SW8210310_Historical File_20211122

GSP CONSULTING
LIMB OF TRAM SMI AL
6626 Gordon Road,Unit C _
WILMINGTON,NORTH CAROLINA,28411 DATE 11/16/21 JOB NO. 2020-0005
(91o)442-787o ATTENTION Jessica Edmonds
FAX(91o)799-6659 PHONE#
RE: Silo Ridge
TO: Jessica Edmonds SW8 210310
NC Division of Water Quality �... .
1.27 Cardinal Drive Ext.
Wilmington, NC 28405 _• �r
•• �
WE ARE SENDING YOU ❑Attached ❑ Under separate cover via the following items:
❑ Fee Check ❑ Permit Applications ® Plans ❑Calculations ❑Specifications
❑Copy of Letter ❑ Change order ❑ Diskette ❑
COPIES DESCRIPTION
2 Revised Silo Ridge plan Sheets C-5.1-C-5.4
THESE ARE TRANSMITTED as checked below:
® For approval ❑Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑Approved as noted El Submit copies for distribution
❑As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
COPY TO: File SIGNED: -Garry S. Pape, P.E.
If enclosures are not as noted,kindly notify us at once.

GSP CONSULTING
6626 Gordon Road,Unit C
LC E Off T SNMIUI�I AL,
WILMINGTON,NORTH CAROLINA,28411 DATE o8/23/21 —I JOB NO. 2020-0005
[phone] ATTENTION
Jessica Edmonds
FAX(91o)799-6659 PHONE*
RE: Silo Ridge EC WE
To: Jessica Edmonds SW8 210 10 '''' i
NC Division of Water Quality 3 AUG cU1
127 Cardinal Drive Ext.
Wilmington, NC 28405
WE ARE SENDING YOU ❑Attached ❑ Under separate cover via the following items:
❑ Fee Check ❑ Permit Applications Z Plans ❑Calculations 0 Specifications
❑Copy of Letter ❑Change order ❑ Diskette ❑
COPIES DESCRIPTION
2 Revised Silo Ridge plans
THESE ARE TRANSMITTED as checked below:
For approval ❑Approved as submitted ❑ Resubmit copies for approval
❑For your use ['Approved as noted ❑ Submit copies for distribution
As requested ❑ Returned for corrections ❑ Return _ corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
COPY TO: File SIGNED: -Garry S. Pape, P.E.
If enclosures are not as noted,kindly notify us at once.

Jessica M Edmonds
From: Garry Pape <[e-mail]>
Sent: Thursday,August 19, 2021 2:53 PM
To: Jessica M Edmonds
Subject: RE: [External] RE: Response to request for additional info - Silo Ridge -SW8 210310
Attachments: Silo Ridge Wet Pond Supplement.pdf
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report gpar',.
Jessica,
Attached is the revised pdf. The nature trail is to be 5'and will not ne paved. Will be either mulch or more likely just
grass. -Garry
From:Jessica M Edmonds<[e-mail]>
Sent:Thursday,August 19,2021 1:32 PM
To:Garry Pape<[e-mail]>
Subject: RE: [External] RE: Response to request for additional info-Silo Ridge-SW8 210310
Hi Garry,
Thank you for these efforts and clarifications.
Could you please also update Row 2 of the Wet Pond section of the supplement to be 106,030 cf and then email a
complete PDF of the entire updated supplement so it can be preserved electronically? I would greatly appreciate that.
Additionally,can you confirm the width of the nature trail and whether it will be paved or unpaved?
Thanks.
Jessica Edmonds, El
Environmental Engineer
Division of Energy, Mineral,and Land Resources State Stormwater Program
North Carolina Department of Environmental Quality
Office: 910 796 7215
Direct: 910 796 7344
Email: jessica.edmondsAncdenr.gov
Address: 127 Cardinal Drive Ext.
Wilmington, NC 28405
-DE C
Email co!resp.1!'%Cie:noe to end from.M.is address st.!bje:t`o the
Caraf;na i)uL'i Records LOW:y!"rd rre,), be cr.c l t third parties.
From: Garry Pape<[e-mail]>
Sent:Thursday,August 19,2021 11:08 AM
1

ROY PER Govenwr
ELIZABETH S.BISER
Secn niy
BRIAN WRENN NORTH CAROLINA
Director Environmental ly
August 19,2021
Via entad only: EradvEaancadantsisonses.net
Sidbury Development I,LLC
Attn.Adam Sosne,Member/Manager
6626-C Gordon Road
Wilmington,NC 28411
Subject: Request for Additional Information
Stormwater Project No.SW8 210310
Silo Ridge
Pender County
Dear Mr. Sosne.
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for
the subject project on March 26,2021 with additional information requested on May 17,2021 and received on
June 4,2021. A preliminary in-depth review of that information has determined that the application is not
complete and that additional information is needed. To continue the review,please provide the following
additional information in a sinele,hard copy submittal package:
1. Previous request,Item#9:
15A NCAC 02H.1042(2XgXiv): Please provide proposed contours and drainage patterns to support that
all of the 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.
Previous response
Elevations have been provided to show that all of the proposed BUA is being directed to the proposed
stormwater system.
Current request:
15A NCAC 02H.1042(2)(g)(iv): Thank you for the additional spot elevations on the road,however,
proposed contours are needed for the proposed grading and improvements at this site.Please
ensure these proposed contours also clearly support the proposed drainage divides,including all
high points in the road and around all amenities.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 devotion survey may be
needed
2. 15A NCAC 02H.1042(2)(g): In an email dated 8/19/2021,updated SCM detail sheets were provided
electronically with updated forebay information in an effort to clarify the forebay elevations.Please
provide two signed,sealed and dated paper copies of these plan sheets.
Please remember to confirm that any revised information is presented consistently throughout the application
documents including calculations, supplements,narrative,and plans. Please also remember to provide two hard
copies of any updated documents per 15A NCAC 02H.1042(2).
North Carolina Department of Environmental Quality l Division of Energy,Mineral and Land Resources
Wilmington Regional Office I.127 Cardinal Drive Extension I Wilmington North Carolina 28405
01011,._•441la ri4
iie.A..k+e.ri.e.r 910.7%.7215

State Stormwater Permit No.SW8 210310
Page 2 of 2
Al!of the requested information listed above should be received in this Office by September 3,2021,or the
application will be returned as incomplete.Please note that only two letters requesting additional information is
allowed in the State Stormwater Program for a total of 30 days to submit the requested additional information.ation. If
the information is not satisfactorily provided after either the second request or 30 days, the project will be
returned. If the project is returned and you wish to re-submit later,you will need to resubmit all required items at
that time,including the application fee.
The construction of any impervious surfaces,other than a construction entrance under an approved Sedimentation
Erosion Control Plan,is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter,please feel free to call me at(910)796-7215 or email me at [e-mail].
Sincerely,
E
Jessie Edmonds
Environmental Engineer
DES/jme: \\\Stormwater\Permits&Projects\2021\210310 HD\2021 08 addinfo 210310
cc• Garry S.Pape,PE, GSP Consulting,PLLC;via email:[e-mail]
Wilmington Regional Office Stormwater File
North Carolina Department of Envtrocmemtal Quality I Dtvislon of Energy:Mineral and Land Resources
Wilmington Regional Office i 121 Cardinal Drive Extension i Wilmington,North Carohna 218405
al0.796.7215

Jessica M Edmonds
From: Jessica M Edmonds
Sent: Thursday,August 19, 2021 5:00 PM
To: [e-mail];Garry Pape
Cc: Hall, Christine
Subject • Second request for additional information Silo Ridge SW8 210310
Attachments: 2021 08 addinfo 210310.pdf
All,
Attached is a pdf of the second request for additional information for the subject project. There are just a few final
items that need to be addressed. Please let me know if you have any questions or concerns.
I would be happy to call and discuss specifics if that would be helpful.
Thanks!
Jessica Edmonds, El
Environmental Engineer
Division of Energy, Mineral,and Land Resources State Stormwater Program
North Carolina Department of Environmental Quality
Office: 910 796 7215
Direct: 910 796 7344
email: [e-mail]
Address: 127 Cardinal Drive Ext.
Wilmington, NC 28405
, :ittE
Email correspondence to and from t;::`•address is st'i.f act to the
North Carolina Public Records Law and m;,y be disclosed to bird parties.
1

GSP CONSULTING
July 2,2021
NCDENR
Division of Energy,Mineral and Land Resources
127 Cardinal Drive Extension
Wilmington,NC 28405
do Jessica Edmonds
Re: Request for Additional Information SW8 210310
Silo Ridge
We have received your request for additional information,dated May 17,2021. The following notes
outline our responses to your requests and address how the requests have been addressed,and identify
the changes to the plan:
1. 15A NCAC 02H.1053(1):Please provide documentation and/or calculations to support the
identified SA/DA ratio for all ponds.
Response: SA/DA ratio calculations for all ponds included in calculations.
2. 15A NCAC 02H.1003(7), .1042(2)(a)(iv), and.1042(2)(k):It appears that the Drainage Area
2 and 3 building BUA listed in Section IV.10 of the application is inconsistent with the deed
restrictions allocations and the number of lots that appears to be located within these
drainage areas.Please confirm the allocated built-upon area(BUA)listed in the deed
restrictions is consistent with the total lot BUA listed for the drainage areas presented in the
other application documents.
Response: The allocated built-upon area(BUA)listed in the deed restrictions has
been revised to be consistent with the total lot BUA listed for the drainage areas.
15A NCAC 02H.1003(3)(a):In Row 21 of the drainage area section of the supplement,please
identify the calculation method used to determine the design volume. The calculations appear
to indicate that the Simple method was used.
Response: The supplement has been revised to indicate that the Simple method
used to determine the design volume.
4. 15A NCAC 02.1042(2)(a)(iv), .1003(3)(b), and 1050(1):
a. The sum of the impervious area for Drainage Area 2 listed in Section 1E10 of the
application does not match the total impervious area listed on the Supplement-EZ.
Please confirm the final site layout and associated impervious areas are presented
consistently throughout the application documents.
b. Please clam how the BUA associated with the lift station was considered
Response:
a. The application and supplement.have been revised so that the BUA's
are consistent.
b. The BUA associated with the lift station has been shown on the
application,supplement&calcs.
5. 15A NCAC 02H.1042(2)(a)(vii): When attempting to contact the applicant at
[e-mail], the email was undeliverable.Please provide correct contact
information for the applicant, including an active e-mail address, in Section III.1.b of the
application.
Response: The application has been revised to show the correct contact
information for the applicant.
6626 Gordon Road,Unit C Wilmington,North Carolina 28411 tel:[phone]o fax:[phone]

GSP CDNSULTINL
6. 15A NCAC 02H.1042(2)(b):Please provide documentation showing the corporation or LLC
is an active corporation in good standing with the NC Secretary of State.If the designated
person is not listed with the documentation provided from the Secretary of State, official
documentation showing the titles and positions held by the signing official must be provided.
Response: Documentation relating to the LLC and the signing official is attached.
7. 15A NCAC 02H.1042(2)(d):Please provide a copy of the USGS map identifying the project
location and the GPS coordinates for the project.
Response: A copy of the USGS map identifying the project location and the GPS
coordinates for the project is attached.
8. 15A NCAC 02H.1042(2)(g)(iii):Please provide the boundaries of all surface waters or a note
on the plans that none exist.If a note is already provided on the plans,please provide a
citation of where it can be located.
Response: This note has been added to Sheets C-5.1—C-5.4.
9. 15A NCAC 02H.1042(2)(g)(iv):Please provide proposed contours and drainage patterns to
support that all of the 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: Elevations have been provided to show that all of the proposed BUA is
being directed to the proposed stormwater system.
1 D. [5A NCAC 02H.1042(2), .1042(2)(g)(iv), .1042(3)(b), and.1050(1)to support
.1042(2)(a)(iv):Please provide 2 copies of a signed, sealed, and dated drainage area map
supporting the identified drainage areas and associated built-upon areas presented in the
application documents.
Response: A Drainage Area Map has been added to the plan set.
11. 15,4 NCAC 02f1042(2)(g)(vi), .1042(2)(l), .1050(8), and.1050(9): The storm drainage pipes
are proposed to be placed within several lots,for example Lot#172.Please identf the
drainage easements on the plans for these features that cross into the lot areas.
Response: Drainage Easements have been shown where storm drainage pipes cross
into lots.
12. 15A NCAC 02H.1042(2)(h): On the plans, the elevations on the cross-section view of the
SCMs and the cross-section summary table for the SCMs are inconsistent. Please confirm
these elevations are presented consistently throughout the application documents.
Response: The cross-section view of the SCMs and the cross-section summary
table for the SCMs have been revised to be consistent with the application,supplement
and calculations.
13. 15,4 NCAC 02H.1042(3)(b):Please clarify how the orifices will be constructed to meet the
design diameter in the situations when the deign diameter is a nonstandard PVC size.
Response: A note has been provided to clarify how the orifices will be constructed
to meet the design diameter in the situations when the deign diameter is a nonstandard
PVC size.
14. 15.4 NCAC 02H.1050(4):It appears that riprap calculations were completed for Pond 2,
demonstrating that the outlet of the SCM will not cause erosion downsiope of the discharge
6626 Gordon Road,Unit C Wilmington,North Carolina 2841 tel:[phone]o fax:gao-799-6659

GSP CONSULTING
point during the peak flow from the 10-year storm event.Please represent this riprap apron
on the plans.
Response: The plans have been revised to show the Pond 2 riprap apron.
15. 15A NCAC 02H.1053(5)(b): The forebay entrance shall be deeper than the forebay exit.
Please clarify how the pond contours support the pond cross-sections to meet this
requirement.
Response: The plans have been revised to clarify how the forebay entrance will be
deeper than the forebay exit
16. 15A NCAC 02H.1053(3)and.1042(2)(h)(ii): The forebay sediment storage bottom elevation
of Pond 1 is set at 24 ft with a 1-ft sediment accumulation depth to 25 ft. Two of the 24"pipe
inverts for the forebay inlet appear to be set at an elevation of 24 ft, 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: The elevation of the storm pipes entering Pond#1 have been revised to
be at or above the sediment removal elevation of 25.00 so as not to impede the runoff
from entering the system.
17. 15A NCAC 02H.1042(2):In addition to mailing a hard copy of the revised Supplement-EZ,
please email a pdf of the supplement form to the email address provided below so that it can
be preserved electronically per the regulatory requirements.
Response: pdf s of the revisions have been emailed to Jessica Edmonds.
I trust the responses to the comments will adequately address your concerns. Please contact me
immediately at(910)442-7870 or [e-mail] if you have any questions or require
additional information.
Sincerely,
GSP CONSULTING, P:L.LC,
Garry S. Pape, P.E.
6626 Gordon Road,Unit C Wilmington,North Carolina 28411 tel:silo-442.787o fax:silo-799-6659

GSP CONSULTING
ELMER OFT ° KSff D1 AL
6626 Gordon Road,Unit C
WILMINGTON,NORTH CAROLINA,28411 DATE 06/04/21 JOB NO. 2020-0005
(910)442-787o ATTENTIONJessica Edmonds
FAX(9io)799-6659 PHONE#
RE: Silo Ridge
TO: Jessica Edmonds Stormwater permit (Conventional)
NC Division of Water Quality ��E IVE
127 Cardinal Drive Ext.
Wilmington, NC 28405 JUN 0 4 2021
WE ARE SENDING YOU ❑Attached ❑ Under separate cover via the following items:
® Fee Check ® Permit Applications ® Plans ® Calculations ❑ Specifications
❑Copy of Letter ❑Change order ❑ Diskette ❑
COPIES DESCRIPTION
2 Sets of Revised plans &calculations for state stormwater permit
1 Revised Pages 2 & 3 of Stormwater Management Permit Application Form
1 Revised Wet Detention Basin Supplement (Ponds 1, 2 &3)
1 Comment/Response Letter
1 USGS Map
1 NC Secretary of State Info for Sidbury Development I, LLC
1 Revised Deed Restrictions
THESE ARE TRANSMITTED as checked below:
l/ For approval ❑Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑Approved as noted ❑Submit copies for distribution
❑As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS:
COPY TO: File SIGNED: -Garry S. Pape, P.E.
If enclosures are not as noted,kindly notify us at once.

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) LIMITED LIABILITY COMPANY ANNUAL REPORT
10/2017
NAME OF LIMITED LIABILITY COMPANY: Sidbury Development I, LLC
Filing Office Use Only
SECRETARY OF STATE ID NUMBER: 2003822 STATE OF FORMATION: NC E-Filed Annual Report
2003822
CA202112404140
2021
REPORT FOR THE CALENDAR YEAR: 5/4/2021 03:45
SECTION A: REGISTERED AGENT'S INFORMATION Changes
1.NAME OF REGISTERED AGENT: Sheridan, Desmond
2.SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS&COUNTY 4.REGISTERED AGENT OFFICE MAILING ADDRESS
804 Green Valley Road,Suite 200 6626 Gordon Rd, Unit C
Greensboro,NC 27408 Guilford County Wilmington, NC 28411
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate Development
2.PRINCIPAL OFFICE PHONE NUMBER! [phone] x1 3.PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS 5.PRINCIPAL OFFICE MAILING ADDRESS
6626 Gordon Rd,Unit C 6626 Gordon Rd
Wilmington,NC 28411 Wilmington, NC 28411
6.Select one of the following If applicable.(Optional see Instructions) �+
❑ The company is a veteran-owned small business E C E IVE
I)
❑ The company is a service-disabled veteran-owned small business 11 JUN 04 2021
SECTION C:COMPANY OFFICIALS(Enter additional company officials in Section E.) Oh
NAME: Joseph A McKinneyJr Living Trust NAME: Adam G Sosne Trust NAME:
TITLE: Member TITLE: Member TITLE:
ADDRESS: 315 Spring Garden St ADDRESS: ADDRESS:
Suite 113 2012 Montrose Lane
Greensboro, NC 27401 Wilmington,NC 28405
SECTION D:CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Adam G Sosne Trust 5/4/2021
SIGNATURE DATE
Form must be signed by a Company Official listed under Section C of This form.
Adam G Sosne Trust Member
Print or Type Name of Company Official Print or Type Title of Company Official
This Annual Report has been filed electronically.
MAIL TO:Secretary of State, Business Registration Division,Post Office Box 29525,Raleigh,NC 27526-0525

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SILO RIDGE
STORMWATER & EROSION CONTROL
NARRATIVE & CALCULATIONS
June 4,2021
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GSP CONSULTING, PLLC.
6626 Gordon Road,Unit C
Wilmington,North Carolina 28411
[phone]

STORMWATER NARRATIVE
SILO RIDGE
PENDER COUNTY, NC
SITE DESCRIPTION
This+/- 74.52 acre site is located off Sidbury Road(SR 1572) (PIN 3271-12-6568-0000)in
Pender County,North Carolina. This project will drain to 3 proposed wet detention basins that
will discharge to wetlands in northeastern side of the site. This project will consist of the
construction of 141 townhome units, 175 single family lots and related site appurtenances. The
proposed drainage area draining to Wet Detention Basin#1 is 40.67 acres and the total amount
of impervious area draining to Wet Detention Basin#1 is 47.7%. The proposed drainage area
draining to Wet Detention Basin#2 is 7.88 acres and the total amount of impervious area
draining to Wet Detention Basin#2 is 56.7%. The proposed drainage area draining to Wet
Detention Basin#3 is 4.38 acres and the total amount of impervious area draining to Wet
Detention Basin#3 is 63.3%. The proposed disturbed area for this development is
approximately 61 acres. The site will be developed by Sidbury Development I, LLC do Adam
Sosne—Manager.
SOILS
The soils for this project consist of Foreston(Hydrologic Soil Group C),Rains(Hydrologic Soil
Group B/D) and Woodington(Hydrologic Soil Group B/D) series soils.
STORM DRAINAGE DESIGN
The primary stormwater measures for this project consist of overland sheet flow and closed
conduit systems that direct the runoff to 3 proposed wet detention basins that are designed to
treat the first 1.5"of rainfall to meet NCDEQ Stormwater Regulations and to control the post
development peak discharge for the 10, 25 & 50-year storm events to be no more than ten(10)
percent more than the pre-development runoff to meet Pender County Stormwater Regulations.
An emergency spillway is provided to convey the 100-year storm event. The site drains to Island
Creek(Classification C, Sw)that drains to the Cape Fear River.
1

EROSION CONTROL PLAN FOR
SILO RIDGE
Area to be disturbed: +/- 61 acres
This+/- 74.52 acre site is located off Sidbury Road(SR 1572) (PIN 3271-12-6568-0000)
in Pender County,North Carolina. This project will drain to 3 proposed wet detention
basins that will discharge to wetlands in northeastern side of the site. This project will
consist of the construction of 141 townhome units, 175 single family lots and related site
appurtenances. The proposed drainage area draining to Wet Detention Basin#1 is 40.67
acres and the total amount of impervious area draining to Wet Detention Basin#1 is
47.4%. The proposed drainage area draining to Wet Detention Basin#2 is 7.88 acres and
the total amount of impervious area draining to Wet Detention Basin#2 is 56.7%. The
proposed drainage area draining to Wet Detention Basin#3 is 4.38 acres and the total
amount of impervious area draining to Wet Detention Basin#3 is 63.3%. The proposed
disturbed area for this development is approximately 61 acres. The primary stormwater
measures for this project consist of overland sheet flow and closed conduit systems that
direct the runoff to 3 proposed wet detention basins that are designed to treat the first 1.5"
of rainfall to meet NCDEQ Stormwater Regulations and to control the post development
peak discharge for the 10, 25 &50-year storm events to be no more than ten(10)percent
more than the pre-development runoff to meet Pender County Stormwater Regulations.
An emergency spillway is provided to convey the 100-year storm event. The site drains
to Island Creek(Classification C, Sw)that drains to the Cape Fear River.
EROSION CONTROL MEASURES: This project will primarily control erosion with
the use of a temporary c onstnlr.tinn entrance nutlet protection at the ends of c lverte
temporary silt fence surrounding the site and a sediment basin.
The contractor shall install,maintain and remove upon completion the silt fence as
necessary to prevent any sediment from leaving the project limits. This will include any
temporary stockpile areas if necessary. Contractor shall clean and restore to pre-
construction conditions any areas that may inadvertently be damaged due to the failure of
the erosion control measures.
SCHEDULING OF WORK: Clearing and grubbing shall be scheduled and performed in
such a manner that fine grading operations and erosion control practices can follow
immediately thereafter. Excavation and embankment operations will be conducted such
that cuts and fills will be completed to final grades in a continuous operation. All
construction areas not otherwise protected shall be planted with permanent vegetative
cover in accordance with the specifications within 15 working days after completion of
active construction.
MINIMUM AREAS TO BE DISTURBED: Only those areas necessary for timely and
proper completion of the project shall be stripped of native vegetation. The angle for
graded sloped and fills shall be no greater than the angle which can be retained by
vegetative cover or other adequate erosion control devices or structures. Slopes left
exposed will,within 21 calendar days of completion of any phase of grading,be planted
or otherwise provided with ground cover, devices, or structures sufficient to restrain

erosion. All other areas to be stabilized within 15 working days of cease of any phase of
activity.
PLACEMENT OF SEDIMENT i CONTROL DEVICES: All devices (temporary
diversions, sediment fences,construction entrances, etc.) for sediment control shall be
constructed prior to beginning clearing and grubbing on the site.
FINAL COVER: As soon as practicable after finished grades have been established, all
operations in connection with establishing final ground cover shall be performed. Any
inactive disturbed ground area to remain denuded more than 15 working days shall be
temporarily seeded in accordance with the temporary seeding schedule as noted on the
plans. All slopes to be stabilized within 21 calendar days.

SEQUENCE OF CONSTRUCTION
1. Install temporary construction entrance as shown on erosion&sediment control plan.
2. Install perimeter controls (silt fence,tree protection fencing, etc.) as shown on the
erosion&sediment control plan. This step needs to be completed prior to upslope land
disturbing activities.
3. Once perimeter controls and sediment trapping measures are installed clear and grub
site within limits of disturbance.
4. Upon bringing the site to rough grade, stabilize all areas with temporary vegetation if
left undisturbed for 15 working days and all slopes within 21 calendar days.
5. Upon bringing the roadways to subgrade elevations, stabilize the areas by placing
stone base as early as possible.
6. For temporary vegetative stabilization of all denuded areas see note referencing the
erosion control program and specifications.
7. After construction operations have ended and all disturbed areas have stabilized,
mechanical sediment controls shall be removed. Sediment from temporary sediment
trapping devices shall be disposed of by spreading on the site or hauling away if not
suitable for fill. All denuded areas are to be permanently stabilized with permanent
vegetation.
8. Prior to using the sediment basins as wet detention basins they shall be mucked out.

SSP CIN !J !TING
Velocity Control 25-Year Storm Event:
FES#1(48"PIPE INTO POND)
Q=65.74 cfs(See Hydraflow Report Pond#1 Storm 24-1)
Velocity=5.23 fps
NO RIPRAP PROVIDED,OUTLET IS SUBMERGED
FES#25(24"PIPE INTO POND)
Q=7.58 cfs(See Hydraflow Report Pond#1 Storm 27-25)
Velocity=5.35 fps
NO RIPRAP PROVIDED,OUTLET IS SUBMERGED
FES#28(24"PIPE INTO POND)
Q= 13.82 cfs(See Hydraflow Report Pond#1 Storm 38-28)
Velocity=4.40 fps
NO RIPRAP PROVIDED,OUTLET IS SUBMERGED
FES#39(48"PIPE INTO POND)
Q=60.67 cfs(See Hydraflow Report Pond#1 Storm 67-39)
Velocity=4.83 fps
NO RIPRAP PROVIDED,OUTLET IS SUBMERGED
FES#68(36"PIPE INTO POND)
Q=25.80 cfs(See Hydraflow Report Pond#2 Storm 88-68)
Velocity=3.65 fps
NO RIPRAP PROVIDED,OUTLET IS SUBMERGED
FES#89(24"PIPE INTO POND)
Q= 12.73 cfs(See Hydraflow Report Pond#3 Storm 100-89)
Velocity=4.05 fps
NO RIPRAP PROVIDED,OUTLET IS SUBMERGED
POND#1(See Wet Detention Basin#1 25-Year Routing)
Q= 124.99 cfs(See 25-Year Storm Routing)
Culvert size=48"
V=Q/A
A= 12.57sf
V=(124.99 cfs/12.57 sf)
Velocity=9.94 fps
6626 Gordon Road,Unit C Wilmington,North Carolina 284ii tel:9io-442-787o fax:[phone]

9P ��NI9L! LT! NU
New York DOT Dissipater Method For Use in Defined Channels: Zone 2
Upstream Width= 12.0 ft
Downstream Width 16.0 ft
Length=24.0 ft
Depth= 18 in
336 SF CLASS B RIPRAP PROVIDED
POND#2(See Wet Detention Basin#2 25-Year Routing)
Q=22.17 cfs(See 25-Year Storm Routing)
Culvert size 24"
V=Q/A
A=3.14 sf
V=(22.17 cfs/3.14 sf)
Velocity=7.06 fps
New York DOT Dissipater Method For Use in Defined Channels: Zone 2
Upstream Width=6.0 ft
Downstream Width=8.0 ft
Length=12.0 ft
Depth= 18 in
84 SF CLASS B RIPRAP PROVIDED
POND#3(See Wet Detention Basin#3 25-Year Routing)
Q= 12.74 cfs
Culvert size 24"
V=Q/A
A=3.14 sf
V=(12.74 cfs/3.14 sf)
Velocity=4.06 fps
New York DOT Dissipater Method For Use in Defined Channels: Zone 2
Upstream Width=6.0 ft
Downstream Width 8.0 ft
Length=12.0 ft
Depth= 18 in
84 SF CLASS B RIPRAP PROVIDED
FOREBAY BERM-POND#1
Q=73.905 cfs
Velocity=1.774 fps
6626 Gordon Road,Unit C Wilmington,North Carolina 28411 tel:gio-442-787o fax:gio-799-6659

ESP CONSULTING
Upstream Width=15.0 ft
Downstream Width= 15.0 ft
Length= 10.5 ft
Depth= 18 in
157 SF CLASS B RIPRAP PROVIDED
FOREBAY BERM-POND#2
Q=22.17 cfs
Velocity=0.921 fps
Upstream Width=15.0 ft
Downstream Width 15.0 ft
Length=10.5 ft
Depth= 18 in
157 SF CLASS B RIPRAP PROVIDED
FOREBAY BERM-POND#3
Q=12.74 cfs
Velocity=0.645 fps
Upstream Width=15.0 ft
Downstream Width=15.0 ft
Length— 10.5 ft
Depth= 18 in
157 SF CLASS B RIPRAP PROVIDED
6626 Gordon Road,Unit C Wilmington,North Carolina 28411 tel:g10-442-787o fax:9io-799-6659

SEDIMENT BASIN#1 CALCULATIONS
Drainage Area= 40.67
Required Storage= 73,197
Provided Storage= 109,560
10-Year Peak Flow= 76.86
Required Area= 33,433
Provided Area= 72,520
Skimmer Size= 5.00
SKIMMER DEWATERING DISCHARGE CALCULATIONS SEDIMENT TRAP#1
STORAGE ORIFICE STORAGE OUTFLOW RELEASE
ELEVATION ELEVATION VOLUME RATE TIME
(FT) (F7) (CF) (CFS) (HOURS)
31.20 29.50 109,560 0.494 61.6
TOTAL HOURS 61.6
DAYS 2.6
CONTROL PIPE : 5.0 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q=Cd*A*(2gh)^1/2
Cd=0.60(Orifice Coefficient)
A=Area of 1.3"Orifice=0.009 sf
g=32.2ft/s^2
h=1/3 elevation difference between Storage Elevation&Orifice Elevation 0.23

SEDIMENT BASIN#2 CALCULATIONS
Drainage Area= 7.88
Required Storage= 14,183
Provided Storage= 24,452
10-Year Peak Flow= 14.89
Required Area= 6,478
Provided Area= 18,242
Skimmer Size= 2.75
SIOMMER DEWATERING DISCHARGE CALCULATIONS SEDIMENT TRAP#1
STORAGE ORIFICE STORAGE OUTFLOW RELEASE
ELEVATION ELEVATION VOLUME RATE TIME
(FT) (FT) (CF) (CFS) (HOURS)
30.00 28.50 24,452 0.140 48.4
TOTAL HOURS 48.4
DAYS 2.0
CONTROL PIPE : 2.8 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q=Cd*A*(2gh)^1/2
Cd=0.60(Orifice Coefficient)
A=Area of 1.3"Orince=0.009 sf
g=32.2ft/s^2
h=1/3 elevation difference between Storage Elevation&Orifice Elevation 0.23

SEDIMENT BASIN #3 CALCULATIONS
Drainage Area= 4.38
Required Storage= 7,887
Provided Storage= 14,898
10-Year Peak Flow= 8.28
Required Area= 3,602
Provided Area= 19,010
Skimmer Size= 2.35
SKIMMER DEWATERING DISCHARGE CALCULATIONS SEDIMENT TRAP#1
STORAGE ORIFICE STORAGE OUTFLOW RELEASE
ELEVATION ELEVATION VOLUME RATE TIME
(FT) (FT) (CF) (CFS) (HOURS)
35.40 34.50 14,898 0.079 52.1
TOTAL HOURS 52.1
DAYS 2.2
CONTROL PIPE : 2.35 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q=Cd*A*(2gh)^1/2
Cd=0.60(Orifice Coefficient)
A=Area of i.3"Orifice=0.009 sf
g=32.2ft/s^2
h=1/3 elevation difference between Storage Elevation&Orifice Elevation 0.23

Wet Detention Basin#1
Area CN
Pre Developed
Total Drainage Area 1,771,370 40.665
B-Soils(Wo) 1,585,909 36.407 58
C-Soils(Fo&Ra) 185,461 4.258 71
1,771,370 40.665 59
Post Developed
Impervious 839,082 19.263 98
B-Soils(Wo) 834,678 19.162 61
C-Soils(Fo&Ra) 97,610 2.241 74
1,771,370 40.665 79
Wet Detention Basin#2
Area CN
Pre Developed
Total Drainage Area 343,222 7.879
B-Soils(Wo) 206,734 4.746 58
C-Soils(Fo&Ra) 136,488 3.133 71
343,222 7.879 63
Post Developed
Impervious 194,505 4.465 98
B-Soils(Wo) 89,577 7 056 R1
C-Soils(Fo&Ra) 59,140 1.358 74
343,222 7.879 84
Wet Detention Basin#3
Area CN
Pre Developed
Total Drainage Area 190,859 4.382
B-Soils(Wo) 116,211 2.668 58
C-Soils(Fo&Ra) 74,648 1.714 71
190,859 4.382 63
Post Developed
Impervious 120,762 2.772 98
B-Soils(Wo) 42,681 0.980 61
C-Soils(Fo&Ra) 27,416 0.629 74
190,859 4.382 86

WET DETENTION BASIN #1

WET DETENTION BASIN#1
Drainage Area
Drainage Area 1;771;370 sf
Drainage Area 40.67 ac
Impervious Area Calculation
Lots(Single family) 525,000 sf
Buildings(Townhomes) 47,250 sf
Impervious Driveways(Townhomes) 16,451 sf
Impervious Pavement 220,034 sf
Impervious Sidewalks 30,347 sf
Pump Station 5,000 sf
Total 844,082 sf
Total 19.38 ac
%Impervious 47.7%
Volume/Storage Calculation
Design Storm Depth(RD) 1.5 in
Runoff Coefficient(Rv) 0.48 Rv=0.05+0.9*IA
Design Volume(DV) 106,030 cf DV=3630*Ro*Rv*A

WET DETENTEM POW)01
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[so fi] [cuft] [cuft]
20.0 11,173 0 0
21.0 13,291 12,232 12,232
22.0 15,001 14,146 26,378
23.0 18,071 16,536 42,914
24.0 20,690 19,381 62,295
25.0 23,465 22,078 84,372
26.0 26,411 24,938 109,310
27.0 29,562 27,987 137,297
28.0 32,878 31,220 168,517
29.0 36,342 34,610 203,127
29.5 39,909 19,063 222,189
FOREBAY
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cuft] [cuft]
25.0 4,192 0 0
26.0 6,630 5,411 5,411
27.0 9,096 7,863 13,274
28.0 11,589 10,343 23,617
29.0 14,106 12,848 36.464
29.5 15,374 7,370 43,834
Abottom of shelf 36,342
Vperm pool Aperm pool Vshelf Pperm pool 1,198
Total 222,189 39,909 899 Nshelf submerge 3
PROVIDED FOR FOREBAY 19.7% Daverage 6.09
1.5"STORAGE
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
29.5 55,283 0 0
31.0 71,583 95,150 95,150
31.2 72,520 14,410 109,560

Pond#1 SA/DA Calculations
1,771,370 DRAINAGE AREA
47.65 % IMPERVIOUS COVER
50 UPPER%
40 LOWER%
3.0'
3.65 UPPER DEPTH
2.96 LOWER DEPTH
4.0'
2.87 UPPER DEPTH
2.26 LOWER DEPTH
5.0'
2.35 UPPER DEPTH
1.83 LOWER DEPTH
6.0'
1.83 UPPER DEPTH
1.39 LOWER DEPTH
7.0'
1.31 UPPER DEPTH
0.96 LOWER DEPTH
8.0'
0.96 UPPER DEPTH
0.78 LOWER DEPTH
3.49 3.0'
2.73 4.0'
2.23 5.0'
1.73 6.0'
1.23 7.0'
0.92 8.0'
POND SURFACE AREA(SF)
61,784 3.0'
48,301 4.0'
39,464 5.0'
30,586 6.0'
21,749 7.0'
15,256 8.0'

POND RELEASE TIME FOR CONTROL PIPE: WET DETENTION BASIN #1
POND RELEASE TIME FOR CONTROL PIPE:
STORAGE ORIFICE STORAGE OUTFLOW RELEASE
ELEVATION ELEVATION VOLUME RATE TIME
(FT) (FT) (CF) (CFS) (HOURS)
31.20 29.50 109,560 0.598 50.9
TOTAL HOURS 50.9
DAYS 2.12
CONTROL PIPE : 5.5 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q=Cd*A*(2gh)^1/2

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak lime 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 39.79 1 726 146,401 ----- ----- Existing Wet Detention Basin#1
E:\WORK\Misc Adam Projects\Sidbury Road 6itwiteriidl'Ian c2\MddtPond CalcsllNli li(Baf #2®dsting.gpw

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No.
Existing Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 39.79 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 146,401 cuft
Drainage area = 40.670 ac Curve number = 59*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs. Shape factor = 484
*Composite(Area/CN)=[(36.407 x 58)+(4.258 x 71)]/40.670
Existing Wet Detention Basin #1
Q (cfs) Hyd. No. 1 —2 Year Q (cfs)
40.00 40.00
i .
30.00 30.00
•
20.00 20.00
10.00 10.00
0.00 - I I I I I _ I I I I ' I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®oy Autodesk,Inc.v2020
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 I 110.04 1 725 352,251 --- -- Existing Wet Detention Basin#1
E:\WORK\Misc Adam Projects\Sidbury Road EfIbiteifidhlriad3dtMeKtond CalcsMa r1(Baf 4#20dlsting.gpw

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Existing Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 110.04 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 352,251 cuft
Drainage area = 40.670 ac Curve number = 59*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.72 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
•Composite(Area/CN)=[(36.407 x 58)+(4.258 x 71)]!40.670
Existing Wet Detention Basin #1
Q (cfs) Q(cfs)
Hyd. No. 1 -- 10 Year
120.00 i
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 I .I .. I I I 1 I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

5
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodeske Civil 3De by Autodesk,Inc.v2020
Hyd. Hydrograph Peak 1 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)
I
1 SCS Runoff 158.59 1 725 496,225 ----- Existing Wet Detention Basin#1
E:\WORK\Misc Adam Projects\Sidbury Road 81biterFa''larir3c211-MeWond Calcs\Witd a jt 2d 4#Y®dsting.gpw

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Existing Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 158.59 cfs
Storm frequency = 25 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 496,225 cuft
Drainage area = 40.670 ac Curve number = 59*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.05 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(36.407 x 58)+(4.258 x 71)]/40.670
Existing Wet Detention Basin #1
Q (cfs) Q(cfs)
Hyd. No. 1 --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
_... 1 . . J. I
0.00 - 1 I. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

7
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 195.52 1 725 606,785 ----- Existing Wet Detention Basin#1
E:IWORK\Misc Adam Projects\Sidbury Road Eilleterh0erffichdakleitRond CaIcs1Wie W(Ba' ##Y®dsting.gpw

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No.
Existing Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 195.52 cfs
Storm frequency = 50 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 606,785 cuft
Drainage area = 40.670 ac Curve number = 59*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.01 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(36.407 x 58)+(4.258 x 71)]/40.670
Existing Wet Detention Basin #1
Q (cfs) Q(cfs)
Hyd. No. 1 --50 Year
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 -I I - 1 I -
._,_ . .� I 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 77.09 6 732 328,832 ----- ----- Wet Detention Basin#1
2 Reservoir 21.43 6 762 327,811 1 31.75 155,084 Wet Detention Basin#1
Wet Detention Basin#1.gpw Return Period: 2 Year Wednesday, 03/24/2021

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 77.09 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 6 min Hyd. volume = 328,832 cuft
Drainage area = 40.660 ac Curve number = 79*
Basin Slope = 0.7 % Hydraulic length = 1794 ft
Tc method = KIRPICH Time of conc. (Tc) = 17.16 min
Total precip. = 4.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(19.260 x 98)+(19.160 x 61)+(2.240 x 74)]/40.660
Wet Detention Basin #1
Q(cfs) Hyd. No. 1 --2 Year Q(cfs)
80.00 80.00
1
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 I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #1
Hydrograph type = Reservoir Peak discharge = 21.43 cfs
Storm frequency = 2 yrs Time to peak = 762 min
Time interval = 6 min Hyd. volume = 327,811 cuft
Inflow hyd. No. = 1 - Wet Detention Basin #1 Max. Elevation = 31.75 ft
Reservoir name = Wet Detention Basin #1 Max. Storage = 155,084 cuft
Storage Indication method used.
Wet Detention Basin #1
Q (cfs) Q (cfs)
80.00 1 80.00
Hyd. No.2--2 Year
1
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 J Illimem i l- 1 1 1 1 iL 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320
Time(min)
Hyd No. 2 Hyd No. 1 ii i 1 I I 1 0 Total storage used= 155,084 cuft

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Pond No. 1 - Wet Detention Basin#1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=29.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 29.50 55,283 0 0
0.50 30.00 66,933 30,554 30,554
1.50 31.00 71,583 69,258 99,812
2.50 32.00 76,290 73,937 173,749
3.50 33.00 81,053 78,672 252,420
4.50 34.00 85,873 83,463 335,883
5.00 34.50 94,032 44,976 380,859
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 48.00 5.50 0.00 0.00 Crest Len(ft) = 25.00 15.00 50.00 0.00
Span(In) = 48.00 5.50 0.00 0.00 Crest El.(ft) = 32.00 31.20 32.75 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 27.05 29.50 0.00 0.00 Weir Type = 1 Broad Broad
Length(ft) = 55.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .010 .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)end submergence(s).
Stage I 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 29.50 0.00 0.00 0.00 0.00 0.00 0.000
U.US 3,055 29.55 37.84 oc 0.01 is 0.00 0.00 0.00 --- 0.007
0.10 6,111 29.60 37.84 oc 0.03 is 0.00 0.00 0.00 0.029
0.15 9,166 29.65 37.84 oc 0.06 ic --- 0.00 0.00 0.00 --- 0.063
0.20 12,222 29.70 37.84 oc 0.11 is --- 0.00 0.00 0.00 0.106
0.25 15,277 29.75 37.84 oc 0.16 is --- 0.00 0.00 0.00 --- --- 0.157
0.30 18,332 29.80 37.84 oc 0.22 is 0.00 0.00 0.00 0.216
0.35 21,388 29.85 37.84 oc 0.27 ic --- 0.00 0.00 0.00 --- 0.274
0.40 24,443 29.90 37.84 oc 0.33 ic --- 0.00 0.00 0.00 --- . •• 0.330
0.45 27,499 29.95 37.84 oc 0.38 is 0.00 0.00 0.00 --- --- 0.375
0.50 30,554 30.00 37.84 oc 0.41 is --- 0.00 0.00 0.00 --- 0.413
0.60 37,480 30.10 37.84 oc 0.48 is --- 0.00 0.00 0.00 -- 0.484
0.70 44,406 30.20 37.84 oc 0.55 is --- 0.00 0.00 0.00 --- --- 0.545
0.80 51,331 30.30 37.84 oc 0.60 is -- --- 0.00 0.00 0.00 --- --- --- 0.600
0.90 58,257 30.40 37.84 oc 0.65 is -- 0.00 0.00 0.00 -- --- 0.651
1.00 65,183 30.50 37.84 oc 0.70 is --- --- 0.00 0.00 0.00 -- --- 0.697
1.10 72,109 30.60 37.84 oc 0.74 is --- 0.00 0.00 0.00 -- 0.741
1.20 79,035 30.70 37.84 oc 0.78 is -- - 0.00 0.00 0.00 --- --- 0.783
1.30 85,960 30.80 37.84 oc 0.82 is 0.00 0.00 0.00 --- -- 0.822
1.40 92,886 30.90 37.84 oc 0.86 is --- -- 0.00 0.00 0.00 -- -- -- 0.859
1.50 99,812 31.00 37.84 oc 0.90 is --- 0.00 0.00 0.00 --- -- --- 0.895
1.60 107,206 31.10 37.84 oc 0.93 is --- -.- 0.00 0.00 0.00 --- -- -- 0.930
1.70 114,599 31.20 37.84 oc 0.96 is 0.00 0.00 0.00 -- -- --- 0.963
1.80 121,993 31.30 37.84 oc 1.00 is --- --- 0.00 1.58 0.00 -- -- --- 2.575
1.90 129,387 31.40 37.84 oc 1.03 is --- --- 0.00 4.47 0.00 -- -- --- 5.494
2.00 136,780 31.50 37.84 oc 1.06 is -- --- 0.00 8.21 0.00 --- - --- 9.265
2.10 144,174 31.60 37.84 oc 1.09 ic --- --- 0.00 12.64 0.00 --- --- 13.72
2.20 151,568 31.70 37.84 oc 1.12 is --- - 0.00 17.66 0.00 - --- 18.78
2.30 158,961 31.80 37.84 oc 1.14 is --- 0.00 23.21 0.00 --- --- --- 24.36
2.40 166,355 31.90 37.84 oc 1.17 is --- -- 0.00 29.25 0.00 --- - 30.42
2.50 173,749 32.00 37.84 oc 1.20 is --- 0.00 35.74 0.00 --- -- 36.94
2.60 181,616 32.10 46.61 oc 1.15 is --- --- 2.63 42.65 0.00 --- 46.44
2.70 189,483 32.20 58.25 oc 0.85 is -- 7.45 49.95 0.00 -- -- --- 58.25
2.80 197,350 32.30 71.21 oc 0.78 ic -- --- 13.68 56.74 s 0.00 --- 71.20
2.90 205,217 32.40 82.19 oc 0.71 is -- 21.06 60.42 s 0.00 --- 82.19
3.00 213,084 32.50 91.83 oc 0.63 is -- 29.43 61.77 s 0.00 --- --- 91.83
Continues on next page...

5
Wet Detention Basin#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
3.10 220,951 32.60 99.62 oc 0.55 is --- 37.32 s 61.74 s 0.00 --- -- -- 99.61
3.20 228,819 32.70 105.30 oc 0.50 is 42.63 s 62.17 s 0.00 --- --- --- 105.29
3.30 236,686 32.80 110.04 oc 0.45 is 47.01 s 62.56 s 1.86 --- -- -- 111.88
3.40 244,553 32.90 114.16 oc 0.41 is --- 5U.8U s 62.94 s 9.67 --- -- -- 123.83
3.50 252,420 33.00 116.74 is 0.38 is -- •_- 53.67 s 62.69 s 20.81 --- -- -- 137.55
3.60 260,766 33.10 118.86 is 0.35 is --- 56.11 s 62.40 s 34.48 --- 153.33
3.70 269,113 33.20 120.82 is 0.32 is -- 58.31 s 62.18 s 50.26 171.08
3.80 277,459 33.30 122.67 1s 0.30 1s --- 60.32 s 62.03 s 67.91 -- -- 190.56
3.90 285,805 33.40 124.42 1s 0.28 1s 62.17 s 61.94 s 87.25 211.64
4.00 294,152 33.50 126.10 is 0.26 1s 63.92 s 61.92 s 108.14 234.23
4.10 302,498 33.60 127.72 is 0.24 is --- 65.54 s 61.92 s 130.48 --- 258.18
4.20 310,844 33.70 129.29 is 0.23 is 67.06 s 61.95 s 154.17 --- 283.41
4.30 319,191 33.80 130.82 ic 0.22 is 68.54 s 62.04 s 179.14 309.94
4.40 327,537 33.90 132.32 ic 0.20 is 69.91 s 62.13 s 205.33 --- 337.58
4.50 335,883 34.00 133.78 is 0.20 1s 71.29 s 62.30 s 232.69 -- --- 366.47
4.55 340,381 34.05 134.50 1s 0.19 1s 71.92 s 62.35 s 246.79 -- 381.25
4.60 344,878 34.10 135.22 is 0.19 is -- --- 72.53 s 62.41 s 261.16 -- -- 396.30
4.65 349,376 34.15 135.92 is 0.18 is --• --- 73.20 s 62.54 s 275.81 --- -- 411.73
4.70 353,874 34.20 136.63 ic 0.18 is --- 73.77 s 62.58 s 290.71 --- -- --- 427.24
4.75 358,371 34.25 137.32 ic 0.17 is -- 74.41 s 62.71 s 305.88 --- -- --- 443.17
4.80 362,869 34.30 138.01 ic 0.17 is -- 75.02 s 62.82 s 321.30 --- -- --- 459.31
4.85 367,366 34.35 138.70 is 0.17 ic --- 75.60 s 62.92 s 336.97 -- -- --- 475.66
4.90 371,864 34.40 139.38 is 0.16 is --- 76.17 S 63.01 s 352.89 -- -- --- 492.24
4.95 376,362 34.45 140.06ic 0.16 is --- 76.73 s 63.11 s 369.05 --- --- --- 509.04
5.00 380,859 34.50 140.73 is 0.16 is 77.28 s 63.21 s 385.45 -- -- --- 526.10
...End

6
Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time lime 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 139.18 6 732 598,990 -- ---- Wet Detention Basin#1
2 Reservoir 92.39 6 744 597,965 1 32.51 213,651 Wet Detention Basin#1
Wet Detention Basin#1.gpw Return Period: 10 Year Wednesday, 03/24/2021

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No.
Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 139.18 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 6 min Hyd. volume = 598,990 cuft
Drainage area = 40.660 ac Curve number = 79*
Basin Slope = 0.7 % Hydraulic length = 1794 ft
Tc method = KIRPICH Time of conc. (Tc) = 17.16 min
Total precip. = 6.72 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(19.260 x 98)+(19.160 x 61)+(2.240 x 74)]/40.660
Wet Detention Basin #1
Q (cfs) Q (cfs)
Hyd. No. 1 --10 Year
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
- t
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)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #1
Hydrograph type = Reservoir Peak discharge = 92.39 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 6 min Hyd. volume = 597,965 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #1 Max. Elevation = 32.51 ft
Reservoir name = Wet Detention Basin #1 Max. Storage = 213,651 cuft
Storage Indication method used.
Wet Detention Basin #1
Q (cfs) Q (cfs)
Hyd. No. 2--10 Year
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
t .
40.00 - 40.00
•
20.00 i r 20.00
0.00 -I I I I I — �� .__ r �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time(min)
Hyd No.2 Hyd No. 1 Il■■■■■I Total storage used =213,651 cuft

9
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I I I I
1 SCS Runoff 177.04 6 732 768,579 ----- Wet Detention Basin#1
2 Reservoir 124.99 6 744 767,552 1 32.91 245,218 Wet Detention Basin#1
Wet Detention Basin#1.gpw Return Period:25 Year Wednesday, 03/24/2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. I
Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 177.04 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 6 min Hyd. volume = 768,579 cuft
Drainage area = 40.660 ac Curve number = 79*
Basin Slope = 0.7 % Hydraulic length = 1794 ft
Tc method = KIRPICH Time of conc. (Tc) = 17.16 min
Total precip. = 8.05 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(19.260 x 98)+(19.160 x 61)+(2.240 x 74)]/40.660
Wet Detention Basin #1
Q(cfs) Q(cfs)
Hyd. No. 1 --25 Year
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 -I I I I i I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #1
Hydrograph type = Reservoir Peak discharge = 124.99 cfs
Storm frequency = 25 yrs Time to peak = 744 min
Time interval = 6 min Hyd. volume = 767,552 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #1 Max. Elevation = 32.91 ft
Reservoir name = Wet Detention Basin #1 Max. Storage = 245,218 cult
Storage Indication method used.
Wet Detention Basin #1
Q(cfs) Q (cfs)
Hyd. No. 2--25 Year
180.00 1 180.00
150.00 150.00
120.00 120.00
90.00 - 90.00
60.00 1 —- 60.00
: .
30.00 fi — 30.00
0.00 -I I I r �� _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 2 Hyd No. 1 11111110 Total storage used=245,218 cuft

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1 SCS Runoff 204.42 6 732 893,132 ----- ----- Wet Detention Basin#1
2 Reservoir 157.08 6 738 892,102 1 33.12 262,533 Wet Detention Basin#1
Wet Detention Basin#1.gpw Return Period: 50 Year Wednesday, 03/24/2021

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. `I
Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 204.42 cfs
Storm frequency = 50 yrs Time to peak = 732 min
Time interval = 6 min Hyd. volume = 893,132 cuft
Drainage area = 40.660 ac Curve number = 79*
Basin Slope = 0.7 % Hydraulic length = 1794 ft
Tc method = KIRPICH Time of conc. (Tc) = 17.16 min
Total precip. = 9.01 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(19.260 x 98)+(19.160 x 61)+(2.240 x 74)]/40.660
Wet Detention Basin #1
Q(cfs) Hyd. No. 1 —50 Year Q (cfs)
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 -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)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #1
Hydrograph type = Reservoir Peak discharge = 157.08 cfs
Storm frequency = 50 yrs Time to peak = 738 min
Time interval = 6 min Hyd. volume = 892,102 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #1 Max. Elevation = 33.12 ft
Reservoir name = Wet Detention Basin #1 Max. Storage = 262,533 cuft
Storage Indication method used.
Wet Detention Basin #1
Q (cfs) Hyd. No.2--50 Year Q (cfs)
210.00 210.00
1 180.00 180.00
150.00 150.00
120.00 120.00
90.00 _ 90.00
60.00 \ 1 . .
60.00
30.00 30.00
0.00 - I - -- 4- 1
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No.2 Hyd No. 1 11 1 1 1 1 1 0 Total storage used=262,533 cuft

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1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 232.63 6 732 1,022,951 Wet Detention Basin#1
2 Reservoir 219.16 6 732 794,130 1 33.51 294,689 Wet Detention Basin#1
,
E:\WORK\Misc Adam Projects\Sidbury Road Btldtarfnalarlicbct h(litand Calcs\VYIA da14'2a2i)-Year.gpw

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 'I
Wet Detention Basin #1
Hydrograph type = SCS Runoff Peak discharge = 232.63 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 6 min Hyd. volume = 1,022,951 cuft
Drainage area = 40.660 ac Curve number = 79*
Basin Slope = 0.7 % Hydraulic length = 1794 ft
Tc method = KIRPICH Time of conc. (Tc) = 17.16 min
Total precip. = 10.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(19.260 x 98)+(19.160 x 61)+(2.240 x 74)]/40.660
Wet Detention Basin #1
Q(cfs) Hyd. No. 1 --100 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
•
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
- Hyd No. 1

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #1
Hydrograph type = Reservoir Peak discharge = 219.16 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 6 min Hyd. volume = 794,130 cuft
Inflow hyd. No. = 1 - Wet Detention Basin #1 Max. Elevation = 33.51 ft
Reservoir name = Wet Detention Basin #1 Max. Storage = 294,689 cuft
Storage Indication method used.
Wet Detention Basin #1
Q(cfs) Q(cfs)
Hyd. No.2--100 Year
240.00 I
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 1 30.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No. 2 Hyd No. I FFTl i 11 Total storage used=294,689 cuff

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Pond No. 1 - Wet Detention Basin#1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=29.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) incr.Storage(cuft) Total storage(cuft)
0.00 29.50 55,283 0 0
0.50 30.00 66,933 30,554 30,554
1.50 31.00 71,583 69,258 99,812
2.50 32.00 76,290 73,937 173,749
3.50 33.00 81,053 78,672 252,420
4.50 34.00 85,873 83,463 335,883
5.00 34.50 94,032 44,976 380,859
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 100.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 32.75 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 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 No No No TW Elev.(ft) - 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Wail risers chucked for orifice conditions(lc)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 29.50 0.00 -- -- 0.000
0.05 3,055 z9.55 -- 0.00 0.000
0.10 6,111 29.60 0.00 --- 0.000
0.15 9,166 29.65 --- --- 0.00 --- 0.000
0.20 12,222 29.70 --- 0.00 --- 0.000
0.25 15,277 29.75 --- --- --- 0.00 -- 0.000
0.30 18,332 29.80 -- 0.00 --- 0.000
0.35 21,388 29.85 --- --- 0.00 --- 0.000
0.40 24,443 29.90 --- -• 0.00 --- 0.000
0.45 27,499 29.95 --- --- --- 0.00 --- --- 0.000
0.50 30,554 30.00 --- --- --- --- 0.00 --- --- 0.000
0.60 37,480 30.10 --- -- --- --- 0.00 - 0.000
0.70 44,406 30.20 --- -- --- --- 0.00 --- 0.000
0.80 51,331 30.30 --- -- -- --- 0.00 --- --- 0.000
0.90 58,257 30.40 -- --- --- 0.00 --- --- 0.000
1.00 65,183 30.50 --- -- --- --- 0.00 --- 0.000
1.10 72,109 30.60 --- -- - --- 0.00 --- 0.000
1.20 79,035 30.70 - -- --- 0.00 --- --- 0.000
1.30 85,960 30.80 -- --- -- --- 0.00 --- 0.000
1.40 92,886 30.90 --- -- -- --- 0.00 0.000
1.50 99,812 31.00 --- -- - --- 0.00 0.000
1.60 107,206 31.10 -- -- -- --- 0.00 0.000
1.70 114,599 31.20 --- -- --- --- 0.00 -- 0.000
1.80 121,993 31.30 --- --- -- -- 0.00 -- 0.000
1.90 129,387 31.40 -- --- --- --- 0.00 0.000
2.00 136,780 31.50 -- --- --- 0.00 - 0.000
2.10 144,174 31.60 - -- 0.00 --- 0.000
2.20 151,568 31.70 --- --- 0.00 0.000
2.30 158,961 31.80 --- --- 0.00 --- 0.000
2.40 166,355 31.90 --- 0.00 0.000
2.50 173,749 32.00 - --- 0.00 --- --- 0.000
2.60 181,616 32.10 --- --- 0.00 --- --- 0.000
2.70 189,483 32.20 --- -- --- 0.00 --- -- 0.000
2.80 197,350 32.30 -- --- --- 0.00 --- -- 0.000
2.90 205,217 32.40 - --- 0.00 -- --- 0.000
3.00 213,084 32.50 --- --- 0.00 --- 0.000
Continues on next page--.

5
Wet Detention Basin#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
3.10 220,951 32.60 0.00 0.000
3.20 228,819 32./0 --- 0.00 --- -- --- 0.000
3.30 236,686 32.80 --- 3.72 --- - 3.722
3.40 244,553 32.90 --- --- --• 19.34 --- --- --- 19.34
3.50 252,420 33.00 --- .-- --- --- 41.63 -- 41.63
3.60 260,766 33.10 --- --- --- 68.95 --- -- --- 68.95
3.70 269,113 33.20 -- 100.52 --- 100.52
3.80 277,459 33.30 --- --- --- 135.83 -- -- --- 135.83
3.90 285,805 33.40 --- --- --- --- 174.50 -- -- --- --- 174.50
4.00 294,152 33.50 --- --- 216.28 -- -- --- 216.28
4.10 302,498 33.60 --- --- --- 260.95 --- -- -- 260.95
4.20 310,844 33.70 --- --- --- 308.33 -- -- --- 308.33
4.30 319,191 33.80 --- --- --- .-- 358.28 --- --- -- --- 358.28
4.40 327,537 33.90 --- --- --- --- 410.66 --- -- --- --- 410.66
4.50 335,883 34.00 -- 465.38 --- --- - -- 465.38
4.55 340,381 34.05 --- -- --- 493.58 -- -- -- 493.58
4.60 344,878 34.10 --- --- --- •• 522.33 --- -- --- --- 522.33
4.65 349,376 34.15 --- --- --- 551.62 --- -- --- -- 551.62
4.70 353,874 34.20 -- --- 581.43 --- - --- --- 581.43
4.75 358,371 34.25 --- -- --- 611.76 --- --- -- --- -- 611.76
4.80 362,869 34.30 --- -- 642.60 --- -- --- 642.60
4.85 367,366 34.35 --- --- --- 673.94 --- --- --- 673.94
4.90 371,864 34.40 --- -- -- 705.77 - -- -- 705.77
4.95 376,362 34.45 --- --- - /MAU --- --- -- --- --- 738.10
5.00 380,859 34.50 --- - --- - 770.91 --- --- --- --- 770.91
...End

WET DETENTION BASIN #2

WET DETENTION BASIN#2
Drainage Area
Drainage Area 343,222 sf
Drainage Area 7.88 ac
Impervious Area Calculation
Buildings(Townhomes) 82,775 sf
Impervious Driveways(Townhomes) 29,555 sf
Impervious Pavement 54,428 sf
Impervious Sidewalks 7,747 sf
Amenities 20,000 sf
Total 194,505 sf
Total 4.47 ac
%Impervious 56.7%
Volume/Storage Calculation
Design Storm Depth(RD) 1.5 in
Runoff Coefficient(Rv) 0.56 Rv=0.05+0.9*IA
Design Volume(DV) 24,027 cf DV=3630*RD*Rv*A

WET O*TNObi PtD#2_
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
20.0 727 0 0
21.0 1,340 1,034 1,034
22.0 2,099 1,720 2,753
23.0 3,005 2,552 5,305
24.0 4,058 3,532 8,837
25.0 5,260 4,659 13,496
26.0 6,609 5,935 19,430
27.0 8,107 7,358 26,788
28.0 9,754 8,931 35,719
28.5 11,546 5,325 41,044
FOREBAY
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
22.0 268 0 0
23.0 432 350 350
24.0 627 530 880
25.0 853 740 1,620
26.0 1,111 982 2,602
27.0 1,397 1,254 3,856
26.0 1,71G 1,554 5,409
28.5 1,875 896 6,305
Abottom of shelf 9,754
Vperm pod Aperm pool Vsheli Pperm pool 621
Total 41,044 11,546 466 Wshelf submerged 3
PROVIDED FOR FOREBAY 15.4% Daverage 4.16
1.5"STORAGE
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
28.5 13,421 0 0
29.0 15,968 7,347 7,347
30.0 18,242 17,105 24,452

Pond#2 SA/DA Calculations
343,222 DRAINAGE AREA
56.67 %IMPERVIOUS COVER
60 UPPER%
50 LOWER%
3.0'
4.35 UPPER DEPTH
3.65 LOWER DEPTH
4.0'
3.31 UPPER DEPTH
2.87 LOWER DEPTH
5.0'
2.78 UPPER DEPTH
2.35 LOWER DEPTH
6.0'
2.26 UPPER DEPTH
1.83 LOWER DEPTH
7.0'
1.74 UPPER DEPTH
1.31 LOWER DEPTH
8.0'
1.13 UPPER DEPTH
0.96 LOWER DEPTH
4.12 3.0'
3.16 4.0'
2.64 5.0'
2.12 6.0'
1.60 7.0'
1.07 8.0'
POND SURFACE AREA(SF)
14,130 3.0'
10,858 4.0'
9,050 5.0'
7,265 6.0'
5,481 7.0'
3,684 8.0'

POND RELEASE TIME FOR CONTROL PIPE: WET DETENTION BASIN #2
POND RELEASE TIME FOR CONTROL PIPE:
STORAGE ORIFICE STORAGE OUTFLOW RELEASE
ELEVATION ELEVATION VOLUME RATE TIME
(FT) (FT) (CF) (CFS) (HOURS)
30.00 28.50 24,452 0.140 48.4
TOTAL HOURS 48.4
DAYS 2.02
CONTROL PIPE : 2.75 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q=Cd*A*(2gh)^1/2

1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. Inflow 1 Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
I I
I I I
1 SCS Runoff 10.44 1 725 35,463 ----- ---- -- Existing Wet Detention Basin#2
1
E:\WORK\Misc Adam Projects\Sidbury Road RterFid?arirac2\MddtPond Calcs\Wit rcB 4#2 lsting•gpw

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No.
Existing Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 10.44 cfs
Storm frequency = 2 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 35,463 cuft
Drainage area = 7.880 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.746 x 58)+(3.133 x 71)]/7.880
Existing Wet Detention Basin #2
Q(cfs) Hyd. No. 1 —2 Year Q(cfs)
12.00 12.00
10.00 I 10.00
8.00 I 8.00
6.00 6.00
4.00 4.00
2.00 2.00
o.00 _I I I I I i l I I i I 1 I- o.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
-- Hyd No. 1 Time(min)
-

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak lime Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strip)used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 25.36 1 725 79,443 ----- ----- Existing Wet Detention Basin#2
1 E:\WORK\Misc Adam Projects\Sidbury Road BRdtar ditTi6d3ctW fond Calcs\WMit pBafs ##2Qdsting.gpw

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Existing Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 25.36 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 79,443 cuft
Drainage area = 7.880 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.72 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.746 x 58)+(3.133 x 71)]/7.880
Existing Wet Detention Basin #2
Q(cfs) Hyd. No. 1 --10 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
i
:::
. 4.00
I- .1 I I I i
I
I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

5
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 35.34 1 725 109,380 ---- - Existing Wet Detention Basin#2
E:IWORK\Misc Adam Projects\Sidbury Road terF rlk 2 -AA4Wtond CalcsllM> rtCBafs #2112dsting.gpw

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. °i
Existing Wet Detention Basin
Hydrograph type = SCS Runoff Peak discharge = 35.34 cfs
Storm frequency = 25 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 109,380 cuft
Drainage area = 7.880 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.05 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(4.746 x 58)+(3.133 x 71)]/7.880
Existing Wet Detention Basin #2
Q(cfs) Q (cfs)
Hyd. No. 1 --25 Year
40.00 - 40.00
I 1
30.00 30.00
20.00 20.00
10.00 10.00
i.
0.00 I I I I i I I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

7
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1 SCS Runoff 42.84 1 725 132,109 Existing Wet Detention Basin#2
E:\WORK\Misc Adam Projects\Sidbury Road 81tetelfia?l achc3W titond CaIcg1lMte afs d#2012clsting.gpw

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. I
Existing Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 42.84 cfs
Storm frequency = 50 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 132,109 cuft
Drainage area = 7.880 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.01 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.746 x 58)+(3.133 x 71)]/7.880
Existing Wet Detention Basin #2
Q(cfs) Hyd. No. 1 —50 Year Q (cfs)
50.00 50.00
10.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -1 I i i i I I I L
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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) (cuff)
I—
I
1 SCS Runoff 25.14 2 724 75,531 -- ----- Wet Detention Basin#2
2 Reservoir 6.736 2 746 74,771 1 30.54 34,817 Wet Detention Basin#2
Wet Detention Basin#2.gpw Return Period: 2 Year Wednesday, 02/24/2021

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 1
Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 25.14 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 75,531 cuft
Drainage area = 7.880 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.465 x 98)+(2.056 x 61)+(1.358 x 74)]/7.880
Wet Detention Basin #2
Q (cfs) Q (cfs)
Hyd. No. 1 --2 Year
28.00 28.00
24.00 24.00
20.00 20.00
I .
16.00 16.00
12.00 12.00
8.00 8.00
_ . , i ,
4.00 4.00
0.00 -1 I I I . I I T.
i I I- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time(hrs)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 6.736 cfs
Storm frequency = 2 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 74,771 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #2 Max. Elevation = 30.54 ft
Reservoir name = Wet Detention Basin #2 Max. Storage = 34,817 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Hyd. No.2--2 Year Q(cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
■
8.00 8.00
4.00 - 4.00
1
0.00 -I I L i i -I .10F...=..E. .L 0.00
0 6 12 18 24 30 36 42 48 54 60 66
Time(hrs)
Hyd No. 2 Hyd No. 1 11111110 Total storage used= 34,817 cuft

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Pond No. 1 - Wet Detention Basin#2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation 28.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 28.50 13,421 0 0
0.50 29.00 15,968 7,337 7,337
1.50 30.00 18,242 17,091 24,428
2.50 31.00 20,572 19,393 43,821
3.50 32.00 22,960 21,753 65,574
4.50 33.00 25,403 24,169 89,743
Culvert!Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.75 0.00 0.00 Crest Len(ft) 16.00 5.00 0.00 0.00
Span(In) = 24.00 2.75 0.00 0.00 Crest El.(ft) = 31.00 30.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 28.50 28.50 0.00 0.00 Weir Type 1 Broad ---
Length(ft) = 47.00 0.00 0.00 0.00 Multi-Stage Yes Yes No No
Slope(%) = 3.00 0.00 0.00 n/a
N-Value = .010 .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(s).
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 28.30 0.00 0.00 0.00 0.00 --- 0.000
0.05 734 28.55 0.00 is 0.00 is --- 0.00 0.00 --- --- 0.005
0.10 1,467 28.60 0.02 is 0.02 is 0.00 0.00 -- -- --- --- 0.018
0.15 2,201 28.65 0.04 is 0.04 ic -- 0.00 0.00 --- --- 0.038
0.20 2,935 28.70 0.06 is 0.06 is --- 0.00 0.00 --- - 0.058
0.25 3,669 28.75 0.07 is 0.07 is 0.00 0.00 --- --- --- --- 0.073
0.30 4,402 28.80 0.09 is 0.09 ic 0.00 0.00 --- - 0.085
0.35 5,136 28.85 0.10 is 0.10 is 0.00 0.00 -- -- --- 0.095
0.40 5,870 28.90 0.11 is 0.10 ic 0.00 0.00 - -- --- 0.104
0.45 6,604 28.95 0.12 is 0.11 is --- 0.00 0.00 -- --- --- --- 0.112
0.50 7,337 29.00 0.12 is 0.12 is --- 0.00 0.00 -- -- --- 0.120
0.60 9,046 29.10 0.13 is 0.13 is --- --- 0.00 0.00 -- -- --- 0.134
0.70 10,755 29.20 0.15 is 0.15 is --- --- 0.00 0.00 -- -- 0.148
0.80 12,465 29.30 0.16 is 0.16 is -- --- 0.00 0.00 --- --- --- 0.159
0.90 14,174 29.40 0.18 is 0.17 is -- --- 0.00 0.00 -- -- --- --- 0.170
1.00 15,883 29.50 0.18 is 0.18 is --- --- 0.00 0.00 -- -- --- --- 0.182
1.10 17,592 29.60 0.20 is 0.19 is -- --- 0.00 0.00 -- --- 0.191
1.20 19,301 29.70 0.20 is 0.20 is --- --- 0.00 0.00 -- -- --- 0.201
1.30 21,010 29.80 0.22 is 0.21 is --- --- 0.00 0.00 --- --- --- 0.210
1.40 22,719 29.90 0.22 is 0.22 is --- --- 0.00 0.00 --- -- -- --- 0.219
1.50 24,428 30.00 0.23 is 0.23 is 0.00 0.00 -- -- --- -- 0.227
1.60 26,367 30.10 0.78 is 0.22 is 0.00 0.53 -- - -- --- 0.748
1.70 28,307 30.20 1.73 is 0.21 is --- --- 0.00 1.49 --- -- --- .-- 1.704
1.80 30,246 30.30 2.94 is 0.21 is --- --- 0.00 2.74 -- -- -- --- 2.942
1.90 32,185 30.40 4.44 is 0.20 is --- --- 0.00 4.21 -- -- --- --- 4.412
2.00 34,125 30.50 6.08 is 0.19 is --- --- 0.00 5.89 -- -- -- --- 6.078
2.10 36,064 30.60 7.96 is 0.18 is --- --- 0.00 7.74 --- -- --- --- 7.921
2.20 38,003 30.70 10.00 is 0.17 is --- --- 0.00 9.75 - -- -- --- 9.924
2.30 39,943 30.80 11.83 is 0.16 is --- --- 0.00 11.66 s - --- --- --- 11.83
2.40 41,882 30.90 13.40 is 0.16 is --- --- 0.00 13.24 s -- --- - --- 13.40
2.50 43,821 31.00 14.76 is 0.15 is -- --- 0.00 14.61 s --- -- 14.76
2.60 45,997 31.10 16.52 is 0.13 is --- --- 1.68 14.71 s --- --- --- 16.52
2.70 48,172 31.20 18.29 is 0.10 is 4.77 13.43 s -- --- --- -- 18.29
2.80 50,347 31.30 19.48 is 0.07 is --- --- 7.26 s 12.14 s --- --- --- 19.48
2.90 52,523 31.40 20.32 is 0.06 is --- --- 8.86 s 11.39 s --- --- -- -- 20.31
3.00 54,698 31.50 21.02 is 0.05 is --- --- 10.11 s 10.85 s - - -- --- --- 21.02
3.10 56,873 31.60 21.65 is 0.05 is --- --- 11.14 s 10.45 s --- --- -- 21.64
Continues on next page...

5
Wet Detention Basin#2
Stage/Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 59,048 31.70 22.23 is 0.04 is --- --- 12.03 s 10.14 s --- --- --- 22.21
3.30 61,224 31.80 22.78 is 0.04 is --- 12.81 s 9.91 s --- --- --- 22.75
3.40 63,399 31.90 23.30 is 0.03 is 13.53 s 9.74 s --- --- -- 23.30
3.50 65,574 32.00 23.81 is 0.03 is --- 14.17 s 9.60 s --- --- --- 23.80
3.60 67,991 32.10 24.30 is 0.03 is --- 14.76 s 9.49 s --- -- 24.27
3.70 70,408 32.20 24.78 is 0.02 is 15.32 s 9.42 s --- --- --- 24.77
3.80 72,825 32.30 25.25 is 0.02 is --- --- 15.85 s 9.36 s --- -- -- --- 25.23
3.90 75,242 32.40 25.70 is 0.02 is •-- -. 16.33 S 9.31 s --- --- --- 25.67
4.00 77,659 32.50 26.15 is 0.02 is --- 16.80 s 9.28 s --- -- --- --- 26.10
4.10 80,076 32.60 26.59 is 0.02 is 17.22 s 9.25 s --- --- --- -- 26.48
4.20 82,492 32.70 27.02 is 0.02 is --- --- 17.70 s 9.27 s -- -- --- 26.98
4.30 84,909 32.80 27.44 is 0.02 is 18.14 s 9.28 s --- -- -- 27.43
4.40 87,326 32.90 27.86 is 0.02 is --- 18.54 s 9.29 s -- -- --- 27.84
4.50 89,743 33.00 28.27 is 0.02 is --- 18.83 s 9.25 s -- 28.10
...End

6
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time lime 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 42.65 2 724 130,715 ----- Wet Detention Basin#2
2 Reservoir 18.94 2 734 129,946 1 31.25 49,367 Wet Detention Basin#2
Wet Detention Basin#2.gpw Return Period: 10 Year Wednesday, 02/24/2021

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 1
Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 42.65 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 130,715 cuft
Drainage area = 7.880 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.72 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.465 x 98)+(2.056 x 61)+(1.358 x 74)]/7.880
Wet Detention Basin #2
Q (cfs) Q (cfs)
Hyd. No. 1 --10 Year
50.00 50.00
30.00 , 30.00
20.00 20.00
10.00 __ 10.00
0.00 -i I I- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time(hrs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 18.94 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 129,946 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #2 Max. Elevation = 31.25 ft
Reservoir name = Wet Detention Basin #2 Max. Storage = 49,367 cuft
Storage Indication method used.
Wet Detention Basin #2
Q (cfs) Q (cfs)
Hyd. No. 2--10 Year
50.00 50.00
40.00 - --- -- 40.00
30.00 30.00
20.00 I 20.00
IL
1\ '.'
10.00 - 10.00
0.00 0.00
0 4 8 12 16 20 24 28 32 36
Time(hrs)
Hyd No.2 -- Hyd No. 1 II I I I I I 1 Total storage used =49,367 cult

9
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 53.14 2 724 164,741 ----- Wet Detention Basin#2
2 Reservoir 22.17 2 734 163,968 1 31.69 58,917 Wet Detention Basin#2
Wet Detention Basin#2.gpw Return Period:25 Year Wednesday, 02/24/2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. I
Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 53.14 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 164,741 cuft
Drainage area = 7.880 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.05 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(4.465 x 98)+(2.056 x 61)+(1.358 x 74)]/7.880
Wet Detention Basin #2
Q(cfs) Q(cfs)
Hyd. No. 1 —25 Year
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 -1 I ' _ i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time(hrs)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 22.17 cfs
Storm frequency = 25 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 163,968 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #2 Max. Elevation = 31.69 ft
Reservoir name = Wet Detention Basin #2 Max. Storage = 58,917 cuft
Storage Indication method used.
Wet Detention Basin #2
Q (cfs) Q(cfs)
Hyd. No. 2-25 Year
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
i
20.00 - 20.00
•
10.00 `t 10.00
.
0.00 -1 � I _ A - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time(hrs)
Hyd No. 2 Hyd No. 1 II I I I I I 0 Total storage used=58,917 cuft

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 60.68 2 724 189,559 ---- Wet Detention Basin#2
2 Reservoir 23.84 2 736 188,784 1 32.01 65,764 Wet Detention Basin#2
Wet Detention Basin#2.gpw Return Period: 50 Year Wednesday, 02/24/2021

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 1
Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 60.68 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 189,559 cuft
Drainage area = 7.880 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.01 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.465 x 98)+(2.056 x 61)+(1.358 x 74)]/7.880
Wet Detention Basin #2
Q (cfs) Hyd. No. 1 --50 Year Q (cfs)
70.00 70.00
•
60.00 60.00
50.00 50.00
1_
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 i y • 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time(hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,02/24/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 23.84 cfs
Storm frequency = 50 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 188,784 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #2 Max. Elevation = 32.01 ft
Reservoir name = Wet Detention Basin #2 Max. Storage = 65,764 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Hyd. No. 2—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
iL,
10.00 10.00
0.00 -!n— I �__ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No.2 Hyd No. 1 11111110 Total storage used=65,764 cuft

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c�0 0 sr sr O 0 u) N n V a O U) n O) CD u) CO O) CO C C
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F ,��, cD cD u) O O O O O N O O O O O O O C
CD 00 00 — LC) CC) C) u) n sir u) 0) 00 n rn n 00 0 co I" o
F V 77 v 0) N O N 0 N M cO M N M 'tt sr M cO — M CD a0
0 I C v Di di C O O O O O c; C O O Ca O O O O O O N
() 0 0 N M CA N to CO co cO co C co O in CO O CO co
/ N N n n CO n CO n n M n O 01 II
C _ O CO 0 n M 0 O n CA cO O O O) n CO CO N O CO CD cci 0
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0 _ w
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*+ 5 N M sr cO COn 00 CD O ' N M a u) CO n CO 0) 0
co CO JC N 0_ Z

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodeske Civil 3De by Autodesk,inc.v2020
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 68.42 2 724 215,314 ----- Wet Detention Basin#2
2 Reservoir 55.19 2 726 156,263 1 32.51 77,901 Wet Detention Basin#2
E:\WORK\MiscAdam Projects\Sidbury Road Bl atfidil+erlratCt fl7litund Calcs\1Nie pBaa4#2620-Year.gpw

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No.
Wet Detention Basin #2
Hydrograph type = SCS Runoff Peak discharge = 68.42 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 215,314 cuft
Drainage area = 7.880 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 10.00 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(4.465 x 98)+(2.056 x 61)+(1.358 x 74)]/7.880
Wet Detention Basin #2
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
70.00 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
0.001 I I I I I 1 i I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time(min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 55.19 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 156,263 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #2 Max. Elevation = 32.51 ft
Reservoir name = Wet Detention Basin #2 Max. Storage = 77,901 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Hyd. No. 2-- 100 Year Q(cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
. 1
20.00 - 20.00
10.00 10.00
0.00 -I I i _ R-� �' -� -I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
Hyd No.2 Hyd No. 1 ii I I I I I Total storage used= 77,901 cuft

t
Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Pond No. 1 - Wet Detention Basin#2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=28.50 ft
Stacie/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 28.50 13,421 0 0
0.50 29.00 15,968 7,337 7,337
1.50 30.00 18,242 17,091 24,428
2.50 31.00 20,572 19,393 43,821
3.50 32.00 22,960 21,753 65,574
4.50 33.00 25,403 24,169 89,743
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 25.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 31.75 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage No No No No
Slope(%) = 0.00 0.00 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 No 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 I 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
00 --- 0.00 --- u.uuu
v.vv 3 ca.vv --- -- --0.05 734 28.55 --- --- 0.00 -- -- --- 0.000
0.10 1,467 28.60 --- 0.00 --- -- -- 0.000
0.15 2,201 28.65 --- 0.00 - 0.000
0.20 2,935 28.70 - --- 0.00 --- 0.000
0.25 3,669 28.75 --- --- --- 0.00 0.000
0.30 4,402 28.80 -- - --- 0.00 -- 0.000
0.35 5,136 28.85 - --- 0.00 0.000
0.40 5,870 28.90 --- -- 0.00 0.000
0.45 6,604 28.95 - --- 0.00 --- --- -- 0.000
0.50 7,337 29.00 --- -- --- 0.00 0.000
0.60 9,046 29.10 -- --- -- 0.00 --- -- 0.000
0.70 10,755 29.20 -- - -- •-- 0.00 0.000
0.80 12,465 29.30 - -- --- -- 0.00 --- 0.000
0.90 14,174 29.40 -- -- --- 0.00 0.000
1.00 15,883 29.50 -- -- --- 0.00 --- 0.000
1.10 17,592 29.60 --- -- 0.00 0.000
1.20 19,301 29.70 --- - --- 0.00 --- 0.000
1.30 21,010 29.80 --- -- 0.00 --- - 0.000
1.40 22,719 29.90 --- -- 0.00 --- --- 0.000
1.50 24,428 30.00 --- - 0.00 0.000
1.60 26,367 30.10 --- 0.00 0.000
1.70 28,307 30.20 --- --- -- 0.00 --- 0.000
1.80 30,246 30.30 --- --- 0.00 -- - 0.000
1.90 32,185 30.40 --- 0.00 0.000
2.00 34,125 30.50 --- --- --- 0.00 -- --- 0.000
2.10 36,064 30.60 -- --- 0.00 0.000
2.20 38,003 30.70 -- -- --- --- 0.00 --- -- 0.000
2.30 39,943 30.80 -- 0.00 0.000
2.40 41,882 30.90 -- --- 0.00 --- -- 0.000
2.50 43,821 31.00 -- 0.00 --- 0.000
2.60 45,997 31.10 -- --- 0.00 0.000
2.70 48,172 31.20 -- 0.00 --- 0.000
2.80 50,347 31.30 --- 0.00 0.000
2.90 52,523 31.40 --- --- -- 0.00 0.000
3.00 54,698 31.50 --- --- 0.00 0.000
3.10 56,873 31.60 --- -- 0.00 0.000
Continues on next page...

5
Wet Detention Basin#2
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 59,048 31.70 --- --- 0.00 -- --- 0.000
3.30 61,224 31.80 0.93 --- 0.931
3.40 63,399 31.90 -- --- -- 4.84 -- -- 4.836
3.50 65,574 32.00 --- 10.4'i -- --- 10.41
3.60 67,991 32.10 --- --- 17.24 -- --- 17.24
3.70 70,408 32.20 25.13 -- --- --- 25.13
3.80 72,825 32.30 33.96 -- --- --- --- --- 33.96
3.90 75,242 32.40 --- --- 43.63 -- --- -.-- 43.63
4.00 77,659 32.50 --- --- --- 54.07 -- --- -- -- -- 54.07
4.10 80,076 32.60 --- 65.24 -- -- -- -- -- 65.24
4.20 82,492 32.70 --- 77.08 -- --- -- --- 77.08
4.30 84,909 32.80 --- --- --- 89.57 -- -- 89.57
4.40 87,326 32.90 --- --- 102.67 --- -- -- 102.67
4.50 89,743 33.00 --- 116.35 -- -- -- --- 116.35
...End

WET DETENTION BASIN #3

WET DETENTION BASIN#3
Drainage Area
Drainage Area 190,859 sf
Drainage Area 4.38 ac
impervious Area Calculation
Buildings(Townhomes) 54,950 sf
Impervious Driveways(Townhomes) 20,482 sf
Impervious Pavement 39,996 sf
Impervious Sidewalks 5,334 sf
Total 120,762 sf
Total 2.77 ac
%Impervious 63.3%
Volume/Storage Calculation
Design Storm Depth(RD) 1.5 in
Runoff Coefficient(Rv) 0.62 Rv=0.05+0.9*I„
Design Volume(DV) 14,779 cf DV=3630*RD*Rv*A

WET DETM #3
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
28.0 1,683 0 0
29.0 2,255 1,969 1,969
30.0 2,965 2,610 4,579
31.0 3,923 3,444 8,023
32.0 5,228 4,576 12,599
33.0 7,085 6,157 18,755
34.0 9,190 8,138 26,893
34.5 11,399 5,147 32,040
FOREBAY
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
30.0 572 0 0
31.0 888 730 730
32.0 1,171 1,030 1,760
33.0 1,620 1,396 3,155
34.0 2,131 1,876 5,031
34.5 2,507 1,160 6,190
Abottom of shelf 9,190
Vperm pool Aperm pool Vshelf Pperm pool 757
Total 32,040 11,399 568 Nshelf submerge 3
PROVIDED FOR FOREBAY 19.3% Daverage 3.42
1.5"STORAGE
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL
[sq ft] [cu ft] [cu ft]
34.5 13,906 0 0
35.00 16,932 7,710 7,710
35.40 19,010 7,188 14,898

Pond#3 SA/DA Calculations
190,859 DRAINAGE AREA
63.27 %IMPERVIOUS COVER
70 UPPER%
60 LOWER%
3.0'
5.22 UPPER DEPTH
4.35 LOWER DEPTH
4.0'
3.92 UPPER DEPTH
3.31 LOWER DEPTH
5.0'
3.22 UPPER DEPTH
2.78 LOWER DEPTH
6.0'
2.52 UPPER DEPTH
2.26 LOWER DEPTH
7.0'
1.83 UPPER DEPTH
1.74 LOWER DEPTH
8.0'
1.31 UPPER DEPTH
1.13 LOWER DEPTH
4.63 3.0'
3.51 4.0'
2.92 5.0'
2.35 6.0'
1.77 7.0'
1.19 8.0'
POND SURFACE AREA(SF)
8,846 3.0'
6,698 4.0'
5,581 5.0'
4,476 6.0'
3,377 7.0'
2,269 8.0'

POND RELEASE TIME FOR CONTROL PIPE: WET DETENTION BASIN #3
POND RELEASE TIME FOR CONTROL PIPE:
STORAGE ORIFICE STORAGE OUTFLOW RELEASE
ELEVATION ELEVATION VOLUME RATE lIME
(FT) (FT) (CF) (CFS) (HOURS)
35.40 34.50 14,898 0.083 49.9
TOTAL HOURS 49.9
DAYS 2.08
CONTROL PIPE : 2.4 INCH ORIFICE HOLE
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q=Cd*A*(2gh)^1/2

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1 SCS Runoff 5.803 1 725 19,711 ---- Existing Wet Detention Basin#3
E:IWORK\Misc Adam Projects\Sidbury Road 81kiterindlarlir3c21MdtPond Caic5Wa1i(Baf #2IiBclsting.gpw

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. I
Existing Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 5.803 cfs
Storm frequency = 2 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 19,711 cuft
Drainage area = 4.380 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(2.668 x 58)+(1.714 x 71)]/4.380
Existing Wet Detention Basin #3
Q (cfs) Q (cfs)
Hyd. No. 1 —2 Year
6.00 I 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - I I I I I I i - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I 1
1 SCS Runoff 14.10 1 725 44,157 ----- Existing Wet Detention Basin#3
I
E:\WORK\Misc Adam Projects\Sidbury Road EfRatterffeEradactOiVellgond Calcs\Wa4 8 4#2Qclsting.gpw

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Existing Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 14.10 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 44,157 cuft
Drainage area = 4.380 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.72 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.668 x 58)+(1.714 x 71)]/4.380
Existing Wet Detention Basin #3
Q (cfs) Hyd. No. 1 — 10 Year Q(cfs)
15.00 15.00 1
12.00 12.00
9.00 - 9.00
6.00 6.00
3.00 3.00
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. 1 Time(min)

5
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 19.64 1 725 60,797 ----- --- Existing Wet Detention Basin#3
E:\WORK\Misc Adam Projects\Sidbury Road BREbterfialteadic2THIfieltRond CaIcs\WW n(Ba(s #2 dsting.gpw

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Existing Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 19.64 cfs
Storm frequency = 25 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 60,797 cuft
Drainage area = 4.380 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.05 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.668 x 58)+(1.714 x 71)]/4.380
Existing Wet Detention Basin #3
Q(cfs) Hyd. No. 1 --25 Year Q (cfs)
21.00 s I 21.00
18.00 18.00
. i i
I .
15.00 15.00
12.00 - 12.00
(
9.00 1 9.00
6.00 6.00
::: J
3.00
). '\ . __. _ _. .
I I I I l ' L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

a 7
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 23.81 1 725 73,431 ---- Existing Wet Detention Basin#3
E:\WORK\Misc Adam Projects\Sidbury Road Rterhidisrl c30-MM1Rond Calcs\UYIe 1xB.104#2®clsting.gpw

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Existing Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 23.81 cfs
Storm frequency = 50 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 73,431 cuft
Drainage area = 4.380 ac Curve number = 63*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.01 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.668 x 58)+(1.714 x 71)]/4.380
Existing Wet Detention Basin #3
Q(cfs) Q(cfs)
Hyd. No. 1 --50 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 - I I 1 1 I I- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time(min)

1
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I I
1 SCS Runoff 14.80 2 724 44,765 ---- ----- ----- Wet Detention Basin#3
2 Reservoir 3.843 2 746 41,726 1 35.77 21,386 Wet Detention Basin#2
Wet Detention Basin#3.gpw Return Period:2 Year Thursday, 03/4/2021

Hydrograph Report 2
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No. 'I
Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 14.80 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 44,765 cuft
Drainage area = 4.380 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.50 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.772 x 98)+(1.156 x 61)+(0.453 x 74)]/4.380
Wet Detention Basin #3
Q (cfs) Hyd. No. 1 --2 Year Q(cfs)
15.00 15.00
12.00 __._.........__......_..._....._...._.....__..... .2.00
i , .
9.00 9.00
6.00 6.00
3.00 3.00
- , -. : ., * .
0.00 -I I ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time(hrs)
Hyd No. 1

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4 1 2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 3.843 cfs
Storm frequency = 2 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 41,726 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #3 Max. Elevation = 35.77 ft
Reservoir name = Wet Detention Basin #3 Max. Storage = 21,386 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Q (cfs)
Hyd. No. 2--2 Year
15.00 I. 15.00
:j
12.00 -- — — 12.00
9.00 - 9.00
6.00'- 6.00
3.00 - 3.00
. .
0.00 - _. i i i I I I- 0.00
0 6 12 18 24 30 36 42 48 54 60
Time(hrs)
Hyd No. 2 Hyd No. 1 II I I I I I 0 Total storage used=21,386 cult

Pond Report 4
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Pond No. 1 - Wet Detention Basin#3
Pond Data
Contours-User-defined contour areas.Conic 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 13,906 0 0
0.50 35.00 16,392 7,565 7,565
1.50 36.00 19,644 17,992 25,557
2.50 37.00 22,419 21,014 46,571
3.50 38.00 25,257 23,822 70,393
4.50 39.00 28,160 26,693 97,085
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(In) = 24.00 2.40 0.00 0.00 Crest Len(ft) = 16.00 5.00 0.00 0.00
Span(in) = 24.00 2.40 0.00 0.00 Crest El.(ft) = 36.50 35.40 0.00 0.00
No.Barrels = 1 1 0 0 Welr Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 34.50 34.50 0.00 0.00 Weir Type = 1 Broad ---
Length(ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) - 3.00 0.00 0.00 n/a
N-Value .010 .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 34.5C 0.00 0.00 0.00 0.00 --- 0.000
0.05 757 34.55 0.00 is 0.00 ic 0.00 0.00 --- 0.005
0.10 1,513 34.60 0.02 is 0.02 1s 0.00 0.00 -- 0.017
0.15 2,270 34.65 0.04 is 0.03 is 0.00 0.00 -- -- 0.034
0.20 3,026 34.70 0.02 ic 0.00 -- --- 0.00 0.00 -- 0.000
0.25 3,783 34.75 0.06 ic 0.06 is -- -- 0.00 0.00 -- 0.059
0.30 4,539 34.80 0.07 ic 0.07 is -- 0.00 0.00 0.067
0.35 5,296 34.85 0.07 is 0.07 is -- --- 0.00 0.00 0.074
0.40 6,052 34.90 0.08 ic 0.08 ic -- --- 0.00 0.00 0.082
0.45 6,809 34.95 0.09 is 0.09 ic -- --- 0.00 0.00 0.087
0.50 7,565 35.00 0.09 is 0.09 is -- --- 0.00 0.00 --- --- 0.094
0.60 9,364 35.10 0.11 is 0.10 is -- --- 0.00 0.00 --- --- - --- 0.104
0.70 11,164 35.20 0.12 is 0.11 is --- --- 0.00 0.00 --- --- --- 0.114
0.80 12,963 35.30 0.13 is 0.12 is -- -- 0.00 0.00 --- -- --- 0.123
0.90 14,762 35.40 0.13 is 0.13 is -- --- 0.00 0.00 --- --- -- --- 0.132
1.00 16,561 35.50 0.65 is 0.12 is -- -• 0.00 0.53 --- --- -- --- 0.651
1.10 18,360 35.60 1.64 is 0.12 is 0.00 1.49 --- --- -- --- 1.604
1.20 20,159 35.70 2.92 is 0.11 is 0.00 2.74 --- -- --- 2.842
1.30 21,959 35.80 4.31 is 0.10 is 0.00 4.21 --- -- 4.310
1.40 23,758 35.90 5.76 is 0.09 is 0.00 5.57 s --- --- 5.659
1.50 25,557 36.00 7.00 ic 0.09 is 0.00 6.82 s --- -- -- --- 6.909
1.60 27,658 36.10 8.15 is 0.09 1s 0.00 8.06 s --- 8.150
1.70 29,760 36.20 9.39 ic 0.08 is --- 0.00 9.31 s -- 9.393
1.80 31,861 36.30 10.60 ic 0.08 ic 0.00 10.52 s 10.60
1.90 33,963 36.40 11.82 is 0.08 1s 0.00 11.68 s --- -- 11.76
2.00 36,064 36.50 12.91 ic 0.08 ic 0.00 12.83 s -- 12.91
2.10 38,165 36.60 14.45 ic 0.07 ic 1.68 12.69 s -- --- -- 14.45
2.20 40,267 36.70 15.72 is 0.05 is -- 4.26 s 11.41 s 15.72
2.30 42,388 38.80 16.70 is 0.04 is 5.99 s 10.67 s 16.70
2.40 44,470 36.90 17.53 is 0.04 is -- 7.35 s 10.13 s --- -- -- 17.52
2.50 46,571 37.00 18.26 ic 0.03 is 8.48 s 9.75 s --- 18.25
2.60 48,953 37.10 18.93 is 0.03 is 9.44 s 9.45 s --- -- 18.92
2.70 51,335 37.20 19.57 is 0.02 is 10.29 s 9.24 s 19.55
2.80 53,718 37.30 20.17 is 0.02 is 11.05 s 9.07 s --- --- 20.14
2.90 56,100 37.40 20.75 is 0.02 is 11.75 s 8.95 s - --- -- 20.72
3.00 58,482 37.50 21.31 is 0.02 is - 12.41 s 8.88 s --- -- -- --- 21.30
3.10 60,864 37.60 21.85 is 0.02 is - 13.00 s 8.80 s --- --- ••- 21.82
Continues on next page...

5
Wet Detention Basin#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
3.20 63,246 37.70 22.38 is 0.02 ic 13.58 s 8.77 s -- --- -- --- 22.36
3.30 65,628 37.80 22.89 is 0.02 is --- -- 14.11 s 8.74 s 22.86
3.40 68,010 37.90 23.39 is 0.01 is 14.58 s 8.70 s --- --- 23.30
3.50 70,393 38.00 23.88 is 0.01 ic --• --. 15.12 s 8.72 s --- --- 23.85
3.60 73,062 38.10 24.36 is 0.01 ic --- 15.58 s 8.73 s --- 24.33
3.70 75,731 38.20 24.82 is 0.01 ic 16.01 s 8.73 s 24.76
3.80 78,400 38.30 25.28 is 0.01 is --- 16.43 s 8.74 s --- --- --- 25.18
3.90 81,070 38.40 25.73 is 0.01 is --- --- 16.84 s 8.76 s --- 25.62
4.00 83,739 38.50 26.18 is 0.01 is --- 17.30 s 8.81 s 26.12
4.10 86,408 38.60 26.61 is 0.01 is 17.67 s 8.83 s --- --- --- 26.51
4.20 89,077 38.70 27.04 is 0.01 is --- --- 18.11 s 8.90 s -- --- 27.02
4.30 91,747 38.80 27.46 is 0.01 is 18.49 s 8.93 s -- 27.43
4.40 94,416 38.90 27.87 is 0.01 is 18.79 s 8.94 s 27.74
4.50 97,085 39.00 28.28 is 0.01 is 19.04 s 8.93 s -- --- --- 27.98
...End

pp 6
Hydrograph Summaryi�e © Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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 24.54 2 724 75,972 -- Wet Detention Basin#3
2 Reservoir 9.840 2 736 72,933 1 36.24 30,539 Wet Detention Basin#2
Wet Detention Basin#3.gpw Return Period: 10 Year Thursday, 03/4/2021

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No.
Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 24.54 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 75,972 cuft
Drainage area = 4.380 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.72 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.772 x 98)+(1.156 x 61)+(0.453 x 74)]/4.380
Wet Detention Basin #3
Q (cfs) Hyd. No. 1 --10 Year Q(cfs)
28.00 1 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 -I I I I I+ i 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time(hrs)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 9.840 cfs
Storm frequency = 10 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 72,933 cuft
Inflow hyd. No. = 1 - Wet Detention Basin #3 Max. Elevation = 36.24 ft
Reservoir name = Wet Detention Basin #3 Max. Storage = 30,539 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Q (cfs)
Hyd. No. 2--10 Year
28.00 T 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 - 4.00
0.00 -�----- �.. I ► L I I 1 0.00
0 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
Hyd No.2 Hyd No. 1 11111111 Total storage used=30,539 cuft

9
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak 1 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 30.35 2 724 95,096 -- --- Wet Detention Basin#3
2 Reservoir 12.74 2 734 92,057 1 36.49 35,754 Wet Detention Basin#2
Wet Detention Basin#3.gpw Return Period: 25 Year Thursday, 03/4/2021

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No. I
Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 30.35 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 95,096 cuft
Drainage area = 4.380 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.05 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.772 x 98)+(1.156 x 61)+(0.453 x 74)]/4.380
Wet Detention Basin #3
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.001 10.00
5.00 5.00
1
0.00 - I —' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 1

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 12.74 cfs
Storm frequency = 25 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 92,057 cuft
Inflow hyd. No. = 1 - Wet Detention Basin #3 Max. Elevation = 36.49 ft
Reservoir name = Wet Detention Basin #3 Max. Storage = 35,754 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Hyd. No.2 -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
0.00 - — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time(hrs)
Hyd No. 2 Hyd No. 1 II 1 1 1 1 1 II Total storage used =35,754 cuft

12
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
Hyd. Hydrograph Peak Time Time to Hyd. 1 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 34.51 2 724 109,013 ----- Wet Detention Basin#3
2 Reservoir 14.96 2 734 105,973 36.64 39,013 Wet Detention Basin#2
Wet Detention Basin#3.gpw Return Period: 50 Year Thursday, 03/4/2021

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No.
Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 34.51 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 109,013 cuft
Drainage area = 4.380 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 9.01 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.772 x 98)+(1.156 x 61)+(0.453 x 74)]/4.380
Wet Detention Basin #3
Q(cfs) Q (cfs)
Hyd. No. 1 --50 Year
35.00 35.00
i ,
30.00 30.00
•
25.00 25.00
•
20.00 20.00
15.00 15.00
10.00 10.00
, . . .........j
5.00 5.00
0.00 I ' . 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Thursday,03/4/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 14.96 cfs
Storm frequency = 50 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 105,973 cuft
Inflow hyd. No. = 1 -Wet Detention Basin #3 Max. Elevation = 36.64 ft
Reservoir name = Wet Detention Basin #3 Max. Storage = 39,013 cuft
Storage Indication method used.
Wet Detention Basin #2
Q(cfs) Q(cfs)
Hyd. No. 2--50 Year
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 - — t. .. .. .i_ 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 2 Hyd No. 1 11 1 1 1 1 1 0 Total storage used=39,013 cuft

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9
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020
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)
I
1
1 SCS Runoff 38.79 2 724 123,434 ----- ---- Wet Detention Basin#3
2 Reservoir 28.83 2 728 87,369 1 37.07 48,269 Wet Detention Basin#2
E:\WORK\Misc Adam Projects\Sidbury Road 8RterFiaftrlid3dtee-P and Calcs\1N > als24#24210-Year.gpw

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 1
Wet Detention Basin #3
Hydrograph type = SCS Runoff Peak discharge = 38.79 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 123,434 cuft
Drainage area = 4.380 ac Curve number = 86*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 10.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(2.772 x 98)+(1.156 x 61)+(0.453 x 74)]/4.380
Wet Detention Basin #3
Q (cfs) Hyd. No. 1 — 100 Year Q (cfs)
40.00 ll 40.00
1�
30.00 30.00
20.00 20.00
j' LI ' . , , .
10.00 10.00
0.00 - I I I ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 1 Time(min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Hyd. No. 2
Wet Detention Basin #2
Hydrograph type = Reservoir Peak discharge = 28.83 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 87,369 cuff
Inflow hyd. No. = 1 -Wet Detention Basin #3 Max. Elevation = 37.07 ft
Reservoir name = Wet Detention Basin #3 Max. Storage = 48,269 cuff
Storage Indication method used.
Wet Detention Basin #2
Q (cfs) Q (cfs)
Hyd. No. 2--100 Year
40.00 I 40.00
y {
30.00 30.00
20.00 20.00
10.00 1 10.00
0.00 - aiii - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time(min)
---- Hyd No. 2 Hyd No. 1 11111111 Total storage used=48,269 cuft

1
Pond Report 4
Hydrafiow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2020 Wednesday,03/24/2021
Pond No. 1 - Wet Detention Basin#3
Pond Data
Contours-User-defined contour areas.Conic 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 13,906 0 0
0.50 35.00 16,392 7,565 7,565
1.50 36.00 19,644 17,992 25,557
2.50 37.00 22,419 21,014 46,571
3.50 38.00 25,257 23,822 70,393
4.50 39.00 28,160 26,693 97,085
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 20.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 36.50 0.00 0.00 0.00
No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 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 No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(lc)and outlet(oc)control. Weir risers checked for orifice conditions(lc)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 Exfll User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 34.50 0.00 0.000
0.05 757 34.55 -- --- 0.00 0.000
0.10 1,513 34.60 -- 0.00 0.000
0.15 2,270 34.65 --- --- 0.00 0.000
0.20 3,026 34.70 --- 0.00 --- 0.000
0.25 3,783 34.75 --- --- --- 0.00 -- 0.000
0.30 4,539 34.80 -- - --- 0.00 0.000
0.35 5,296 34.85 --- --- --- 0.00 -- 0.000
0.40 6,052 34.90 --- - --- 0.00 0.000
0.45 6,809 34.95 - --- --- 0.00 0.000
0.50 7,565 35.00 --- -- - 0.00 0.000
0.60 9,364 35.10 -- --- -- 0.00 0.000
0.70 11,164 35.20 --- --- -- --- 0.00 --- 0.000
0.80 12,963 35.30 --- --- --- 0.00 --- -- ••• 0.000
0.90 14,762 35.40 --- --- 0.00 --- --- 0.000
1.00 16,561 35.50 --- --- 0.00 --- 0.000
1.10 18,360 35.60 --- --- --. 0.00 --- 0.000
1.20 20,159 35.70 --- -- --- 0.00 --- -- 0.000
1.30 21,959 35.80 --- -- 0.00 -- -- 0.000
1.40 23,758 35.90 --- -- -- -- 0.00 --- --- --- 0.000
1.50 25,557 36.00 --- --- -- 0.00 --- -- --- 0.000
1.60 27,658 36.10 --- -- 0.00 --- 0.000
1.70 29,760 36.20 --- 0.00 0.000
1.80 31,861 36.30 --- -- 0.00 --- --- 0.000
1.90 33,963 36.40 --- -- 0.00 --- --- 0.000
2.00 36,064 36.50 --- -- 0.00 -- --- 0.000
2.10 38,165 36.60 --- --- 2.11 2.106
2.20 40,267 36.70 --- -- 5.96 - 5.956
2.30 42,368 36.80 -- 10.94 -- 10.94
2.40 44,470 36.90 -- --- --- 16.85 --- --- 16.85
2.50 46,571 37.00 -- --- -.- - 23.55 - --- 23.55
2.60 48,953 37.10 --- - --- -- 30.95 --- 30.95
2.70 51,335 37.20 -- -- --- 39.01 39.01
2.80 53,718 37.30 -- --- --- --- 47.66 --- --- --- 47.66
2.90 56,100 37.40 -- -- --- 56.86 --- --- --- 56.86
3.00 58,482 37.50 -- --- --- 66.60 ••- --- 66.60
3.10 60,864 37.60 -- --- --- - 76.83 --- 76.83
Continues on next page...

S
Wet Detention Basin#3
Stage I Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 63,246 37.70 --- •-- 87.55 ••- -- --- 87.55
3.30 65,628 37.80 -- --- 98.72 - -- 98.72
3.40 68,010 37.90 - 110.32 110.32
3.50 /0,393 38.0U --- --- 122.35 -- -- --- 122.35
3.60 73,062 38.10 --- -- --- 134.79 -- -- -- -- 134.79
3.70 75,731 38.20 -- -- --- 147.62 -- -- -- --- 147.62
3.80 78,400 38.30 --- --- - 160.84 --- -- -- -- -- 160.84
3.90 81,070 38.40 -- --- - 174.42 -- --- --- 174.42
4.00 83,739 38.50 --- -- --- - 188.37 --- -- -- -- 188.37
4.10 86,408 38.60 --- --- 202.68 -- -- --- 202.68
4.20 89,077 38.70 --- --- 217.32 --- --- --- -- --- 217.32
4.30 91,747 38.80 --- --- 232.31 --- --- -- --- 232.31
4.40 94,416 38.90 --- --- 247.62 -•- -- -- --- 247.62
4.50 97,085 39.00 --- ••. 263.26 -- -- -- --- 263.26
...End

Jessica M Edmonds
From: Jessica M Edmonds
Sent: Monday, May 17, 2021 12:05 PM
To: [e-mail]
Cc: Hall, Christine
Subject: Request for additional info - Silo Ridge - SW8210310
Attachments: 2021 05 addinfo 210310.pdf
All,
Attached is a pdf of the request for additional information for the subject project. Please let me know if you have any
questions or concerns.
Thanks!
Jessica Edmonds, El
Environmental Engineer
Division of Energy, Mineral,and Land Resources—State Stormwater Program
North Carolina Department of Environmental Quality
Office: 910 796 7215
Direct: 910 796 7344
Email: [e-mail]
Address: 127 Cardinal Drive Ext.
Wilmington, NC 28405
aorresponderwe to ar^d from this_ridiess is su'iect to tho
North Carolina Public Records Law and may i20 disclosed to third pa s.
1

rz
Gamier
DIONNE DELU-GATPI
•
Sacr+rt�r '�awa, •,ficso'',-
BRIAN WRENN NORTH CAM)U aA
OtrarAor EnvimmuntalQualler
May 17,2021
Via email only: n/a
Sidbury Development I,LLC
Attn: Adam Sosne,Member/Manager
6626-C Gordon Road
Wilmington,NC 28411
Subject: Request for Additional Information
Stormwater Project No. SW8 210310
Silo Ridge
Pender County
Dear Mr. Sosne:
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for
the subject project on March 26,2021. A preliminary in-depth review of that information has determined that the
application is not complete and that additional information is needed. To continue the review,please provide the
following additional information in a single,hard copy submittal package:
1. 15A NCAC 02H.1053(1): Please provide documentation and/or calculations to support the identified
SA/DA ratio for all ponds.
2. 15A NCAC 02H.1003(7), .1042(2)(a)(iv),and.1042(2)(k): It appears that the Drainage Area 2 and 3
building BUA listed in Section IV.10 of the application is inconsistent with the deed restrictions
allocations and the number of lots that appears to be located within these drainage areas. Please confirm
the allocated built-upon area(BUA)listed in the deed restrictions is consistent with the total lot BUA
listed for the drainage areas presented in the other application documents.
15A NCAC 02H.1003(3)(a): In Row 21 of the drainage area section of the supplement,please identify the
calculation method used to determine the design volume. The calculations appear to indicate that the
Simple method was used.
4. 15A NCAC 02.1042(2)(a)(iv), .1003(3)(b),and 1050(1):
:'a. The sum of the impervious area for Drainage Area 2 listed in Section IV.10 of the applicationdoes not match the total impervious area listed on the Supplement-EZ. Please confirm the final
site layout and associated impervious areas are presented consistently throughout the application
documents.
Please clarify how the BUA associated with the lift station was considered.
5. 15A NCAC 02H.1042(2)(a)(vii): When attempting to contact the applicant at [e-mail],
the email was undeliverable. Please provide correct contact information for the applicant,including an
active e-mail address,in Section III.l.b of the application.
6. 15A NCAC 02H.1042(2)(b): Please provide documentation showing the corporation or LLC is an active
corporation in good standing with the NC Secretary of State. If the designated person is not listed with the
documentation provided from the Secretary of State,official documentation showing the titles and
positions held by the signing official must be provided.
•.2. 15A NCAC 02H.1042(2)(d): Please provide a copy of the USGS map identifying the project location and
the GPS coordinates for the project.
'dortbCarona Department ofErari rovaiirtaalr Divisonoffi€rgy.Mineral atau3 Lmd Resources
WibwylunRegio,vadOffice 13ZCardinst Drive Extension Ytriliningoort.North Oaro{in.25405
: .;Trt Are.fpa. g oJ14.72e

State Stormwater Permit No.SW8 210310
Page 2 of 3
8. 15A NCAC 02H.1042(2)(g)(iii): Please provide the boundaries of all surface waters or a note on the
plans that none exist. If a note is already provided on the plans,please provide a citation of where it can
be located.
9. 15A NCAC 02H.1042(2)(g)(iv): Please provide proposed contours and drainage patterns to support that
all of the 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.
10. 15A NCAC 02H.1042(2), .1042(2)(g)(iv), .1042(3)(b),and.1050(1)to support.1042(2Xa)(iv)_ Please
provide 2 copies of a signed, sealed,and dated drainage area map supporting the identified drainage areas
and associated built-upon areas presented in the application documents.
11. 15A NCAC 02H.1042(2)(g)(vi), .1042(2)(1), .1050(8),and.1050(9): The storm drainage pipes are
proposed to be placed within several lots,for example Lot#172.Please identify the drainage easements
on the plans for these features that cross into the lot areas.
, 2. 15A NCAC 02H.1042(2)(h): On the plans,the elevations on the cross-section view of the SCMs and the
cross-section summary table for the SCMs are inconsistent.Please confirm these elevations are presented
consistently throughout the application documents.
13. 15A NCAC 02H.1042(3)(b): Please clarify how the orifices will be constructed to meet the design
diameter in the situations when the deign diameter is a nonstandard PVC size.
14. 15A NCAC 02H.1050(4): It appears that riprap calculations were completed for Pond 2,demonstrating
that the outlet of the SCM will not cause erosion downslope of the discharge point during the peak flow
from the 10-year storm event. Please represent this riprap apron on the plans.
v 15. 15A NCAC 02H.1053(5)(b): The forebay entrance shall be deeper than the forebay exit. Please clarify
how the pond contours support the pond cross-sections to meet this requirement.
16. 15A NCAC 02H.1053(3)and.1042(2)(h)(ii): The forebay sediment storage bottom elevation of Pond 1
is set at 24 ft with a 1-ft sediment accumulation depth to 25 ft. Two of the 24"pipe inverts for the
forebay inlet appear to be set at an elevation of 24 ft,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.
•: 17. 15A NCAC 02H.1042(2): In addition to mailing a hard copy of the revised Supplement-EZ,please email
a pdf of the supplement form to the email address provided below so that it can be preserved
electronically per the regulatory requirements.
Please remember to confirm that any revised information is presented consistently throughout the application
documents including calculations,supplements,narrative,and plans. Please also remember to provide two hard
copies of any updated documents per 15A NCAC 02H.1042(2).
All of the requested information listed above should be received in this Office by June 2,2021, or the application
will be returned as incomplete. If additional time is needed to submit the requested information,please email
your extension request prior to this due date to the email address provided below with a justification and a date of
when the requested information will be submitted,which shall be no later than 15 days past the original due date.
Please note that only two letters requesting additional information is allowed in the State Stormwater Program
for a total of 30 days to submit the requested additional information. If the information is not satisfactorily
provided after either the second request or 30 days, the project will be returned. If the project is returned and you
wish to re-submit later,you will need to resubmit all required items at that time,including the application fee.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan,is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter,please feel free to call me at(910)796-7215 or email me at [e-mail].
North Cana Department of Env sty ty• Divtslon ai!n Waal and LAM likes
Wrhnngton Regional Office W C DI a Ern wa ngton,Norm t aa4utt
s..
4lO7%3 211S

State Stormwater Permit No.SW8 210310
Page 3 of 3
Sincerely,
Pmod& Edatoaces
Jessie Edmonds
Environmental Engineer
DES/jme: \\\Stormwater\Permits&Projects\2021\210310 HD12021 05 addinfo 210310
cc: Garry S. Pape,PE,GSP Consulting,PLLC;via email:[e-mail]
Wilmington Regional Office Stormwater File
North C acorns Department et Erivirer+rentai Quilt!, Dlrision of Energy.Mineral arn1 Lard iesource
1Ndrnirgten Regional Office 127Cardin tDriveExtensian Wiinninaiwn,North Carkna:8405
i �h ei10,19b.7213

Burd, Tina J
From: Microsoft Outlook
To: [e-mail]
Sent: Monday, March 29, 2021 2:47 PM
Subject: Undeliverable: SW8 210310- Silo Ridge
!J Off ice 365
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Tina.Burd Office 365 adamsosne
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1

Burd, Tina J
From: Burd,Tina J
Sent: Monday, March 29, 2021 2:47 PM
To: [e-mail]; Garry Pape
Subject: SW8 210310 -Silo Ridge
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources(Stormwater Section)accepted
the Stormwater Permit Application and$505.00 fee for the subject project on March 26, 2021. The project has been
assigned to Christine Hall and you will be notified if additional information is needed. Please be advised that the
construction of built-upon area may not commence until the Stormwater Permit is issued.
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
4D,Ig.sdociV4)
Website: http://dea.nc.eov/about/divisions/energy-mineral-land-resources/stormwater
Based on the current guidance to minimize the spread of COVID-19,the Department of Environmental Quality has adjusted
operations to protect the health and safety of the staff and public.Many employees are working remotely or are on staggered
shifts. To accommodate these staffing changes,all DEQoffice locations are limiting public access to appointments only. Plow,
check with the appropriate staff before visiting our offices, as we may be able to handle your requests by phone or email.We
appreciate your patience as we continue to serve the public during this challenging time.
1

Non-Transfer Application Completeness Review Checklist-Short Version
Project Name: c j L 6 t D c7 ,,.) D✓c/i S c i Date Delivered to WIRO (3,z4 AO ei
Project County/Location: 1 D b (2/S-Cc.-C T S al Li-- BIMS Received/Accepted Date: 2-6. e :r
BIMS Acknowledged Date'-: 3' q .�Q -j
Permit Action: 53kst
located in the ETJ of the following deligated andOP
New Permit#': L}g + 0 j IS)
functioning programs:
NHC:Carolina Beach/Kure Beach/Wilmington/Wrightsville Beach
Bruns: !.eland/Navassa(?)/Oak Wand
Cart: Emerald Isle Onsi: Jacksonville
Pend: Surf City
Major Mod/Minor Mod/Renewal Existing Permit#:
Erpriation Date
Permit Type: rD)LD/ID Overall/HD&LD Combo
General Permit/Offsite ,empt E]Offsite to SW8:
Development Type: Commer -. ■,esidenti. Other C]is Lot ID'ed in Master Permit?
Subdivided:: Subdivision)r Single Lot
Rule(s): 02017 Coastal 02008 Coastal 01995 Coastal
=Phase II =uriversal 01988 Coastal
Permittee Type&Documents Needed:
MILP'•roperry Owner(s) OPurchaser 11Lessee =HOA rlDeveloper
=Viable? =Viable? rnViable? Viable? r1Viable?
eed =Purchase Aamt EM Lease Election Minutes
Not Subdivided:Deed
=Subdivision: Common Area Deed
Paperwork
nAppl Ration
ee: ®5505(within bmo) Check#(s): 05P-7 ENa Fee
Supplement2(7 new form or for older forms:1 original per 5CM)
&MY
-Soils Report(lnfil or PP)
gird Calculations(signed/sealed)
Teed Restrictions,if subdivided'
Project Narrative
=LSGS Map(or on file?) Subject to SA?: Y CO Subject to ORW?• Y /410
lans(2 Sets)
PE Certification
=Electronic Copies
Easements,Recorded(2017 Rules)
NOTES:
WE
'Enter B!M1.11S Acknowledged Date on this Sheet
'For New Projects-Enter New Permit P on Supplements&Deed Restiction Templates.
3if w/in 6 months and they are requesting a mod,STOP. Needs a renewal first.
EMAILED ENGINEER DATE: ` Comments:
REVIEWER NAME: —J (---SS{- 415.r
•G:wQi\\Reference LibrarylProcedures\Checklists\Cempieteness Review Checkiis 2020 01 31

GSP CONSULTING ��pp
6626 Gordon Road,Unit C CEEB OF 1fl MS I1%I MEAL
WILMINGTON,NORTH CAROLINA, 28411
DATE
03/25/21 JOB NO.
2020-0005
[phone] ATTENTION
FAX(91o)799-6659 PHONE#
RE: Silo Ridge
TO: Stormwater permit (Conventional)
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405 ,
MAC 2 6 2021
WE ARE SENDING YOU ❑Attached ❑Under separate cover via the following items:
®Fee Check ® Permit Applications Z Plans ®Calculations ❑Specifications
O Copy of Letter ❑Change order ❑Diskette ❑
COPIES DESCRIPTION
2 Sets of plans &calculations for state stormwater permit
2 Stormwater Management Permit Application Forms (one original, one copy)
1 Wet Detention Basin Supplements (Ponds 1, 2 &3)
1 Wet Detention Basin Operation and Maintenance Agreement
1 Application fee for$505.0o for conventional review
THESE ARE TRANSMITTED as checked below:
®For approval ❑Approved as submitted ❑ Resubmit copies for approval
O For your use ❑Approved as noted 0 Submit copies for distribution
❑As requested 0 Returned for corrections ❑Return corrected prints
❑For review and comment 0
❑ FOR BIDS DUE 0 PRINTS RETURNED AFTER LOAN TO US
REMARKS:
COPY TO: File _ SIGNED: - Garry S. Pape, P.E.
If enclosures are not as noted,kindly notify us at once.

111111111111111111111111111111
Doc No: 20069606
Recorded: 09/08/2020 0322:34 PM
Fee Amt: 626.00 Page 1 of 4
Excise Tax:66288.00
Pender County North Carolina
11 tr.., Sharon Lear Miloughby,Register of Deeds
EC E 24 BK 4724 PG 428-431 (4)
MAt 2 6 2021
•
BY:
The attorney preparing this instrument has made no record
search or title examination as to the property herein described,
unless the same is shown by his written and signed certificate.
Excise Tax$6288.00 Recording: Time,Book and Page
Tax Parcel Identifier No.: a portion of 3261-94-1698-0000
Return to: 1.,.4.e.IC.C.c S, Pi..t.0
Prepared by: Mark I.Nunalee,Attorney at Law,PO Box 428,Burgaw,NC 28425.
Brief Desc. for the Index 74.32 acres,MB 66,PGs 41 &42
THIS PROPERTY IS_OR IS NOT X THE GRANTOR'S PRINCIPAL RESIDENCE.
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this I .61' day of &}ern&r,2020 by and between:
GRANTOR GRANTEE
BLAKES' OF SCOTTS HILL,LLC Sidbury Development I,LLC,a North Carolina
10565 US Hwy 17 limited liability company
Wilmington,NC 28411 6626-C Gordon Road
Wilmington,NC 28411
. The designation Grantor and Grantee as used herein shall include said parties,their heirs, successors and
assigns,and shall include singular,plural,masculine,feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which
is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee iii fee
simple, all that certain lot or parcel of land situated in Topsail Township, Pender County, North Carolina and
more particularly described as follows:
•

Bk4724
Pg 429
SEE ATTACHED EXHBIT A legal description
The property hereinabove described was acquired by Grantor by instrument recorded in Book 3375,
Page 179 of the.Pender County Registry.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee,that Grantor is seized of the premises in fee simple,has the
right to convey the same in fee simple,that title is marketable and free and clear of all encumbrances, and that
Grantor will warrant and defend the title against the lawful claims of all persons whomsoever except for the
exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
1. Restrictions of record.
2. Ad valorem taxes for the year 2020.
3. Routine utility easements and highway rights of way.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused
this instrument to be signed in its corporate name by its duly authorized officers and its seal to be hereunto
affixed by authority of its Board of Directors,the day and year first above written.
BLAKES' OF SCOTTS HILL,LLC
By: .(SEAL)
Henry Christopher Blake,III,Member-Manager
B • (SEAL)
Toni. .Hardin,Member-Manager
‘6 By: ealtbe' (SEAL)
Carol B.Batts,Member-Manager

•
7-
Bk 4724
STATE OF NORTH CAROLINA Pg 430
COUNTY OF PENDER
I,Kimberly F. Sanders, a Notary Public in and for the aforesaid County and State, do hereby certify that Henry
Christopher Blake, III, Member-Manager of Blakes' of Scotts Hill, LLC personally appeared before me this day and
voluntarily acknowledged the due execution of the foregoing instrument on behalf of the company.
Witness my hand and notarial seal this the .1 day of&o f rr,2020.
irni J-,
Notary Public
My Commission Expires: 5/15/2025
F. Ptievigefete-wW40
STATE OF NORTH CAROLINA
COUNTY OF PENDER
I,Kimberly F. Sanders, a Notary Public in and for the aforesaid County and State,do hereby certify that Toni B.
Hardin, Member-Manager of Blakes' of Scotts Hill, LLC personally appeared before me this day and voluntarily
acknowledged the due execution of the foregoing instrument on behalf of the company.
Witness my hand and notarial seal this the f day of Spfernber ,2020.
eKuyibui.m. 4- 52milvo
Notary Public
My Commission Expires: 5/15/2025
OPFlow
«• BERLY F S
STATE OF NORTH CAROLINA
COUNTY OF PENDER
I,Kimberly F. Sanders,a Notary Public in and for the aforesaid County and State,do hereby certify that Carol B.
Batts, Member-Manager of Blakes' of Scotts Hill, LLC personally appeared before me this day and voluntarily
acknowledged the due execution of the foregoing instrument on behalf of the company.
Witness my hand and notarial seal this the I lot- day of W-e .er ,2020.
bula. UtAtilit0
Notary Public
My Commission Expires: 5/15/2025
1 r.y
""„BF�ARF

B1c 4724
Pg 431
EXIBBIT A
Being all of that Tract labeled"Area 74.52 acres"as shown on that map entitled"74.52 acres tract made
from a portion of Deed Book 3375, Page 179" prepared by Atlantic Coast Survey, PLLC, dated 6/18/20 and
recorded in Map Book 66, Pages 41 and 42 of the Pender County Registry, reference to which is hereby made
for a more complete and accurate description.
Together with a non-exclusive perpetual easement on, over , across, under, upon and through the area
shown as "100' Utility and Access Easement per Plat Book 57, Page 6" on that map recorded in Map Book
60,Page 79 and also shown on that map recorded in Map Book 57, Page 6 of the Pender County Registry, for
the following uses: (1)vehicular and pedestrian access,ingress and egress,together with the right to construct,
install, repair, replace, and /or operate pavement, curb, gutter, plats, road improvements and other related
improvements, facilities and landscaping relating to such access; and (2) constructing, repairing, replacing,
and/or operating utilities and related improvements, including without limitation, electrical, sewer, drainage,
natural gas, water,communications,cable and telecommunications and other utilities and related facilities.
Also Grantor further assigns, subject to that reservation as set forth below, that certain nonexclusive,
perpetual and assignable easement,together with all rights,duties and obligations therein as further described in
that Easement Agreement between OPV Development, LLC and Blakes' of Scotts Hill, LLC recorded in Book
14,-/aq Page LSO of the Pender County Registry, reference to which is hereby made for a more complete
description of said easement. Grantor specifically reserves to itself all rights conferred in said easement until
such time as the Improvements,which upon completion will benefit property owned by Grantor,as described in
a separate easement between Grantor and Grantee of even date herewith, ("Future Development Easement"),
have been installed by Grantee This reservation shall automatically terminate, without further action of the
Grantor and Grantee, upon acceptance of improvements by the Utility Provider as provided in the Future
Development Easement.
P:\KIIvTS COREL 8 FILES\KIM\DEEDS 2020\SIDBURY DEV.BLAKE 74.52 AC.DOCX

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