File(with attachments)
MCKIVI&CREED

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 1
Site Data
Total DA I 839,746 SF Value from CAD
On-Site Drainage Area I 839,746 I SF Value from CAD
Off-Site Drainage Area I 0.00 I SF Value from CAD
Impervious 563,354 SF Value from CAD
Buildings 392,000 SF Value from CAD
Sidewalks 20,963 SF Value from CAD
Streets 125,391 SF Value from CAD
Parking 0 Sr Value from CAD
Other(Amenity Center) 0 SF Value from CAD
Future 25,000 SF Value from CAD
Offsite I SF
Impervious Cover=(impervious Drainage
Impervious Cover 67.09% Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.654 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 68,626 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 81,593 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation Main Bay 1 23.0 FT Value selected by designer
Bottom of Pond Elevation Forebay 23.5 FT
Sediment Storage Elevation-Main Bay 24.0 FT Value selected by designer
Sediment Storage Elevation-Forebay 24.0 FT
Sediment Storage Volume _ 33,277 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 27.50 FT Value selected by designer
Temporary Pool Elevation I 29.00 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 I FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 840 I FT Main Bay only
Average Depth Provided 3.23 FT See formula below
Required SA/DA Ratio for 90%TSS Removal L 4.695 % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 39,387 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 41,744 SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 126,409 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 25,282 CF 20%of permanent pool volume
Provided Volume-Forebay 23,425 CF
Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 18.53% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice I 3.50 ]IN Value selected by designer
Weir Elevation of Outlet Structure I 29.00 I FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.35 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.45 FT 1/3 of total elevation head
Cd,Coefficient of Discharge 0.60 Value selected by designer -
Q,Flowrate Through Low-flow Orifice 0.22 CFS Q=Cd*Weir Area*sgrt(2*32. *Avg Hea.
•
Drawdown Time 3.68 DAYS 1.5"Runoff Volume/Flowra th 00 'Pt i
r°
egdaf.rn t Awry..depfh+Moo Oho meet fuhwd m .. rm ♦• r '. ✓ IP
too fhN>f bQll•.excluded Nan the *ph eeKWNlar
Average Depth formula: ii 0 "os
°" ADuttouwfs tetf (st, SEib L �` tplap
v.:nrm tt�, • a..r.0ea•4thn4t: QGJsJQw� i 1v.. -• A40.0...dgennenw.p.olfeef, , .A. ....• ua..t*MP.0i..e0oemrdC.....0.0,, . 1y A.
Kw,• 0.6'Dipa....r'Pennwrr...•,' ..".wn,..•. • ��//����yy4/:-� �'�l' o;
Men t1,e,..... • aepesgNaier attodeep e.iedae Metal -. i "•u V
PM•M1Aet.•+•enw * pMnetln p. nt NW MOM lm oi tl•e JJJJJ L A
A. ��b
!
��
4gt•640i9;:g4
I Wor.11. . r• Width.ar he.eN Oda*ft*Ode der
vra QswYtw a RalilVel 0.10.4

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE I -POND I
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.50 50,977 0 0 ••Permanent Pool
28.00 53,891 26,217 26,217 +-Top of Shelf
28.50 55,376 27,317 53,534
29.00 56,862 28,060 81,593 Temporary Pool
30.00 59,889 58,376 139,969
31.00 62,973 61,431 201,400
32.00 66,114 64,544 265,943 +-Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 +-Pond Bottom
24.00 31,902 30,780 30,780 +-Sed.Storage
25.00 34,206 33,054 63,834
26.00 36,570 35,388 99,222
27.00 38,994 37,782 137,004 +-Bottom of Shelf
27.50 41,744 20,185 157,189 +-Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.50 4,577 0 0 +-Bottom of Forebay
24.00 4,993 2,393 2,393 +-Sed.Storage
25.00 5,880 5,437 7,829
26.00 6,839 6,360 14,189
27.00 7,868 7.354 71 542
27.50 9,233 4,275 25,817 *Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 +-Pond Bottom
24.00 36,895 33,277 33,277 +-Sed.Storage
25.00 40,086 38,491 71,767
26.00 43,409 41,748 113,515
27.00 46,862 45,136 158,650 +Bottom of Shelf
27.50 50,977 24,460 183,110 +-Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 2
Site Data
Total DA 405,130 ISF Value from CAD
On-Site Drainage Area 405,130 ISF Value from CAD
Off-Site Drainage Area I 0.00 ISF Value from CAD
Impervious 325,115 SF Value from CAD
Buildings I 212,000 ISF Value from CAD
Sidewalks I 10,248 ISF Value from CAD
Streets 57,367 SF Value from CAD
Parking 0 ISF Value from CAD
Other(Amenity Center) I 0 SF Value from CAD
Future I 45,500 SF Value from CAD
Offsite I 0 SF
Impervious Cover 80.25% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.772 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 39,108 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 39,195 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay I 26.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay 27.0 FT
Sediment Storage Elevation-Main Ray 27.0 FT Value selected by designer
Sediment Storage Elevation-Forebay 28.0 I FT
Sediment Storage Volume 11,617 CF Pond volume below sediment storage elev.
Permanent Pool Elevation I 32.50 FT Value selected by designer
Temporary Pool Elevation 33.75 I FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 f FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool I 677 FT Main Bay only
Average Depth Provided I 4.37 FT See formula below
Required SA/DA Ratio for 90%TSS Removal 4.21% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 17,044 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 22,640 SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 90,175 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 18,035 CF 20%of permanent pool volume
Provided Volume Forebay 17,263 CF Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 19.14% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 2.50 I,IN Value selected by designer
Weir Elevation of Outlet Structure 33.75 I FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.15 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.38 FT 1/3 of total elevation head
Cd,Coefficient of Discharge 0.60 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.10 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 4.45 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
Spun..l A.:miss*path'Wulff.me if h...*..de.i A.!
Average Depth formula: ""'bi""`""""°_En1tlq°'t°oOwrve°"°then""""
f.'P-Vaitelf —
` a'y Abattomoffhelf
.m... a,., o.rdop"o 4.;1 i
' Viv - Tel.'amt:dpam x4+29D13 Oak;
Vwala.P,MbONarnoeMNg fee xwt
k.u...« ` Att.1eat warn we Wiatame ow:lkt:1
t Mora: D.....r • Done/waw al evdeep ea ardor WO es
a.ee..rle xpan.souppet II*
Prtaefte,...rw ' Qpkaalt.*WM:11R'MPI al Ml lbetla a le
HapLa.,.a,aa+ 41111Itehel.e'aegede bind*etdeabhc
eneiftl nakri al Apinaamtpcat Reen

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1-POND 2
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
32.50 28,778 0 0 •Permanent Pool
33.00 31,280 15,015 15,015 +Top of Shelf
33.75 33,200 24,180 39,195 •Temporary Pool
34.00 33,840 8,380 47,575
35.00 36,456 35,148 82,723
36.00 39,128 37,792 120,515 +Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.00 9,983 0 0 •Pond Bottom
27.00 11,524 10,754 10,754 +Sed.Storage
28.00 13,182 12,353 23,107
29.00 14,915 14,049 37,155
30.00 16,712 15,814 52,969
31.00 18,572 17,642 70,611
32.00 20,496 19,534 90,145 'Bottom of Shelf
32.50 22,640 10,784 100,929 Permanent Pool
rspiker
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.00 1,726 0 0 •Bottom of Forebay
28.00 2,274 2,000 2,000 *Bed.Storage
29.00 2,887 2,581 4,581
30.00 3,564 3,226 7,806
31.00 4,306 3,935 11,741
32.00 5,113 4,710 16,451
32.50 6,137 2,813 19,263 +Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.0U 9,983 0 0 •Pond Bottom
27.00 13,250 11,617 11,617 •Sed.Storage
28.00 15,456 14,353 25,970
29.00 17,802 16,629 42,599
30.00 20,276 19,039 61,638
31.00 22,878 21,577 83,215
32.00 25,609 24,244 107,458 +Bottom of Shelf
32.50 28,777 13,597 121,055 +Permanent Pool

SUPPLEMENT-EZ COVER PAGE
I FORMS LOADED
I
,PROJECT INFORMATION
. . . ..._. .... . , —
[._ 1 Project Name l,..._ SIDBURY FARMS-PHASE 1
2 Project Area(ac) I
118.68 ----1
--1 1 3 Coastal Wetland Area(ac) 0
1 i 1
4 Surface Water Area(ac) 1.04 __
5 Is this project High or Low Density? High 6 Does this project use an off-site SCM? i
No '
i
COMPLIANCE WITH 02H 1003(4) —:
. . . . —•----- ,
7 11Mdth of vegetated setbacks provided(feet) >50 1
1 8 Will the vegetated setback remain vegetated? I Yes
,
9 Ils BUA other that as listed in.1003(4)(c-d)out of the setback?- T—
Yes
101.1.Estreambank stabilization proposed on this project? ;
No
;NUMBER AND TYPE OF SCMs:
....... , _.
11 !Infiltration System 0
„
12 iBioretention Cell 0
,_.
13 iWet Pond 4
.I
:
1 14 Stormwater Wetland 0 1
F"
i 15 IPerrneable Pavement
I 0 16 tSand Filter ' 0
-r-
1 17 Rainwater Harvestirig_LRWH) •
• 0 .1
18 !Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) 0
I 204Disconnected Impervious Surface(DIS1
• •0
1
21 !Treatment Swale 0 I
22 iDriPond „ 0
1_
,23 iStormFilter 0 1
1_24 iSilva Cell 0 -I.
25 Ifilayfilter 0 I
' 26 iFilterra • 0 I
I FORMS LOADED
I
DESIGNER CERTIFICATION
• -----a .
.
' 27 ;Name and Title: Richard A.Moore,PE
I---1 28 lganization: : Mckim&Creed
--1—
29 Street address: ' 243 N Front St
30 tCity_LState,Zip: VVilmington,NC 28401 ,_ __.„...,-- .--I-
31 !Phone number(s): 19101143-1048
--4-
32 i Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision;that the information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that
the engineering plans,specifications,operation and maintenance agreements and other supporting information are consistent with the
information provided here.
Desir net Allfairb.
,,,t skoloi4ow.,
„;.. ''''1 1;tii•/1.17-: i.itticli„,..:1%
, • .4,--
.z. t.
Signat Designer
025503 .,L iTasas
,..,...z,...
saNnt,,,,„,... • ,_4.,"
4-iiimmitivoRs ch 7/0610
Seal Date

{ • r ,
' ifii I _ t i
tttk i i tj ? t { 1 IC[2
co ....r:Li
�i N4
eW { tiflW;
pqV c � O' ill 1 'M� 10iol t ! I j 30 r c{�.J
i U�, co el.
G`.,i { ijpp !1pf petji I Imo• :r• li p(_!!tt
i 1 1 i I E ` ivr
!
I I i { ' i
�i ( I i t I I i
,,,Ira N Oi Ni If 'W' tl;- 1� °
�;� of I o°• 01 " c �i-J
M oSQ,{ of rni 1 i o 0 00 i i { 11 of co
d�•; 0), Mj : I I0; fN:�, t ! i rapt 1�'.�
t ro w, 010
9.oL N NI j'-1 1C1,`-: • :(ptfn.
j j t ! i ' I
�; y t iw.1 iw'-:
N�i 0 4[f N r oat M�, t C UeJr
DI i a o II�'o j
'N C� o �catF :O O• i� Wi..
t1jN! �iMI O" 4E4; ! ! 1 .pf�.
yIM1 Ni �' ���' 1 I I ,M1U1
1±H".".4."'+'+"+"..1
1 {
I �'T" I I ! I i i
4 a• j w, H w I ml wi . j j
�vr of I c`tpw
M O. Ms i 1 f0! -Mi0' �1Off
• lcol N( m, : 1 omico
01 jun;ol le°0-;r-._.
n Ai p; ° jN? N,�. i I •
t0� M N` I !�1�1 �aat,"
" 1 } I " 1 i i ;� 1
•
• i a .o; I
fle I 14-tal! "-WI o WI i mr m I • is fa
o r,' - uil 0, ! �1 .;o �7 e!c -t o
r•>_, 1 ; x•t Mi 0 i # V.�! Off �'V'i j �0- U�. °ci.to •
4.
Ii U I t 0 j j 1 rA 1 , ! t i i~�1 i w 1 I 3 ;1 c
t + .. of ;o . f m '-
i sN I i i '� I I a ! 10 1D o i� r j i i i
ci
I 101 i t 1 1 1 I E f.. __i-DIN I
• ,n'.o ' i t^ Io 1 I w, i I 1 o I n j=��
jm; M r I io I U E E to E,,3 ! o to
i Et w iv is E N I t o m 1 s I o 7; a I
io- � m I o f a j I w > > o c
MI I� la ; I- . ! ! a !a IaE1 .� 1
I I t I 7` 1 I C Q,`7 j
IX f� 4 ly i� j� ? Q1 t j� Ic' I� I51,2' t ,ilt3 •
2'2 1
�, �'�:m 1 I-�g im Ql j �' I :a5i 1 -,Im ,•a- Imi 1—18 Ojai I
I•yt o,E o 7®, i 0,.E I o I",, ' mI 1 .- 0 I E E o{'. 1.0s1 `riN"- E= m j
ui c c: '.�crlm ..7 m a`f ili I �)o Q n
Ni tN Z �E'= =.� �'a3 c�=l� .oi a; {n...ta..-Im �nmlm. cot:a=y s
n 'o a`f t I w m co, i ai m �" i co col o f t t t; oil- �'w
Si
F� t1�i n c w 7 up c y �� c c Y3IQ oi<Cicti l Ei t L m'
a c r �,an d o ._ 01 w E E O
Ct Es,o w U o o d m Q1 c �c;tf{ml..t n=" f.. tD �min.D E =1 of
t;� � �` U Q ¢ PQ g ot1i 3 c tisi 3 a!�° 5, di,,m m'm=mf of o'o Z �°!
I m• ,m �; 11 `1- ••D •••-•D c1 '1m: 01-w �! la;�'y tl;W .v_:, . 151°3 �Di D s yt>1=7-t= col
® rnt of�of �y o;m,m _jm o+of -f pia o o1-§{r 3 c ,>t c Ei : c c.cl c.c�iJ'd r
�Q ii! '_; �:. O4 p0p�iTs:; E 3 E •��-q m aim;ixIce.o_•o o•3 �'3 v..m Ei mi ;c0 ° - a—w S• s
`i ,co; i w N� O,N N-N y e'S: N ; i : '1 i N,-- j N jS.D ,U fCi_'N N w'l0 Z .ci' e
< t_ -+-'; 41t-'�-jz z oao 0 0°! -;— ._ a;z y;z ,n wow_ a a a!y a -o,
I
u I�IN' M � �+ 01 n Oi0); co;f ; ' �,,.�.�.: st��il tOtf�fa0 Of.O. N:I N i C�;
I. ,., � ..i.--..,1.-..y.. ' i I _',i I. .,.,, ! I i , W a^.....:samerm.....P. — _

�P T L''ND
-_1++Drainage area number Pond 1 Pond 2 Pond 3 1 Pond 4
zlueaign volume of SCM(cu ft) 81593 cf I 39195 cf 68585 cf 1.• 42057 cf
M ENERAL OC FROM 02H.1050
31Is the SCM sized to treat the SW from all surfaces et build-out? + Yes
_i______ i Yes__..... Yes Yes
41s the SCM located awayfrom contaminated soils? Yes Yes Yes Yes
51What are the side slopes of the SCM(H:V)? j-_, 3 1 3 1 3:1 - - 3:1
(Does the SCM have retaining walls,gabion walls or other fl! f- -
6iengineered side slopes? No I -No No No
----..._ 1 -.._ ---,
Are the inlets,outlets,and receiving stream protected from erosion i P i
7j(10-year storm)? I Yes Yes Yes s Ye- -- 1..._ __.-__."--es mama_'
Is there an over-flow or bypass for inflow volume in excess of the 1 1 .1 i
8 design volume? Yes Yes 1 Yes Yes
9;What is the method for dewatering the SCM for maintenance? Pump(preferred) 1 Pump(preferred)Pump(preferred) Pump(preferred)
1011f applicable,will the SCM be cleaned out after construction? ""
Yes Yes '� Yes Yes -
11 Daes the maintenance access comply with General MDC(8)? i Yes -71
, _ Yes 1 Yes Yes j
12(Does the drainage easement comply with General MDC(9)? i Yes i Yes ••4 Yes Yes
IIf the SCM is on a single family lot,does(will?)the plat comply with a ! --- - -)
13lGeneral MDC(10)? I
1
14;Is there an O&M Agreement that complies with General MDC 11( ). Yes Yes Yas Yes
___ i-
complies with
15 Is there an O&M Plan that General MDC(12)? Yes j Yes a Yes Yes
16,Does the SCM follow the device specific MDC? +
- - - ,
17 Was the SCM designed by an NC licensed professional? 1 - Yes 1 _... Yes -- Yes - Yes i
Yes Yes
IET POND MDC FROM 02H 1053
181Method used 1 SNDA A I- SA/DA SAIDA 1 SAIDA •
19;Has a stage/storage table beenprovided in the calculations? -' .,_ _ Yes Yes _ -Yes _ _ -- -----
---_ .- Yes
_._
Elevation of the excavated main pool depth(bottom of sediment i - ' ` - ""- j --" - 1
20 removal)(fmsl) 23.00 i 26.00 28.00 ' 25.00
`...____-_-__._-_.mama-
21{Elevation of the main pool bottom-(top of sediment removal)(fmsl) , 24.00 i 27.00 29.00 26.00 ;-._4__..___.._ . _.__.._..__.._ ,'_
22-Elevation of the bottom of the vegetated shelf(fmsl) 27.00 32.00 34.00 ti 34.00
- -_�---`23I Elevation of the permanent pool frmsl) 27 50 32,50 34.50 34.50
24 Elevation of the to of the vegetated she fmsl - i33.0035.00
_....
_-,- P 9 ( ) 28 00 + 35 00 35 00
25"Elevation of the temporary pool(fmsl) 29 00 3 33.75 I 36.15 36.20
_ .
- -
26; urface area of the main permanent pool(square feet) 41744 sf 22640 sf s 28985 f • 17318 sf
27 Volume of the main permanent pool(cubic feet) _ 126409 cf 90175 Cf 121150 cf ! 79792 cf
28 Average depth of the main pool(feet) s 3.23 ft t 4.37 ft i 4 54 ft 5.21 ft
29,Avera a depth equation used o -
9 P q Equation 3 Equation 3 I Equation 3 Equation 3 ;
30' If using equation 3,main pool perimeter feet840.0
_r --_ P P (feet) ft ft 738,0 ft 640 0 ft ,
31; If using equation 3,width of submerged veg.shelf(feet) 3.0 ft i 3.0 ft 3.0 ft 3.0 ft^ _
321Volume of the forebay(cubic feet) 23425 cf 1 17263 cf 23632 cf 12077 cf
-33+Is this 15-20%of the volume in the main pool? _._
mama._ main pool? i Yes r _..__ Yes Yes Yes_._ -
34 Clean-out depth for forebay inches I
__� Y ) 6in � 12m t � 12in 6in
r"_._---- _..-mama----.---- --
35 Desi n volume of SCM(Cuft
_._.,_ g - ( ) 81593 cf 39195 cf 68585 cf 42057 cf
36;Is the outlet an orifice or a weir? Orifice Orifice Orifice Orifice
37; If orifice,orifice diameter(inches) --"
_---- 3.50 in 2.50 in- -i_.__- 3.00 in _.-. .__ .•2.75 in "_ .i
38 Ifweir,weir height(inches)
39 If weir,weir length(inches) i
ore
40 Drawdown time for the temporary pool(days) - •
3 68 4 45 -�
4 56 3.33 ..----mama_ ,.-__ ..__... ___ ._.mama-_._
;Are the inlet(s)and outlet located in a manner that avoids short- �. ,
4licircuiting? 1Yes Yes Yes 1 Yes
. ___.. ...
42 Are berms or baffles provided to improve the flow path? No • No No No
43 Depth of forebay at entrance(inches) 54 in I 78 in 66 in 102 in 7
4 epth of forebay at exit(inches) f 48 in 66 in 54 in f 96 in I
_ �._ __ .mama ... +
45i Does water flow out of the forebay in a non-erosive manner? --t Yes Yes Yes Yes
46 Width of the vegetated shelf(feet) 6 ft 6 ft 6 ft 6 ft
-47;Slope of vegetated shelf(H:V) 6 1 6 1 6 1 • - "- 'I
6:1 ,
i Does the orifice drawdown from below the tap surface of the
i
48perrnanent pool? Yes Yes Yes Yes #
Does the pond minimize impacts to the receiving channel from the 1- "._..."-.- ;.
49;yr,24-hr storm? I Yes Yes Yes ' Yes
(Are fountains proposed?(If Y,please provide documentation that 1 i- - -(
50 MDC(9)is met) No No No No
•
5111s a trash rack or other device provided to protect the outlet system? Yes Yes Yes Yes 1
521Are the dam and embankment planted in non-clumping turf grass? r Yes + Yes Yes Yes
53+Species of turf that will be used on the dam and embankment Bermuda t Bermuda Bermuda Bermuda
54,1-5 a granting plan beeennprovided for the vegetated shelf? 'Yes 'Ye Yes Yes
DDITIONAL INFORMATION i ---
1 Please use this space to provide any additional information about
55ithe wet pond(s):

MCKiM&C �-I }-r D ENGINEERS
V 1�LtL.�l.J
St' RVEYORS
'!A N N E R S
July 28,2020 M&C 04245-0012(40)
Kellie Norris, Environmental Engineer
DEMLR—State Stormwater Program
Department of Environmental Quality
127 Cardinal Drive
Wilmington,North Carolina 28405
RE: Request for Additional Information
Stormwater Project No.SW8 200705
Sidbury Farms
New Hanover County
Dear Ms.Norris:
In response to the Request for Additional Information Received (July 22,2020)
regarding Sidbury Farms Stormwater Project No. SW8 200705, we offer the
following responses:
1. 15A NCAC 02H.1040(1)and.1042(2)(b):In the case of a corporation,the
application must be signed by a principal executive officer of at least the level
of vice-president.The signature by other agents shall be accepted on the
application only if accompanied by a letter of authorization signed by the
appropriate authority.The letter of authorization provided is signed by an
assistant secretary.Please provide another letter of authorization or an
appropriate signature on the application documents from a documented
president or vice president of the corporation.
-Response:A Letter of Authorization signed by Thomas B.Montano (Vice President)
has been provided giving Libby Shelton (Assistant Vice President)signature
authorization. The original Letter of Authorization is being overnighted from Texas
and will be here tomorrow (29 July 2020),and we will deliver that under a separate
cover ASAP.
243 North Fr nt S:ree.`
;J c 28 4 c; 2. 15A NCAC 02H.1042(2)(a)(vii):
A. Please identify the vice president or president granting signature
authority in Section III.1.a of the application.For instance,this section of
10 3.3 1C 4 8 the application could read"Ian Flannery,Assistant Secretary signing
for..."..
Fax 910 25' .8287
eed.corn

Ms.Kellie Norris
July 28,2020
-Response:Libby Shelton (Assistant Vice President)signing for Thomas B.
Montano(Vice President)has been added in Section III.1.a of the application.
B. The mailing address for the applicant listed in Section III.2.a of the
application is not consistent with the office mailing address on file with
the Secretary of State.Please confirm the mailing address for property
owner listed in Section III.2.a of the application is consistent with the
information on file with the Secretary of State.Other addresses may be
added to section III.3.a of the application.
-Response: The mailing address listed in Section III.2.a of the application for
John Rudolph has been updated with the address on file with the Secretary of
State.
3. 15A NCAC 02H.1003(7)and .1042(2)(k):The original deed restrictions were
provided in the submittal;however,the name was left blank on the first page.
Please provide this page completed.
-Response:Libby Shelton has been added to the first page of the Deed Restrictions
and original signature page has been included with this resubmittal.
4. 15A NCAC 02H.1042(2)(g)(ii):As discussed in the submittal meeting,please
provide a complete, dimensioned project or project phase boundary with
bearings and distances.
-Response:Bearings and distances have been added for the project phase boundary.
See plan sheet CS-100.
5. 15A NCAC 02H.1042(2)(f) and.1050(4):As discussed in the submittal
meeting, please provide rip rap calculations to show that the stormwater
discharge does not cause erosion downslope of the discharge point during
the peak flow from the 10-year storm event.
-Response:Riprap calculations have been provided for Ponds 1-4 showing that
stormwater discharge does not cause erosion downslope of the discharge point during
the peak flow from the 10-year storm event.
6. 15A NCAC 02H.1042(2)(g)(iv):
A. And .1042(2)(a)(iv):In reviewing the delineated drainage areas
compared to Section IV.10 of the application,there is a turnaround near
Pond 1 that is not included in the drainage area to Pond 1.However,
Section IV.10 of the application does not include any built-upon area in the
MCKIM&CREED

Ms.Kellie Norris
July 28, 2020
untreated drainage area.Please confirm the information is presented
consistently.
-Response: The drainage area square footage in Section IV.10 of the application
was listed correcttly,however the limits of Drainage Area 1 (Pond 1)were not
updated. The Drainage area exhibit is now up to date.
B. Please provide proposed contours and drainage patterns along the
drainage divides including at the entrance roads and the road connection
with future phases to support that all of the proposed built-upon area is
being collected and treated.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.
- Response:Proposed contours have been added to the Drainage Area Exhibit.
The offsite roadway improvements will be permitted separately once the design
has been approved by NCDOT.
7. 15A NCAC 02H.1042(2)(g)(v):As discussed in the submittal meeting,the
plans show that a walking trail is proposed.Please provide additional details
on the plans to demonstrate if this feature has been designed per GS 143-
214.7(b2)to be a permeable surface or if it has been considered part of the
builtupon area.
-Response:We will submit the amenity center as a minor modification once the trail
details have been worked out. We will permit it now as an allocation of future BLIA.
8. 15A NCAC)2H.1042(2)(g):As discussed in the submittal meeting,if the
amenity center and walking trail is a conceptual site plan,please identify on
your application submittal that this is a future development and that the final
site layout and grading plan will be submitted once the design is set.
-Response: The plan and permit application/supplements have been updated to show
the amenity center BLIA as a future allocation. We will submit a minor modification
in the future.
9. 15A NCAC 02H.1003(3)(a):In Row 19 of the drainage area section of the
supplement,please identify the calculation method used to determine the
design volume.It appears that you are using the Simple Method.
-Response:Row 19 of the drainage area section of the supplement has been revised to
indicate using the Simple Method.
MCKJM&CREED

Ms. Kellie Norris
July 28,2020
10. 15A NCAC 02H.1003(4):The response to row 9 of the supplement cover page
indicates that BUA will be proposed in the setback.Please reconsider this
response.
- Response:Row 9 of the supplement cover page has been revised to indicate no BUA
is proposed in the setback.
11. 15A NCAC 02H.1042(2):Please email the supplement form to the email
address provided below so that it can be preserved electronically per the
regulatory requirements.
Response: The supplement form has been emailed to [e-mail]
12. 15A NCAC 02H.1053(2):It appears the average pond depths for Ponds 1 and
3 have been calculated using the entire permanent pool.Please update the
calculations to use the main permanent pool only.Refer to Chapter C-3 of the
Stormwater Design Manual,Equation 3.
-Response:Pond 1 and Pond 3 calculations for average depth have been revised to
only use the main permenant pool.
13. 15A NCAC 02H.1042(2)(h)(ii):
A. The inlets of three of the four ponds appear to be set at an elevation
which would be located within this sediment removal elevation.Please
confirm the intended design and ensure that any sediment accumulation
will not impede the water from entering the system and that the system
can still be operated and maintained as outlined in the signed operation
and maintenance agreement.
-Response:Pond 2 was revised by increasing the forebay depth to get the
outfall pipe above the sediment removal elevation. Ponds 3 and 4 were kept as
designed. With pipe sizes of 42"and 60", and sediment depths of only 12"and
6"above the invert,pipe capacity will not be negatively impacted and the flow
velocity will be sufficient to keep the sediment from accumulating immediately
in front of the pipes.
B. In the plans,the outlet details for Pond 3 and 4 appears to set orifice
invert elevation below the identified permanent pool elevation.Please
confirm the outlet structure details for Pond 3 and 4 are correct and
consistent with the intended design.
0,4 MCK IM&CREED

Ms.Kellie Norris
July 28,2020
-Response: The outlet details for Pond 3 and Pond 4 have been revised and set
at the permanent pool elevation. See revised sheets CN-503 and CN-504.
14. The express additional information review fee has been waived.If an
extensive second request is needed,a fee may be assessed at that time.
If you have any questions,please do not hesitate to contact me at our office 910-
343-1048.
Sincerely,
McKim&Creed,INC.
Richard A.Moore,PE
Regional Manager
Cc: Ian Flannery,DR Horton
File(with attachments)
McI1[&CREED

SIDBURY FARMS
PHASE 1 (LOTS 1 -258)
NEW HANOVER COUNTY, NC
STORMWATER NARRATIVE
Prepared for:
D. R. Horton, Inc.
131 Racine Drive,Suite 201
Wilmington,NC 28403
Prepared by:
4MCKIM&CREED
243 North Front Street
Wilmington, NC 28401
[phone]
Project#04245-0012(40)
July 2020 ++,%% III %,,ii
i
9 •
-AL
1 025503
. °
>%<VCINEV
.,,..."RD A V ..
....9

Design Narrative
I. Existing Site
The proposed 314.3 acre development,known as Sidbury Farms,is located in New Hanover
County, 1.80 miles North East of the intersection of Blue Clay Road (SR 1318)and Sidbury Road
(SR 1336).This development will consist of single family residential,multifamily residential,
open space, an amenity center and private streets. This phase(Phase 1) of the development
consists of approximately 122 acres of single family residential development.
The existing site is undeveloped farmland and woods with vegetation that is primarily row
crops with crop residue,woods,wetlands and understory growth.A copy of the USGS
quadrangle map is attached indicating project vicinity and general drainage patterns in the
area.The New Hanover County SCS Soil Survey(copy attached)indicates the underlying soils
within the project area predominantly Johnston Soils(JO),Leon Sand (Le),Murville Fine Sand
(Mu), and Seagate Fine Sand (Se).The Hydraulic Soil Group Classifications are A/D,A/D,A/D,
and B respectively.
The project site is in the Cape Fear River Basin and drains to Prince George Creek. According to
the latest surface water classifications published by NCDEQ Prince George Creek is classified
as C;Sw.Prince George Creek Drains to the North East Cape Fear River(B;Sw,Index-No. 18-74-
(47.5)) as illustrated on the attached USGS Topo Map.Wetlands do exist within the site
boundary but will not be disturbed.The wetlands have been flagged and we are awaiting
USACE approval. Because the Corps has not been making routine site visits since the
beginning of the Covid-19 Pandemic, and our reviewer is still not able to schedule site visits,
our wetland consultant is working with the Corps towards issuance of a delineation
concurrence letter. The site does not drain to ORW designated waters, is not within 1-mile of
and draining to SA classified waters, and is not within 1-mile and draining to HWQ designated
waters.
II.Proposed Improvements
The proposed improvements are consistent with any residential subdivision.The basic
improvements proposed at this time consist of the construction of roadways with standard curb
and gutter,water and sewer utilities, and storm drainage collection and treatment systems
(consisting of four wet detention ponds)to allow for the construction of 258 single family
residential homes.The systems ultimately drain to the North East Cape Fear River via wetlands
and Prince George Creek.

CERTIFICATE OF OFFICER
The undersigned hereby certifies as follows:
1. He is a duly elected, qualified and acting Vice President and Secretary of D.R.
Horton,Inc.,a Delaware corporation(the "Company'),is familiar with the facts herein certified and
is duly authorized to certify the same.
2. The following is a true,correct and complete copy ofresolutions related to the subject
matter as adopted by the Consent of Executive Committee of the Board of Directors of the Company
dated April 1, 2019 (the "Resolutions"). The Resolutions have not been amended, rescinded or
modified and remain in full force and effect as of the date hereof.
Election of Assistant Vice President and City Manager
WHEREAS,effective October 31,2017,Elizabeth Shelton was duly elected
to the office of Assistant Secretary of the Company in the Company's Central
Carolina Division; and
WHEREAS, Elizabeth Shelton transferred to the Company's Coastal
Carolina Division and has been promoted to the position of Assistant Vice President
of the Company,and it is now desirable to grant her additional duties and authority
for that division.
NOW, THEREFORE, BE IT RESOLVED, that Elizabeth Shelton is
hereby elected to the office of Assistant Vice President of the Company (the
"Assistant Vice President') in the Company's Coastal Carolina Division (the
"Division'), to serve until the next annual meeting of the directors of the Company
and until her successor is duly elected and qualified or until her earlier death,
resignation or removal.
RESOLVED FURTHER, that the Assistant Vice President is hereby
authorized and empowered,in the Wilmington area(the "Area")of the Division and
in the name and on behalf of(A) the Company, (B) any partnership of which the
Company is a general partner, manager or agent, and (C) any limited liability
company of which the Company is a member, manager or agent (collectively the
"Entities'), (i)subject to written approval by any one of the following officers of the
Company: (a) Chairman of the Board, (b) President, (c) Senior Executive Vice
President,(d)Executive Vice President or(e)the Region President of the Division
(the "Approving Officers'), to execute and deliver contracts,agreements and other
documents and instruments (other than promissory notes) for the purchase of real
property, and any improvements or appurtenances constructed thereon or affixed
thereto, or any interest therein, including without limitation any right-of-way,
easement,leasehold or other tangible or intangible property,right or interest,and any
personal property relating or incident thereto,(ii)subject to written approval by any

one of the Approving Officers,to execute and deliver contracts,agreements,deeds,
conveyances or other obligations of the Entities, closing statements and other
documents and instruments for the sale of improved or unimproved real property,or
any interest or right therein, owned, leased or otherwise controlled by the Entities
and (iii) to execute and deliver model home leases and such other agreements,
instruments or documents as the Approving Officers shall direct.
RESOLVED FURTHER, that in connection with the management of the
Entities'business,the Assistant Vice President is hereby authorized and empowered,
in the name and on behalf of the Entities in the Area, to execute and deliver (i)
contracts, agreements and other documents and instruments for the subdivision,
development and/or improvement of real property,(ii)contracts,agreements,deeds,
closing statements and other documents and instruments for the sale,transfer and/or
conveyance of mineral rights, groundwater and other water rights owned,leased or
controlled by any of the Entities to DRH Energy,Inc.,an affiliate of the Entities,(iii)
home sales contracts,sales person employment agreements and similar or equivalent
agreements,documents or instruments and(iv)personal property leases for,among
other things, office equipment and construction trailers.
RESOLVED FURTHER, that in connection with the management of the
Entities' business in the Area, the Assistant Vice President shall be authorized and
empowered, in the name and on behalf of the Entities in the Area, to execute and
deliver any and all documents and instruments necessary to sell and convey title to
single-family and multi-family homes.
RESOLVED FURTHER, that effective as of the date hereof, Elizabeth
Shelton is hereby removed from the office of Assistant Secretary of the Company.
RESOLVED FURTHER,that effective as of the date hereof,the authority
hereby granted to the Assistant Vice President supersedes authority previously
granted by Written Consent of Executive Committee of the Board of Directors to the
Assistant Vice President.
IN WITNESS WHEREOF,the undersigned has signed on the 27th day of July, 2020.
g.
Thomas B. Montano
Vice President and Secretary
u:UTEWALT\MJn\ Ifl2o1u127-cos.wpd 2

III. CONTACT INFORMATION
1.a.Print Applicant/Signing Official's name and title(specifically the developer,property owner,Iessee,
designated government official,individual,etc.who owns the project):
Applicant/Organization:D.R.Horton,Inc,
Signing Official&Title:Libby Shelton.Assistant Vice President signing for Thomas B.Montano(Vice
President)
b.Contact information for person Iisted in item la above:
Street Address:131 Racine Drive,Suite 201
City:Wilmington State:NC - Zip:28403
Mailing Address(if applicable):
City: State: Zip:
Phone: f843 ) 709-0752 Fax: ( )
Email:LShelton@DRHorton,com
c.Please check the appropriate box.The applicant listed above is:
❑The property owner(Skip to Contact Information,item 3a)
❑Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
®Developer'"(Complete Contact Information,item 2a and 2b below.) otto, 'A' '"",,,
•`s ,
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or d% .•, r , e
person who owns the property that the project is located on): s
S-AL
Property Owner/Organization:RMP Sidbury Road.LLC = 025503
Signing Official&Title:john Rudolph,Manager
b.Contact information for person listed in item 2a above:
Street Address:172 Huntley Place 1`""' "`9`��
City:Charlotte State:NC
Zip:28207
Mailing Address(if applicable):172 Huntley Place
City:Charlotte State:NC Zip:28207
Phone: (704 ) 372-8000 Fax: j )
Email:[e-mail]
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official&Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits:New.Hanover County
Point of Contact:Nicholas Gadzekpo Phone#: (910 ) 798-7308
Form SWU-101 Version Oct.31,2013 Page 2 of 7

X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information,item 1a)Libby Shelton
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`willbbe recorded,and that the proposed project complies with-WO requirements of the
applicable sto mwater rules ender 15A NCAC2H.1000 and,any other applicable state,stormw ter requirements.
Signature: �'4SJ6 11711 7 � .
Gate:
I, 1 A1J ki AA)AJ SaC( ,a Notary Public for the State of Jstrrf CAI 6 UNA,County of
10GA.1 iko4,40 c,1.. ,do hereby certify that ELakiEt14 S I+EI TM%) personally appeared
before me this day of 'Svc.K ,4410 ,and acknowle ge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
..o t1111N1II4g
ik
felz? FLAA/4/N
t.
i N�TAq j, '`S
__z A
\teliUBLIC �v
14,
iii
OfrER CO�
SI'1Innl IM
SEAL
My commission expires 05/7/26s S
•
Form SWU-101 Version Oct.31,2013 Page 7 of 7

` Sat
1 1
rg .~ a,
Tot ; ' 5 & ae § L9 0 N
o O, -• N N O N mm1 III 0 N N O Q O o co 00
Ob M M W M F p v, M n
an
~ Y7 LA' .- ...1 m m s-1
Cs C
0 o_
IN
00
Ps E
U-12 III rl ri -0
Y M aW 2
V, ^ O1 0 C O O 0�`I O 0 O O O O O O
C 0 U, a5 P n O C
O 8 r' N N 7
C
0_
Y
0I
as
U
m ao a ,-I 3 v, eh asm vs ae R G m III pa v0°i
W H ^ c a c v . O IO 0 0 o o a "i
U o o M ~ Ip N of v
ut W ..4 IO ID M V, .My f� .� O� en
e
a
Y
OI
OJ
U
al M-
m ED ; in co a .-I m 8 foi N M pO N
1
M o v, 4 N a N 01 1. Q 0 O C��.
in to au()' U O^�P Q U ON1 N O IO O v1 O u1
.y ID N N N al "'� s-a aan n
C
a
01
al
U
N •a N O O vI Op
M M N N §
N O M
o in
L CU Uros V O ? m an VI M N s-aN W O .I a a O m
a
E 0-
C
1.1. -IL
3 U
m p
ti Si ; v, �V cr in a2 .1 p a)i m 0 vci
h 2 o v, n 1. O N pmp W 5 p� "" a Let O O O ^^
In C7 U co rtm, m n p$ U ON1 N ON vi. m
.y 00 00 10 V, M a-I N. an
r \ N.....•. �V �i
\ • .. .0 i
dam. d
:- a� z La Q -
y.s M ac,
E IC
E7, or o _o «I ;I J F \ //1j11111111j1�`
w w a a. V m �_' �a
*' Us w c c ,�, EILL 1 °'
I.' C ` C — 41 '= d 3 K
pp� 7 Y t- W
vs arc N c S a E c C C c c « +' 7,
In Q. 0 t- a ae Q 0 0 0 0 Ii lu

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION _....". , r.' '_.-" - _.�.�._. _ �v . "`. ." "` `� "'
..-_.. __.
1 Project Name SIDBURY F_ARMS-PHASE 1
2 Project Area(ac) - 118.68 _
3 Coastal Wetland Area(ac) -^ -_ ._ 0 -- --- -
4 Surface Water Area(ac) i 1.04 -
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
q.—. ..-.-w.:-a..w._r --. -..-.c..+T....,--w...a........w.-..-: -_.:....-._..--__-...._.'-'"--'s...-....-�F.v_,_.w...-..-.•.��-..._.-.,z
;COMPLIANCE WITH 02H.1003(4)
�:.._; - - -�---- .�y�.,��:a4�_,;:_,.._.�=._,,:�..�.trn�-F-_x••�.x-,�-,a..�.•a..,.=vim,-:._s.:.,s�,=z-m,,.,��,�-- ---- ._.�.t-.,__._...-_
7 Width of vegetated setbacks provided(feet) _ >50
8 Will the vegetated setback remain vegetated? Yes
0 Is BUA other that as listed in o osed d)out of the setback? Yes
10 Is streambank stabilization proposed on this project? � No - --
NUMBER AND TYPE OF SCMs:
11 Infiltration System _..___._. -. -----_- !^
12 Bioretention Cell 0
14 Wet Pond • 4 -_ �
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter e_ 0 µ---- ---
17 Rainwater Harvesting(RWH) 0_
18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) _ ___0.... ..__ _ — - ...
20 Disconnected Impervious Surface(DIS) 0 - -
21 Treatment Swale ._.. .- -._--0 _ -- ....._.__. t
•
22 Dry Pond 0
23 StormFilter __ ^ 0 24 Silva Cell 0
25 Bayfilter f_ . .
.. �
.. -..__-._ -__..__,. __
26 Filterra 0 - -
FORMS LOADED
DESIGNER CERTIFICATION z--._- .-:— , -= --- •'-` — -1
._...._.... ...�.-.-�._�:c. f.+a_Ya..+..x.�.«:::.s.'+'G•�.-.�•vz•.y..�._y.. l+cs'.-- :r:a� '--
27 Name and Title: _ Richard A.Moore PE
28 Organization: — -Mckim&Creed
29 Street address:
I .._ 243N Front St
30 City,State,Zip: Wilmin ton NC 28401
31 Phone number(s): I _ " T - [phone]
32 ,Email: j ramoore©mckimcreed.com y-�-
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision;that the information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that
the engineering plans,specifications,operation and maintenance agreements and other supporting information are consistent with the
information provided here.
.--7,.ner 0.0 -rrt r.,
• �•
l% - (.. /...40........1/4,....00,_
`; AL
025503
J = Signet ign
• -
I ......II ....7 .1(
Date :11Z )11a°1314)

A .
fi i ! II iI�I
•
co ct coi o ea
a c r a co 1 P. U
I ter.-N e.
Of N !' nlr d•ca
1 ,
i . I i
Ca 0. 0 E. 10
a.CO 01:tv m i IDNJ, !28
I COIr..-Lc?W t
r00 N, NI 1 v. a)t42 CO
I i 1 I j i J
I I
CO
C, O rc
s.. V' I1i
tZelI 1 1 1- 'a�I
c co N 1 1 aall a ,c�IO p itl-2
CD CO NI
N 1r ; CO m
� 1
I I I 1 w
y- sir I
m a m+ ` �+ LEI
}Off to �' I m o 3Q Ci pJ' a
E
c ._
o Im
a) °�i a E iiE
- o o o ci m v
Ud v N O O a .0 0�0
m a y - a c c 3 m m ``�
t' 0 a a m 8 E E c E i-
if ' I°'
W i :a a z. v a . = °� E ;o
N y N c O p._ — a = c .
IL c c c vi +" 0 m m c W , t O.
T a of o
Qto 4gcc - 3 -m o -Y - m coco¢ -< < < E 0 -cm
Z - c m c 4 -m >cD c cm 0Y . = `N -6Ag 4 Cmmm w = of
- ®gyp 0mmMmg o 61 Y m F7 7L c > c 'S c C C C c air`i. N m
�w_ L tw'! � w3EoE ' ' Eain � LL� o3 `o; wE.ufwE'wia �
g _w1 "' �' i_i_z °.fz . 00 m �z Hz wu'� °-'wwaa • OwE
a
h
Q ‘-N. �'LO CDr- a O rr-- N C)IP CO CO Ps CO01 ®f N
i CO I 0
QC,

NET POND
1 Drainage area number 1 Pond 1 i Pond 2 1 Pond 3 1 Pond 4
2 Design volume of SCM(cu ft) 81593 cf 39195 d 68585 cf 42057 cf
ENM RAL MDC FROM 02tr.:1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? g Yes Yes _f__ Yes Yes
4 Is the SCM located away from contaminated soils? ( Yes Yes Yes _ Yes
5 What are the side slopes of the SCM(H:V)? ! 3:1 Ti1 f _ 3.1
Does the SCM have retaining walls,gabion walls or other
6 engineered side slopes? No No No No
Are the inlets,outlets,and receiving stream protected from erosion
7(10-year storm)? Yes Yes Yes Yes
Is there an overflow or bypass for inflow volume in excess of the
8 design volume? Yes Yes Yes Yes
9 What is the method for dewatering the SCM for maintenance? I Pump(preferred) Pump(preferred) Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be deaned out after construction? I Yes _ Yes Yes Yes
11 Does the maintenance access comply with General MDC(8)? Yes _ Yes Yes Yes'
12 Does the drainage easement comply with General MDC(9)? Yes - Yes - _ Yes_ Yes-_
If the SCM is on a single family lot,does(will?)the plat comply with - - -13 General MDC(10)? I
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes Yes _ Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes Yes Yes I
16 Does the SCM follow the device specific MDC? Yes Yes _ Yes _ Yes _
17 Was the SCM designed by an NC licensed professional? Yes Yes Yes Yes
JET POND MDC FROM 02H.1053
18 Method used SA/DA _f____SA/DA SA/DA 1 SA/DA
19 Has a stage/storage table been provided in the calculations? ( Yes Yes Yes Yes
Elevation of the excavated main pool depth(bottom of sediment20 removal)(fmsl) 23.00 26.00 28 00 25.00
21 Elevation of the main pool bottom-(top of sediment removal)(fmsl) 24.00 27.00 29.00 26.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 27.00 32.00 34.00 _ 34.00
23 Elevation of the permanent pool(fmsl) 27.50 32.50 34.50 34.50
24 Elevation of the top of the vegetated shelf(fmsl) 28.00 - -_33.00 , 35.00 35.00
25 Elevation of the temporary pool(fmsl) 29.00' - 33.75 36.15 36.20 _
26 Surface area of the main permanent pool(square feet) 41744 sf"- 22640 sf 28985 sf 17318 sf
27 Volume of the main permanent pool(cubic feet) 126409 of _ 90175 cf 121150 cf 79792 cf
28 Average depth of the main pool(feet) 3.01 ft • 3.96 ft 4.54 ft 5.21 ft�
29 Average depth equation used Equation 3 Equation 3 Equation 3 Equation 3
30 If using equation 3,main pool perimeter(feet) 840.0 ft 677.D ft 739.0 ft 640.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft 3.0 ft 3.0 ft 3.0 ft 1
32 Volume of the forebay(cubic feet) 23425 cf 17263 cf 23632 cf 12077 cf _
33 Is this 15-20%of the volume in the main pool? Yes Yes Yes Yes'34 Clean-out depth for forebay(inches) 6 in 1. 12 in 12 in 6 in
35 Design volume of SCM(cu ft) 81593 cf �39195 cf 68585 cf -42057 cf
36 Is the outlet an orifice or a weir? _ Orifice Orifice Orifice Orifice
37 If orifice,orifice diameter(inches) 3.50 in 2.50 in • 3.00 in 2.75 in ',.
38 If weir,weir height(inches) i _T _.__ ., _. _ __...',
39 If weir,weir length(inches) II -
-
40 Drawdown time for the temporary pool(days) _, 3.68 - 4 f45 4.56 �3.33 -4
Are the inlet(s)and outlet located in a manner that avoids short-
41 circuiting? Yes _ Yes Yes Yes_ _
42 Are berms or baffles provided to improve the flow path? No No No No
43 Depth of forebay at entrance(inches) 54 in 78in �66 in 102 in
44 Depth of forebay at exit(inches) • 48 in 66 in 54 in 96 in
45 Does water flow out of the forebay in a non-erosive manner? Yes Yes _ Yes Yes
46 Width of the vegetated shelf(feet) 6 ft 6 tt- - 6 ft ft 6
47 Slope of vegetated shelf(H:V) �. _6:1. .._ 61 -- _ .61.. -6'1_�-
Does the orifice drawdown from below the top surface of the t 1-48 permanent pool? Yes Yes - Yes - Yes
Does the pond minimize impacts to the receiving channel from the 1-
49 yr,24-hr storm? Yes Yes Yes Yes
Are fountains proposed?(If Y,please provide documentation that
50 MDC(9)is met.) I - No _ No No - No
f
51 Is a trash rack or other device provided to protect the outlet system?1 Yes Yes Yes _...Yes --.i�
52 Are the dam and embankment planted in non-clumping turf grass? 1 Yes Yes Yes Yes
53 Species of turf that will be used on the dam and embankment Bermuda 4 Bermuda Bermuda °x Bermuda •
54 Has a olantina plan been provided for the vegetated shelf? '"Yes L. Vis -" `"QeS""". ..I._._ ales
DD111ONALINFOR NATION ••••.ems -..- -- --
55lPlease use this space to provide any additional information about
the wet pond(s):
1

ATTACHMENT C- CALCULATIONS
, III
%•` .A 104/�',,,,�
r I• '�'
-AL
025503 _
:��5'•;,HGINEiite �',:
•....•.

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1 POND 1
Site Data
Total DA I 839,746 SF Value from CAD
On-Site Drainage Area I 839,746 SF Value from CAD
Off-Site Drainage Area I 0.00 SF Value from CAD
Impervious 563,354 SF Value from CAD
Buildings I 392,000 'SF Value from CAD
Sidewalks I 20,963 SF Value from CAD
Streets I 125,391 SF Value from CAD
Parking 0 1SF Value from CAD
Other(Amenity Center) 0 (SF Value from CAD
Future 25,000 I SF Value from CAD
Offsite I SF
Impervious Cover 67.09% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.654 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 68,626 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 81,593 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay I 23.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay I 23.5 I FT
Sediment Storage Elevation-Main Bay I 24.0 _ FT Value selected by designer
Sediment Storage Elevation-Forebay 24.0 FT
Sediment Storage Volume L 33,277_ - CF Pond volume below sediment storage elev.
Permanent Pool Elevation I 27.50 FT Value selected by designer
Temporary Pool Elevation I 29.00 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00_ FT
Max Depth of Vegetated Shelf 0.50 I FT
Perimeter of Permanent Pool I 840 FT Main Bay only
Average Depth Provided I 3.01 FT See formula below
Required SA/DA Ratio for 90%TSS Removal I—4.95% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 41,571 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 41,744 SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 126,409 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 25,282 CF 20%of permanent pool volume
Provided Volume Forebay 23,425 CF Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 18.53% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 3.50 IN Value selected by designer
Weir Elevation of Outlet Structure 29.00 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.35 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 1.45 FT 1/3 of total elevation head
Cd,Coefficient of Discharge 1 0.60 I Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.22 CFS Q=Cd*WeirArea*sgrt(2*32.2*Avg Head)
Drawdown Time 3.68 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
Reiman 3 Average.*Or when the.nwn we*eew.ene
"" ellaDa m•XeRd adIr a*`e"mo*O"°""'""°"
Average Depth formula:
VPP-Mall
0... Aboua>nafsheif '•
.Mesa. 4.: • +••a*9**w"h+'*'� 1
W;- Val rCNmssa}Mnl enemy i eli-'.
vr• ee`aaa........'►wlrastor.....e•Va71M1a......w i
wmr.: b....... • uew'arpMrSIM awuelieof*este as I
miasmal a wlawret Cea Alba
K eon.....,.. • PNmpOrMya lo!codMow uarpaerme I
dltu ...a • WWew i�m„ .. r isrAceo WO II Oaav we MYlc i
wassmereed 4 px,:ralCrteoa!AA 1

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1 -POND 1
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.50 50,977 0 0 *Permanent Pool
28.00 53,891 26,217 26,217 *Top of Shelf
28.50 55,376 27,317 53,534
29.00 56,862 28,060 81,593 *Temporary Pool
30.00 59,889 58,376 139,969
31.00 62,973 61,431 201,400
32.00 66,114 64,544 265,943 *Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 *Pond Bottom
24.00 31,902 30,780 30,780 *Sed.Storage
25.00 34,206 33,054 63,834
26.00 36,570 35,388 99,222
27.00 38,994 37,782 137,004 *Bottom of Shelf
27.50 41,744 20,185 157,189 'Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.50 4,577 0 0 *Bottom of Forebay
24.00 4,993 2,393 2,393 *Sed.Storage
25.00 5,880 5,437 7,829
26.00 6,839 6,360 14,189
27.00 7,868 7,354 21,542
27.50 9,233 4,275 25,817 *Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 *Pond Bottom
24.00 36,895 33,277 33,277 *Sed.Storage
25.00 40,086 38,491 71,767
26.00 43,409 41,748 113,515
27.00 46,862 45,136 158,650 *Bottom of Shelf
27.50 50,977 24,460 183,110 *Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 2
site Data
Total DA 405,130 SF Value from CAD
On-Site Drainage Area 405,130 •SF Value from CAD
Off-Site Drainage Area I 0.00 SF Value from CAD
Impervious 325,115 SF Value from CAD
Buildings 212,000 I SF Value from CAD
Sidewalks 10,248 ISF Value from CAD
Streets 57,367 I SF Value from CAD
Parking I—01 SF Value from CAD
Other(Amenity Center) 0 I SF Value from CAD
Future 45,500 I SF Value from CAD
Offsite 1 0 I SF
Impervious Cover 80.25%
Impervious Cover=(impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.772 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 39,108 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 39,195 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay 1 26.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay 27.0 FT
Sediment Storage Elevation-Main Bay 27.0 FT Value selected by designer
Sediment Storage Elevation-Forebay I 28.0 FT
Sediment Storage Volume 11,617 CF Pond volume below sediment storage elev.
Permanent Pool Elevation I 32.50 I FT Value selected by designer
Temporary Pool Elevation I 33.75 I FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 677 FT Main Bay only
Average Depth Provided 3.96 FT See formula below
Required SA/DA Ratio for 90%TSS Removal I 4.59% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 18,589 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 22,640 SF Value from stage-storage calculations
Forebav
Total pond volume between permanent pool
Permanent Pool Volume 90,175 CF elevation&sediment storage elevation
Total Required Forcbay Volume 18,035 CF 20%of permanent pool volume
Provided Volume-Forebay 17,263 CF Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 19.14% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice I 2.50 I IN Value selected by designer
Weir Elevation of Outlet Structure I 33.75__ FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.15 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.38 FT 1/3 of total elevation head
Cd,Coefficient of Discharge 0.60 71 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.10 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 4.45 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
eamm"7 Ungar aufh when fbe."al ea vabbeup.d erd
Average Depth formula: ug°"°"'I y enamel Wm Ow malt"web °`µ'"'°"
PPP-vrae j
Onr• Abnttwttg/11rtj
• Vontaefah Ni 0./lket'>-eer pe4o-
a • MpaivRimeetn'bown,AO"hl11kw'>
alrn. • ONO dnur atilt*deep woe aMe then ya
'IMYaa II ea"rr>ent p0al Miele
! wwlW�..,•.. • m0arrVaarnr"wtpeelSt to MiresWr
viuh.:,y,.+.,,�..• '*um WO weabvamrrlx4141
OW!a Amstrad etpf arom pal 11141

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE I-POND 2
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
32.50 28,778 0 0 +-Permanent Pool
33.00 31,280 15,015 15,015 Hop of Shelf
33.75 33,200 24,180 39,195 +-Temporary Pool
34.00 33,640 8,380 47,575
35.00 36,456 35,148 82,723
36.00 39,128 37,792 120,515 Kop of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
_6.00 9,983 0 0 +-Pond Bottom
27.00 11,524 10,754 10,754 +-Sad.Storage
28.00 13,182 12,353 23,107
29.00 14,915 14,049 37,155
30.00 16,712 15,814 52,969
31.00 18,572 17,642 70,611
32.00 20,496 19,534 90,145 +-Bottom of Shelf
32.50 22,640 10,784 100,929 -Permanent Pool
rspiker
Forebay 1
Cumulative
Contour incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.00 1,726 0 0 +-Bottom of Forebay
28.00 2,274 2,000 2,000 +-Sed.Storage
29.00 2,887 2,581 4,581
30.00 3,564 3,226 7,806
31.00 4,306 3,935 11,741
32.00 5,113 4,710 16,451
32.50 6,137 2,813 19,263 +-Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.00 9,983 0 0 +-Pond Bottom
27.00 13,250 11_A17 11,617 +-Sed.Storage
28.00 15,456 14,353 25,970
29.00 17,802 16,629 42,599
30.00 20,276 19,039 61,638
31.00 22,878 21,577 83,215
32.00 25,609 24,244 107,458 -Bottom of Shelf
32.50 28,777 13,597 121,055 +-Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 3
Site Data
Total DA 641,248 SF Value from CAD
On-Site Drainage Area 641,248 I SF Value from CAD
Off-Site Drainage Area J 0.00 I SF Value from CAD
Impervious 555,912 SF Value from CAD
Buildings 292,000 SF Value from CAD
Sidewalks 16,205 SF Value from CAD
Streets I 92,707 'SF Value from CAD
Parking I 0 i SF Value from CAD
Other 0 SF Value from CAD
Future 155,000 SF Value from CAD
Offsite I 0 I SF
Impervious Cover 86.69% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.830 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 66,548 CF 1.5 inch*Rv*1ftt/12 in*(Total DA)
Provided Treatment Volume 68,585 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay 28.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay I 30.0 FT
Sediment Storage Elevation-Main Bay I 29.0 FT Value selected by designer
Sediment Storage Elevation-Forebay Ir 31.0 'FT
Sediment Storage Volume 17,558 CF Pond volume below sediment storage elev.
Permanent Pool Elevation I 34.50 FT Value selected by designer
Temporary Pool Elevation I 36.15 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width I 3.00 FT
Max Depth of Vegetated Shelf I 0.50 FT
Perimeter of Permanent Pool 739 FT Main Bay only
Average Depth Provided 4.54 FT See formula below
Required SA/DA Ratio for 90%TSS Removal 4.40% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 28,220 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 28,985 I SF Value from stage-storage calculations
Forebav
Permanent Pool Volume 121,150 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 24,230 CF 20%of permanent pool volume
Provided Volume-Forebay 23,632 CF
Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 19.51% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice I 3.00 I IN Value selected by designer
Weir Elevation of Outlet Structure I 36.15 I FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert I 1.53 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.51 FT 1/3 of total elevation head
Cd,Coefficient of Discharge I 0.60 .JI Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.17 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 4.56 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
LWRmn 1.Longer WOlb.hoa II Mif es submerge*e"e
Average Depth formula: ch.Mg, Norm adiard/nap7"'^""'"""
VPP—Vstelf
qa- 4bOtromOfsMklf
fs�.t 0.. *...V.pepmeeeK
Ar Tud+q,me OrgenunMi pool ON*:
wume over its orelfonYOne,.lee*km
Mw- 0.s•Cefik....r..'Primwr rr'M�h.wrw..r.r j
Whys depAdvore*Me deap sift Wm/ebed:4 I
meowed otimmere tpool Meg)
PpMnRirq..�.r + +Mmewdowmar eloomm iaoeml9mMme
- WldelAac It*&a.c ,ahaat MO vaa
'Die'a...a ed YPNouncra pool dew

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1-POND 3
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
34.50 38,324 0 0 Permanent Pool
35.00 40,901 19,806 19,806 *Top of Shelf
36.00 43,535 42,218 62,024
36.15 43,939 6,561 68,585 *Temporary Pool
37.00 46,225 38,320 106,905
37.50 47,591 23,454 130,359 4-Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
28.00 14,858 0 0 *Pond Bottom
29.00 16,633 15,746 15,746 'Sed.Storage
30.00 18,483 17,558 33,304
31.00 20,399 19,441 52,745
32.00 22,379 21,389 74,134
33.00 24,425 23,402 97,536
34.00 26,535 25,480 123,016 Bottom of Shelf
34.50 28,985 13,880 136,896 *Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
30.00 4,167 0 0 *-Bottom of Forebay
31.00 5,012 4,590 4,590 '-Sed.Storage
32.00 5,924 5,468 10,058
33.00 6,904 6,414 16,472
34.00 7,951 7,428 23,899
34.50 9,339 4,323 28,222 *Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
16,633 0 0 Pond Bottom
18,483 17,558 17,558 4-Bed.Storage
25,411 21,947 39,505
28,303 26,857 66,362
31,329 29,816 96,178
34,486 32,908 129,086 *Bottom of Shelf
38,324 18,203 147,288 'Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1 POND 4
Site Data
Total DA I 650,096 SF Value from CAD
On-Site Drainage Area I 650,096 SF Value from CAD
Off-Site Drainage Area I 0.00 IISF Value from CAD
Impervious 334,158 SF Value from CAD
Buildings I 136,000 SF Value from CAD
Sidewalks 12,063 SF Value from CAD
Streets 1 76,695 I SF Value from CAD
Parking 0 I SF Value from CAD
Other 0 I SF Value from CAD
Future I 109,400 I SF Value from CAD
Offsite I 0 I SF
Impervious Cover 51.40% Impervious Cover=(impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.513 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 41 656 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 42,057 CF Volume between permanent pool&next-highest
L_ orifice
Stormwater Pond
Bottom of Pond Elevation Main Bay I 25.0 IFT Value selected by designer
Bottom of Pond Elevation Forebay I 26.5 I FT
Sediment Storage Elevation-Main Bay I 26.0 I FT Value selected by designer
Sediment Storage Elevation-Forebay 27.0 FT
+
Sediment Storage Volume 20,871 �CF Pond volume below sediment storage elev.
Permanent Pool Elevation I 34.50 FT Value selected by designer
Temporary Pool Elevation I 36.20 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 I FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 640 FT Main Bay only
Average Depth Provided I __ 5.21 FT See formula below
Required SA/DA Ratio for 90%TSS Removal 2.30% 1% Value from 90%TSS removal chart
Required Permanent Pool Surface Area 14,973 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area I 17,318 ISF Value from stage-storage calculations
Forebav
Permanent Pool Volume 79,792 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 15,958 CF 20%of permanent pool volume
Provided Volume Forebay 12,077 CF Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 15.14% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 1 2.75 IN Value selected by designer
Weir Elevation of Outlet Structure I 36.20 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert J 1.59 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.53 FT 1/3 of total elevation head
Cd,Coefficient of Discharge II 0.60 1 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.14 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 3.33 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
tawtw.l#vm.q.thsMh+th.n M.MO i..uam..Vw!a...
Average Depth formula: m.aaay.aa.my..NvyMhWn M..v.rat.a6rW CekWall.n
VPA-vsha}
`+ Abottomsfyhell I
mt. 4. JWrr+y.C+y+n.iW 1
.• • T alwit•mdpmaan*a pool(1•0; I
v
V.. • set.neen.,aa.MyaKyMat,'.ale!Okla
he,r-rsa+ 'as.d.e.(POW MOD tyw^el Oft!aNp1WY
•
K.." as emoa,...r'Peraa ..r,.wisitR,.rr.r..w
I x«ra: o +.,» ' Mpnd.+4rat Ire d.ep WV"Vee Nih.N.. `
nla a.ee«mewRrtv PO MO
•
pneabY:.••m� + ?aeia!'l+elPsngaEetDaN at Me aat`}va.M
akaSeM‘
Vlralvicer.rew. VOM%a«V..dm Neomtaoyd6td.ae I
Slot as m.q,e.d atom-men-pool rho) •

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1-POND 4
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
21,791 0 0 •Permanent Poo!
24,081 11,468 11,468 -Top of Shelf
26,429 25,255 36,723
26,909 5,334 42,057 .-Temporary Pool
28,832 22,296 64,353
30,055 14,722 79,075 ...Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
25.00 3,149 0 0 •Pond Bottom
26.00 3,995 3,572 3,572 •Sed.Storage
26.60 4,466 2,115 5,687
27.00 4,937 4,466 8,038
28.00 5,978 5,458 13,496
29.00 7,190 6,584 20,080
30.00 8,604 7,897 27,977
31.00 10,131 9,368 37,344
32.00 11,746 10,939 48,283
33.00 13,453 12,600 60,882
34.00 15,235 14,344 75,226 .-Bottom of Shelf
34.50 17,318 8,138 83,364 .-Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.50 65 0 0 '-Bottom of Forebay
27.00 133 50 50 •Sed.Storage
28.00 340 237 286
29.00 639 490 776
30.00 1,028 834 1,609
31.00 1,504 1,266 2,875
32.00 2,067 1,786 4,661
33.00 2,716 2,392 7,052
34.00 3,464 3,090 10,142
34.50 4,473 1,984 12,126 .-Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
25.00 3,149 0 0 ...Pond Bottom
26.00 3,995 3,572 3,572 •Sed.Storage
26.50 4,531 2,132 5,704
27.00 5,070 2,400 8,104
28.00 6,318 5,694 13,798
29.00 7,829 7,074 20,871
30.00 9,632 8,731 29,602
31.00 11,635 10,834 40,235
32.00 13,813 12,724 52,959
33.00 16,169 14,991 67,950
34.00 18,699 17,434 85,384 .-Bottom of Shelf
34.50 21,791 10,123 95,507 *-Permanent Pool

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 1 RIP-RAP OUTLET NCDEMLR
ENGINEER: �� PREPARED BY: REVIEWED BY:
e`, RAS RAM
PROJECT NO.04245-0012
Outlet flowrate 10.15 cfs
Pipe diameter 18 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 5.74 ft/sec
Figure 8.06.b.1
25
20 Zone 6 ` Zone-7
1
u
g 15
10 ` .--__
5 .."''''-'5. sec Zone
- ,�. Zone 2
0 1 2 3 4 5 6 7 8 9 10
' Pipe diameter(ft)
i Zone from graph above= 1
Outlet pipe diameter 18 in. Length= 6.0 ft.
Outlet flowrate 10.2 cfs Width= 4.5 ft.
Outlet velocity 5.7 ft/sec Max.Stone Dia= 6 in.
Material= Thickness= 9 in.
Zone Material Max Stone Dia. Thickness Length Width
1 Class A 6 9 4 x Djo) 3 x D(o)
2 Class B 12 18 6 x D(o) 3 x D(o)
3 Class I 17 26 8 x D(o) 3 x D(o)
1 4 ' Class II I 23 35 . 10 x D(o) I 3 x D(o)
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 2 RIP-RAP OUTLET NCDEMLR
ENGINEER: PREPARED BY: REVIEWED BY:
/ RAS RAM
PROJECT NO.04245-0012
Outlet flowrate 4.07 cfs
Pipe diameter 24 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 1.29 ft/sec
Figure 8.06.6.1
25 I ----T
20 Zo0e 6 y �� _— Zone 7
N _
i [5 -
T _ J_ ��ie�__�`
u
—y v 10
1 -o-nea
5 Zone31
s.
. �,_ Zoned
Zama • 1.3 fthec
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
.
Zone from graph above= 1
Outlet pipe diameter 24 in. Length 8.0 ft.
Outlet flowrate 4.1 cfs Width= 6.0 ft.
Outlet velocity 1.3 ft/sec Max. Stone Dia= 6 in.
Material= Class A Thickness= 9 in.
Zone Material Max Stone Dia. Thickness Length Width_
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class B 12 18 6 x D(o) 3 x D(o)
3 I Class I 17 26 8 x D(o) 3 x D(o)
4 1 Class II 23 I 35 10 x D(o) 13 x D(o)
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 4 RIP-RAP OUTLET NCDEMLR
ENGINEER: A � � PREPARED BY: REVIEWED BY:
RAS RAM ,
PROJECT NO.04245-0012
Outlet flowrate 18.83 cfs
Pipe diameter 54 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 1.18 ft/sec
Fieure 8.06.b.1
25 I _I i
20 Zoee-6k _ ,___,, -�� Z'gie 7
. IS ---,_,..
w
© 10 —��_L
7 11111M11111.11111111111 I r _tone —
5 ---� e
==
-� __— ra
f .........
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= l
Outlet pipe diameter 54 in. Length= 18.0 ft.
Outlet flowrate 18.8 cfs Width= 13.5 ft.
Outlet velocity 1.2 ft/sec Max.Stone Dia= 6 in.
Material= Class A Thickness= 9 in.
Zone Material Max Stone Dia. Thickness Length Width
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class B 12 18 6 x D(o) 3 x D(o) I
3 Class I 17 26 8 x D(o) 3 x D(o)
4 ! Class II ! 23 1 35 10 x D(o) I 3 x D(o) 1
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 3 RIP-RAP OUTLET NCDEMLR
ENGINEER: , � PREPARED BY: REVIEWED BY:
RAS RAM
PROJECT NO.04245-0012
Outlet flowrate 4.86 cfs
Pipe diameter 42 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 0.51 ft/sec
P
Fieure 8.06.b.1
25
------1
' 20 —$oge4 I � � iZ_ uue 7
N
u �`
a l5
TJ
10 �_
`�
I 0 �L
I ihmF2 ~
Zonel �
0 • n5tt I
0 1 2 3 4 5 6 7 8 9 1-
Pipe diameter(ft)
Zone from graph above= 1
Outlet pipe diameter 42 in. Length= 14.0 ft.
Outlet flowrate 4.9 cfs Width= 10.5 ft.
Outlet velocity 0.5 ft/sec Max.Stone Dia 6 in.
Material= Class A Thickness= 9 in.
Zone Material Max Stone Dia Thickness Length Width
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class B 12 18 6 x D(o) 3 x D(o)
3 Class I 17 26 8 x D(o) 3 x D(o)
4 Class II 23 l 35 10 x D(o) i 3 x D(
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ATTACHMENT C - CALCULATIONS
/ %
• , 9< -
-AL •
:
= 025503
sz. HGINEB;a� g-
%
O
. y A 1O
...S/lll 1���,,4

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE I -POND I
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.50 50,977 0 0 4-Permanent Pool
28.00 53,891 26,217 26,217 +Top of Shelf
28.50 55,376 27,317 53,534
29.00 56,862 28,060 81,593 +Temporary Pool
30.00 59,889 58,376 139,969
31.00 62,973 61,431 201,400
32.00 66,114 64,544 265,943 +Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 +Pond Bottom
24.00 31,902 30,780 30,780 i-Sed.Storage
25.00 34,206 33,054 63,834
26.00 36,570 35,388 99,222
27.00 38,994 37,782 137,004 4-Bottom of Shelf
27.50 41,744 20,185 157,189 +Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.50 4,577 0 0 +Bottom of Forebay
24.00 4,993 2,393 2,393 i-Sed.Storage
25.00 5,880 5,437 7,829
26.00 6,839 6,360 14,189
27.00 7,868 7,354 21,542
27.50 9,233 4,275 25,817 •Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 Pond Bottom
24.00 36,895 33,277 33,277 +Sed.Storage
25.00 40,086 38,491 71,767
26.00 43,409 41,748 113,515
27.00 46,862 45,136 158,650 4-Bottom of Shelf
27.50 50,977 24,460 183,110 4-Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 1
Site Data
Total DA I 839,746 SF Value from CAD
On-Site Drainage Area I 839,746 SF Value from CAD
Off-Site Drainage Area I 0.00 SF Value from CAD
Impervious 563,354 SF Value from CAD
Buildings 392,000 SF Value from CAD
Sidewalks 20,963 SF Value from CAD
Streets 125,391 I SF Value from CAD
Parking 0 �JII SF Value from CAD
Other(Amenity Center) 0 SF Value from CAD
Future 25,000 SF Value from CAD
Offsite 15F
Impervious Cover 67.09% impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.654 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 68,626 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 81,593 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation Main Bay 23.0 FT Value selected by designer
Bottom of Pond Elevation Forebay 23.5 FT
Sediment Storage Elevation-Main Bay r 24.0 FT Value selected by designer
Sediment Storage Elevation-Forebay 24.0 FT
Sediment Storage Volume ( 33,277 CF Pond volume below sediment storage elev.
Permanent Pool Elevation ( 27.50 FT Value selected by designer
Temporary Pool Elevation I 29.00 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool I 840 I FT Main Bay only
Average Depth Provided 3.01 FT See formula below
Required SA/DA Ratio for 90%TSS Removal ( 4.95% I% Value from 90%TSS removal chart
Required Permanent Pool Surface Area 41,571 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 41,744 SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 126,409 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 25,282 CF 20%of permanent pool volume
Provided Volume-Forebay 23,425 CF Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 18.53% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 3.50 IN Value selected by designer
Weir Elevation of Outlet Structure 29.00 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert I 1.35 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.45 FT 1/3 of total elevation head
Cd,Coefficient of Discharge I 0.60 I Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.22 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 3.68 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
Ca4e03 Memo depth what.th.hean*at m:rodaid
Average Depth formula: Argot
is bow
"` "gtlbongtha aw d
`"`a""°"
irPP-•YahMIf I
° Abattontufshstf
law uwagedirobr
Yn • sopl,gymedpimomtwf(bee
yr • mlepaweeeaacwilfeeek.aeaerm
Arca•ear• Me of kprod fOiedFle i
1 Yar- u"trw.+en" r.w' t.rr+rrar
%Thor e,, y Oege Ore dagakodMaM'eap 1
meelaasdpmleaarpaorthe 7
Plaaae�eerrew • /naf oloommepalateiebaYmente
ViSIN4 ww..wa*- WiOhtemipdeepliWaeatlry.datlfeta
—. .�._...__.shall rmrfrad aeprawnt pad pap__'f

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 2
Site Data
Total DA r 405,130 I SF Value from CAD
On-Site Drainage Area 405,130 SF Value from CAD
Off-Site Drainage Area P 0.00 ISF Value from CAD
Impervious 325,115 SF Value from CAD
Buildings I 212,000 ISF Value from CAD
Sidewalks I 10,248 ISF Value from CAD
Streets I 57,367 ISF Value from CAD
Parking 0 SF Value from CAD
Other(Amenity Center) 0 SF Value from CAD
Future 45,500 SF Value from CAD
Offsite 0 SF
Impervious Cover 80.25%
Impervious Cover=(impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.772 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 39,108 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 39,195 CF
Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation Main Bay ) 26.0 FT Value selected by designer
Bottom of Pond Elevation Forebay 27.0 FT
Sediment Storage Elevation-Main Bay 27.0 I FT Value selected by designer
Sediment Storage Elevation-Forebay I 28.0 FT
Sediment Storage Volume 11,617 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 32.50 I FT Value selected by designer
Temporary Pool Elevation I 33.75 I FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 I FT
Max Depth of Vegetated Shelf I 0.50 FT
Perimeter of Permanent Pool 677 FT Main Bay only
Average Depth Provided 3.96 I FT See formula below
Required SA/DA Ratio for 90%TSS Removal 4.59% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 18,589 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 22,640 SF Value from stage-storage calculations
Forebay
Total pond volume between permanent pool
Permanent Pool Volume 90,175 CF elevation&sediment storage elevation
Total Required Forebay Volume 18,035 CF 20%of permanent pool volume
Provided volume between permanent pool elev.&
Provided Volume-Forebay 17,263 CF sediment storage elevation
Total Forebay%of Permanent Pool 19.14% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice I 2.50 I IN Value selected by designer
Weir Elevation of Outlet Structure 33.75 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.15 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.38 FT 1/3 of total elevation head
Cd,Coefficient of Discharge II 0.60 1 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.10 CFS Q=Cd*WeirArea*sgrt(2*32.2*Avg Head)
Drawdown Time 4.45 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
limn?Amens*Orton fY OMis*aherepodand
Average Depth formula: am OW"bring&`lohahamthsw""°"�"""a°"
Abaucmel stet f
Was O. ttripv t
v.. wog..ov.mnrwdpae0ee6.
Vr • tPoaaormure alarraypear!tvoatt
aewaaeataaNaesota4adaoa9est7erti
v..- oh'oN7R.�re•t'aaaeerieee.i r .e,..rrnre
YAW" Coae.,e.r tAg7edaale;d:+eaeapuoed72re7Wan
naaewedatoa um%peapea7
IPNaEter,...rr • ttareter* mentpeal itas bolas aire ,
1•41%......rr- Mom livmWa&IF adatew divide doh
eMlae21011 adtdpmnnwppm7tim

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE I-POND 2
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
32.50 28,778 0 0 *Permanent Pool
33.00 31,280 15,015 15,015 4-Top of Shelf
33.75 33,200 24,180 39,195 Kemporary Pool
34.00 33,840 8,380 47,575
35.00 36,456 35,148 82,723
36.00 39,128 37,792 120,515 'lop of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.00 9,983 0 0 -Pond Bottom
27.00 11,524 10,754 10,754 +Sed.Storage
28.00 13,182 12,353 23,107
29.00 14,915 14,049 37,155
30.00 16,712 15,814 52,969
31.00 18.572 17,642 70,611
32.00 20,496 19,534 90,145 +Bottom of Shelf
32.50 22,640 10,784 100,929 +Permanent Pool
rspiker
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.00 1,726 0 0 4-Bottom of Forebay
28.00 2,274 2,000 2,000 +Sed.Storage
29.00 2,887 2,581 4,581
30.00 3,564 3,226 7,806
31.00 4,306 3,935 11,741
32.00 5,113 4,710 16,451
32.50 6,137 2,813 19,263 •lop of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.00 9,983 0 0 +Pond Bottom
27.00 13,250 11,617 11,617 +Sed.Storage
28.00 15,456 14,353 25,970
29.00 17,802 16,629 42,599
30.00 20,276 19,039 61,638
31.00 22,878 21,577 83,215
32.00 25,609 24,244 107,458 +Bottom of Shelf
32.50 28,777 13,597 121,055 +Permanent Pool

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE I-POND 3
Stacie/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
34.50 38,324 0 0 +Permanent Pool
35.00 40,901 19,806 19,806 +Top of Shelf
36.00 43,535 42,218 62,024
36.15 43,939 6,561 68,585 +Temporary Pool
37.00 46,225 38,320 106,905
37.50 47,591 23,454 130,359 +Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
28.00 14,858 0 0 +Pond Bottom
29.00 16,633 15,746 15,746 +Bed.Storage
30.00 18,483 17,558 33,304
31.00 20,399 19,441 52,745
32.00 22,379 21,389 74,134
33.00 24,425 23,402 97,536
34.00 26,535 25,480 123,016 +Bottom of Shelf
34.50 28,985 13,880 136,896 +Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
30.00 4,167 0 0 +Bottom of Forebay
31.00 5,012 4,590 4,590 4-Bed.Storage
32.00 5,924 5,468 10,058
33.00 6,904 6,414 16,472
34.00 7,951 7,428 23,899
34.50 9,339 4,323 28,222 +Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
29.00 16,633 0 0 +Pond Bottom
30.00 18,483 17,558 17,558 +Sed.Storage
31.00 25,411 21,947 39,505
32.00 28,303 26,857 66,362
33.00 31,329 29,816 96,178
34.00 34,486 32,908 129,086 +Bottom of Shelf
34.50 38,324 18,203 147,288 +Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 3
Site Data
Total DA 641,248 SF Value from CAD
On-Site Drainage Area 641,248 SF Value from CAD
Off-Site Drainage Area r 0.00 SF Value from CAD
Impervious 555,912 SF Value from CAD
Buildings 292,000 SF Value from CAD
Sidewalks I 16,205 I SF Value from CAD
Streets I 92,707 I SF Value from CAD
Parking I 0 I SF Value from CAD
Other ( 0 SF Value from CAD
Future I 155,000 I SF Value from CAD
Offsite 0 SF
Impervious Cover 86.69% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.830 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 66 548 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 68,585 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay I 28.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay 30.0 FT
Sediment Storage Elevation-Main Bay I 29.0 I FT Value selected by designer
Sediment Storage Elevation-Forebay _ 31.0 FT
Sediment Storage Volume 17,558 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 34.50 FT Value selected by designer
Temporary Pool Elevation 36.15 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 I FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 739 FT Main Bay only
Average Depth Provided I 4.54 FT See formula below
Required SA/DA Ratio for 90%TSS Removal L 4.40% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 28,220 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 28,985 ,SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 121,150 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 24,230 CF 20%of permanent pool volume
Provided volume between permanent pool elev.&
Provided Volume-Forebay 23,632 CF sediment storage elevation
Total Forebay%of Permanent Pool 19.51% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 3.00 I IN Value selected by designer
Weir Elevation of Outlet Structure I 36.15 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.53 —,FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.51 FT 1/3 of total elevation head
Cd,Coefficient of Discharge I 0.60 II Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.17 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 4.56 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
Amigo e Awn,depth•ha•a•Mee 1.=hevpdawl
Average Depth formula: r— a""'""°""""`m"°°Imo°"°""""'.�"a"'"""
VPP-Vshdf I
°"0• xbottamofslieif
tiara: t►A ••••••anate4R
*aaPt»dorrownptaptPet
v • vrmaeawerrwaayenti-aaebon•
A"o•r.r• Pm n wet meal nlebaotamethe KeyNO
V.,. O.S D.Nr.__P.aw°r_,,..Mara...-ve....
Wog (6.-g.. dvaaaar'MOW waeatayaaru I
name
p+aaw,.,,..,,e • PptaarapeswOrepaayacemamaen
p°e(Irot;
Mid)...wo.••or Wdlaara$deep WOO ra04,613Oita
aiMesrtsc*.rae aptnerrapaa paq

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 4
Site Data
Total DA I 650,096 [SF Value from CAD
On-Site Drainage Area L. 650,096 SF Value from CAD
Off-Site Drainage Area J 0.00 SF Value from CAD
Impervious 334,158 ,SF Value from CAD
Buildings 136,000 IISF Value from CAD
Sidewalks 12,063 SF Value from CAD
Streets 76,695 SF Value from CAD
Parking I 0 SF Value from CAD
Other I 0 SF Value from CAD
Future 109,400 SF Value from CAD
Offsite I 0 [SF
Impervious Cover 51.40% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.513 IN/IN Rv=0.05+0.009*(%impervious)
Required 1.5"Runoff Volume 41,656 CF 1.5 inch*Rv*.lftt/11 in*(Total DA)
Provided Treatment Volume 42,057 CF
Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay 25.0 I FT Value selected by designer
Bottom of Pond Elevation-Forebay 26.5 I FT
Sediment Storage Elevation-Main Bay 26.0 FT Value selected by designer
Sediment Storage Elevation-Forebay 27.0 FT
Sediment Storage Volume 20,871 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 34.50 I FT Value selected by designer
Temporary Pool Elevation 36.20 I FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 640 I FT Main Bay only
Average Depth Provided 5.21 I FT See formula below
Required SA/DA Ratio for 90%T55 Removal 2.30% I% Value from 90%TSS removal chart
Required Permanent Pool Surface Area 14,973 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area L 17,318 SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 79,792 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 15,958 CF 20%of permanent pool volume
Provided Volume-Forebay 12,077 CF
Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 15.14% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 2.75 IN Value selected by designer
Weir Elevation of Outlet Structure 36.20 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.59 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.53 FT 1/3 of total elevation head
Cd,Coefficient of Discharge I 0.60 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.14 CFS Q=Cd*Weir Area*sgrt(2*31.2*Avg Head)
Drawdown Time 3.33 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
'Ammon 2 iwaviodrpM wine If..Owl.submrprtrtl
a Mosheberm,= eilhemOmmim'°'w"""""°"
Average Depth formula:
OW-Yshelf
Oft" Abosto;riofssrif
man t6, MIMSdiOnhet
v,. ?swwsdtsadbRawdpsapety
Vag a mvsondwaNt'1eKh-wseww
a-r.ee..» aaawtaeradatmsbetin(wnrrrpraR
V ai•On}i6ura:Aafi.w,,,,,,.a ', .
WWI u..,..e.. ID�¢fi+a+ti° 310*Mspam2ininetw
erawne et waranrd rsa 02t:
41padronreosdstthe0 412*
Yrar4."w-r"-*- %Oliam Ave dwpwantwdatlwadnr
stenmewwd eiraminanpaeltkeJ ,

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1-POND 4
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
34.50 21,791 0 0 +-Permanent Pool
35.00 24,081 11,468 11,468 +-Top of Shelf
36.00 26,429 25,255 36,723
36.20 26,909 5,334 42,057 +-Temporary Pool
37.00 28,832 22,296 64,353
37.50 30,055 14,722 79,075 •-Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
25.00 3,149 0 0 Pond Bottom
26.00 3,995 3,572 3,572 +-Sed.Storage
26.50 4,466 2,115 5,687
27.00 4,937 4,466 8,038
28.00 5,978 5,458 13,496
29.00 7,190 6,584 20,080
30.00 8,604 7,897 27,977
31.00 10,131 9,368 37,344
32.00 11,746 10,939 48,283
33.00 13,453 12,600 60,882
34.00 15,235 14,344 75,226 +-Bottom of Shelf
34.50 17,318 8,138 83,364 +-Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.50 65 0 0 +-Bottom of Forebay
27.00 133 50 50 +-led.Storage
28.00 340 237 286
29.00 639 490 776
30.00 1,028 834 1,609
31.00 1,504 1,266 2,875
32.00 2,067 1,786 4,661
33.00 2,716 2,392 7,052
34.00 3,464 3,090 10,142
34.50 4,473 1,984 12,126 +-Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
25.00 3,149 0 0 Pond Bottom
26.00 3,995 3,572 3,572 +-Sed.Storage
26.50 4,531 2,132 5,704
27.00 5,070 2,400 8,104
28.00 6,318 5,694 13,798
29.00 7,829 7,074 20,871
30.00 9,632 8,731 29,602
31.00 11,635 10,634 40,235
32.00 13,813 12,724 52,959
33.00 16,169 14,991 67,950
34.00 18,699 17,434 85,384 *-Bottom of Shelf
34.50 21,791 10,123 95,507 '-Permanent Pool

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 1 RIP-RAP OUTLET NCDEMLR
ENGINEER:4MCKIM&CREED
PREPARED BY: REVIEWED BY
RAS RAM
PROJECT NO.04245-0012
Outlet flowrate 10.15 cfs
Pipe diameter 18 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 5.74 ft/sec
Figure 8.06.b.1
25
20 \ Zuge 6 pene7
w15 N.. � ~�- '�
\ NIL.,1 ...., ZorMS
s 10
Zone 4—
\„ -- r
5 �5 7 ft/se I Gone 31
�---�_�
Zon —
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 1
Outlet pipe diameter 18 in. Length= 6.0 ft.
Outlet flowrate 10.2 cfs Width= 4.5 ft.
Outlet velocity 5.7 ft/sec Max.Stone Dia= 6 in.
Material= Class A Thickness= 9 in.
Zone , Material Max Stone Dia. Thickness Length Width
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class B 12 18 6 x D(o) 3 x D(a)
3 Class I 17 26 8 x D(o) 3 x D(o)
4 Class II 23 35 10 x D(o) 3 x D(o) 1
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 2 RIP-RAP OUTLET NCDEMLR
ENGINEER:41VFICIVI&CREED PREPARED BY: REVIEWED BY:
RAS RAM
PROJECT NO.04245-0012
Outlet flowrate 4.07 cfs
Pipe diameter 24 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 1.29 ft/sec
Fieure 8.06.b.1
25
20 Zone 6 '70'2 7
� I
_ht
15 I� —
y, -Zone 5-
'u
10
5 Zone s�
Zone2-
7oni_L 111__L'ulicer
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 1
Outlet pipe diameter 24 in. Length= 8.0 ft.
Outlet flowrate 4.1 cfs Width= 6.0 ft.
Outlet velocity 1.3 ft/sec Max.Stone Dia= 6 in.
Material= Class A Thickness= 9 in.
Zone Material Max Stone Dia. Thickness Length Width
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class R 12 18 6 x D(o) 3 x D(o)
3 Class I 17 26 8 x D(o) 3 x D(o)
4 , _Class II , 23 35 10 x D(o) 3 x D(o)
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
24.3 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 4 RIP-RAP OUTLET NCDEMLR
ENGINEER: PREPARED BY: REVIEWED BY:
�� RAS RAM ,
PROJECT NO.04245-0012
Outlet flowrate 18.83 cfs
Pipe diameter 54 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 1.18 ft/sec
Figure 8.06.6.1
25 I
—ii=M=-----I E=MI
ili, IINIM Iif, IIIM
�_------ i,
i 20 gm �- --- kon0 -
----- imm..i,i,i,lii..
«, 15 _- — ------.—_=_
— -- E
1......-.-,��-- i --- 1 ��E-- —
— --- �'„to
y ����---
f,f,lf,f,i,�.=f, _toss
`f,f,f,i�f,�:f,i�f,
5 ..! zone- 1� .
i•i•� f,f,�i�ite
0 Zan..1 !� ;i-.-- -.-
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 1
Outlet pipe diameter 54 in. Length= 18.0 ft.
Outlet flowrate 18.8 cfs Width= 13.5 ft.
Outlet velocity 1.2 ft/sec Max.Stone Dia 6 in.
Material= Class A Thickness= 9 in.
Zone Material Max Stone Dia Thickness Length Width
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class B 12 18 _ 6 x D(o) 3 x D(o) 1
3 Class I 17 26 8 x D(o) 3 x D(o)
4 Class II 23 35 10 x D(o) 3 x D(o)
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

ENERGY DISSIPATOR DESIGN WORKSHEET
PROJECT: DATE PREPARED:
SIDBURY FARMS:PHASE 1 7/24/2020
DESCRIPTION: PREPARED FOR:
POND 3 RIP-RAP OUTLET NCDEMLR
ENGINEER:lam&cREED PREPARED BY: REVIEWED BY:
RAS RAM
PROJECT NO.04245-0012
Outlet flowrate 4.86 cfs
Pipe diameter 42 inches
Outlet pipe slope 0.5 percent
Des.flow velocity 0.51 ft/sec
Figure 8.06.b.1
25 l
20 Zone4ti
I �
1,4
15
° 10
tone
5 Gone s
Zon_e 2
Tn-el 1
0 - 05 cec
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 1
Outlet pipe diameter 42 in. Length= 14.0 ft.
Outlet flowrate 4.9 cfs Width= 10.5 ft.
Outlet velocity 0.5 ft/sec Max.Stone Dia= 6 in.
Material= Class A Thickness= 9 in.
Zone Material Max Stone Dia, Thickness Length Width
1 Class A 6 9 4 x D(o) 3 x D(o)
2 Class B 12 18 6 x D(o) 3 x D(o)
I 3 Class I 17 I 26 8 x D(o) 3 x D(o)
4 Class II I 23 I 35 10 x D(o) 3 x D(o)
Notes:
1. Calculations based on NY DOT method-Section 8.06.05 through 8.06.06 in NCDENR ESC Manual.
McKim Creed,Inc.
243 N Front Street
Wilmington,North Carolina 28401
[phone] Page 1 of 1

a,
e
u
Q
3 it o « crt
$ m
O 01 N N N p N GI in O m N p Q O a O 00
F 0 U 05 M M 00 M ~ O to ai M n
11 .-1 vi vi .-i .i M M ,-i
O c
Oa
N
Ib
ml -le
at
N. v
v V M N is
S m '^ o1Do m •E
e o m n of o of o o w o o o o o o a o
E c7 u ob n c
7 U0.1 IN ni N. c
C
a`
Y
W
U
u
CO e to 1D COtD OD OOp V/1
C`W O D1 in R in M
rz o vj n p o L:Lip '" g O T p o p R o
vvt 0 U 00 IA m m in m tv N o m
.-a tD tO M to 14 1� N N M
at
c
•a`
Y
0!
E
U
al M co CO r.1 m La in
O N
U O N n ti o --1 to t 20 rev O N p N p S arap O~f
an
in 17 as U 00 I00 up tillre N N ON1 -4 N in
a
C
'C
a
Y
•J
O1
v
U p p
N '' M A .�-i N 8 p w
ri •
p •.-i 'i ry M O N O in p
In 0 U 00 Q M M N N In O a
to y M
L a
C c
H a
E
R
Y
y
3 U
d
M 1pp pppp
T.i rl ; N V V�1 00 O M tM0 o M
N VUf U GO U 0i p CO ^ N to CT O1 N O d co pui' p tmD
01 N CO tD CO T-1 N N arm
U
C 0 111 IIII,,,
:,. S• 0......V .... 0 A
• s
\ �' _
e• = �'� ° ��
E i- ? Q ' - s 9 I g- 11—f '`-r1j111111►1.1,```a
O A • IaO 1�I� . N ad m
g
10p� 7z 00 00 a ,U v L C 06 IO co C. i
Y 1M w C C /a E 3 H W at Y �.at N .�..
mf0 C .� i C O j = i+ 01 'O w Q 7
* C U - O p N a O m H a. 4, C m m
az E E :: « al o es z :� �' r 01 O E c
u w : . c '� ',CI' •E - c c c c t rc
In cc in_y1 0 0 I- a.aE E 0 0 C 0 O tat

JUL 16 2020 •
fl
BY,•
SIDBURY FARMS
PHASE 1 (LOTS 1 -258) and AMENITY CENTER
NEW HANOVER COUNTY, NC
STORMWATER NARRATIVE
Prepared for:
D. R. Horton, Inc.
131 Racine Drive,Suite 201
Wilmington,NC 28403
Prepared by:
4,MCKEVI&CREED
243 North Front Street
Wilmington, NC 28401
[phone]
Project#04245-0012 (40)
? loti_4y
v
July 2020 _ SEAL
025503 *04
=•,'c , IN ,cr

SIDBURY FARMS
STORMWATER NARRATIVE
Table of Contents
DESIGN NARRATIVE
I. EXISTING SITE
II. PROPOSED IMPROVEMENTS
ATTACHMENTS — SUPPORTING INFORMATION
A. USGS QUAD MAP
B. SCS SOIL SURVEY MAP
C. CALCULATIONS
D. HYDRAFLOW MODEL RESULTS
E. ECS SOILS REPORT
F. LAND MANAGEMENT GROUP WETLANDS MAP
G. PROPERTY DEED
H. SECRETARY OF STATE DOCUMENTATION

Design Narrative
I. Existing Site
The proposed.314.3 acre development, known as Sidbury Farms, is located in New Hanover
County, 1.80 miles North East of the intersection of Blue Clay Road (SR 1318) and Sidbury Road
(SR 1336). This development will consist of single family residential, multifamily residential,
open space, an amenity center and private streets. This phase (Phase 1)of the development
consists of approximately 115 acres of single family residential development and the amenity
center.
The existing site is undeveloped farmland and woods with vegetation that is primarily row
crops with crop residue, woods,wetlands and understory growth.A copy of the USGS
quadrangle map is attached indicating project vicinity and general drainage patterns in the
area.The New Hanover County SCS Soil Survey(copy attached)indicates the underlying soils
within the project area predominantly Johnston Soils (JO), Leon Sand (Le), Murville Fine Sand
(Mu), and Seagate Fine Sand (Se). The Hydraulic Soil Group Classifications are A/D, A/D,A/D,
and B respectively.
The project site is in the Cape Fear River Basin and drains to Prince George Creek. According to
the latest surface water classifications published by NCDEQ Prince George Creek is classified
as C;Sw.Prince George Creek Drains to the North East Cape Fear River (B;Sw,Index-No. 18-74-
(47.5)) as illustrated on the attached USGS Topo Map.Wetlands do exist within the site
boundary but will not be disturbed. The wetlands have been flagged and we are awaiting
USACE approval. Because the Corps has not been making routine site visits since the
beginning of the Covid-19 Pandemic, and our reviewer is still not able to schedule site visits,
our wetland consultant is working with the Corps towards issuance of a delineation
concurrence letter. The site does not drain to ORW designated waters, is not within 1 -mile of
and draining to SA classified waters, and is not within 1-mile and draining to HWQ designated
waters.
IL Proposed Improvements
The proposed improvements are consistent with any residential subdivision.The basic
improvements proposed at this time consist of the construction of roadways with standard curb
and gutter, water and sewer utilities, and storm drainage collection and treatment systems
(consisting of four wet detention ponds) to allow for the construction of 258 single family
residential homes and the amenity center. The systems ultimately drain to the North East Cape
Fear River via wetlands and Prince George Creek.

ATTACHMENT A - USGS QUAD MAP

ENT
W U.S.DEUSRGEOLOGICAL SURVEY RIORN`a SCOTTS�MTM CAROADu QUADRANGLE
.��..�.��,. �r US Topo 7.5-,MNUTE SERIES
.n.nsa .n.7sm'
14.I750. '36®"E _. 38 39 40 41 42 43 44 45 40_ 47
07
• �� IS m
r
w p r-`'. l
} w
1 1 _
1 . :,.'•..;1 : :... -T- -I I. -'1_ -: _
! it \ _ I
t _
-.
ti N.
two �.T i—� t 7 i ;. @
\s
l 02
\4�* �°z ./ `\n IPHASE 1 _' PROJECT �\• �;��. Scotts 3311
e `L •
_ _ BOUNDARY = _ \s,
..,, cr.
. _ _,. _.,
..
_... , _.,
,_,. , ........ .„
, _ ....
•
W1 A
��
99 .. _v^i"'` '`"y., I _. : 4' " iG.idana 4 a-
,
o :,
a ,.� ( °�
i
ki
# d 44 R'SEIE NECK
F - .MIJKRAYSVILL6 i9B
_ - _
1
% z ?ae 1 ,l..ey,. r"' - - �ehlorry , `ry' wrt4rs Neck
r <
Po
F' 3
�.. a r '° ?"�.a , p .. 8 1. 21 • 97
r.' s
8 .ry euw .. F 1, •
- $ ''' '. iyt '. g, yr.
!. 1
em 3QNGS GRA.NT T �
. %^ay 9�p;Y �.♦OGDL7N �tVY,* a 95
nwm a
9s N� .. c'n.
-- ''', i
A
yy [' \ -
II.
T , a '0, ,_ g
$ d mute Eight I
WII
., . :+r``-'° - , .Pis'YAFGTObT" Nye
\ w �, POW 94
.
- ysn
�im0 76 77 y38 39 � 41 42 43 4445 M6m.E
n.e s9
n.nm

ATTACHMENT B - SCS SOIL SURVEY MAP

z z
b
COLm3E 003m36 00503E commE OOF.m3E comic COME N'OIDBE OC6103E O M
N
M,2?OS eU
M„BZ AS dl N O
47 d
N
co
a
•
1
w -I
•
0
U
T
z _ fA
C L �r •zl�_ 1. i•O
E U '— m
> co 0 \
0
1 y a
, i (.)
-'0 i
. g i; - '
T. •
u)
01
x
Vr
_ iii
i •
Pa BeIS ' _' - --; i g
-T-* •
rail
g...-. •
. e.�% .�. �. • is t. AA 1
t a a
frel
o a lQ
r . w
• t. f �y 8 z� �U
M dZ SS oLL - - .. - M w[.Z as dl Q
I I 1 I I I
00673 E COMORE COMM00MM ODZD OODWBE avowCOME OOIZEBE 000703E OO M E 11
z z
e5,
?Li

o r)
N..-
O 0
VI N
CNI
,o N o « of >O N a)
a)
Cn m W O7 co� i a) M N
'mo m 8 0v a) a a) co 3c `o a
W a) g O
dV j _ 0 E a) L'O Of N O` n N L Y a)
E cCL U O w CO ti L co N 7 U E N .y a 0
® E co O"a 0 of C O M O-U) e U • O O y w-:C
2 O a0 C Ey C L C O a7 a) O Z N
m w E f0 3 W a) d 0 c >.0 2 Z Zo w cLi E 'wa
Q 3 in o c) 0co Cl)ca d co a yv 'a ¢ Z;N c o r o
O .) n y E U wo o o p 3 � L CD 9. 3 m y
ix�/
a V y coLO L a) fL7 2 L O n of = U a) O tC ¢ >,
o E w� a) coco ._ c o m rn
ILL 0 T a) .+O C co CO a7 a) cs CO '�i C E a) O N go O. L E 2' co y
z `� a c 10 -o cg
ot y m wai o ° � m e �° a � � aEi
Q O T.as co .. E V co o al
cc, 7 J n 11-2 0 O - y> L ,, L n O
C W— a
m E ao a) a m � ma 0 CO) din Z a) a) o N oa
w m Em. 0 Lo Za. 0 a 0mi° •, a)C m •• A m `m m o �� 'c
a w m v„ � o 2 a. rn m m E a)
> O o c'o c '3 o a mL m to S u)a � p co oa m e
a) o c W Z N w c) • c a m o a m
m • U) m co E m a' E g� w E 3 m ° `i3 3 m m = o `y nm E
0o c) myW m Ooc 2 .oa, aai ) oa jai, moo COm -ca_a, >,
w
cm
0 w .E o'c n m_di H in Cl)-� w a) c 12 c o_am CO a) E o a:o o 'e. co e
out `a, w a) c m co CO � a O tom
m -_c(L)
— — o dN m E 0)
a) L C•— C O U O O O O to O N 2 O L,, 0 3 O LO co L o
c I- . 5 W E_ o uJ a E V)5 U M d'O a co H O O U) u)— p N H U E m
O
0
U
-
N
0
Z 3
Cl)
ct a a)) O
ooa Z a3)
U w
`) o coa
0
O lL U) a)
O
COC La Z` E aa ry) N O
_ 0 0 CO T. _C U?
3:ala'43 m g o. 75-
a)0 n LL U c Elc
co -o ca w a o
N a c J CO y w a) m .c 0
cc_ •2 o 0 Z
_ C a) 'U a) onX 6- l0 To
co co . .00. W C E co in O Q
(00 co El
F J re .E 7 2 'a
0 te
>
z : 4 a
r
LU o o o'
0 3 m
W
J
a -- ,0
C
aQ Ooo) a) �
m o if) rn-0000
a a ym aE a, a, n a)Y o 0. v
O a a a a o O a 2 0 o OCO y N > m N n
2 2 2 it.. g o co )7 i v m c d E 0 0 >. d t ° cei
p Q^� y Y C •O a) x N
w 2 El3 'a 'O 'a C 3o O as ° E E 2 N N C m 8 m m >m C a o
Q Cl) CO CO 'o CO m 0 0 C) C7 J J 2 a a a re Cl) Cl) CO Cl) V) CO
a' as a)
g� LJa ❑ I ea 0
0co
w co O c
O
02
7w
c
m O
0

Soil Map—New Hanover County,North Carolina Sidbury Farms: Phase 1
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
JO Johnston soils 23.9 19.8%
Le Leon sand 1.2 1.0%
Mu Murville fine sand 40.7 33.8%
Se Seagate fine sand 54.5 45.3%
Totals for Area of Interest 120.3 100.0%
USDA Natural Resources Web Soil Survey 3/25/2020
mos Conservation Service National Cooperative Soil Survey Page 3 of 3

ATTACHMENT C- CALCULATIONS

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 1
Site Data
Total DA 839,746 SF Value from CAD
On-Site Drainage Area 839,746 SF Value from CAD
Off-Site Drainage Area 0.00 SF Value from CAD
Impervious 678,354 SF Value from CAD
Buildings I 392,000 ISF Value from CAD
Sidewalks I 20,963 I SF Value from CAD
Streets L_125,391 I SF Value from CAD
Parking 0 I SF Value from CAD
Other(Amenity Center) 0 'SF Value from CAD
Future [ 140,000 SF Value from CAD
Offsite SF
Impervious Cover 80.78% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume •
Runoff Coefficient,Rv 0.777 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 81,563 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 81,593 CF
Volume between permanent pool&next-highest
orifice
Stonnwater Pond
Bottom of Pond Elevation-Main Bay 1 23.0 (FT Value selected by designer
Bottom of Pond Elevation-Forebay I 23.5 I FT
Sediment Storage Elevation-Main Bay 24.0 1 FT Value selected by designer
Sediment Storage Elevation-Forebay 24.0 I FT
Sediment Storage Volume I 33,277 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 27.50 FT Value selected by designer
Temporary Pool Elevation 29.00 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width F. 3.00 I FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 840 J FT Main Ray only
Average Depth Provided 3.75 FT See formula below
Required SA/DA Ratio for 90%TSS Removal I 4.91% % Value from 90%TSS removal chart
Required Permanent Pool Surface Area 41,251 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 41,744 SF Value from stage-storage calculations
Forebav
Total pond volume between permanent pool
Permanent Pool Volume 126,409 1CF elevation&sediment storage elevation
Total Required Forebay Volume 25,282 CF 20%of permanent pool volume
Provided volume between permanent pool elev.&
Provided Volume-Forebay 23,425 CF sediment storage elevation
Total Forebay%of Permanent Pool 18.53% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 1 3.50 IN Value selected by designer
Weir Elevation of Outlet Structure I 29.00 I FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.35 FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.45 FT 1/3 of total elevation head
Cd,Coefficient of Discharge I- 0.60 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.22 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 4.37 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
Egrtl.r3 Avenge dap*when the shell iv u+Eairyad and
Average Depth formula: M""=""°'"""°",a"`°r""'"""-°'"—"`.a""'°°"- —
1 a.• vrr-•shed
abogoixolsaeif
whet Oaa moierid.pi,nbe
Vr, %gMwNcndpamr.+s,tidMtame,
, Won emits shell aogise6-ace tates
v... 0.6, 11...~ePate=...aw' .w.re...
I
Whom 0,-...* -- Dotal tk.:::,..M.14.1 alto OWes
i mum.almgr. GM 001)
P ,.....r • Pa adecalsemonalpoolMho Man ddK
41.10.11)
WM...awavr• Widdatom Immo oat ma,adyddalM
shot isiare red alPNia7he.owl OM

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASEI -PONDI
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
27.50 50,977 0 0 ••Permanent Pool
28.00 53,891 26,217 26,217 ••Top of Shelf
28.50 55,376 27,317 53,534
29.00 56,862 28,060 81,593 *Temporary Pool
30.00 59,889 58,376 139,969
31.00 62,973 61,431 201,400
32.09 66,114 64,544 265,943 •Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 •Pond Bottom
24.00 31,902 30,780 30,780 •Sed.Storage
25.00 34,206 33,054 63,834
26.00 36,570 35,388 99,222
27.00 38,994 37,782 137,004 ••Bottom of Shelf
27.50 41,744 20,185 157,189 •Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.50 4,577 0 0 •Bottom of Forebay
24.00 4,993 2,393 2,393 ••Sed.Storage
25.00 5,880 5,437 7,829
26.00 6,839 6,360 14,189
27.00 7,868 7,354 21,542
27.50 9,233 4,275 25,817 •Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
23.00 29,658 0 0 •Pond Bottom
24.00 36,895 33,277 33,277 •Sed.Storage
25.00 40,086 38,491 71,767
26.00 43,409 41,748 113,515
27.00 46,862 45,136 158,650 •Bottom of Shelf
27.50 50,977 24,460 183,110 Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 2
Site Data
Total DA 405,130 SF Value from CAD
On-Site Drainage Area 405,130 SF Value from CAD
Off-Site Drainage Area 0.00 SF Value from CAD
Impervious 325,115 SF Value from CAD
Buildings 212,000 (SF Value from CAD
Sidewalks 10,248 SF Value from CAD
Streets 57,367 SF Value from CAD
Parking I 0 I SF Value from CAD
Other(Amenity Center) I 0 I SF Value from CAD
Future 45,500 SF Value from CAD
Offsite I 0 (SF
Impervious Cover 80.25% Impervious Cover=(Impervious Drainage
Area)/(Total Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv 0.772 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 39,108 CF 1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume 40,449 CF
Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay 26.0 (FT Value selected by designer
Bottom of Pond Elevation-Forebay 28.0 I FT
Sediment Storage Elevation-Main Bay 27.0 _ FT Value selected by designer
Sediment Storage Elevation-Forebay 29.0 FT
Sediment Storage Volume 10,754 CF Pond volume below sediment storage elev.
Permanent Pool Elevation I 32.50 I FT Value selected by designer
Temporary Pool Elevation 33.75 I FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width I 3.00 FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 677 I FT Main Bay only
Average Depth Provided I 3.96 I FT See formula below
Required SA/DA Ratio for 90%TSS Removal 4.59% I% Value from 90%TSS removal chart
Required Permanent Pool Surface Area 18,594 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 22,647 4SF Value from stage-storage calculations
Forebav
Total pond volume between permanent pool
Permanent Pool Volume 90,184 CF elevation&sediment storage elevation
Total Required Forebay Volume 18,037 CF 20%of permanent puul volume
Provided volume between permanent pool elev.&
Provided Volume-Forebay 17,327 CF sediment storage elevation
Total Forebay%of Permanent Pool 19.21% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 2.50 I IN Value selected by designer
Weir Elevation of Outlet Structure 33.75 I FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.15 I FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.38 FT 1/3 of total elevation head
Cd,Coefficient of Discharge 0.60 71 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.10 CFS Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time 4.45 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
Eq.Mgrt *wow depth whoa the Molt Is sat"rgw/rd
--- Um WWI
"°r"E" i°""n tin
wimps
i psap""'"CYfi0O/Average Depth formula: —
VPP-.Vshetf
De.i
Abottmnpfshail
roam 45 kw.redtpwnold
Tolivaimilopormionegivocitfriki
;etameow Medial aer:a ry-taeiabe
P.S. Ain Of Wet=MOM berm.11ht ON Met,
V,, M"aWI , _'Pa,l. 4rr.e�Wldet e:ymrrrx
•veers p,e.,ew = ovonofvwu wa-Ndeop Weartouter at
emaetedetre'tsvwdoomtiep
aeo wt .. • tNPIrns►arammmerool eellxndte
Vndhomelo r•w' Widilthrt VAMO&Anredv met atMe
aletaseamuroA atonaurrmpad ifeeti

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE I-POND 2
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
32.50 29,710 0 0 Permanent Pool
33.00 32,283 15,498 15,498 *Top of Shelf
33.75 34,251 24,950 40,449 4-Temporary Pool
34.00 34,914 8,646 49,094
35.00 37,601 36,258 85,352
36.00 40,344 38,973 124,324 +Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.00 9,983 0 0 -Pond Bottom
27.00 11,524 10,754 10,754 -Sed.Storage
28.00 13,182 12,353 23,107
29.00 14,916 14,049 37,156
30.00 16,713 15,815 52,970
31.00 18,575 17,644 70,614
32.00 20,499 19,537 90,151 4-Bottom of Shelf
32.50 22,647 10;787 100,938 +Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
28.00 2,822 0 0 i-Bottom of Forebay
29.00 3,509 3,166 3,166 -Sed.Storage
30.00 4,261 3,885 7,051
31.00 5,077 4,669 11,720
32.00 5,958 5,518 17,237
32.50 7,062 3,255 20,492 +Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forabay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.00 9,983 0 0 -Pond Bottom
27.00 11,524 10,754 10,754 +Sod.Storage
28.00 16,004 13,764 24,518
29.00 18,425 17,215 41,732
30.00 20,974 19,700 61,432
31.00 23,652 22,313 83,745
32.00 26,457 25,055 108,799 ••Bottom of Shelf
32.50 29,709 14,042 122,841 ••Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 3
Site Data
Total DA 641,248 SF Value from CAD
On-Site Drainage Area 641,248 I SF Value from CAD
Off-Site Drainage Area 0.00 I SF Value from CAD
Impervious 555,912 SF Value from CAD
Buildings 292,000 15F Value from CAD
Sidewalks 16,205 ISF Value from CAD
Streets 92,707 I SF Value from CAD
Parking 0 I SF Value from CAD
Other 0 I SF Value from CAD
Future 155,000 SF Value from CAD
0ffsite L 0 I SF
Impervious Cover 86.69%
Impervious Cover=(Impervious Drainage
Areal/(Total Drainaae Areal*100%
Treatment Volume
Runoff Coefficient,Rv 0.830 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 66,548 CF 1.5 inch*Rv*lftt/11 in*(Total DA)
Provided Treatment Volume 68,585 ICF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay 28.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay 30.0 FT
Sediment Storage Elevation-Main Bay 29.0 FT Value selected by designer
Sediment Storage Elevation-Forebay 31.0 FT
Sediment Storage Volume I 17,558 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 34.50 FT Value selected by designer
Temporary Pool Elevation 36.15 FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 739 FT Main Bay only
Average Depth Provided 5.14 FT See formula below
Required SA/DA Ratio for 90%TSS Removal 3.85% '% Value from 90%TSS removal chart
Required Permanent Pool Surface Area 24,702 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 28,985 SF Value from stage-storage calculations
Forebay
Permanent Pool Volume 121,150 CF Total pond volume between permanent pool
elevation&sediment storage elevation
Total Required Forebay Volume 24,230 CF 20%of permanent pool volume
Provided Volume Forebay 23,632 CF Provided volume between permanent pool elev.&
sediment storage elevation
Total Forebay%of Permanent Pool 19.51% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 1 3.00 1 IN Value selected by designer
Weir Elevation of Outlet Structure I 36.15 1 FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert 1.53 IFT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.51 FT 1/3 of total elevation head
Cd,Coefficient of Discharge I 0.60 I Value selected by designer
Q Flowrate Through Low-flow Orifice 0.17 CFS Q=Cd*WeirArea*sgrt(1*32.2*Avg Head)
Drawdown Time 4.56 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
ayv...0 A..e.9.limpet Wu.th.a1Wo W,m yd an
Average Depth formula: --"""'"qOiM"�`""`°Item"'"mow*M°1b`'�'"'"°
vPP-vshell
Abottnatu(sks11
tell
o' h .oM1M tatm:ratiana1ONO)
V • vain~Oa atWfpiy Pee)-ale W m
Ar...r• Almalpataemtattla0rO0atd11VIPMIaer)
V.... OS'tMpY6.nu...'IwYWiF'.r,.`VAIlko.ynovo..m
:Parr a.,,..*. - eapet•Niler'tile downs t*ga.
n.avnd etre aantppxOMa
,..m • termsr.earremrArtamo aura t`rananaa
'�:>y14«,wm•...• e�mtfram dm Oft trxe won dale
shTWtaWatada0erraanev)mai t -_

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1-POND 3
Stage/Storage Above Permanent Pool (Main+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
34.50 38,324 0 0 +Permanent Pool
35.00 40,901 19,806 19,806 +Top of Shelf
36.00 43,535 42,218 62,024
36.15 43,939 6,561 68,585 +Temporary Pool
37.00 46,225 38,320 106,905
37.50 47,591 23,454 130,359 +Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
28.00 14,858 0 0 +Pond Bottom
29.00 16,633 15,746 15,746 +Sad.Storage
30.00 18,483 17,558 33,304
31.00 20,399 19,441 52,745
32.00 22,379 21,389 74,134
33.00 24,425 23,402 97,536
34.00 26,535 25,480 123,016 +Bottom of Shelf
34.50 28,985 13,880 136,896 +Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
30.00 4,167 0 0 +Bottom of Forebay
31.00 5,012 4,590 4,590 +Sed.Storage
32.00 5,924 5,468 10,058
33.00 6,904 6,414 16,472
34.00 7,951 7,428 23,899
34.50 9,339 4,323 28,222 +Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
29.00 16,633 0 0 +Pond Bottom
30.00 18,483 17,558 17,558 +Sed.Storage
31.00 25,411 21,947 39,505
32.00 28,303 26,857 66,362
33.00 31,329 29,816 96,178
34.00 34,486 32,908 129,086 +Bottom of Shelf
34.50 38,324 18,203 147,288 +Permanent Pool

SIDBURY FARMS
NC DENR Retention Requirements
PHASE 1-POND 4
Site Data
Total DA 650,096 SF Value from CAD
On-Site Drainage Area 650,096 SF Value from CAD
Off-Site Drainage Area f 0.00 'SF Value from CAD
Impervious 334,158 SF Value from CAD
Buildings 136,000 SF Value from CAD
Sidewalks I 12,063 SF Value from CAD
Streets I 76,695 SF Value from CAD
Parking I 0 J SF Value from CAD
Other I 108,900 I SF Value from CAD
Future I 500 SF Value from CAD
Offsite d 0 SF
Impervious Cover=(impervious Drainage
Impervious Cover 51.40% Areal/(Total Drainage Areal*100%
Treatment Volume
Runoff Coefficient,Rv 0.513 IN/IN Rv=0.05+0.009*(%Impervious)
Required 1.5"Runoff Volume 41,656 CF 1.5 inch*Rv*1ftt/12 in*(Total DA)
Provided Treatment Volume 42,057 CF Volume between permanent pool&next-highest
orifice
Stormwater Pond
Bottom of Pond Elevation-Main Bay I 25.0 FT Value selected by designer
Bottom of Pond Elevation-Forebay 26.5 FT
Sediment Storage Elevation-Main Bay 26.0 FT Value selected by designer
Sediment Storage Elevation-Forebay 27.0 FT
Sediment Storage Volume I 20,871 CF Pond volume below sediment storage elev.
Permanent Pool Elevation 34.50 FT Value selected by designer
Temporary Pool Elevation I 36.20 I FT Elevation of the next-highest outlet
Submerged Vegetated Shelf Width 3.00 FT
Max Depth of Vegetated Shelf 0.50 FT
Perimeter of Permanent Pool 640 FT Main Bay only
Average Depth Provided I 5.21 FT See formula below
Required SA/DA Ratio for 90%TSS Removal 2.30% l% Value from 90%TSS removal chart
Required Permanent Pool Surface Area 14,973 SF (Req'd SA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area L 17,318 SF Value from stage-storage calculations
Forebay
Total pond volume between permanent pool
Permanent Pool Volume 79,792 CF elevation&sediment storage elevation
Total Required Forebay Volume 15,958 CF 20%of permanent pool volume
Provided volume between permanent pool elev.&
Provided Volume-Forebay 12,077 CF sediment storage elevation
Total Forebay%of Permanent Pool 15.14% Total between 15-20%-OK
Drawdown
Diameter of Low Flow Orifice 1 2.75 I IN Value selected by designer
Weir Elevation of Outlet Structure I 36.20 I FT Elevation of the next-highest weir
Total Elevation Head Above Orifice Invert I 1.59 I FT Total elevation head above center of orifice
Average Elevation Head Above Orifice Invert 0.53 FT 1/3 of total elevation head
Cd,Coefficient of Discharge J 0.60 Value selected by designer
Q,Flowrate Through Low-flow Orifice 0.14 CFS Q=Cd*Weir Area*sgrt(2*32.1*Avg Head)
Drawdown Time 3.33 DAYS 1.5"Runoff Volume/Flowrate through Wier/86400
&memo *Neve&Fr*when the duets submerged ud
Average Depth formula: r— the`"•""""'p"""'°'°"°" """"`°'"'"fir"'"`""°`
Dee* Abottonwfskeij I
OaetheedielhObil
V. Yabeeaaera atti y4MM)-tra
h,>rar• MlAwntpaitlal�eiaobmaaraiartr I
Y,mi• s.8-Opdyw„N. r-hrYule[ aWidel....e+arwna
i �Naib D�.,,.eua R Depthstrwerstectigteide Itwitafig I
meemntlMifem iipawl{A00
?41 a • PlmialeMpetwoM1poi alembeside* j,
Valthmua.Mrwo• MOtiam*adios&kWh(sky aeascaw
germ aam Nei Kpereame 6"West)

SIDBURY FARMS
Stage-Storage Calculations for the Proposed Wet Detention Pond
PHASE 1-POND 4
Stage/Storage Above Permanent Pool (Main 4,Forebay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
34.50 21,791 0 0 ' Permanent Pool
35.00 24,081 11,468 11,468 '-Top of Shelf
36.00 26,429 25,255 36,723
36.20 26,909 5,334 42,057 -Temporary Pool
37.00 28,832 22,296 64,353
37.50 30,055 14,722 79,0750-Top of Pond
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
25.00 3,149 0 0 +-Pond Bottom
28.00 3,995 3,572 3,572 +-Sed.Storage
26.50 4,466 2,115 5,687
27.00 4,937 4,466 8,038
28.00 5,978 5,458 13,496
29.00 7,190 6,584 20,080
30.00 8,604 7,897 27,977
31.00 10,131 9,368 37,344
32.00 11,746 10,939 48,283
33.00 13,453 12,600 60,882
34.00 15,235 14,344 75,226 •-Bottom of Shelf
34.50 17,318 8,138 83,364 -Permanent Pool
Forebay 1
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
26.50 65 0 0 -Bottom of Forebay
27.00 133 50 50 +-Sed.Storage
28.00 340 237 286
29.00 639 490 776
30.00 1,028 834 1,609
31.00 1,504 1,266 2,875
32.00 2,067 1,786 4,661
33.00 2,716 2,392 7,052
34.00 3,464 3,090 10 147
34.50 4,473 1,984 12,126 -Top of Forebay
Stage/Storage Below Permanent Pool
Total(Main Bay+Farabay)
Cumulative
Contour Incremental Volume,S
Contour Area(SF) Volume(CF) (CF)
25.00 3,149 0 0 -Pond Bottom
28.00 3,995 3,572 3,572 -Sed.Storage
26.50 4,531 2,132 5,704
27.00 5,070 2,400 8,104
28.00 6,318 5,694 13,798
29.00 7,829 7,074 20,871
30.00 9,632 8,731 29,602
31.00 11,635 10,634 40,235
32.00 13,813 12,724 52,959
33.00 16,169 14,991 67,950
34.00 18,699 17,434 85,384 +-Bottom of Shelf
34.50 21,791 10,123 95,507 -Permanent Pool

ATTACHMENT D -HYDRAFLOW MODEL RESULTS

Hydraflow Table of Contents Phase 1 Pre Post.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
1 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 4
Hydrograph No. 2, Reservoir, Routed Pond 1 5
Pond Report- Pond 1 6
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 8
Hydrograph No. 5, Reservoir, Routed Pond 2 9
Pond Report- Pond 2 10
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 12
Hydrograph No. 8, Reservoir, Routed Pond 3 13
Pond Report - Pond 3 14
Hydrograph No. 10, SCS Runoff, Pond 4 Post 16
Hydrograph No. 11, Reservoir, Routed Pond 4 17
Pond Report- Pond 4 18
Hydrograph No. 13, SCS Runoff, Offsite - Post 20
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 21
Hydrograph No. 16, Combine, Combined Post 22
2 - Year
Summary Report 23
Hydrograph Reports 24
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 24
Hydrograph No. 2, Reservoir, Routed Pond 1 25
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 26
Hydrograph No. 5, Reservoir, Routed Pond 2 27
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 28
Hydrograph No. 8, Reservoir, Routed Pond 3 29
Hydrograph No. 10, SCS Runoff, Pond 4 Post 30
Hydrograph No. 11, Reservoir, Routed Pond 4 31
Hydrograph No. 13, SCS Runoff, Offsite - Post 32
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 33
Hydrograph No. 16, Combine, Combined Post 34
3 - Year
Summary Report 35
Hydrograph Reports 36
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 36
Hydrograph No. 2, Reservoir, Routed Pond 1 37
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 38
Hydrograph No. 5, Reservoir, Routed Pond 2 39
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 40
Hydrograph No. 8, Reservoir, Routed Pond 3 41
Hydrograph No. 10, SCS Runoff, Pond 4 Post 42

Contents continued... Phase 1 Pre Post.gpw
Hydrograph No. 11, Reservoir, Routed Pond 4 43
Hydrograph No. 13, SCS Runoff, Offsite - Post 44
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 45
Hydrograph No. 16, Combine, Combined Post 46
5 - Year
Summary Report 47
Hydrograph Reports 48
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 48
Hydrograph No. 2, Reservoir, Routed Pond 1 49
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 50
Hydrograph No. 5, Reservoir, Routed Pond 2 51
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 52
Hydrograph No. 8, Reservoir, Routed Pond 3 53
Hydrograph No. 10, SCS Runoff, Pond 4 Post 54
Hydrograph No. 11, Reservoir, Routed Pond 4 55
Hydrograph No. 13, SCS Runoff, Offsite - Post 56
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 57
Hydrograph No. 16, Combine, Combined Post 58
10 - Year
Summary Report 59
Hydrograph Reports 60
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 60
Hydrograph No. 2, Reservoir, Routed Pond 1 61
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 62
Hydrograph No. 5, Reservoir, Routed Pond 2 63
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 64
Hydrograph No. 8, Reservoir, Routed Pond 3 65
Hydrograph No. 10, SCS Runoff, Pond 4 Post 66
Hydrograph No. 11, Reservoir, Routed Pond 4 67
Hydrograph No. 13, SCS Runoff, Offsite - Post 68
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 69
Hydrograph No. 16, Combine, Combined Post 70
25 - Year
Summary Report 71
Hydrograph Reports 72
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 72
Hydrograph No. 2, Reservoir, Routed Pond 1 73
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 74
Hydrograph No. 5, Reservoir, Routed Pond 2 75
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 76
Hydrograph No. 8, Reservoir, Routed Pond 3 77
Hydrograph No. 10, SCS Runoff, Pond 4 Post 78
Hydrograph No. 11, Reservoir, Routed Pond 4 79
Hydrograph No. 13, SCS Runoff, Offsite - Post 80
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 81
Hydrograph No. 16, Combine, Combined Post 82
50 - Year

Contents continued... Phase I Pre Post.gpw
Summary Report 83
Hydrograph Reports 84
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 84
Hydrograph No. 2, Reservoir, Routed Pond 1 85
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 86
Hydrograph No. 5, Reservoir, Routed Pond 2 87
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 88
Hydrograph No. 8, Reservoir, Routed Pond 3 89
Hydrograph No. 10, SCS Runoff, Pond 4 Post 90
Hydrograph No. 11, Reservoir, Routed Pond 4 91
Hydrograph No. 13, SCS Runoff, Offsite - Post 92
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 93
Hydrograph No. 16, Combine, Combined Post 94
100 - Year
Summary Report 95
Hydrograph Reports 96
Hydrograph No. 1, SCS Runoff, Pond 1 - Post 96
Hydrograph No. 2, Reservoir, Routed Pond 1 97
Hydrograph No. 4, SCS Runoff, Pond 2 - Post 98
Hydrograph No. 5, Reservoir, Routed Pond 2 99
Hydrograph No. 7, SCS Runoff, Pond 3 - Post 100
Hydrograph No. 8, Reservoir, Routed Pond 3 101
Hydrograph No. 10, SCS Runoff, Pond 4 Post 102
Hydrograph No. 11, Reservoir, Routed Pond 4 103
Hydrograph No. 13, SCS Runoff, Offsite - Post 104
Hydrograph No. 15, SCS Runoff, TOTAL SITE PRE 105
Hydrograph No. 16, Combine, Combined Post 106
IDF Report 107

1
Watershed Model Schematic
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
ed.:3
10
13
V
15
Legend
Hysi, gLign Descriotioq
1 SCS Runoff Pond 1 -Post
2 Reservoir Routed Pond 1
4 SCS Runoff Pond 2-Post
5 Reservoir Routed Pond 2 16
? SCS Runoff Pond 3-Post
8 Reservoir Routed Pond 3
10 SCS Runoff Pond 4 Post
11 Reservoir Routed Pond 4
13 SCS Runoff Offsite-Post
15 SCS Runoff TOTAL SITE PRE
16 Combine Combined Post
Project: Phase 1 Pre Post.gpw Friday, 07/10/2020

2
Hydrograph Return Period Reycap.
ra o ydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff - 19.99 30.52 0.486 49.26 67.96 84.87 100.45 117.04 Pond 1 -Post
2 Reservoir 0.339 1.672 0.024 7.293 10.15 11.59 12.84 25.48 Routed Pond 1
4 SCS Runoff - 4.642 8.560 0.012 16.10 23.88 31.13 38.01 45.52 Pond 2-Post
5 Reservoir 0.125 0.161 0.004 1.149 3.730 10.71 18.04 24.61 Routed Pond 2
7 SCS Runoff --- 7.347 13.55 0.019 25.48 37.79 49.27 60.16 72.05 Pond 3-Post
8 Reservoir 7 0.199 0.258 0.008 1.487 4.825 13.93 25.31 40.68 Routed Pond 3
10 SCS Runoff ---- 7.447 13.73 0.019 25.83 38.31 49.94 60.98 73.03 Pond 4 Post
11 Reservoir 10 0.215 0.755 0.010 4.806 18.83 34.14 52.10 69.50 Routed Pond 4
13 SCS Runoff - 8.646 23.21 0.000 60.50 104.08 146.39 187.29 232.51 Offsite Post
15 SCS Runoff - 16.45 36.28 0.000 80.13 128.89 175.97 221.35 271.18 TOTAL SITE PRE
16 Combine 2,5,8, 9.135 23.82 0.045 61.28 105.04 171.46 244.80 336.44 Combined Post
11, 13,
Proj. the: Phase 1 Pre Post.gpw Friday, 07/10/2020

3
Hydrograph Summary Report Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
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) (cuft)
1 SCS Runoff 19.99 ^ 730 81,825 ---- -- --- Pond 1 Post
2 Reservoir 0.339 ! 1444 69,806 1 28.76 68,291 Routed Pond 1
4 SCS Runoff 4.642 2 732 23,154 -- -- --- Pond 2-Post
5 Reservoir 0.125 2 1444 22,711 4 33.08 18,214 Routed Pond 2
7 SCS Runoff 7.347 2 732 36,648 -- — -- Pond 3-Post
8 Reservoir 0.199 2 1444 36,085 7 35.21 28,763 Routed Pond 3
10 SCS Runoff 7.447 2 732 37,146 -- ---- --- Pond 4 Post
11 Reservoir 0.215 2 1442 36,983 10 35.68 28,583 Routed Pond 4
13 SCS Runoff 8.646 2 742 74,339 --- — ----- Offsite-Post
15 SCS Runoff 16.45 2 770 184,455 ---- --- ---- TOTAL SITE PRE
16 Combine 9.135 2 742 239.924 2,5,8, ---- Combined Post
11, 13,
Phase 1 Pre Post.gpw 1 Year Friday, 07/10/2020

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 19.99 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 81,825 cuft
Drainage area = 19.280 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Hyd. No. 1 — 1 Year Q (cfs)
21.00 I 21.00
I
H 1
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 — 6.00
3.00 3.00
0.00 — I I I —A i - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 0.339 cfs
Storm frequency = 1 yrs Time to peak = 1444 min
Time interval = 2 min Hyd. volume = 69,806 cuft
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 28.76 ft
Reservoir name = Pond 1 Max. Storage = 68,291 cuft
Storage Indication method used.
Routed Pond 1
Q (cfs) Hyd. No. 2- 1 Year Q (cfs)
21.00 I I 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 - — — 6.00
3.00 3.00
.. I A
0.00 - I 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 2 Hyd No. 1 11 1 1 1 1 1 0 Total storage used =68,291 cuft

Pond Report 6
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Pond No. 1 - Pond 1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=27.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 27.50 50,977 0 0
0.50 28.00 53,891 26,217 26,217
1.50 25.00 56,862 55,377 81,594
2.50 30.00 59,889 58,376 139,969
3.50 31.00 62,973 61,431 201,400
4.50 32.00 64,536 63,755 265,155
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.50 Inactive 0.00 Crest Len(ft) = 20.00 20.00 0.00 0.00
Span(in) = 18.00 3.50 48.00 0.00 Crest El.(ft) = 29.00 31.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El.(ft) = 27.00 27.50 17.00 0.00 Weir Type = 1 Broad - --
Length(ft) = 120.00 0.01 0.01 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.01 0.01 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 27.50 0.00 0.00 0.00 - 0.00 0.00 - -- - --- 0.000
0.05 2,622 27.55 1.27 is 0.01 is 0.00 - 0.00 0.00 --- -- --- 0.006
0.10 5,243 27.60 1.27 is 0.02 is 0.00 - 0.00 0.00 -- --- --- 0.022
0.15 7,865 27.65 1.27 is 0.05 is 0.00 -- 0.00 0.00 - - - 0.046
0.20 10,487 27.70 1.27 is 0.08 is 0.00 --- 0.00 0.00 --- - - 0.075
0.25 13,109 27.75 1.27 is 0.10 is 0.00 --- 0.00 0.00 - - --- --- 0.104
0.30 15,730 27.80 1.27 is 0.13 is 0.00 -- 0.00 0.00 --- -- --- 0.126
0.35 18,352 27.85 1.27 is 0.15 is 0.00 --- 0.00 0.00 - - -• 0.145
0.40 20,974 27.90 1.27 is 0.16 is 0.00 -- 0.00 0.00 - - - 0.162
0.45 23,595 27.95 1.27 is 0.18 is 0.00 -- 0.00 0.00 -- - - 0.177
0.50 26,217 28.00 1.27 is 0.19 is 0.00 -- 0.00 0.00 - - --- --- 0.191
0.60 31,755 28.10 1.27 is 0.22 is 0.00 -- 0.00 0.00 --- - --- 0.217
0.70 37,292 28.20 1.27 is 0.24 is 0.00 --- 0.00 0.00 --- --- -- --- 0.239
0.80 42,830 28.30 1.27 is 0.26 is 0.00 --- 0.00 0.00 -- -- -, --- 0.260
0.90 48,368 28.40 1.27 is 0.28 is 0.00 -- 0.00 0.00 -- -- -. 0.279
1.00 53,905 28.50 1.27 is 0.30 is 0.00 -- 0.00 0.00 - -- --- --- 0.297
1.10 59,443 28.60 1.27 is 0.31 is 0.00 -- 0.00 0.00 --- - -- --- 0.314
1.20 64,981 28.70 1.27 is 0.33 is 0.00 - 0.00 0.00 -- --- -- -- 0.330
1.30 70,518 28.80 1.27 is 0.35 is 0.00 - 0.00 0.00 - -- --- --- 0.346
1.40 76,056 28.90 1.27 is 0.36 is 0.00 -- 0.00 0.00 -- -- -- - 0.360
1.50 81,594 29.00 1.27 is 0.37 is 0.00 - 0.00 0.00 -- -- --- --- 0.374
1.60 87,431 29.10 2.51 is 0.38 is 0.00 - 2.11 0.00 - --- -- --- 2.483
1.70 93,269 29.20 6.21 oc 0.25 is 0.00 -- 5.96 0.00 -- --- -- - 6.206
1.80 99,106 29.30 8.41 oc 0.11 is 0.00 - 8.31 s 0.00 - -- - --- 8.413
1.90 104,944 29.40 8.91 oc 0.07 is 0.00 - 8.83 s 0.00 -- - - -- 8.904
2.00 110,781 29.50 9.28 oc 0.06 is 0.00 --- 9.22 s 0.00 -- -- --- - 9.271
2.10 116,619 29.60 9.60 oc 0.04 is 0.00 -- 9.55 s 0.00 -- --- - --- 9.591
2.20 122,456 29.70 9.90 oc 0.04 is 0.00 --- 9.84 s 0.00 --- --- -- -- 9.874
2.30 128,294 29.80 10.18 oc 0.03 is 0.00 -- 10.13 s 0.00 -- - -- --- 10.17
2.40 134,131 29.90 10.45 oc 0.03 is 0.00 - 10.40 s 0.00 -- - - -- 10.43
2.50 139,969 30.00 10.71 oc 0.02 is 0.00 - 10.64 s 0.00 --- - - - 10.66
2.60 146,112 30.10 10.97 oc 0.02 is 0.00 -- 10.89 s 0.00 --- -- - --- 10.92
2.70 152,255 30.20 11.22 oc 0.02 is 0.00 - 11.15 s 0.00 --- -- - - 11.17
2.80 158,398 30.30 11.46 oc 0.02 is 0.00 - 11.41 s 0.00 -- - - -- 11.43
2.90 164,541 30.40 11.70 oc 0.02 is 0.00 - 11.61 s 0.00 -- - - - 11.62
3.00 170,685 30.50 11.93 oc 0.02 is 0.00 --- 11.78 S 0.00 -- - - - 11.80
3.10 176,828 30.60 12.16 oc 0.01 is 0.00 - 12.00 s 0.00 -- -- - - 12.01
Continues on next page...

7
Pond 1
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 182,971 30.70 12.38 oc 0.01 is 0.00 - 12.33 s 0.00 -- -- -- - 12.34
3.30 189,114 30.80 12.60 oc 0.01 is 0.00 -- 12.55 s 0.00 -- -- -- -- 12.56
3.40 195257 30.90 12.82 oc 0.01 is 0.00 - 12.65 s 0.00 -- - - - 12.67
3.50 201,400 31.00 13.03 oc 0.01 is 0.00 - 13.02 s 0.00 --- - - - 13.03
3.60 207,776 31.10 13.24 oc 0.01 is 0.00 12.89 s 1.90 --- - --- - 14.79
3.70 214,151 31.20 13.45 oc 0.01 is 0.00 - 13.08 s 5.37 --- - --- -- 18.46
3.80 220,526 31.30 13.65 oc 0.01 is 0.00 --- 13.19 s 9.86 -- -- --- -- 23.05
3.90 226,902 31.40 13.85 oc 0.01 is 0.00 -- 13.83 a 15.18 -- 29.02
4.00 233,277 31.50 14.05 oc 0.01 is 0.00 -- 13.82 s 21.21 --- -- - --- 35.04
4.10 239,653 31.60 14.24 oc 0.01 is 0.00 --- 13.71 s 27.89 -- -- --- 41.60
4.20 246,028 31.70 14.43 oc 0.01 is 0.00 14.29 s 35.14 --- --- -- 49.44
4.30 252,404 31.80 14.62 oc 0.01 is 0.00 --- 1,4.00 s 42.93 - -- 56.94
4.40 258,779 31.90 14.81 oc 0.01 is 0.00 -- 14.55 s 51.23 - --- -- --- 65.79
4.50 265,155 32.00 14.99 oc 0.01 is 0.00 -- 14.07 s 60.00 -- --- -- 74.08
...End

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 4.642 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 23,154 cuft
Drainage area = 9.300 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Hyd. No. 4- 1 Year Q (cfs)
5.00 — 5.00
4.00 4.00
1
3.00 3.00
2.00 2.00
1.00 1.00
0.00 I I -
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 0.125 cfs
Storm frequency = 1 yrs Time to peak = 1444 min
Time interval = 2 min Hyd. volume = 22,711 cuft
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 33.08 ft
Reservoir name = Pond 2 Max. Storage = 18,214.cuft
Storage Indication method used.
Routed Pond 2
Q (cfs) Q (cfs)
Hyd. No. 5-- 1 Year
5.00 I T 5.00
4.00 1 4.00
3.00 3.00
2.00 2.00
1.00 1.00
1 IL. I1
0.00 -� �.i . I t I , I _ _
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 5 Hyd No. 4 I111■11I Total storage used = 18,214 cuft

Pond Report 10
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Pond No. 2- Pond 2
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=32.50 ft
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 32.50 29,710 0 0
0.50 33.00 32,283 15,498 15,498
1.50 34.00 34,914 33,599 49,097
2.50 35.00 37,601 36,258 85,354
3.50 36.00 40,344 38,973 124,327
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.50 Inactive Inactive Crest Len(ft) = 20.00 20.00 0.00 0.00
Span(in) = 24.00 2.50 0.00 0.00 Crest El.(ft) = 33.75 35.20 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El.(ft) = 30.00 30.50 0.00 0.00 Weir Type = 1 Broad -- -
Length(ft) = 85.00 0.01 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.01 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice 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) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Civ A Clv 13 Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 32.50 0.00 0.00 --- - 0.00 0.00 --- --- --- - 0.000
0.05 1,550 32.55 15.19 oc 0.04 is - 0.00 0.00 - - -- --- 0.037
0.10 3,100 32.60 15.19 oc 0.05 ic -- 0.00 0.00 --- --- - --- 0.052
0.15 4,649 32.65 15.19 oc 0.06 ic - 0.00 0.00 - --- --- 0.064
0.20 6,199 32.70 15.19 oc 0.07 ic --- - 0.00 0.00 - -- -- 0.073
0.25 7,749 32.75 15.19 oc 0.08 ic -- 0.00 0.00 --- --- - 0.082
0.30 9,299 32.80 15.19 oc 0.09 ic -- 0.00 0.00 -- - --- 0.090
0.35 10,849 32.85 15.19 oc 0.10 ic -- 0.00 0.00 --- --- -- 0.097
0.40 12,399 32.90 15.19 oc 0.10 ic --- -- 0.00 0.00 - --- --- --- 0.104
0.45 13,948 32.95 15.19 oc 0.11 ic --- -- 0.00 0.00 - _-- -- -- 0.110
0.50 15,498 33.00 15.19 oc 0.12 is -- - 0.00 0.00 --- --- - --- 0.116
0.60 18,858 33.10 15.19 oc 0.13 ic -- - 0.00 0.00 - - - --- 0.127
0.70 22,218 33.20 15.19 oc 0.14 is -- - 0.00 0.00 --- -- - --- 0.137
0.80 25,578 33.30 15.19 oc 0.15 is -- - 0.00 0.00 - -- --- 0.147
0.90 28,938 33.40 15.19 oc 0.16 is -- - 0.00 0.00 - --- - -- 0.156
1.00 32,298 33.50 15.19 oc 0.16 is -- - 0.00 0.00 --- --- - --- 0.164
1.10 35,657 33.60 15.19 oc 0.17 is -- - 0.00 0.00 --- - -- 0.172
1.20 39,017 33.70 15.19 oc 0.18 is - -- 0.00 0.00 --- -- --- -- 0.180
1.30 42,377 33.80 15.19 oc 0.19 is -- - 0.74 0.00 -- --- - -- 0.932
1.40 45,737 33.90 15.19 oc 0.19 is - 3.87 0.00 -- -- -- -- 4.063
1.50 49,097 34.00 15.19 oc 0.20 is - -- 8.32 0.00 --- -- -- -- 8.526
1.60 52,723 34.10 15.19 oc 0.21 is - --- 13.79 0.00 - - -- --- 14.00
1.70 56,348 34.20 20.27 oc 0.16 is - -- 20.10 0.00 -- - -- -- 20.27
1.80 59,974 34.30 24.43 oc 0.09 is -- -- 24.33 S 0.00 - -- - -- 24.43
1.90 63,600 34.40 25.54 oc 0.08 is - -- 25.47 s 0.00 - - -- -- 25.54
2.00 67,226 34.50 26.34 oc 0.06 ic --- - 26.27 s 0.00 --- - --- --- 26.33
2.10 70,851 34.60 26.99 oc 0.05 ic --- -- 26.93 s 0.00 - - --- -- 26.98
2.20 74,477 34.70 27.56 oc 0.05 is - - 27.51 s 0.00 - - -- -- 27.55
2.30 78,103 34.80 28.09 oc 0.04 is -- - 28.03 s 0.00 --- -- -- --- 28.07
2.40 81,729 34.90 28.58 oc 0.04 ic - -- 28.54 s 0.00 -- - -- - 28.58
2.50 85,354 35.00 29.05 oc 0.03 ic -- - 29.02 s 0.00 - -- -- --- 29.05
2.60VJ 5^,LJL JJ 252 3C. ---10 29.51 oc 0.03 ic - 29.46 s 0.00 - -- --- --- 29.49
2.70 93,149 35.20 29.95 oc 0.03 is - - 29.89 s 0.00 -- --- --- -- 29.92
2.80 97,046 35.30 30.38 oc 0.03 is --- - 30.34 s 1.90 -- --- -- -- 32.26
2.90 100,943 35.40 30.80 oc 0.02 is - - 30.76 s 5.37 --- - -- - 36.15
3.00 104,841 35.50 31.22 oc 0.02 ic - - 31.17 s 9.86 --- - -- -- 41.05
3.10 108,738 35.60 31.62 oc 0.02 is - - 31.59 s 15.18 -- - - --- 46.78
3.20 112,635 35.70 32.02 oc 0.02 is - - 31.93 s 21.21 --- -- -- -- 53.16
Continues on next page...

11
Pond 2
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.30 116,532 35.80 32.41 oc 0.02 is — -- 32.36 s 27.88 -- — — — 60.26
3.40 120,430 35.90 32.80 oc 0.02 is — — 32.75 s 35.14 -- — -- — 67.91
3.5o 124,327 36.00 33.18 oc 0.02 is — — 33.16 s 42.93 --- — — -- 76.11
...End

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10 1 2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 7.347 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 36,648 cuft
Drainage area = 14.720 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Q (cfs)
Hyd. No. 7— 1 Year
8.00 I I I f 8.00
6.00
4.00 4.00
2.00 — 2.00
0.00 1 —1 I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type - Reservoir Peak discharge = 0.199 cfs
Storm frequency = 1 yrs Time to peak = 1444 min
Time interval = 2 min Hyd. volume = 36,085 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 35.21 ft
Reservoir name = Pond 3 Max. Storage = 28,763 cuft
Storage Indication method used.
Routed Pond 3
Q(cfs) Hyd. No. 8-- 1 Year Q (cfs)
8.00 - 8.00
6.00 - - 6.00
4.00 4.00
2.00 --
I
0.00 - I i ! I 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 8 Hyd No. 7 II I I I I 1 0 Total storage used =28,763 cuft

Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Pond No.3 - Pond 3
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=34.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult)
0.00 34.50 38,324 0 0
0.50 35.00 40,901 19,806 19,806
1.50 36.00 43,535 42,218 62,024
2.50 37.00 46,225 44,880 106,904
3.00 37.50 47,591 23,454 130,358
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 42.00 3.00 Inactive Inactive Crest Len(ft) = 20.00 75.00 0.00 0.00
Span(in) = 42.00 3.00 0.00 0.00 Crest El.(ft) = 36.15 36.80 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.00 3.33 3.33
Invert El.(ft) = 30.00 30.50 0.00 0.00 Weir Type = 1 Broad --
Length(ft) = 465.00 0.01 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.01 0.00 n/a
N-Value .013 .013 .013 n/a
Orifice Coeff. 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage n/a Yes No No TW Elev.(ft) 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence Isl.
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 34.50 0.00 0.00 - 0.00 0.00 0.000
0.05 1,981 34.55 68.51 oc 0.05 ic 0.00 0.00 --- 0.053
0.10 3,961 34.60 68.51 oc 0.07 is 0.00 0.00 --- --- --- 0.075
0.15 5,942 34.65 68.51 oc 0.09 is --- 0.00 0.00 --- 0.092
0.20 7,923 34.70 68.51 oc 0.11 ic 0.00 0.00 0.106
0.25 9,903 34.75 68.51 oc 0.12 is 0.00 0.00 --- -- 0.118
0.30 11,884 34.80 68.51 oc 0.13 is 0.00 0.00 -- --• 0.129
0.35 13,864 34.85 68.51 oc 0.14 ic -- 0.00 0.00 -- -- -- 0.140
0.40 15,845 34.90 68.51 oc 0.15 is --- 0.00 0.00 --- - --- 0.149
0.45 17,826 34.95 68.51 oc 0.16 is -- 0.00 0.00 --- - 0.159
0.50 19,806 35.00 68.51 oc 0.17 is --- 0.00 0.00 --- -- --- 0.167
0.60 24,028 35.10 68.51 oc 0.18 is --- 0.00 0.00 -- -- --- 0.183
0.70 28,250 35.20 68.51 oc 0.20 ic - 0.00 0.00 --- -- 0.198
0.80 32,472 35.30 68.51 oc 0.21 is 0.00 0.00 -- -- -- 0.211
0.90 36,693 35.40 68.51 oc 0.22 is - --- 0.00 0.00 --- - - --- 0.224
1.00 40,915 35.50 68.51 oc 0.24 is -- -- 0.00 0.00 -- -- -- -- 0.236
1.10 45,137 35.60 68.51 oc 0.25 is --- -- 0.00 0.00 - --- --- 0.248
1.20 49,359 35.70 68.51 oc 0.26 ic -- -- 0.00 0.00 - --- -- --- 0.259
1.30 53,581 35.80 68.51 oc 0.27 is -- --- 0.00 0.00 --- --- - - 0.269
1.40 57,802 35.90 68.51 oc 0.28 ic 0.00 0.00 - --- --- 0.280
1.50 62,024 36.00 68.51 oc 0.29 ic --- - 0.00 0.00 - --- -- -- 0.289
1.60 66,512 36.10 68.51 oc 0.30 is --- - 0.00 0.00 - --- --- -- 0.299
1.70 71,000 36.20 68.51 oc 0.31 ic -- - 0.74 0.00 - --- - -- 1.053
1.80 75,488 36.30 68.51 oc 0.32 ic -- --- 3.87 0.00 --- -- - 4.186
1.90 79,976 36.40 68.51 oc 0.33 is --- 8.32 0.00 -- --- -- -- 8.650
2.00 84,464 36.50 68.51 oc 0.33 is -- -- 13.79 0.00 -- -- -- - 14.12
2.10 88,952 36.60 68.51 oc 0.34 is --- - 20.10 0.00 - --- --- - 20.45
2.20 93,440 36.70 68.51 oc 0.35 is -- - 27.16 0.00 - - -- --- 27.52
2.30 97,928 36.80 68.51 nc 0.36 is - --- 34.90 0.00 --- - -- - 35.26
2.40 102,416 36.90 68.51 oc 0.37 is - 43.26 7.11 -- --- --- --- 50.74
2.50 106,904 37.00 68.51 oc 0.37 is - 52.19 20.12 -- - - - 72.69
2.55 109,250 37.05 68.51 OC 0.38 is - - 56.86 28.13 --- --- - 85.3f
2.60 111,595 37.10 68.51 oc 0.38 is - - 61.67 36.97 - - - -- 99.02
2.65 113,940 37.15 68.51 oc 0.38 is - --- 66.60 46.59 --- - -- - 113.57
2.70 116,286 37.20 72.02 oc 0.36 is 71.66 56.92 -- - 128.94
2.75 118,631 37.25 77.16 oc 0.32 is --- - 76.84 67.92 -- - -- - 145.08
2.80 120,977 37.30 82.40 oc 0.27 is --- -- 82.13 79.55 - --- -• - 161.95
2.85 123,322 37.35 85.46 oc 0.24 is - -- 85.22 s 91.77 --- --- -- - 177.23
Continues on noxt page...

15
Pond 3
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.90 125,667 37.40 86.94 oc 0.22 is — -- 86.72 s 104.57 — -- — — 191.51
2.95 128,013 37.45 88.14 oc 0.21 is — -- 87.93 s 117.91 — -- — -- 206.05
3.00 130,358 37.50 89.17 oc 0.2o is — — 88.98 s 131.77 — — -- 220.95
...End

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type = SCS Runoff Peak discharge = 7.447 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 37,146 cuft
Drainage area = 14.920 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 4 Post
Q (cfs) Q (cfs)
Hyd. No. 10— 1 Year
8.00 I I I 8.00
I
6.00 6.00
4.00 4.00
2.00 2.00
i 1 1 . I
0.00 - I I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time(min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 0.215 cfs
Storm frequency = 1 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 36,983 cult
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 35.68 ft
Reservoir name = Pond 4 Max. Storage = 28,583 cult
Storage Indication method used.
Q (ems) Routed Pond 4
Hyd. No. 11 -- 1 Year Q (cfs)
8.00 -
i 8.00
6.00
goo
4.00 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 11 Hyd No. 10 II 1 1 1 I I 1 Total storage used =28,583 cuft

Pond Report 18
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Pond No.4- Pond 4
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=34.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 34.50 21,791 0 0
0.50 35.00 24,081 11,468 11,468
1.50 36.00 26,429 25,255 36,723
1.70 36.20 26,909 5,334 42,057
2.50 37.00 28,832 22,296 64,353
3.00 37.50 30,055 14,722 79,075
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 54.00 2.75 Inactive Inactive Crest Len(ft) = 24.00 100.00 0.00 0.00
Span(in) = 54.00 2.75 0.00 0.00 Crest El.(ft) = 36.20 36.80 0.00 0.00
No.Barrels 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) 31.00 31.50 0.00 0.00 Weir Type = 1 Broad - -
Length(ft) _ 57.00 0.01 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.01 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice 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) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 34.50 0.00 0.00 -- 0.00 0.00 -- - -- --- 0.000
0.05 1,147 34.55 43.99 oc 0.04 ic - --- 0.00 0.00 - -- -- 0.044
0.10 2,294 34.60 43.99 oc 0.06 is - -- 0.00 0.00 - -- - --- 0.063
0.15 3,440 34.65 43.99 oc 0.08 is --- -- 0.00 0.00 --- -- -- -- 0.077
0.20 4,587 34.70 43.99 oc 0.09 ic - - 0.00 0.00 --- -- --- 0.089
0.25 5,734 34.75 43.99 oc 0.10 is - -- 0.00 0.00 --- --- -- -- 0.099
0.30 6,881 34.80 43.99 oc 0.11 is -- --- 0.00 0.00 -- -- --- -- 0.109
0.35 8.02R 34.85 43.99 oc 0.12 is - -- 0.00 0.00 - --- --- 0.117
0.40 9,174 34.90 43.99 oc 0.13 is --- - 0.00 0.00 --- -- - -- 0.126
0.45 10,321 34.95 43.99 oc 0.13 ic -- 0.00 0.00 -- -- --- 0.133
0.50 11,468 35.00 43.99 oc 0.14 is - - 0.00 0.00 --- --- - 0.140
0.60 13,994 35.10 43.99 oc 0.15 is --- 0.00 0.00 - -- --- -- 0.154
0.70 16,519 35.20 43.99 oc 0.17 is --- - 0.00 0.00 -- -- - --- 0.166
0.80 19,045 35.30 43.99 oc 0.18 ic --- - 0.00 0.00 - - -- 0.178
0.90 21,570 35.40 43.99 oc 0.19 is --- 0.00 0.00 -- --- -- 0.188
1.00 24,096 35.50 43.99 oc 0.20 ic - - 0.00 0.00 --- -- 0.199
1.10 26,621 35.60 43.99 oc 0.21 is --- --- 0.00 0.00 -- --- - -- 0.208
1.20 29,147 35.70 43.99 oc 0.22 is --- -- 0.00 0.00 --- -- -- -- 0.218
1.30 31,672 35.80 43.99 oc 0.23 is --- -- 0.00 0.00 --- --- -- -- 0.226
1.40 34,198 35.90 43.99 oc 0.23 is --- --- 0.00 0.00 - -- -- - 0.235
1.50 36,723 36.00 43.99 oc 0.24 is -- - 0.00 0.00 --- - -- -- 0.243
1.52 37,256 36.02 43.99 oc 0.24 is -- --- 0.00 0.00 -- --- - -- 0.245
1.54 37,790 36.04 43.99 oc 0.25 is - 0.00 0.00 --- -- -- --- 0.246
1.56 38,323 36.06 43.99 oc 0.25 is - - 0.00 0.00 --- -- - --- 0.248
1.58 38,857 36.08 43.99 oc 0.25 is - --- 0.00 0.00 -- - --- --- 0.250
1.60 39,390 36.10 43.99 oc 0.25 ic - - 0.00 0.00 --- - - -- 0.251
1.62 39,923 36.12 43.99 oc 0.25 is -- -- 0.00 0.00 --- --- -- --- 0.253
1.64 40,457 36.14 43.99 oc 0.25 is - -- 0.00 0.00 -- - -- .•-.- 0.254
1.66 40,990 36.16 43.99 oc 0.26 is - -- 0.00 0.00 --- - -- -- 0.256
1.68 41,523 36.18 43.99 oc 0.26 ic --- -- 0.00 0.00 - --- -- 0.257
1.70 42,057 36.20 43.99 oc 0.26 ic -- --- 0.00 0.00 --- --- - --- 0.259
1.78 44,286 36.28 43.99 oc 0.26 is --- --- 1.81 0.00 -- - -- --- 2.073
1.86 46,516 36.36 43.99 oc 0.27 is - 5.11 0.00 -- -- - -- 5.386
1.94 48,746 36.44 43.99 oc 0.28 is --- --- 9.40 0.00 --- - -- -- 9.673
2.02 50,975 36.52 43.99 oc 0.28 is -- --- 14.47 0.00 - --- - -- 14.75
2.10 53,205 36.60 43.99 oc 0.29 is - -- 20.22 0.00 --- -- - - 20.51
2.18 55,435 36.68 43.99 oc 0.29 is --- --- 26.58 0.00 - --- - - 26.87
Continues on next page...

19
Pond 4
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.26 57,664 36.76 43.99 oc 0.30 ic - - 33.49 0.00 -- - - --- 33.79
2.34 59,894 36.84 43.99 oc 0.30 ic -- -- 40.92 2.08 -- - - -- 43.30
2.42 62,124 36.92 49.11 oc 0.28 is - - 48.82 10.81 -- -- -- -- 59.91
2.50 64,353 37.00 57.42 oc 0.24 is -- 57.19 23.26 - -- - 80.68
2.55 65,825 37.05 62.87 oc 0.24 is - - 62.63 32.50 -- -- -- -- 95.37
2.60 67,298 37.10 68.47 oc 0.23 is - - 68.24 42.72 - -- --- -- 111.19
2.65 68,770 37.15 74.23 oc 0.23 ic - --- 74.00 53.84 - --- -- -- 128.07
2.70 70,242 37.20 80.15 oc 0.23 is - --- 79.92 65.78 --- --- -- -- 145.92
2.75 71,714 37.25 86.21 cc 0.22 is - -- 85.99 78.49 - --- - 164.70
2.80 73,186 37.30 92.42 oc 0.22 is - -- 92.20 91.92 --- --- -- -- 184.34
2.85 74,658 37.35 98.43 oc 0.21 is - --- 98.22 s 106.05 - --- --- - 204.48
2.90 76,131 37.40 103.35 oc 0.20 is -- --- 103.14 s 120.83 -- - 224.18
2.95 77,603 37.45 107.80 oc 0.20 is -- --- 107.59 s 136.25 --- - - 244.04
3.00 79,075 37.50 111.92 oc 0.19 is -- 111.72 s 152.27 -- -- --- 264.19
...End

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 8.646 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 74,339 cuft
Drainage area = 64.050 ac Curve number = 52
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.70 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Hyd. No. 13—I1 Year Q (cfs)
10.00 I — 10.00
I I
i
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
1 . .' -....."
U.UU - I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13
Time(min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 16.45 cfs
Storm frequency = 1 yrs Time to peak = 770 min
Time interval = 2 min Hyd. volume = 184,455 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 3.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Q (cfs)
Hyd. No. 15- 1 Year
18.00 I — 18.00
15.00I\ 15.00
12.00 - 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - I /
- -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- - Hyd No. 15

22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 9.135 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 239,924 cuft
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q(cfs) Hyd. No. 16-- 1 Year Q (cfs)
-- 10.00
I
I
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 1 — I•m"w'" .4' 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 16 Hyd No. 2 Hyd No. 5 Hyd No. 8
Hyd No. 11 Hyd No. 13

23
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
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 SCS Runoff 30.52 2 730 120,800 -- --_ -- Pond 1 -Post
2 Reservoir 1.672 960 104,488 1 29.06 85,185 Routed Pond 1
4 SCS Runoff 8.560 2 730 37,573 ----- --- Pond 2-Post
5 Reservoir 0.161 2 1446 34,370 4 33.47 Routed Pond 2
7 SCS Runoff 13.55 2 730 59,471 ---- --- --- Pond 3-Post
8 Reservoir 0.258 2 1446 54,686 7 35.69 49,141 Routed Pond 3
10 SCS Runoff 13.73 2 730 60,279 ---- — ---- Pond 4 Post
11 Reservoir 0.755 2 1030 58,821 10 36.22 42,666 Routed Pond 4
13 SCS Runoff 23.21 2 736 142,070 --- --- ---- Offsite-Post
15 SCS Runoff 36.28 2 764 329,510 ---- - TOTAL SITE PRE
16 Combine 23.82 2 736 394,435 2,5,8, Combined Post
11, 13,
Phase 1 Pre Post.gpw Return Period: 2 Year Friday, 07/10/2020

24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type - SCS Runoff Peak discharge = 30.52 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 120,800 cuft
Drainage area = 19.280 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Hyd. No. 1 —2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 -I l I
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 1.672 cfs
Storm frequency = 2 yrs Time to peak = 960 min
Time interval = 2 min Hyd. volume = 104,488 cuft
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 29.06 ft
Reservoir name = Pond 1 Max. Storage = 85,185 cuft
Storage Indication method used.
Routed Pond 1
Q (ems) Hyd. No. 2 --2 Year Q (cfs)
35.00 35.00
•
30.00 - — 30.00
25.00 25.00
20.00 - — 20.00
15.00 15.00
10.00 - 10.00
5.00 - — 5.00
0.00 - I 1
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 540U 6000
Time(min)
Hyd No. 2 — Hyd No. 1 11 1 1 1 1 I II Total storage used= 85,185 cuft

26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 8.560 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 37,573 cuft
Drainage area = 9.300 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (off) Hyd. No.4—2 Year Q (cfs)
10.00 I 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 1 r 2.00
1 1 I
0.00 - J I ! I i l - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No.4 Time(min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 0.161 cfs
Storm frequency = 2 yrs Time to peak = 1446 min
Time interval = 2 min Hyd. volume = 34,370 cuft
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 33.47 ft
Reservoir name = Pond 2 Max. Storage = 31,124 cuft
Storage Indication method used.
Routed Pond 2
Q (cfs) Hyd. No. 5-2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
•
•
4.00 4.00
2.00 — 2.00
111116•....-5.
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 5 Hyd No.4 ILL! I I 1 8 Total storage used= 31,124 cuft

28
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 13.55 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 59,471 cuft
Drainage area = 14.720 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
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
Pond 3 - Post
Q (cfs) Hyd. No. 7--2 Year Q (cfs)
14.00 I I —y 14.00
12.00 12.00
10.00 - - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - I I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7
Time(min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 0.258 cfs
Storm frequency = 2 yrs Time to peak = 1446 min
Time interval = 2 min Hyd. volume = 54,686 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 35.69 ft
Reservoir name = Pond 3 Max. Storage = 49,141 cuft
Storage Indication method used.
Routed Pond 3
Q (cfs) Q (cfs)
Hyd. No. 8-2 Year
14.00 - -- 14.00
12.00 - - 12.00
10.00 - - 10.00
8.00 - - 8.00
6.00 6.00
4.00 — - 4.00
2.00 2.00
0.00 -I
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 8 Hyd No. 7 Total storage used =49,141 cuft

30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type e SCS Runoff Peak discharge = 13.73 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 60,279 cuft
Drainage area = 14.920 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 4 Post
Q (cfs) Hyd. No. 10--2 Year Q (cfs)
14.00 -- — 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 — - 4.00
•
2.00 2.00
0.00 - l` - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 0.755 cfs
Storm frequency = 2 yrs Time to peak = 1030 min
Time interval = 2 min Hyd. volume = 58,821 cuft
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 36.22 ft
Reservoir name = Pond 4 Max. Storage = 42,666 cuft
Storage Indication method used.
Routed Pond 4
Q (cfs) Hyd. No. 11 —2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
•
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 11 Hyd No. 10 I 1 1 1 1 1 Total storage used =42,666 cuft

32
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 23.21 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 142,070 cuft
Drainage area = 64.050 ac Curve number = 52
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Hyd. No. 13--2 Year Q (cfs)
24.00 24.00
I
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 I
. -
—
' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 36.28 cfs
Storm frequency = 2 yrs Time to peak = 764 min
Time interval = 2 min Hyd. volume = 329,510 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 4.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Q (cfs)
Hyd. No. 15—2 Year
40.00 40.00
•
30.00 — 30.00
20.00 20.00
10.00 10.00
,I \\
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15
Time(min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 23.82 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 394,435 cuft
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (cfs) Hyd. No. 16—2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
I
\\41_1" I
0.00 ... --_, .� _ 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 16 — Hyd No. 2 Hyd No. 5 Hyd No. 8
— Hyd No. 11 Hyd No. 13

35
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
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 SCS Runoff 0.486 2 748 6,050 — -- T.-_-• Pond 1 -Post
2 Reservoir 0.024 2 1450 3,638 1 27.60 5,454 Routed Pond 1
4 SCS Runoff 0.012 2 1328 258 — -- Pond 2-Post
5 Reservoir 0.004 2 1448 216 4 32.51 186 Routed Pond 2
7 SCS Runoff 0.019 1328 408 -- — ---- Pond 3-Post
8 Reservoir 0.008 1448 370 7 34.51 282 Routed Pond 3
10 SCS Runoff 0.019 2 1328 414 ---- -- --- Pond 4 Post
11 Reservoir 0.010 2 1446 388 1 34.51 Routed Pond 4
13 SCS Runoff 0.000 2 n/a 0 - — Offsite-Post
15 SCS Runoff 0.000 2 n/a 0 -- TOTAL SITE PRE
16 Combine 0.045 2 1448 4,612 — -- Combined Post
Phase i Pre Post.gpw Return Period: 3 Year Friday, 07/10/2020

36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 0.486 cfs
Storm frequency = 3 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 6,050 cuft
Drainage area = 19.280 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 1.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (c ) Hyd. No. 1 —3 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 . 0.35
0.30 0.30
0.25 0.25
•
0.20
0.20
0.15 0.15
0.10 0.10
0.05
0.05
I
•
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time(min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 0.024 cfs
Storm frequency = 3 yrs Time to peak = 1450 min
Time interval = 2 min Hyd. volume = 3,638 cufk
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 27.60 ft
Reservoir name = Pond 1 Max. Storage = 5,454 cuft
Storage Indication method used.
Routed Pond 1
Q (cfs) Hyd. No. 2-3 Year Q (cfs)
0.50 0.50
1
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 Iii.
0.25
0.20Mi
0.20
At
W .
0.15 - if{ - 0.15
0.10 - _ - 0.10
0.05 0.05
i
�,.. I
0.00 i - 0.00
0 600 -1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. Hyd No. 1 II I I I I I 1 Total storage used 5,454 cuft

38
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 0.012 cfs
Storm frequency = 3 yrs Time to peak = 1328 min
Time interval = 2 min Hyd. volume = 258 cuff
Drainage area = 9.300 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 1.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Hyd. No.4—3 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02
0.02
0.01 0.01
l
0.00 —1 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 0.004 cfs
Storm frequency = 3 yrs Time to peak = 1448 min
Time interval = 2 min Hyd. volume = 216 cuft
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 32.51 ft
Reservoir name = Pond 2 Max. Storage = 186 cuft
Storage Indication method used.
Routed Pond 2
Q (cfs) Hyd. No. 5—3 Year Q (cfs)
0.10 0.10
0.09 0.09
•
0.08 •
0.08
0.07 0.07
0.06 0.06
•
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
I -1- - -- _-_�_ ,
0.00 - — 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 5 Hyd No.4 11 1 1 1 1 1 II Total storage used= 186 cuft

40
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 0.019 cfs
Storm frequency = 3 yrs Time to peak = 1328 min
Time interval = 2 min Hyd. volume = 408 cuft
Drainage area = 14.720 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 1.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Q (cfs)
Hyd. No. 7—3 Year
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
I
0.00 -
r 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 0.008 cfs
Storm frequency = 3 yrs Time to peak = 1448 min
Time interval = 2 min Hyd. volume = 370 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 34.51 ft
Reservoir name = Pond 3 Max. Storage = 282 cuft
Storage Indication method used.
Routed Pond 3
Q (cfs) Hyd. No. 8—3 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 — 0.01
0.00 - i 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time(min)
Hyd No. 8 Hyd No. 7 11111110 Total storage used =282 cuft

42
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type = SCS Runoff Peak discharge = 0.019 cfs
Storm frequency = 3 yrs Time to peak = 1328 min
Time interval = 2 min Hyd. volume = 414 cuft
Drainage area = 14.920 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 1.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 4 Post
Q (cfs) Q (cfs)
Hyd. No. 10—3 Year
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time(min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 0.010 cfs
Storm frequency = 3 yrs Time to peak = 1446 min
Time interval = 2 min Hyd. volume = 388 cuff
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 34.51 ft
Reservoir name = Pond 4 Max. Storage = 245 cuft
Storage Indication method used.
Routed Pond 4
Q (c ) Hyd. No. 11 —3 Year Q (cfs)
0.10 0.10
•
0.09 0.09
0.08 0.08
•
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
J
0.01 - 0.01
IIIF y
0.00 __ 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time(min)
Hyd No. 11 Hyd No. 10 11111111111 Total storage used =245 cuft

44
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 3 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 64.050 ac Curve number = 52
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 1.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Hyd. No. 13--3 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 - 0.03
0.02 0.02
0.01 0.01
0.00
0.00
0 20 40 60 80 100 120
Hyd No. 13
Time (min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 3 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 1.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q(cfs) Hyd. No. 15—3 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 - — 0.01
0.00 0.00
0 20 40 60 80 100 120
Hyd No. 15 Time(min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 0.045 cfs
Storm frequency = 3 yrs Time to peak = 1448 min
Time interval = 2 min Hyd. volume = 4,612 cult
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (cfs) Hyd. No. 16-3 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 - 0.02
ft141111111161111L---
0.01 - 0.01
0.00 -
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 16 r Hyd No. 2 — Hyd No. 5 Hyd No. 8
Hyd No. 11 Hyd No. 13

47
Hydrograph Summary Report Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
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 SCS Runoff 49.26 2 728 191,073 ---- --- --- Pond 1 -Post
2 Reservoir 7.293 2 778 174,631 1 29.25 96,145 Routed Pond 1
4 SCS Runoff 16.10 2 730 65,203 --- — --- Pond 2-Post
5 Reservoir 1.149 2 928 58,875 4 33.81 42,610 Routed Pond 2
7 SCS Runoff 25.48 2 730 103,203 --- -- -- Pond 3-Post
8 Reservoir 1.487 2 962 91,426 - 71,623 Routed Pond 3
10 SCS Runoff 25.83 730 104,606 - -- ---- Pond 4 Post
11 Reservoir 4.806 2 770 103,122 10 36.35 46,126 Routed Pond 4
13 SCS Runoff 60.50 2 730 284,280 --- --- -- Offsite-Post
15 SCS Runoff 80.1 s 760 623,253 --- TOTAL SITE PRE
16 Combine 61.28 2 732 712,336 2,5,8, - Combined Post
11, 13,
Phase 1 Pre Post.gpw Return Period: 5 Year Friday, 07/ 10/2020

• 48
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 49.26 cfs
Storm frequency = 5 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 191,073 cuft
Drainage area = 19.280 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.80 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Hyd. No. 1 —5 Year Q(cfs)
50.00 I II I i 50.00
I
40.00 -
40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -- I ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
— Hyd No. 1

49
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 7.293 cfs
Storm frequency = 5 yrs Time to peak = 778 min
Time interval = 2 min Hyd. volume = 174,631 cult
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 29.25 ft
Reservoir name = Pond 1 Max. Storage = 96,145 cuff
Storage Indication method used.
Routed Pond 1
Q (cfs) Hyd. No. 2—5 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
l i
0.00 - i 1 I 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 2 Hyd No. 1 11 1 1 1 1 1 1 Total storage used =96,145 cuft

50
Hydrograph Report
. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 16.10 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 65;203 cuft
Drainage area = 9.300 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.80 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Hyd. No. 4—5 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
I
0.00 I I I I 1 1 I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No.4 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 1.149 cfs
Storm frequency = 5 yrs Time to peak = 928 min
Time interval = 2 min Hyd. volume = 58,875 cuft
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 33.81 ft
Reservoir name = Pond 2 Max. Storage = 42,610 cuft
Storage Indication method used.
Routed Pond 2
Q (cfs) Q (cfs)
Hyd. No. 5-5 Year
18.00 18.00
15.00 - — 15.00
12.00 - — 12.00
9.00 — - 9.00
6.00 - — 6.00
3.00 - - 3.00
0.00 •
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 5 - Hyd No. 4 111111111 Total storage used =42,610 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 25.48 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 103,203 cuft
Drainage area = 14.720 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.80 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Hyd. No. 7—5 Year Q (cfs)
28.00 I I — 28.00
24.00 ! 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 -F I I I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 1.487 cfs
Storm frequency = 5 yrs Time to peak = 962 min
Time interval = 2 min Hyd. volume = 91,426 cult
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 36.21 ft
Reservoir name = Pond 3 Max. Storage = 71,623 cult
Storage Indication method used.
Routed Pond 3
Q (cfs) Hyd. No. 8--5 Year Q (cfs)
28.00 28.00
24.00 - 24.00
20.00 - — 20.00
16.00 - — 16.00
12.00 - 12.00
8.00 - - 8.00
4.00 I 4.00
1
0.00 -
I f
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 8 Hyd No. 7 111111111 Total storage used =71,623 cuft

54
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10 12020
Hyd. No. 10
Pond 4 Post
Hydrograph type = SCS Runoff Peak discharge = 25.83 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 104,606 cuft
Drainage area = 14.920 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.80 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Q (cfs) Pond 4 Post
Hyd. No. 10—5 Year Q (cfs)
28.00 I 28.00
24.00 I 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 I 4.00
1 J I
0.00 I I I I
f I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 4.806 cfs
Storm frequency = 5 yrs Time to peak = 770 min
Time interval = 2 min Hyd. volume = 103,122 cuft
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 36.35 ft
Reservoir name = Pond 4 Max. Storage = 46,126 cuft
Storage Indication method used.
Routed Pond 4
Q (cfs) Q (cfs)
Hyd. No. 11 —5 Year
28.00 I 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 - 12.00
8.00 — 8.00
4.00 4.00
0.00 - F 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 11 Hyd No. 10 11 1 1 1 1 1 0 Total storage used =46,126 cuft

56
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type - SCS Runoff Peak discharge = 60.50 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 284,280 cuft
Drainage area = 64.050 ac Curve number = 52
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.80 in Distribution • = Type Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Q (cfs)
Hyd. No. 13—5 Year
70.00 T I I i 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
A
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- Hyd No. 13

57
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 80.13 cfs
Storm frequency = 5 yrs Time to peak = 760 min
Time interval = 2 min Hyd. volume = 623,253 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 5.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Hyd. No. 15—5 Year Q (cfs)
90.00 - 90.00
80.00 t 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 , .
• 20.00
I .
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time(min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 61.28 cfs
Storm frequency = 5 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 712,336 cult
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (cfs) Hyd. No. 16—5 Year Q (cfs)
70.00 - — 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -I 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 16 — Hyd No. 2 — Hyd No. 5 — Hyd No. 8
Hyd No. 11 - Hyd No. 13

59
Hydrograph Summary Report
Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3
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) (cuft)
1 SCS Runoff 67.96 2 728 261,152 --- -- ---- Pond 1 -Post
2 Reservoir 10.15 2 774 244,620 1 127,949 Routed Pond 1
4 SCS Runoff 23.88 2 730 94,065 — ----- Pond 2-Post
5 Reservoir 3.730 2 778 87,644 33.89 45,379 Routed Pond 2
7 SCS Runoff 37.79 2 730 148,886 ---- ----- ---- Pond 3-Post
8 Reservoir 4.825 2 792 136,900 7 36.31 76,131 Routed Pond 3
10 SCS Runoff 38.31 2 730 150,909 -- -- Pond 4 Post
11 Reservoir 18.83 2 746 149,409 10 36.58 52,557 Routed Pond 4
13 SCS Runoff 104.08 2 730 442,746 ---- Offsite Post
15 SCS Runoff 128.89 2 758 942,652 --- — TOTAL SITE PRE
16 Combine 105.04 2 730 1,061.318 2,5,8, — Combined Post
11, 13,
Phase 1 Pre Posi.gpw Return Period: 10 Year Friday, 07/ 10/2020

60
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 67.96 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 261,152 cuft
Drainage area = 19.280 ac Curve number = 70*
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 Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Hyd. No. 1 — 10 Year Q (cfs)
70.00 70.00
I
60.00 60.00
I�
50.00
50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
j I
0.00 - I I i, . 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

61
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type - Reservoir Peak discharge = 10.15 cfs
Storm frequency = 10 yrs Time to peak = 774 min
Time interval = 2 min Hyd. volume = 244,620 cult
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 29.79 ft
Reservoir name = Pond 1 Max. Storage = 127,949 cult
Storage Indication method used.
Routed Pond 1
Q (cfs) Q (cfs)
Hyd. No. 2— 10 Year
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
•
10.00 10.00
0.00 -
0.00
0 6000 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 2 Hyd No. 1 II 1 1 1 1 1 Total storage used = 127,949 cuft

Hydrograph Report 62
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 23.88 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 94,065 cuft
Drainage area = 9.300 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Hyd. No. 4— 10 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 ` 4.00
0.00 — \ — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No.4 Time(min)

Hydrograph Report 63
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 3.730 cfs
Storm frequency = 10 yrs Time to peak = 778 min
Time interval = 2 min Hyd. volume = 87,644 cuft
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 33.89 ft
Reservoir name = Pond 2 Max. Storage = 45,379 cuft
Storage Indication method used.
Routed Pond 2
Q (cfs) Q (cfs)
Hyd. No. 5— 10 Year
24.00 - — 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
— -- 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 5 Hyd No. 4 II 1 1 1 1 1 1 Total storage used =45,379 cuft

64
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 37.79 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 148,886 cuft
Drainage area _ 14.720 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Hyd. No. 7— 10 Year Q (cfs)
40.00 -r I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - I I ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

Hydrograph Report 65
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 4.825 cfs
Storm frequency = 10 yrs Time to peak = 792 min
Time interval = 2 min Hyd. volume = 136,900 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 36.31 ft
Reservoir name = Pond 3 Max. Storage = 76,131 cuft
Storage Indication method used.
Routed Pond 3
Q (cfs) Q (cfs)
Hyd. No. 8-- 10 Year
40.00 — — 40.00
30.00 - — - 30.00
20.00 20.00
10.00 10.00
j I
0.00 - - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 8 Hyd No. 7 11 I I I I I l Total storage used =76,131 cuft

66
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type = SCS Runoff Peak discharge = 38.31 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 150,909 cuft
Drainage area = 14.920 ac Curve number = 61
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
Pond 4 Post
Q (cfs) Q (cfs)
Hyd. No. 10-- 10 Year
40.00 40.00
30.00 I - - 30.00
20.00 20.00
10.00 - 10.00
1. I.
0.00 I / I I I i ' I_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

67
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 18.83 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 149,409 cuft
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 36.58 ft
Reservoir name = Pond 4 Max. Storage = 52,557 cuft
Storage Indication method used.
Routed Pond 4
Q (cfs) Hyd. No. 11 — 10 Year Q (cfs)
40.00 - 40.00
II
I
30.00 -. -. 30.00
20.00 20.00
10.00 10.00
0.00 - I 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time(min)
Hyd No. 11 Hyd No. 10 11111111 Total storage used = 52,557 cuft

Hydrograph Report 68
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 104.08 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 442,746 cuft
Drainage area = 64.050 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
Offsite - Post
Q (cfs) Hyd. No. 13-- 10 Year Q (cfs)
120.00
100.00 100.00
4
80.00 - 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time(min)

Hydrograph Report 69
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 128.89 cfs
Storm frequency = 10 yrs Time to peak = 758 min
Time interval = 2 min Hyd. volume = 942,652 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 7.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Hyd. No. 15-- 10 Year Q (cfs)
140.00 f I - 140.00
f
120.00 120.00
100.00 100.00
80.00 80.00
60.00 I 60.00
40.00 40.00
i _
20.00 20.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- -- Hyd No. 15

70
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 105.04 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 1,061,318 cuft
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (cfs) Hyd. No. 16- 10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 - 20.00
i\\'''
-.w . t... . �__... -.�..�r 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 16 Hyd No. 2 Hyd No. 5 - Hyd No. 8
Hyd No. 11 Hyd No. 13

71
Hydrograph Summary Report Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3
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 SCS Runoff 84.87 2 728 325,307 -- ----- -- Pond 1 -Post
2 Reservoir 11.59 2 778 308,711 1 30.38 163,531 Routed Pond 1
4 SCS Runoff 31.13 2 730 121,251 ---- -- ---- Pond 2-Post
5 Reservoir 10.71 2 752 114,764 4 34.04 50,544 Routed Pond 2
7 SCS Runoff 49.27 2 730 191,916 --- -- --- Pond 3-Post
8 Reservoir 13.93 2 756 179,797 7 36.50 84,304 Routed Pond 3
10 SCS Runoff 49.94 2 730 194,524 -- --- -- Pond 4 Post
11 Reservoir 34.14 2 740 193,011 10 36.77 57,746 Routed Pond 4
13 SCS Runoff 146.39 2 730 597,883 — --- — Offsite-Post
15 SCS Runoff 175.97 2 756 1,250,885 -- — --- TOTAL SITE PRE
16 Combine 171.46 2 734 1,394,167 2,5,8, --- --- Combined Post
11, 13,
Phase 1 Pre Post.gpw Return Period: 25 Year Friday, 07/10/2020

72
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 84.87 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 325,307 cuft
Drainage area = 19.280 ac Curve number = 70*
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 Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Q (cfs)
Hyd. No. 1 —25 Year
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - I
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

73
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 11.59 cfs
Storm frequency = 25 yrs Time to peak = 778 min
Time interval = 2 min Hyd. volume = 308,711 cuft
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 30.38 ft
Reservoir name = Pond 1 Max. Storage = 163,531 cuft
Storage indication method used.
Routed Pond 1
Q (cfs) Q (cfs)
Hyd. No. 2--25 Year
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 - 20.00
10.00 - - - ----— — 10.00
iiiir\--
L0.00 I 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 2 Hyd No. 1 11 1 1 1 1 Ill Total storage used= 163,531 cuft

74
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 31.13 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 121,251 cuff
Drainage area = 9.300 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Hyd. No.4--25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 - 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
I - .
0.00 - \1/4 ***--.***. I i i - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time(min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 10.71 cfs
Storm frequency = 25 yrs Time to peak = 752 min
Time interval = 2 min Hyd. volume = 114,764 cuft
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 34.04 ft
Reservoir name = Pond 2 Max. Storage = 50,544 cuft
Storage Indication method used.
Routed Pond 2
Q (cfs) Hyd. No. 5-25 Year Q (cfs)
35.00 - - 35.00
30.00 ( 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 - — 5.00
41
0.00 - . - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 5 Hyd No. 4 ILL I l l l Q Total storage used = 50,544 cuft

76
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 49.27 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 191,916 cuft
Drainage area = 14.720 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Q (cfs)
Hyd. No. 7—25 Year
50.00 i 50.00
40.00 - 40.00
30.00 30.00
20.00 20.00
10.00 10.00
\ '`I 1
0.00 - H I 1 ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

77
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 13.93 cfs
Storm frequency = 25 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 179,797 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 36.50 ft
Reservoir name = Pond 3 Max. Storage = 84,304 cuft
Storage Indication method used.
Routed Pond 3
Q (cfs) Hyd. No. 8-25 Year Q (cfs)
50.00 - ) -- 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
i
L
_
0.00 �..._:��. _. 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 8 Hyd No. 7 IuliulI Total storage used = 84,304 cuft

78
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type = SCS Runoff Peak discharge = 49.94 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 194,524 cuft
Drainage area = 14.920 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 4 Post
Q (cfs) Hyd. No. 10—25 Year Q (cfs)
50.00 i 50.00
40.00 40.00
30.00 30.00
•
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 34.14 cfs
Storm frequency = 25 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 193,011 cuft
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 36.77 ft
Reservoir name = Pond 4 Max. Storage = 57,746 cuft
Storage Indication method used.
Routed Pond 4
Q (cfs) Hyd. No. 11 —25 Year Q (cfs)
— 50.00
40.00 40.00
30.00 30.00
•
20.00 20.00
•
•
10.00 10.00
_ •
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 11 Hyd No. 10 Total storage used = 57,746 cuft

80
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 146.39 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 597,883 cuft
Drainage area = 64.050 ac Curve number = 52
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 Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Q (cfs)
Hyd. No. 13--25 Year
160.00 160.00
140.00 140.00
120.00 — - __. 120.00
100.00 100.00
80.00 80.00
60.00 60.00
•
40.00 40.00
20.00 — 20.00
0.00 - - o.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13
Time(min)

81
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07 1 10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 175.97 cfs
Storm frequency = 25 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 1,250,885 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 8.05 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Hyd. No. 15--25 Year Q (cfs)
180.00 -- I 1 - -- 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
I
t �0.00 1 I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 15

82
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 171.46 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 1,394,167 cuff
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (cfs) Hyd. No. 16—25 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 -- 20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 16 Hyd No. 2 Hyd No. 5 Hyd No. 8
Hyd No. 11 Hyd No. 13

83
Hydrograph Summary Report Hydrographs Extension for AutoCADO Civil 3DO 2018 by Autodesk,Inc.v2018.3
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 SCS Runoff 100.45 2 728 385,044 --- --- -- Pond 1 -Post
2 Reservoir 12.84 2 780 368,398 1 30.95 198,139 Routed Pond 1
4 SCS Runoff 38.01 2 728 147,049 --- -- --- Pond 2-Post
5 Reservoir 18.04 2 746 140,512 4 34.16 55,059 Routed Pond 2
7 SCS Runoff 60.16 2 728 232,749 ---- ----- -- Pond 3-Post
8 Reservoir 25.31 2 748 220,560 7 36.67 92,041 Routed Pond 3
10 SCS Runoff 60.98 2 728 235,911 --- --- --- Pond 4 Post
11 Reservoir 52.10 2 734 234,389 10 36.89 61,076 Routed Pond 4
13 SCS Runoff 187.29 2 730 748,915 -- -- Offsite-Post
15 SCS Runoff 221.35 2 756 1,548,129 — TOTAL SITE PRE
16 Combine 244.80 2 734 1,712,772 2,5,8, -- Combined Post
11, 13,
1
Phase 1 Pre Post.gpw Return Period: 50 Year Friday, 07/ 10/2020

84
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 100.45 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 385,044 cuft
Drainage area = 19.280 ac Curve number = 70*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 9.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Hyd. No. 1 —50 Year Q (cfs)
120.00 i 120.00
100.00 1 100.00
80.00 80.00
•
60.00 60.00
40.00 40.00
20.00 20.00
•
0.00 —
I i I -
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

85
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 12.84 cfs
Storm frequency = 50 yrs Time to peak = 780 min
Time interval = 2 min Hyd. volume = 368,398 cuft
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 30.95 ft
Reservoir name = Pond 1 Max. Storage = 198,139 cuft
Storage Indication method used.
Routed Pond 1
Q (cfs) Hyd. No. 2—50 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
•
40.00 40.00
20.00 20.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
Hyd No. 2 Hyd No. 1 11 1 1 1 1 1 1 Total storage used= 198,139 cuft

86
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 38.01 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 147,049 cult
Drainage area = 9.300 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 9.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Q (cfs)
Hyd. No. 4-50 Year
40.00 I T 40.00
30.00 - 30.00
20.00 20.00
10.00 10.00
—40.00 - I I ' - 0.00
0 120 240 360 480 600 720 840 96u 1080 1200 1320 1440 1560
Hyd No.4 Time(min)

87
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10 1 2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 18.04 cfs
Storm frequency = 50 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 140,512 cult
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 34.16 ft
Reservoir name = Pond 2 Max. Storage = 55,059 cult
Storage Indication method used.
Routed Pond 2
Q (cfs) Q (cfs)
Hyd. No. 5—50 Year
40.00 , 40.00
30.00 30.00
20.00 20.00
10.00 10.00
•
0.00 - - - 0.00
0 120 240 360 480 600 720 840 960 1080 12UU 1320 1440 1560
Time(min)
Hyd No. 5 Hyd No.4 it 1 1 1 1 1 1 Total storage used = 55,059 cuft

88
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge = 60.16 cfs
Storm frequency = 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 232,749 cuft
Drainage area = 14.720 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 9.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Q (cfs)Hyd. No. 7--50 Year
70.00 — 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

89
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 25.31 cfs
Storm frequency = 50 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 220,560 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 36.67 ft
Reservoir name = Pond 3 Max. Storage = 92,041 cuft
Storage Indication method used.
Routed Pond 3
Q (cfs) Hyd. No. 8—50 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 - , 50.00
40.00 40.00
30.00 30.00
20.00 20.00
•
10.00 - 10.00
0.00 - -
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 8 Hyd No. 7 ,I I I I I I 0 Total storage used =92,041 cuft

90
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type SCS Runoff Peak discharge = 60.98 cfs
Storm frequency 50 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 235,911 cuft
Drainage area 14.920 ac Curve number = 61
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 9.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Pond 4 Post
Q (cfs) Hyd. No. 10--50 Year Q (cfs)
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
1
...)
0.00 - I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time(min)

91
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 52.10 cfs
Storm frequency = 50 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 234,389 cuft
inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 36.89 ft
Reservoir name = Pond 4 Max. Storage = 61,076 cult
Storage Indication method used.
Routed Pond 4
Q (cfs) Hyd. No. 11 --50 Year Q (cfs)
70.00 70.00
60.00 ► 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - I -. I -- . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 11 Hyd No. 10 111111 1 Total storage used =61,076 cult

92
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 187.29 cfs
Storm frequency = 50 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 748,915 cuff
Drainage area = 64.050 ac Curve number = 52
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 9.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Hyd. No. 13--50 Year Q (cfs)
210.00 l 210.00
180.00 180.00
150.00 l 150.00
120.00 - . 120.00
90.00 1 90.00
60.00 60.00
30.00 I 30.00
_....)
0.00 -
I I I I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13
Time (min)

93
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 221.35 cfs
Storm frequency = 50 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 1,548,129 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 9.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Hyd. No. 15--50 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 - 180.00
150.00 150.00
120.00 120.00
90.00 - 90.00
60.00 60.00
30.00 - - 30.00
f �\
0.00 - I
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

94
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type = Combine Peak discharge = 244.80 cfs
Storm frequency = 50 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 1,712,772 cuft
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (cfs) Q (cfs)
Hyd. No. 16—50 Year
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 -
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 2 Hyd No. 5 - Hyd No. 8
Hyd No. 11 Hyd No. 13

95
Hydrograph Summary Report Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3
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 SCS Runoff 117.04 2 728 449,274 ---- -- --- Pond 1 -Post
2 Reservoir 25.48 2 758 432,583 1 31.34 223,120 Routed Pond 1
4 SCS Runoff 45.52 2 728 175,193 -- -- ---- Pond 2-Post
5 Reservoir 24.61 2 742 168,612 4 34.32 60,571 Routed Pond 2
7 SCS Runoff 72.05 2 728 277,294 ---- --- — Pond 3-Post
8 Reservoir 40.68 2 742 265,072 7 36.84 99,499 Routed Pond 3
10 SCS Runoff 73.03 2 728 281,062 ---- -- Pond 4 Post
11 Reservoir 69.50 2 732 279,531 10 36.96 63,154 Routed Pond 4
13 SCS Runoff 232.51 2 730 916,958 — — — Offsite-Post
15 SCS Runoff 271.18 2 756 1,876,452 -- -- -- TOTAL SITE PRE
16 Combine 336.44 2 7'7 2,062,756 2,5,8, — Combined Post
11, 13,
Phase 1 Pre Post.gpw Return Period: 100 Year Friday, 07/10/2020

96
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 1
Pond 1 - Post
Hydrograph type = SCS Runoff Peak discharge = 117.04 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 449,274 cuft
Drainage area = 19.280 ac Curve number = 70*
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)=[(14.110 x 36)+(18.450 x 64)]/19.280
Pond 1 - Post
Q (cfs) Hyd. No. 1 --100 Year Q (cfs)
120.00 120.00
100.00 - 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

97
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 2
Routed Pond 1
Hydrograph type = Reservoir Peak discharge = 25.48 cfs
Storm frequency = 100 yrs Time to peak = 758 min
Time interval = 2 min Hyd. volume = 432,583 cuff
Inflow hyd. No. = 1 - Pond 1 - Post Max. Elevation = 31.34 ft
Reservoir name = Pond 1 Max. Storage = 223,120 cult
Storage Indication method used.
Routed Pond 1
Q (cfs) Q (cfs)
Hyd. No. 2-- 100 Year
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
•
0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time(min)
Hyd No. 2 Hyd No. 1 1111111 I Total storage used =223,120 cuft

98
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 4
Pond 2 - Post
Hydrograph type = SCS Runoff Peak discharge = 45.52 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 175,193 cuft
Drainage area = 9.300 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 2 - Post
Q (cfs) Q (cfs)
Hyd. No. 4— 100 Year
50.00 T
i 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - I I I ' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No.4 Time (min)

99
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 5
Routed Pond 2
Hydrograph type = Reservoir Peak discharge = 24.61 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 168,612 cult
Inflow hyd. No. = 4 - Pond 2 - Post Max. Elevation = 34.32 ft
Reservoir name = Pond 2 Max. Storage = 60,571 cult
Storage Indication method used.
Routed Pond 2
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 - 10.00
I Is
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 4 11111111 Total storage used = 60,571 cuft

100
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 7
Pond 3 - Post
Hydrograph type = SCS Runoff Peak discharge _ 72.05 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 277,294 cuft
Drainage area = 14.720 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 3 - Post
Q (cfs) Q (cfs)
Hyd. No. 7-- 100 Year
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time(min)

101
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civi13D®2018 by Autodesk,Inc.v2018.3 Friday, 07/10/2020
Hyd. No. 8
Routed Pond 3
Hydrograph type = Reservoir Peak discharge = 40.68 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 265,072 cuft
Inflow hyd. No. = 7 - Pond 3 - Post Max. Elevation = 36.84 ft
Reservoir name = Pond 3 Max. Storage = 99,499 cuft
Storage Indication method used.
Routed Pond 3
Q (cfs) Q (cfs)
Hyd. No. 8— 100 Year
80.00 80.00
70.00 70.00
60.00 60.00
50.00 F 50.00
40.00 I 40.00
..
30.00 ` 30.00
20.00
20.00
10.00 10.00
0.00 - 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 8 Hyd No. 7 11111111 Total storage used=99,499 cuft

Hydrograph Report 102
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 10
Pond 4 Post
Hydrograph type = SCS Runoff Peak discharge = 73.03 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 281,062 cuft
Drainage area = 14.920 ac Curve number = 61
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 Ill
Storm duration = 24 hrs Shape factor = 484
Pond 4 Post
Q (cfs) Hyd. No. 10-- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
4
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

103
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 11
Routed Pond 4
Hydrograph type = Reservoir Peak discharge = 69.50 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 279,531 cuft
Inflow hyd. No. = 10 - Pond 4 Post Max. Elevation = 36.96 ft
Reservoir name = Pond 4 Max. Storage = 63,154 cuft
Storage Indication method used.
Q (cfs) Routed Pond 4
Hyd. No. 11 -- 100 Year Q(cfs)
80.00 80.00
70.00 - 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 _ 30.00
20.00 _ 20.00
10.00 10.00
0.00 - I I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 11 Hyd No. 10 II 1 1 1 1 I I Total storage used =63,154 cult

104
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk, Inc.v2018.3 Friday,07/10/2020
Hyd. No. 13
Offsite - Post
Hydrograph type = SCS Runoff Peak discharge = 232.51 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 916,958 cuft
Drainage area = 64.050 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 Ill
Storm duration = 24 hrs Shape factor = 484
Offsite - Post
Q (cfs) Q (cfs)
Hyd. No. 13-- 100 Year
240.00 240.00
210.00 210.00
180.00 — 180.00
150.00 ------ 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time(min)

105
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 15
TOTAL SITE PRE
Hydrograph type = SCS Runoff Peak discharge = 271.18 cfs
Storm frequency = 100 yrs Time to peak = 756 min
Time interval = 2 min Hyd. volume = 1,876,452 cuft
Drainage area = 122.270 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 50.00 min
Total precip. = 10.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
TOTAL SITE PRE
Q (cfs) Hyd. No. 15-- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15
Time (min)

106
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Hyd. No. 16
Combined Post
Hydrograph type Combine Peak discharge = 336.44 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 2,062,756 cuft
Inflow hyds. = 2, 5, 8, 11, 13 Contrib. drain. area = 64.050 ac
Combined Post
Q (off) Hyd. No. 16-- 100 Year Q (cfs)
350.00 - - - 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 -.s - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 16 Hyd No. 2 Hyd No. 5 — Hyd No. 8
Hyd No. 11 Hyd No. 13

107
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2018 by Autodesk,Inc.v2018.3 Friday,07/10/2020
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 77.3751 12.8000 0.8932 -------
2 62.7796 10.2000 0.8083 ---
3 61.7501 10.1000 0.7846 -----
5 62.6173 10.2000 0.7529 ----
10 66.8179 10.5000 0.7356 --------
25 68.7026 10.2000 0.7030 --
50 73.6504 10.3000 0.6927 -----
100 78.7729 10.4000 0.6846 ------
File name:New Hanover.IDF
Intensity= B I(Tc+ D)"E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.91 4.74 3.97 3.42 3.02 2.70 2.45 2.24 2.06 1.92 1.79 1.68
2 6.96 5.53 4.62 3.99 3.53 3.17 2.88 2.65 2.45 2.29 2.14 2.02
3 7.34 5.86 4.92 4.27 3.79 3.41 3.11 2.86 2.66 2.48 2.33 2.20
5 8.07 6.51 5.51 4.81 4.29 3.88 3.55 3.28 3.06 2.86 2.70 1 2.55
10 8.90 7.24 6.17 5.41 4.84 4.39 4.03 3.73 3.48 3.27 3.08 2.92
25 10.14 8.31 7.11 6.26 5.62 5.12 4.71 4.38 4.10 3.85 3.64 3.46
50 11.13 9.15 7.86 6.93 6.24 5.69 5.25 4.88 4.57 4.30 4.07 3.87
100 12.12 9.99 8.60 7.61 6.85 6.26 5.78 5.38 5.04 4.75 4.50 4.28
Tc=time in minutes.Values may exceed 60.
Precip.file name: L:1 PDNR 20131Design Tools\Stormwater1Hydraflow\NHC-Published-DDF.pcp
Rainfall Precipitation Table(in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.70 4.50 1.50 5.80 7.00 8.05 9.00 10.00
SCS 6-Hr 0.00 0.00 0.00 4.20 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 2.75 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 2.75 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 2.80 0.00 0.00 0.00 0.00

ATTACHMENT E-ECS SOILS REPORT

CS'S
ECS SOUTHEAST, LLP -Setting the Standard for Service"
t tr +1-• Geotechnical • Construction Materials • Environmental - Facilities NC Registered Engineeang Firm F.107i5
NC Registered Geoiogtsts Fern C•406
SC Registerev Fngineermg Finn 3239
April 15, 2020
Mr. Patrick Wahl
D.R. Horton
200 Aerial Center Parkway
Morrisville, North Carolina 27560
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
Farm at Sidbury Lakes
Castle Hayne, New Hanover County, North Carolina
ECS Project No. 49.11539
Dear Mr. Wahl:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater control measure (SCM) area(s) off of Sidbury Road
in Castle Hayne, New Hanover County, North Carolina. This letter, with attachments, is the
report of our testing.
Field Testing
On April 10th and 14th, 2020, ECS conducted an exploration of the subsurface soil and
groundwater conditions, in accordance with the NCDEQ Stormwater Design Manual section A-
2, at ten requested locations shown on the attached Boring Location Plan (Figure 1). ECS used
GPS equipment in order to determine the boring locations. The purpose of this exploration was
to obtain subsurface information of the in situ soils for the SCM area(s). ECS explored the
subsurface soil and groundwater conditions by advancing one hand auger boring into the
existing ground surface at each of the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS also
recorded the SHWT and groundwater elevation observed at the time of the hand auger borings.
The attached Infiltration Testing Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations.
The SHWT and groundwater elevation was estimated at the boring locations below the existing
grade elevation. A summary of the findings are as follows:
Location SHWT Groundwater
I-1 24 inches 36 inches
1-2 32 inches 42 inches
1-3 24 inches 32 inches
1-4 24 inches 40 inches
1-5 16 inches 24 inches
1-6 15 inches 22 inches
1-7 15 inches 22 inches
1-8 10 inches 18 inches
1-9 16 inches 26 inches
1-10 14 inches 20 inches
ECS Capitol Services.PLLC • ECS Florida,LLC • ECS Mid-Atlantic,LLC • ECS Midwest LLC • ECS Southeast,LLP • ECS Texas,LLP
www.ecslimited.com

Report of SHWT Estimation and Infiltration Testing
Fame at Sidbury Lakes
Castle Hayne, New Hanover County, North Carolina
ECS Project No. 49.11539
April 15, 2020
ECS has conducted two infiltration tests utilizing a compact constant head permeameter near
the hand auger borings in order to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive
soil horizon. Tests in clayey conditions are conducted for durations of up to 30 minutes. If a
more precise hydraulic conductivity value is desired for these locations, then ECS recommends
collecting samples by advancing Shelby tubes and performing laboratory permeability testing.
Field Test Results
Below is a summary of the infiltration test results:
Location Description Depth Inches/
hour
I-1 Gray silty SAND 24 inches 0.11
1-2 Gray fine SAND w/silty 12 inches 6.03
1-3 Tan fine SAND wl clay 18 inches 5.24
1-4 Black/brown silty SAND 24 inches 0.088
1-5 Black/brown silty SAND 12 inches 0.21
1-6 Black/brown silty SAND 12 inches 0.15
1-7 Black/brown silty SAND 12 inches 0.052
1-8 Black/brown silty SAND 10 inches 0.007
1-9 Black silty SAND 16 inches 0.025
1-10 Black/brown silty SAND 10 inches 0.18
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil
classification and subsurface conditions.
2

Report of SHWT Estimation and Infiltration Testing
Farm at Sidbury Lakes
Castle Hayne, New Hanover County, North Carolina
ECS Project No. 49.11539
April 15, 2020
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
ghoe)‘ /%1 IA) •
I 5,41,..if4, ____.F14;
K. Brooks Wall W. Brandon Fulton, PSC, PWS, LSS
Project Manager Environmental Department Manager
bwallaecslimited.com bfulton c ecslimited.com
910-686-9114 704-525-5152
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
GBA Document
3

Y C i
w8 -
' - .�ri
r , * ,•
34,
WI 'It.
i• ��. ri �1'2"k � x r: : .p .r r ..raM f .• -' ._
' . 3. - ri 9 7
67,_
H 1_ 10
I -S
I
illi•-
T.
Alle
,'
•
4830 fr L ___
_ - ,
I 1 I I 70,,,
, iqtliffitififty.,, F.,,,,,,y,............1._
APPROXIMATE BORING LOCATIONS
W -� E
SCALE SHOWN ABOVE
i
Farm at Sidbury Road Figure 1—Boring Location Plan
Castle Hayne, New Hanover County,
North Carolina EProvided by: Google Earth
ECS Project#49.11539
April 10th and 14th,2020 II
Castle
KBW f - —,I

Infiltration Testing Form
Farm at Sidbury Lakes
Castle Hayne, New Hanover County, North Carolina
ECS Project No. 49.11539
April 10th and 14th, 2020
Location Depth USCS Soil Description
I-1 0-18" SM Dark brown fine SAND w/ silt
18"-24" SP Gray fine SAND
24"-36" SM Gray silty SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 36 inches below the existing grade
elevation.
Test was conducted at 24 inches below existing grade elevation
Infiltration Rate: 0.11 inches per hour
Location Depth USCS Soil Description
1-2 0-18" SM Dark brown fine SAND w/ silt
18"-24" SP Gray fine SAND
24"-36" SM Gray silty SAND
Seasonal High Water Table was estimated to be at 32 inches below the
existing grade elevation.
Groundwater was encountered at 42 inches below the existing grade
elevation.
Test was conducted at 12 inches below existing grade elevation
Infiltration Rate: 6.03 inches per hour
Location Depth USCS Soil Description
1-3 0-12" SP Gray fine SAND
12"-18" SM Brown silty SAND
18"-36" SM Tan fine SAND w/ clay
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 32 inches below the existing grade
elevation.
Test was conducted at 18 inches below existing grade elevation
Infiltration Rate: 5.24 inches per hour

Infiltration Testing Form
Farm at Sidbury Lakes
Castle Hayne, New Hanover County, North Carolina
ECS Project No. 49.11539
April 10th and 14th, 2020
Location Depth USCS Soil Description
1-4 0-18" SP Gray fine to med. SAND
18"-48" SM Black/brown silty SAND
Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 40 inches below the existing grade
elevation.
Test was conducted at 24 inches below existing grade elevation
Infiltration Rate: 0.088 inches per hour
Borings 1-5 through 1-10 are not located
within this phase of development.

Important Information about This
• • •
„-- Geotechnical-Engineering Report
-..„
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.
While you cannot eliminate all such risks, you can manage them. The following information is provided to help.
The Geoprofessional Business Association (GBA) Typical changes that could erode the reliability of this report include
has prepared this advisory to help you—assumedly those that affect:
a client representative—interpret and apply this • the site's size or shape;
geotechnical-engineering report as effectively • the function of the proposed structure,as when it's
as possible. In that way, clients can benefit from changed from a parking garage to an office building,or
a lowered exposure to the subsurface problems from a light-industrial plant to a refrigerated warehouse;
that,for decades, have been a principal cause of • the elevation,configuration,location,orientation,or
weight ofthe proposed
construction delays,cost overruns, claims,and • design composition of the ure;
team;or
disputes. If you have questions or want more a project ownership.
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer. As a general rule,always inform your geotechnical engineer of project
Active involvement in the Geoprofessional Business changes-even minor ones-and request an assessment of their
Association exposes geotechnical engineers to a impact.The geotechnical engineer who prepared this report cannot accept
wide array of risk-confrontation techniques that can responsibility or liability for problems that arise because the geotechnical
be of genuine benefit for everyone involved with a engineer was not informed about developments the engineer otherwise
construction project. would have considered.
This Report May Not Be Reliable
Geotechnical-Engineering Services Are Performed for Do not rely on this report if your geotechnical engineer prepared it:
Specific Purposes, Persons,and Projects a for a different client;
Geotechnical engineers structure their services to meet the specific • for a different project;
needs of their clients.A geotechnical-engineering study conducted • for a different site(that may or may not include all or a
for a given civil engineer will not likely meet the needs of a civil- portion of the original site);or
works constructor or even a different civil engineer.Because each • before important events occurred at the site or adjacent
geotechnical-engineering study is unique,each geotechnical- to it;e.g.,man-made events like construction or
engineering report is unique,prepared solely for the client.Those who environmental remediation,or natural events like floods,
rely on a geotechnical-engineering report prepared for a different client droughts,earthquakes,or groundwater fluctuations.
can be seriously misled.No one except authorized client representatives
should rely on this geotechnical-engineering report without first Note,too,that it could be unwise to rely on a geotechnical-engineering
conferring with the geotechnical engineer who prepared it.And no one report whose reliability may have been affected by the passage of time,
-not even you-should apply this report for any purpose or project except because of factors like changed subsurface conditions;new or modified
the one originally contemplated. codes,standards,or regulations;or new techniques or tools.If your
geotechnical engineer has not indicated an"apply-by"date on the report,
Read this Report in Full ask what it should be,and,in general,if you are the least bit uncertain
Costly problems have occurred because those relying on a geotechnical- about the continued reliability of this report,contact your geotechnical
engineering report did not read it in its entirety.Do not rely on an engineer before applying it.A minor amount of additional testing or
executive summary.Do not read selected elements only.Read this report analysis-if any is required at all-could prevent major problems.
in full.
Most of the "Findings" Related in This Report Are
You Need to Inform Your Geotechnical Engineer Professional Opinions
about Change Before construction begins,geotechnical engineers explore a site's
Your geotechnical engineer considered unique,project-specific factors subsurface through various sampling and testing procedures.
when designing the study behind this report and developing the Geotechnical engineers can observe actual subsurface conditions only at
confirmation-dependent recommendations the report conveys.A few those specific Iocations where sampling and testing were performed.The
typical factors include: data derived from that sampling and testing were reviewed by your
• the client's goals,objectives,budget,schedule,and geotechnical engineer,who then applied professional judgment to
risk-management preferences; form opinions about subsurface conditions throughout the site.Actual
• the general nature of the structure involved,its size, sitewide-subsurface conditions may differ-maybe significantly-from
configuration,and performance criteria; those indicated in this report.Confront that risk by retaining your
• the structure's location and orientation on the site;and geotechnical engineer to serve on the design team from project start to
• other planned or existing site improvements,such as project finish,so the individual can provide informed guidance quickly,
retaining walls,access roads,parking lots,and whenever needed.
underground utilities.

This Report's Recommendation Are perform their own studies if they want to,and be sure to allow enough
Confirmation-Dependent time to permit them to do so.Only then might you be in a position
The recommendations included in this report-including any options to give constructors the information available to you,while requiring
or alternatives-are confirmation-dependent.In other words,they are them to at least share some of the financial responsibilities stemming
not final,because the geotechnical engineer who developed them relied from unanticipated conditions.Conducting prebid and preconstruction
heavily on judgment and opinion to do so.Your geotechnical engineer conferences can also be valuable in this respect.
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction.If through observation your Read Responsibility Provisions Closely
geotechnical engineer confirms that the conditions assumed to exist Some client representatives,design professionals,and constructors do
actually do exist,the recommendations can be relied upon,assuming not realize that geotechnical engineering is far less exact than other
no other changes have occurred.The geotechnical engineer who prepared engineering disciplines.That lack of understanding has nurtured
this report cannot assume responsibility or liability for confirmation- unrealistic expectations that have resulted in disappointments,delays,
dependent recommendations if you fail to retain that engineer to perform cost overruns,claims,and disputes.To confront that risk,geotechnical
construction observation. engineers commonly include explanatory provisions in their reports.
Sometimes labeled"limitations;many of these provisions indicate
This Report Could Be Misinterpreted where geotechnical engineers'responsibilities begin and end,to help
Other design professionals'misinterpretation of geotechnical- others recognize their own responsibilities and risks.Read these
engineering reports has resulted in costly problems.Confront that risk provisions closely.Ask questions.Your geotechnical engineer should
by having your geotechnical engineer serve as a full-time member of the respond fully and frankly.
design team,to:
• confer with other design-team members, Geoenvironmental Concerns Are Not Covered
• help develop specifications, The personnel,equipment,and techniques used to perform an
• review pertinent elements of other design professionals' environmental study-e.g.,a"phase-one"or"phase-two"environmental
plans and specifications,and site assessment-differ significantly from those used to perform
• be on hand quickly whenever geotechnical-engineering a geotechnical-engineering study.For that reason,a geotechnical-
guidance is needed. engineering report does not usually relate any environmental findings,
conclusions,or recommendations;e.g.,about the likelihood of
You should also confront the risk of constructors misinterpreting this encountering underground storage tanks or regulated contaminants.
report.Do so by retaining your geotechnical engineer to participate in Unanticipated subsurface environmental problems have led to project
prebid and preconstruction conferences and to perform construction failures.If you have not yet obtained your own environmental
observation. information,ask your geotechnical consultant for risk-management
guidance.As a general rule,do not rely on an environmental report
Give Constructors a Complete Report and Guidance prepared for a different client,site,or project,or that is more than six
Some owners and design professionals mistakenly believe they can shift months old.
unanticipated-subsurface-conditions liability to constructors by limiting
the information they provide for bid preparation.To help prevent Obtain Professional Assistance to Deal with Moisture
the costly,contentious problems this practice has caused,include the Infiltration and Mold
complete geotechnical-engineering report,along with any attachments While your geotechnical engineer may have addressed groundwater,
or appendices,with your contract documents,but be certain to note water infiltration,or similar issues in this report,none of the engineer's
conspicuously that you've included the material for informational services were designed,conducted,or intended to prevent uncontrolled
purposes only.To avoid misunderstanding,you may also want to note migration of moisture-including water vapor-from the soil through
that"informational purposes"means constructors have no right to rely building slabs and walls and into the building interior,where it can
on the interpretations,opinions,conclusions,or recommendations in cause mold growth and material-performance deficiencies.Accordingly,
the report,but they may rely on the factual data relative to the specific proper implementation of the geotechnical engineer's recommendations
times,locations,and depths/elevations referenced. Be certain that will not of itself be sufficient to prevent moisture infiltration.Confront
constructors know they may learn about specific project requirements, the risk of moisture infiltration by including building-envelope or mold
including options selected from the report,only from the design specialists on the design team.Geotechnical engineers are not building-
drawings and specifications.Remind constructors that they may envelope or mold specialists.
O GEPROFESSIONAL$ BUSINESS
'�/® . ASSOCIATION
Telephone:[phone]
e-mail:[e-mail] www.geoprofessional.org
Copyright 2016 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly
prohibited,except with GBAs specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission
of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind Any other firm,individual,or other entity that so uses this docurent without being a GBA member could be committing negligent

ATTACHMENT F-PROPERTY DEED

2012004180
FOR REGISTRATION REGISTER OF DEEDS
JENNIFER H SACNEISH
NEW HANOVER COUNTY, NC
2012 FEB 1010 43.57 R�
BK 5617 PG 442-445 FEE $26 00
latli S 2013/418
Prepared by and when recorded,return to
Kent Davis Jones,Esq
The Law Offices of Swindell&Jones
227 W Trade St, Suite 2030
Charlotte,NC 28202
Excise Tax $0 00(N C G S §105-228 29(6))
Tax Parcel No R01900-002-004-000&R01900-002-009-000
Brief Description for Index Two Tracts(196 9817 Acres MB 20,P 89 and 117 33 Acres MB 15,P 27)
STATE OF NORTH CAROLINA
NORTH CAROLINA
COUNTY OF NEW HANOVER SPECIAL WARRANTY DEED
THIS NORTH CAROLINA SPECIAL WARRANTY DEED is made as of thel5 y
of January,2011 by
GRANTOR: PATRICK WILLIAMS HOLDINGS,LLC, a North Carolina
limited liability company
Grantor's Address: 900 Harvard Place
Charlotte,NC 28207
to
GRANTEE: RMP SIDBURY ROAD,LLC,a North Carolina limited liability
company
Grantee's Address: 1401 Central Avenue, Suite 200-D
Charlotte,NC 28205
Attn Herman A.Moore, III
For good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged,
Grantor does grant, bargain, sell and convey unto Grantee, in fee simple, all of Grantor's right, title and
interest in and to that certain real property located in New Hanover County, State of North Carolina more
particularly described as follows(the"Land")
See Exhibit A

TOGETHER with all buildings and improvements on the Land (jointly, the "Improvements"), and all
appurtenances, easements, rights of way, licenses, interests, alleys, strips or gores of land located on or
pertaining to the Land (the "Appurtenances")(the Land, the Improvements, and the Appurtenances are
collectively referenced herein as the"Real Property")
The Real Property hereinabove described was acquired by Grantor by instrument recorded in Book 5055,
Page 2940,of the New Hanover County Public Registry
All or a portion of the Real Property herein conveyed does not include the primary residence of a Grantor
TO HAVE AND TO HOLD the aforesaid Land and Improvements in fee simple, and all privileges and
appurtenances thereto belonging,to Grantee
And Grantor covenants with Grantee that (i) Grantor is seized of the Land and Improvements in fee
simple and otherwise is entitled to the use and enjoyment of the Appurtenances,(ii)Grantor has the right to
convey the Land and Improvements in fee simple and to assign the Appurtenances,(iii)that title to the Real
Property is marketable and free and clear of all encumbrances, except as set forth below, and (iv) that
Grantor will warrant and defend the title against the lawful claims of all persons claiming by and through
Grantor only,except for the exceptions hereinafter stated
Title to the Real Property is subject to the following exceptions
1 Ad valorem taxes for the year 2011,and subsequent years,and
2 All easements,restrictions and covenants appearing on the public record
IN WITNESS WHEREOF,Grantor,by authority duly given,has executed this instrument as of the day
and year first above written
GRANTOR:
PATRICK WILLIAMS HOLDINGS,LLG
By r.1
Name ,• �` -� '.4/.4-
Title
STATE OF NORTH CAROLINA
COUNTY OF Atialotigii
I certify that the following person(s)personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed th4foTegoin#d unjent the purpose stated therein and in the capacity
indicated u.ri,a t.er f 15�'*•� A'l W' rt f•c
Date /ftiv/le
Printed or Typed ame Whoix- 6�i1,rfit.�.
�, Notary Public
♦�' �'S1k �
Jeeeeeeeee
[Seal] t.
m0♦Q�• °.e'9 �t My commission expires ld /�A®//
€ e OTARjVa
s6;r-U8LG •c,
¢.4 •e , b
A'

EXHIBIT A
LEGAL DESCRIPTION
LYING AND BEING situate in New Hanover County,North Carolina and more
particularly described as follows
TRACT ONE Being all of that tract or parcel of land containing 196 9817 acres, more or
less, as the same is shown on the map entitled Map of Survey for Newman Buck,
recorded in Map Book 20 at Page 89 in the New Hanover County Public Registry
TRACT TWO Being all of that tract or parcel of land containing 117 33 acres, more or
less, as the same is shown on the map entitled Map of Survey for Newman Buck,
recorded in Map Book 15 at Page 27 in the New Hanover County Public Registry

0ON1 Y.
0
4A44., 0
1/ram
i1I I
,i19%r Istl{t y
JENNIFER H MACNEISH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
wrrw rwrrwr�wrrrwrwwewrrrw wwwwwwwwwrwww wrrwwrwrwwr wwrrrrrwwwrrwr ww+rw+�w+tr*+k+twrww+ew*rwwrwwrtrwrrwwrr ww*w,�***r
Filed For Registration: 0211012012 10:43:57 AM
Book: RE 5617 Page: 442.445
Document No.: 2012004180
4 PGS $26 00
Recorder: CARTER, CAROLYN
State of North Carolina,County of New Hanover
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT.
* 20 2004 80 *
2012004180

ATTACHMENT G - SECRETARY OF STATE DOCUMENTATION

• rue an Hrlrlual I-(epor L/Hrnenu an /-Ulrnual i- epor l • uploau a rur riling • uruer a uocurnenl unnne • HUU Cflllly lU
My Email Notification List • View Filings • Print a Pre-Populated Annual Report form • Print an Amended a Annual
Report form
Limited Liability Company
Legal Name
RMP Sidbury Road, LLC
Information
Sosld: 0822632
Status: Current-Active O
Date Formed: 1/13/2006
Citizenship: Domestic
Annual Report Due Date: April 15th
CurrentAnnual Report Status:
Registered Agent: Rudolph, John C
Addresses
Mailing Principal Office Reg Office
1401 Central Avenue Suite 200-D 1401 Central Avenue Suite 200-D 172 Huntley Place
Charlotte, NC 28205-5366 Charlotte, NC 28205-5366 Charlotte, NC 28207
Reg Mailing
172 Huntley Place
Charlotte, NC 28207
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Manager
JOHN C RUDOLPH
1401 Central Avenue Suite 200-D
Charlotte NC 28207

fly Email Notification List • View Filings • Print a Pre-Populated Annual Report form • Print an Amended a Annual
Report form
Business Corporation
_egal Name
).R. Horton, Inc.
Information
Sosld: 0296009
Status: Current-Active 0
)ate Formed: 11/5/1991
citizenship: Foreign
State of Incorporation: DE
=iscal Month: September
4nnual Report Due Date: January 15th
CurrentAnnual Report Status:
Registered Agent: CT Corporation System **Note load times may be long**
ECEIVE
4ddresses JUL 11 2020 1)
sir:....,Mailing Principal Office Reg Office Reg M—ailing
1341 Horton Circle 1341 Horton Circle 160 Mine Lake Ct Ste 200 160 Mine Lake Ct Ste 200
Arlington, TX 76011 Arlington, TX 76011 Raleigh, NC 27615-6417 Raleigh, NC 27615-6417
Officers
Vice President Chief Executive Officer Chairman of the Board Vice President
Cade C. Anderson David V Auld Donald R. Horton Thomas B. Montano
1341 Horton Circle 1341 Horton Circle 1341 Horton Circle 1341 Horton Circle
Arlington TX 76011 Arlington TX 76011 Arlington TX 76011 Arlington TX 76011
Chief Operating Officer Chief Financial Officer
Michael J Murray Bill W. Wheat
1341 Horton Circle 1341 Horton Circle
Arlington TX 76011 Arlington TX 76011
Rfnrk

CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. She is a duly elected, qualified and acting Assistant Secretary of D.R. Horton,Inc.-
Torrey, a Delaware corporation (the "Company"), is familiar with the facts herein certified and is
duly authorized to certify the same.
2. The following is a true,correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Sole Director of the Company dated January 12, 2015 (the
"Resolutions"). The Resolutions have not been amended,rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Assistant Secretary and NPDES Administrator
RESOLVED,that Ian E.Flannery is hereby elected to the office of Assistant
Secretary of the Company (the "Assistant Secretary") in the Company's Coastal
Carolina Division (the "Division"), to serve until the next annual meeting of
directors of the Company and until his successor is duly elected and qualified or until
his earlier death, resignation or removal.
RESOLVED FURTHER,that the Assistant Secretary is hereby authorized
and empowered, in the Jacksonville, Myrtle Beach and Wilmington areas
(collectively, the "Areas") of the Division and in the name and on behalf of(i) the
Company, (ii)any partnership of which the Company is a general partner, manager
or agent, and(iii)any limited liability company of which the Company is a member,
manager or agent (collectively, the "Entities") to sign, modify and terminate, from
time to time as he deems it to be in the best interest of the Entities, permit
applications,notifications,exemption requests, agreements,reports and documents
related to federal, state or local implementation of National Pollutant Discharge
Elimination System("NPDES")storm water or associated wetlands related matters
for the Areas including,but not limited to,independent contractor and subcontractor
agreements, consultant agreements, Storm Water Pollution Prevention Plans
("SWPPPs"), Notices of Intent("NOls"), Notices of Termination("NOTs"), plans
and other similar or equivalent agreements or documents for the Areas relating to the
business of the Entities but excluding any enforcement related documents including,
but not limited, to settlement agreements and consent decrees.
IN WITNESS WHEREOF, the undersigned has set her hand on the 14th day of January,
2015.
Ooklup cre_fzi„..„
Ashley Dagley
Assistant Secretary
U.•VTEWAL7Win\TORREYV 5Jan 14-COAS.Hp1

CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. She is a duly elected, qualified and acting Assistant Secretary of D.R. Horton,Inc.,
a Delaware corporation (the "Company'), is familiar with the facts herein certified and is duly
authorized to certify the same.
2. The following is a true,correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Executive Committee of the Board of Directors of the Company
dated April 1, 2019 (the "Resolutions"). The Resolutions have not been amended, rescinded or
modified and remain in full force and effect as of the date hereof.
Election of Assistant Vice President and City Manager
WHEREAS,effective October 31,2017,Elizabeth Shelton was duly elected
to the office of Assistant Secretary of the Company in the Company's Central
Carolina Division; and
WHEREAS, Elizabeth Shelton transferred to the Company's Coastal
Carolina Division and has been promoted to the position of Assistant Vice President
of the Company,and it is now desirable to grant her additional duties and authority
for that division.
NOW, THEREFORE, BE IT RESOLVED, that Elizabeth Shelton is
hereby elected to the office of Assistant Vice President of the Company (the
"Assistant Vice President") in the Company's Coastal Carolina Division (the
"Division'), to serve until the next annual meeting of the directors of the Company
and until her successor is duly elected and qualified or until her earlier death,
resignation or removal.
RESOLVED FURTHER, that the Assistant Vice President is hereby
authorized and empowered,in the Wilmington area(the "Area')ofthe Division and
in the name and on behalf of(A) the Company, (B) any partnership of which the
Company is a general partner, manager or agent, and (C) any limited liability
company of which the Company is a member, manager or agent (collectively the
"Entities'), (i)subject to written approval by any one of the following officers of the
Company: (a) Chairman of the Board, (b) President, (c) Senior Executive Vice
President, (d)Executive Vice President or(e)the Region President of the Division
(the "Approving Officers'), to execute and deliver contracts,agreements and other
documents and instruments (other than promissory notes) for the purchase of real
property, and any improvements or appurtenances constructed thereon or affixed
thereto, or any interest therein, including without limitation any right-of-way,
easement,leasehold or other tangible or intangible property,right or interest,and any

personal property relating or incident thereto, (ii)subject to written approval by any
one of the Approving Officers,to execute and deliver contracts,agreements,deeds,
conveyances or other obligations of the Entities, closing statements and other
documents and instruments for the sale of improved or unimproved real property,or
any interest or right therein,owned,leased or otherwise controlled by the Entities and
(iii) to execute and deliver model home leases and such other agreements,
instruments or documents as the Approving Officers shall direct.
RESOLVED FURTHER,that in connection with the management of the
Entities'business,the Assistant Vice President is hereby authorized and empowered,
in the name and on behalf of the Entities in the Area, to execute and deliver (i)
contracts, agreements and other documents and instruments for the subdivision,
development and/or improvement of real property,(ii)contracts,agreements,deeds,
closing statements and other documents and instruments for the sale,transfer and/or
conveyance of mineral rights,groundwater and other water rights owned, leased or
controlled by any of the Entities to DRH Energy,Inc.,an affiliate of the Entities,(iii)
home sales contracts,sales person employment agreements and similar or equivalent
agreements,documents or instruments and(iv)personal property leases for,among
other things,office equipment and construction trailers.
RESOLVED FURTHER, that in connection with the management of the
Entities' business in the Area,the Assistant Vice President shall be authorized and
empowered, in the name and on behalf of the Entities in the Area, to execute and
deliver any and all documents and instruments necessary to sell and convey title to
single-family and multi-family homes.
RESOLVED FURTHER, that effective as of the date hereof, Elizabeth
Shelton is hereby removed from the office of Assistant Secretary of the Company.
RESOLVED FURTHER,that effective as of the date hereof,the authority
hereby granted to the Assistant Vice President supersedes authority previously
granted by Written Consent of Executive Committee of the Board of Directors to the
Assistant Vice President.
IN WITNESS WHEREOF,the undersigned has signed on the 11t'day of April,2019.
Oi*dLkJ\ V ' i " J'
Ashley Dagley •
Assistant Secretary
U:UTEWAVIIMinWH1119Apr11-COAS2.wpd 2

CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. She is a duly elected,qualified and acting Assistant Secretary of C.Richard Dobson
Builders,Inc.,a Virginia corporation(the "Company'), is familiar with the facts herein certified and
is duly authorized to certify the same.
2. The following is a true,correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Sole Director of the Company dated April 1, 2019 (the
"Resolutions"). The Resolutions have not been amended,rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Assistant Vice President and City Manager
RESOLVED, that Elizabeth Shelton is hereby elected to the office of
Assistant Vice President of the Company (the "Assistant Vice President') in the
Company's Coastal Carolina Division(the "Division'),to serve until the next annual
meeting of the directors of the Company and until her successor is duly elected and
qualified or until her earlier death,resignation or removal.
RESOLVED FURTHER, that the Assistant Vice President is hereby
authorized and empowered,in the Wilmington area(the "Area')of the Division and
in the name and on behalf of(A) the Company, (B) any partnership of which the
Company is a general partner, manager or agent, and (C) any limited liability
company of which the Company is a member, manager or agent (collectively the
"Entities'), (i)subject to written approval by any one of the following officers of the
Company: (a) Chairman of the Board, (b) President, (c) Senior Executive Vice
President,(d)Executive Vice President or(e)the Region President of the Division
(the "Approving Officers'), to execute and deliver contracts, agreements and other
documents and instruments (other than promissory notes) for the purchase of real
property, and any improvements or appurtenances constructed thereon or affixed
thereto, or any interest therein, including without limitation any right-of-way,
easement,leasehold or other tangible or intangible property,right or interest,and any
personal property relating or incident thereto,(ii)subject to written approval by any
one of the Approving Officers,to execute and deliver contracts,agreements,deeds,
conveyances or other obligations of the Entities, closing statements and other
documents and instruments for the sale of improved or unimproved real property,or
any interest or right therein,owned,leased or otherwise controlled by the Entities and
(iii) to execute and deliver model home leases and such other agreements,
instruments or documents as the Approving Officers shall direct.
RESOLVED FURTHER, that in connection with the management of the
Entities'business,the Assistant Vice President is hereby authorized and empowered,

in the name and on behalf of the Entities in the Area, to execute and deliver (i)
contracts, agreements and other documents and instruments for the subdivision,
development and/or improvement of real property,(ii)contracts,agreements,deeds,
closing statements and other documents and instruments for the sale,transfer and/or
conveyance of mineral rights,groundwater and other water rights owned,leased or
controlled by any of the Entities to DRH Energy,Inc.,an affiliate of the Entities,(iii)
home sales contracts,sales person employment agreements and similar or equivalent
agreements,documents or instruments and(iv)personal property leases for,among
other things,office equipment and construction trailers.
RESOLVED FURTHER,that in connection with the management of the
Entities' business in the Area,the Assistant Vice President shall be authorized and
empowered, in the name and on behalf of the Entities in the Area, to execute and
deliver any and all documents and instruments necessary to sell and convey title to
single-family and multi-family homes.
IN WITNESS WHEREOF,the undersigned has signed on the 11t day of April,2019.
OrCitkivilttl
Ashley Dagley
Assistant Secretary
U:lITEWALTivfm1Dobson118Aprl1-COASwpd 2

CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. She is a duly elected,qualified and acting Assistant Secretary of D.R.Horton,Inc. -
Torrey, a Delaware corporation(the "Company'), is familiar with the facts herein certified and is
duly authorized to certify the same.
2. The following is a true,correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Sole Director of the Company dated April 1, 2019 (the
"Resolutions'). The Resolutions have not been amended,rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Assistant Vice President and City Manager
RESOLVED, that Elizabeth Shelton is hereby elected to the office of
Assistant Vice President of the Company (the "Assistant Vice President') in the
Company's Coastal Carolina Division(the "Division'),to serve until the next annual
meeting of the directors of the Company and until her successor is duly elected and
qualified or until her earlier death,resignation or removal.
RESOLVED FURTHER, that the Assistant Vice President is hereby
authorized and empowered,in the Wilmington area(the "Area')ofthe Division and
in the name and on behalf of(A) the Company, (B) any partnership of which the
Company is a general partner, manager or agent, and (C) any limited liability
company of which the Company is a member, manager or agent (collectively the
"Entities'), (i)subject to written approval by any one of the following officers of the
Company: (a) Chairman of the Board, (b) President, (c) Senior Executive Vice
President, (d)Executive Vice President or(e)the Region President of the Division
(the "Approving Officers"), to execute and deliver contracts, agreements and other
documents and instruments (other than promissory notes) for the purchase of real
property, and any improvements or appurtenances constructed thereon or affixed
thereto, or any interest therein, including without limitation any right-of-way,
easement,leasehold or other tangible or intangible property,right or interest,and any
personal property relating or incident thereto,(ii)subject to written approval by any
one of the Approving Officers,to execute and deliver contracts,agreements,deeds,
conveyances or other obligations of the Entities, closing statements and other
documents and instruments for the sale of improved or unimproved real property,or
any interest or right therein,owned,leased or otherwise controlled by the Entities and
(iii) to execute and deliver model home leases and such other agreements,
instruments or documents as the Approving Officers shall direct.
RESOLVED FURTHER,that in connection with the management of the
Entities'business,the Assistant Vice President is hereby authorized and empowered,

in the name and on behalf of the Entities in the Area, to execute and deliver (i)
contracts, agreements and other documents and instruments for the subdivision,
development and/or improvement of real property,(ii)contracts,agreements,deeds,
closing statements and other documents and instruments for the sale,transfer and/or
conveyance of mineral rights,groundwater and other water rights owned,leased or
controlled by any of the Entities to DRH Energy,Inc.,an affiliate of the Entities,(iii)
home sales contracts,sales person employment agreements and similar or equivalent
agreements,documents or instruments and(iv)personal property leases for,among
other things,office equipment and construction trailers.
RESOLVED FURTHER, that in connection with the management of the
Entities' business in the Area,the Assistant Vice President shall be authorized and
empowered, in the name and on behalf of the Entities in the Area, to execute and
deliver any and all documents and instruments necessary to sell and convey title to
single-family and multi-family homes.
IN WITNESS WHEREOF,the undersigned has signed on the 11t day of April, 2019.
Ashley Dagl 94/M
Assistant Secretary
U:V173WAL11Min17ORRrsY119Apr1I-COASwpd 2

CERTIFICATE OF ASSISTANT SECRETARY
The undersigned hereby certifies as follows:
1. She is a duly elected, qualified and acting Assistant Secretary of DRHI, Inc., a
Delaware corporation (the "Company'), is familiar with the facts herein certified and is duly
authorized to certify the same.
2. The following is a true,correct and complete copy of resolutions related to the subject
matter as adopted by the Consent of Sole Director of the Company dated April 1, 2019 (the
"Resolutions"). The Resolutions have not been amended,rescinded or modified and remain in full
force and effect as of the date hereof.
Election of Assistant Vice President and City Manager
RESOLVED, that Elizabeth Shelton is hereby elected to the office of
Assistant Vice President of the Company (the "Assistant Vice President') in the
Company's Coastal Carolina Division(the "Division'),to serve until the next annual
meeting of the directors of the Company and until her successor is duly elected and
qualified or until her earlier death,resignation or removal.
RESOLVED FURTHER, that the Assistant Vice President is hereby
authorized and empowered,in the Wilmington area(the "Area')of the Division and
in the name and on behalf of(A) the Company, (B) any partnership of which the
Company is a general partner, manager or agent, and (C) any limited liability
company of which the Company is a member, manager or agent (collectively the
"Entities'), (i)subject to written approval by any one of the following officers of the
Company: (a) Chairman of the Board, (b) President, (c) Senior Executive Vice
President, (d)Executive Vice President or(e)the Region President of the Division
(the "Approving Officere), to execute and deliver contracts,agreements and other
documents and instruments (other than promissory notes) for the purchase of real
property, and any improvements or appurtenances constructed thereon or affixed
thereto, or any interest therein, including without limitation any right-of-way,
easement,leasehold or other tangible or intangible property,right or interest,and any
personal property relating or incident thereto,(ii)subject to written approval by any
one of the Approving Officers,to execute and deliver contracts,agreements,deeds,
conveyances or other obligations of the Entities, closing statements and other
documents and instruments for the sale of improved or unimproved real property,or
any interest or right therein,owned,leased or otherwise controlled by the Entities and
(iii) to execute and deliver model home leases and such other agreements,
instruments or documents as the Approving Officers shall direct.
RESOLVED FURTHER, that in connection with the management of the
Entities'business,the Assistant Vice President is hereby authorized and empowered,

in the name and on behalf of the Entities in the Area, to execute and deliver (i)
contracts, agreements and other documents and instruments for the subdivision,
development and/or improvement of real property,(ii)contracts,agreements,deeds,
closing statements and other documents and instruments for the sale,transfer and/or
conveyance of mineral rights,groundwater and other water rights owned,leased or
controlled by any of the Entities to DRH Energy,Inc.,an affiliate of the Entities,(iii)
home sales contracts,sales person employment agreements and similar or equivalent
agreements,documents or instruments and(iv)personal property leases for,among
other things,office equipment and construction trailers.
RESOLVED FURTHER, that in connection with the management of the
Entities' business in the Area,the Assistant Vice President shall be authorized and
empowered, in the name and on behalf of the Entities in the Area, to execute and
deliver any and all documents and instruments necessary to sell and convey title to
single-family and multi-family homes.
IN WITNESS WHEREOF,the undersigned has signed on the 11 `day of April,2019.
Gialdbit4 Q
Ashley Dagley
Assistant Secretary
U:IITEWALT Min1DRHI\19Apr11-COAS.wpd 2

For DEQ Use 8...
Reviewer: , —4 V
North Carolina Department of Environmental Quality Submit 7 14) a00
Request for Express Permit Review
Time:Co
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
package of the project location.Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(ancdenr.gov Provided Ehisting Permits
related±o this Proiect
• Fayetteville and Raleigh Regions-David Lee 919-791-4204;david.lee(ancdenr.gov L�� �
• Mooresville and Winston-Salem Regions-Paul Williams 336-776-9631;paul.e.williams(ctncdenr.gov S�'!
• Washington Region-Lyn Hardison 252-948-3842 or lvn.hardison(a)ncdenr.gov SW
WilmingtonRegion-Cameron Weaver 910-796-7265 or cameron.weave►(a ncdenr.gov SW
• NPDES —TI i b I ZO ZO
NOTE:Project application received after 12 noon will be stamped in the following work day. N?DES
WQ
Project Name: SIDBURY STATION-PHASE 1 County: NEW HANOVER ` Q
Applicant:JOHN C RUDOLPH Company:RMP SIDBURY ROAD,LLC E&S
Address:1401 CENTRAL AVENUE SUITE 200-D City:CHARLOTTE,State:NC Zip:28205-5366 E&S
Phone:__ ,Fax:_ ,Email: @ Other
Physical Location:MURRAYVILLE,NC-MAIN DEVELOPMENT ENTRANCE OFF SiDBURY ROAD
Project Drains into PRINCE GEORGE CREEK waters—Water classification C;SW(DWR Surface Water Classifications Map)
Project Located in CAPE FEAR River Basin. Is project draining to class ORW waters?N,within''/2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters?N
Engineer/Consultant: RICHARD MOORE, PE Company:MCKIM AND CREED, INC
Address:243 NORTH FRONT STREET City:WILMINGTON, State: NC Zip:28401- o.
Phone:[phone].Fax:[phone],Email:[e-mail] E C E IV E',
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED Ei IPLOYIENT,IF AVAILABLE MAY 0 6 2020
$ # JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ BY:
Scoping Meeting ONLY ElDWR, ElDCM, ®DEMLR, ❑OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM(S)YOU ARE REQUESTING FOR EXPRESS PERMITTING
Li 401 Unit LI 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
El 401 Water Quality Certification El Isolated Wetland( linear ft or acres)
El Riparian Buffer Authorization El Minor Variance El Major General Variance
®State Stormwater El General ❑SFR, El SFR<1 ac. El Bkhd&Bt Rmp, ❑Clear&Grub, El Utility ❑Other
El Low Density ❑Low Density-Curb&Gutter #Curb Outlet Swales El Off-site[SW (Provide permit#)]
Z High Density-Detention Pond 4#Treatment Systems El High Density-Infiltration _#Treatment Systems
❑ High Density-Bio-Retention _#Treatment Systems El High Density—SW Wetlands _#Treatment Systems
El High Density-Other _#Treatment Systems/❑MOD:❑Major❑ Minor El Plan Revision El Redev.Exclusion SW (Provide perm:#)
El Coastal Management ❑Excavation&Fill ❑Bridges&Culverts ❑Structures Information
El Upland Development El Marina Development El Urban Waterfront
El Land Quality ❑Erosion and Sedimentation Control Plan with acres to be disturbed.(CK# &Amt. (for DEQ use))
SECTiOi4 THREE—PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT(for both scopinq and express meeting request)
Wetlands on Site /1 Yes El No Buffer Impacts: ®No El YES: _acre(s)
Wetlands Delineation has been completed: ®Yes El No Isolated wetland on Property®Yes El No
US ACOE Approval of Delineation completed:El Yes®No 404 Application in Process w/US ACOE: El Yes No Permit
Received from US ACOE El Yes® No
DEQ
----'-•�rL' rsrcqh
Fee Split for multiple permits:(Check# 1 Total Fee Amount$
SUBMITTAL DATES Fee SUBMITTAL DATES Fee
CAMA $ Variance(❑Maj;❑Min) $
SW(❑HD,❑LD,❑Gen) $ 401: $
LQS $ Stream Deter,_ $
NCDEQ EXPRESS June 2019

Design Narrative
I. Existing Site
The proposed 314.3 acre development,known as Sidbury Station,is located in New Hanover
County, 1.80 miles North East of the intersection of Blue Clay Road (SR 1318) and Sidbury Road
(SR 1336). This development will consist of single family residential,multifamily residential,
open space,an amenity center and private streets.This phase(Phase 1) of the development
consists of approximately 115 acres of single family residential development and the amenity
center.
The existing site is undeveloped farmland and woods with vegetation that is primarily row
crops with crop residue,woods,wetlands and understory growth.A copy of the USGS
quadrangle map is attached indicating project vicinity and general drainage patterns in the
area.The New Hanover County SCS Soil Survey(copy attached)indicates the underlying soils
within the project area predominantly Johnston Soils (JO),Leon Sand(Le),Murville Fine Sand
(Mu), and Seagate Fine Sand(Se). The Hydraulic Soil Group Classifications are A/D,A/D, A/D,
and B respectively.
The project site is in the Cape Fear River Basin and drains to Prince George Creek. According
to the latest surface water classifications published by NCDEQ Prince George Creek is
classified as C;Sw. Prince George Creek Drains to the North East Cape Fear River(B;Sw,
Index-No. 18-74-(47.5))as illustrated on the attached USGS Topo Map.Wetlands do exist
within the site boundary but will not be disturbed.The wetlands have been flagged however
the USACE is not currently performing site visits to confirm flagging. We anticipate this
restriction to end, survey to be performed, and have a signed jurisdictional determination prior
to submittal of this project for permitting. The site does not drain to ORW designated waters,
is not within 1/2-mile of and draining to SA classified waters,and is not within 1-mile and
draining to HWQ designated waters.
II.Proposed Improvements
The proposed improvements are consistent with any residential subdivision.The basic
improvements proposed at this time consist of the construction of roadways with standard
curb and gutter,water and sewer utilities, and storm drainage collection and treatment systems
(consisting of four wet detention ponds)to allow for the construction of 258 single family
residential homes and the amenity center.The systems ultimately drain to the North East Cape
Fear River via wetlands and Prince George Creek.

ATTACHMENT A - USGS QUAD MAP

' 1 11111
a a
1 I fill
1
0
0
!-,...,,,,i.:. m 05
ce z CI-
] '1.18".;144.7.:1: 7!!:1!H•it j 4: . LI • W
I .'•!:':•::::*::::.::!_%:'''::::::::.). )- M
-1 '::::•:::::.7:.t:tE:2:::'::::::::: : CC m •-
M 0 Ill
/ 0 4(
i:
-\%::-::::.:::•::*:::.::.:s-i::
, •!••::•:•::::•:•: ..4
PHASE 2 .
(FUTURE PHASE) .
•••..,,,..1
_:;: ____=___-; i it —-- ..s....,
Now ' P8 siral,"4......
- - - ------ --' nol i agy 4 . !:i 1 .... ......_ by.
7.4%..
1 1
1 I::::II * • ' l' & • ••ihrl ---- ...' I. • ----'---_,11 IV
I .11.`.. 7:•':': l'-'-
ri1 I-1'1 I\i\ef,iutr..i.:ir•l 1—o0T1''u='1 4'',,' a1rEs3iil1lllll1 l,i.u.8..'8m l.2'l' 1ia•I.1m..Otl g•1i A•.Io1l..g1..i1n..:.%:•g.::.::.:.:::..:A 4'..r.I l•iif
O•..:•-.
.WZ• i1r Ai,'l.lgV
a '•.:•:.•:.::..::':. -:274- i
In-
, , 13.--, , kil ., 1 i.hprii-.-- 7....., •:::.....::;:, \ A__,
Ildfl& ..
, i'•:1111, ., 'LW:: , ,r---_ ir--- -- _ I ,
\, i•;. . 'ea ..,.. ,„....:....- , 0 _ .. --, ,Iii
,
i'i,:.1111.11, 11romsr)•::H.::•.T:tirit
--::: -=.7.7.\'':.7.1-.74::*:•••.. -.. -- . 1 ›- z
• cc a .1
. .,
1 \ 11. A ' al 8 ralrim‘Iga
1 Ir.. : 1:11111113 USW- 2 :7" i• IC)F•jrsIQ) ° gar f
- t
- •
1 tit l' MI a I allit •:CO2s,/1
I:.
Oagg co
F CC N.01 X 11 I i
igq
\ 'e:Wi 'ONO '0111r:i (DV iliji
_ _.j
14.7.in ifil ..11111114, ;•11114(7::: ;. .:: :::•:.::•:.::.•:::•:.
1 ,Ritir P :•:: ::'::::::'::::'::::::':::::::::::. .::• ''''.".."I
1
' •• Pair ' 0 ''::':'• '::':•:•::':•::*:•:.::':•:•':•:•::•:•:••: ...'.- 1
i. .1Iti F,V11111113 110' Its/
ip• ,EMI 1- %. 111 . A, gie
• t• si s 1
1 '1
1 \ ( . ,.., ik-_-iii*\Willo-•V ::.•i:: . :.:'i:::.i: :i: :iii::.::•:.::.:.i.:.:: :::.:"1\ i
I
la a . 'fir
lii I\ Il?i• A law. imiks-lt,, . -':::: :::::::::::::::::1:::::::::::::::::::::::•.%....... I
i 'Ill'Easii 2111;'' "''''. 9- - - . . .:::.:.::::::.:::.:i:::::::.::iii::'::::.::.:••
1 1 1
.. -...:..,..
—---tii. --- ---c::;4;(• :::::.:::::::::::::::::::::::.:::::.::.:........
1 1
10._--4. :.::::.:,::•::::::i:::-i:::::::....i:i... • 1 ,
1
ii, \\k, _I,- Is\,,El..:,•:.--:::-:-., •
1):- , =7. .::::::•:.::::'::::i::::::i:i:::::::*: ;I
1.\.lis - ,1h, : 0 '•:.,.. .:.: . •. •• •••••77........:......
1 i•v. . v: 6 •••:.::•:- •- •
\ .......-r.. ./..-17.-4,4---t-,,, a ;•,
/ , I
CU ILI,Y
// 0 0 LU
r Z 2 W
[ , ;
a ti.i o
Z•C
0 '
•- I

a ,
Y 1 ,
�i
,i
z
5 95 L
b
b
a 1$/5 2
1014_,
Q
JZ_
O
U
O
C t:L1 ,
II Z W
1.'.'.'.• .'W Z Q U• (A K K
W :::: E 8 ‘1
a
w
PHASE 2
(FUTURE PHASE)
1.1400 GS* 414*Art: - r•SteAfc/4,
M run
-'-' 4. . 1 \ • -•-inua . .4.0a -tili,ire "*.---.......$
•'��1 II x I�•• r •• ❑o N
\ \ :12,:;.•:____,_, yam I g itie :::::::•::::*.';
( Y I R ❑y
,. m I . rip ' Z1I®
i iRIal Imo• di
m m
I 0 R1 � ..... fimI
II
•
L.
I •y I I i to
IN 11 P. I EMI 'NW** r o E ?1i —� I Wt W o 1
1 ': U�� I� j r O Q W M QO 2 ` n` s
(. ,IIIR.
"9 _ � r Zrn1i OOn" w
I '(.tea VIIINIFIE I min v•.•: W ���III
1
I I 1• . ) 1
III a®•' , :®I I I!
1 ' 4: Al111 V ..••. ..•••...••••
I, i ...t,,,,."el 5_51_11__S /v.* .0 . .. •.....•.••...•...
\ \ :liti 11160111 ••-iiii* :.:.::::7:::•:.:::.:•::•:.::::•::':.::::''' ' .
•
IIti` f I� ❑ •®..
II U
,' W W , ----�� Q
a_WU Z
CD
g

In usGs ILL OiPrUOIT OF TOO INT I OCOTRHILLH WOO/ANGLE
U.S.ffOLagCALS& �,I S 1� MIMI flMq=NA
x.�r..r"y,:W W tA011meva
nA9a .n rxr
r;y M'rE D R AO w m w w 19 ♦ I) xm
I
•
05
•
•
•
w f - - , yam_ -
0:\' ..-
PROJECT 'a. •
- BOUNDARY - . - .m .u.w.
• "°�. "ram
s
i _ _.•`. k ..' te+a.
I
{ J �_� ; { :..,�
•
- aT B f,, N 1
•t.
w.� •p rt301
.s_ .......... r ti '•r 3 '.,.} ' r,r u
• .�:''�Be®a - . e , i
_ . . ,.....l-
,
SC..•• ' �� ,e ... .••t . `Lf y .k
"
y8.
M.1NF IG ]1 m T4 Lh 69 m . .1 -••+k°�[
nAs` .....0
1xliutl tlr+Srt1190 1
:a..r..a a-.r:n:ao�/x fa, SCALE 1'JA WO _
.+rawaa.:vfr.•.r-.r " r sr imam ... ..._..
....Our r..xn..,.wacmr.vn .,,...
�:fm,u.® :.av ._ >a
fir:.._._.....:_:"_:'. s. w
u .m.pax................... . .....
r.r I
artisio.
_...._.... ...... ... ,......".f. .:._ r _. 5
SSORS NIL NC
a �,. 3F

ATTACHMENT B - SCS SOIL SURVEY MAP

z z
b ry
N en
COME 001266 002006 COY 026006 002100E maze 000206E 00ma N r,
M.9Z,OS e[.L
M„BZ,OS dl N O
0)
NI
c, f0 Oi
a
F.
1
1- \\\
_ _ -1
8_ Pi
�..
iti
co f
z
o k
N
U
.c N
O,- c
7
Zy 1 �_
l0 cC >4`o
H am - r a) �
U E
Oi.L -1 a0
2 § U
p To
L
zI _ $m O
_
�
gyp A z
O
co
4. •
co Q
\ .
rV. -.:-
g
n
S q d
` m
•:I GO[ G c
�y : O
c, —
1 $ 1 ca o O mt
t_ at
1.
c
8 z� 2 V
8 4 Ni
M,1Zd5 dl E • I I I I I • I I I M,1Z SS dl
OOi80i8 =ZO E COMM 005106E COME 0062� fi C 202 0�6 00 as r'
z z
b

h A
o Cr)
N .o
O
V) N N
a) •� N as as Z ° N m
C') CO
N W .° U V) O N -O 0-
CO Ca tp a) 8 a) .t fQ N � Cl) I > C O
(0 U 7.°D n U ) co To y 0 C
C U y N Ca a) 7 E y= C y N C 0,E
a) U `- 1do E °) a) : N,_ a r 2 n - Y °
D. o)= 2 E co 5 ai.° E a) ° m o °
m C U f0 m o o a) _0 2 a) 5 ° V E N m a o
Z E N 'n coii w ° m CO O CO L 0O ° ° °
O n� a)
c i6cl n y 7 ° U 0 z C
°) () E w C L o (6 °) °) 0 °
y 4- coO O y y N O z Z N V E N U
Q O L n C °) 'p N Q ram+ ii
L O` 2 N
• O w ° n; c co U w o_t as o) c CD
Ca a °
re ‘52 m Emu, °°) m ° o io `� $ U m Q� Qto
O ° L as U C N '- C C CA os -- y
�. > L° o o N °) N m y C V U > O N 0 COas
T m E
LL ° ° — Cm o v°i o C E ° oN (p L BEd
dJo O d L ° W .0 = v) •U'G u)as 0 13 a7 0 `� ° N .0 ° •a)
a. E C -0 faa� U ° cn � •o n� v . = 'y m a Q U �
< U• 0 L- O 0U y 7 J O y n C 0 N N ° ') n ; ° °E ao CO °7Q $ c ° v z ° a o N o�
w n CO L ° ZEE ° nas °c aai ° is ° . "v'E
o ns E H N .0 > L ° 2 m CO CO is N o O) E 0O 01 T 7
O C '� C ..N.. 0 > a. a) •
U a7 (C U m C 5 0 .0. a) O f0 o.
a)
N V) 7 D O Ca L C
= Cl) a) yE0) t•E 4_ v) 0 E o3U D '` 02 = o CD nmu-n) E
No E E a) E o O C a o ° ate) ° ° ZQ n0 °m L��o
° a7 'y O C [6 O °
a) Lo E al ° �` d m m CD 7 Eat CO aa)) P. unit _ a) E00 9N ° nc)
O L � >to C y C O U ° a) o a) coO Ca O u) � P.
E w 'O 7 'O 'P. °Cp L O E L
C H � >. W E_ O N [LE co>O 2 n-E Q a) 1- 0 0)0) Cq n- ON 1- U .- u)
C
a)
U
L a)
O
o.- 7
Z °
Cr (n
o a > >
U iri cn .'
E _ °
o L• PL 0_C la o
CO Z m wr U
S 7 i t
c to a as
°I0 a U_ co .0 E o
n N
Z v Cl) c o 2 y a v i0
I) d O O J o
W +�-' O O L Z
m 0 a m E Sg o c ca a
2 Q = ca u) a) U m W [C p mTs
G O L o W E C 'lp N (n li p m
Cl) > O m (n o K O J .01
a ci) •-
O m o
Z LY
�( vo fa a) 0 �r
tc T' ❑ m o • 0 .W C
0 Wco
H m
W
a
a
O
a o o o
2 w a a � aE a• w d`
a N
c c c o d O mm gg Oo O.
m7 7 ma« .. O c � r a a• aa n a O 0 a
; Tp O rm
to
Q a 3 > > vE E 2U 1pTy m a) 5 C a) _o a
a O O O C 0 t 1u O e e C > m C m a) o m m a) _ 2
• co v7 co •o m m U U 19 L7 J J 2 e
a U (n (n 0 Cl) Cl) Cl)
at a. a)
C)
c
s to a y i co • `°
wre cc
—
a
o `a
o °
c
eo
Z0
81
.ih t

Soil Map— New Hanover County,North Carolina Sidbury Farms:Phase 1
Map Unit Legend
limp Unit ay'rata! I lisp Una Warne M En AOI I'rrsant of AM
JO Johnston soils 1 23.9 19.8%
I
Le Leon sand 1.2 1.0%
Mu Murville fine sand 40.7 33.8%
Se I Seagate fine sand 54.51 45.3%
Totals for Area of Interest 120.3 100.0%
USR> Natural Resources Web Soi!Survey 3/25/2020
-- Conservation Service National Cooperative Soil Survey Page 3 of 3

S L,4 rn r14)
4 - 6- t.,..co r-._. �,7d�•.� •.y.-,i fY '., 9 il��'.�V�Yy i....C7;'•�I
'i1/4.1' .)•�r.. 1� _ ..+r Y. z J%ri-Ar
, I5c '•4Jv� r•.:3'1 r- \Jec. .r .j J.�/'1tr U „
4-`.\(-_h 'CPC r.St
S;r,�le ��. �� rr.e�' -�t
`l -,- n C. !d r ,v+-e , 22S SiorSA 6.V Q aUfi in o r i{..,,� .
W 000 Sc per �._o�
.t'c1 l•� " Stern►
�`^~ 't e.v U3(I; Lc
rse'r.FA C rc
or hn r.� •
vy)IvICW
ATTACHMENT C— SITE PLAN
Ne
3i nt��S core c4ec �.
• ►c r 4 f i c,o+i 4 -, �.► ,�.c.
• OR S D S
• v`r ;drN 1)C nee as }a b,7e.,
•5,,� rv-,e(— air' cce. {art • . =;ec-s
9
y r opor dSec),'f`d
I-0 k i ins +-r.A'a i .
• ncecl 21 cornple1c wnr•1 ecAtoot.r1ck
Thr ev'f•!re proper hi '. .rc.7
'rip raP C�IcU���tian