SW8220519_Historical File_20220630

Burd, Tina J
From: Burd, Tina J
Sent: Thursday, June 30, 2022 2:26 PM
To: [e-mail]; [e-mail]; [e-mail]
Subject: SW8 220519 - Blue Clay Road Business Park
Attachments: SW8 220519 - Blue Clay Road Business Park.pdf
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) completed
their review of the Express Stormwater Permit Application for the subject project. Attached is the cover letter and
permit issued on June 30, 2022 that will be mailed separately, along with any other supporting documents.
Please direct any questions to your reviewer.
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance & Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from INS address is subject to Me
North Carolina Public F?GCOFds Law and may be disclosed to lb rd pailies.
Website: http:/Ydeg.nc.jzov/about/divisions/enerev-mineral-land-resources/stormwater
Based on the current guidance to minimize the spread of COVID-ig, 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 DEQ office locations are limiting public access to appointments only. Please
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.

Edmonds, Jessica
From: Edmonds, Jessica
Sent: Monday, June 27, 2022 3:08 PM
To: [e-mail]; [e-mail];[e-mail]
Cc: Hall, Christine; Sams, Dan
Subject: New Hanover County Emergency Logistic Center - Blue Clay Road Business Park
Al I,
An offsite permit application package was received for New Hanover County Emergency Logistic Center as an offsite to
Blue Clay Road Business Park. New Hanover County is listed as the applicant for Blue Clay Road Business Park as well as
the subject project. This would suggest that the project should be submitted as a modification to Blue Clay Road rather
than as an offsite. However, if there is a reason to have an offsite permit, it should be noted that Blue Clay Road
Business Park is not currently proposing subdivided and deed restricted lots, so it is not currently set up for an offsite
permit application to be submitted without a modification to Blue Clay Road. Additionally, Blue Clay Road Business Park
is currently in review and the permit has not been issued at this time.
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: iessica.edmonds(ZDncdenr.aov
Address: 127 Cardinal Drive Ext.
• Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disa'osed to third parties.

Edmonds, Jessica
From: Edmonds, Jessica
Sent: Monday, June 27, 2022 2:59 PM
To: [e-mail]; [e-mail]; Richard (Rick) A. Moore
Cc: Weaver, Cameron
Subject: Second request for additional info - Blue Clay Road Business Park - SW8 220519
All,
Thank you for the submittal. Everything looks good, there is just one minor item that needs to be address:
1. The supplement appears to have been updated in Rows 2 and 4 on the cover page as well as the following
columns on the drainage area supplement: entire site, wet pond 4, and untreated; however, sections IV.4, IV.7,
and IV.10 of the application were not updated. Please ensure this information is presented consistently across
all application documents.
The above item can be submitted via email and I will print it for the file. I will begin drafting this permit so it will be able
to be issued ASAP upon receipt of these items. 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: iessica.edmondsCcDncdenr.aov
Address: 127 Cardinal Drive Ext.
Wilmington, NC 28405
DEQ
�s
Email correspondence to and fro;n this address is subject to thF
North Carolina Public Rr eords Law and may be disclos E d to third parties.

vM"KIM&cREEv
DELIVERED
TO: NCDEQ — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION: Jessica Edmonds
WE ARE SENDING: ® Originals ® Prints
❑ Specifications ® Calculations
LETTER OF TRANSMITTAL
DATE: June 21, 2022
PROJECT NO: 00494-0039
TASK NO: 19
RE: Blue Clay Road Business Park
Express Stormwater ReSubmittal
TRANSMITTAL NO: 1 of 1
-7
PAGE 1 OF 1
❑ Shop Drawings ❑ Samples
❑ Other —
Quantity
Drawing No.
Rev.
Description
Status
EXPRESS STORMWATER RESUBMITTAL
2
Revised Supplement, Revised O&M Agreement (Page 4)
G
2
Revised Blue Clay Road Business Park Permit Drawings
G
2
Revised Drainage Area Map
2
Revised Calculations
G
issue Status erode: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS: PDF of the Supplement EZ emailed to [e-mail]
243 NORTH FRONT STREET, WILMNGTON. NC 28401 [phone] FAX [phone]
cc File, McKim & Creed, Inc. w/enc
McKIM & CREED, Inc.
,FIFE
Signe*Richard
A. Moore, PE
Regional Manager

v MgOW&CREED ENGINEERS
SURVEYORS
PLANNERS
June 21, 2022 M&C 00494-0039 (40)
Jessie Edmonds, Environmental Engineer
North Carolina Department of Environmental Quality
127 Cardinal Drive Ext.
Wilmington, North Carolina 28405
RE: Request for Additional Information —
Stormwater Project No. SW8 220519
Blue Clay Road Business Park
New Hanover County
Dear Ms. Edmonds:
9 EC�
212022
This submittal. is in response to comments received on June 14, 2022 regarding
the application and submittal packages for the above referenced project.
Most of the comments pertaining to the calculations were unfortunately errors
in our spreadsheet. Thank you for catching them so that they don't get
copied'saved in any future projects. They have been corrected and the revised
information is included herein.
The comments below have not been edited and were retyped or cut and pasted
to the extent practical to ensure they accurately reflect the letter provided.
1. 15A NCAC 02H.1042(2)(g)(iv):
A. Curb and gutter appears to be proposed along the road crossings over the
surface water. Please ensure this curb and gutter extends at least the full
length of the vegetated setback to support that the BUA is collected and
treated (ex: Logistics Way) and please ensure all the curb and gutter has
the label shown on the plans (ex: plan sheet 26).
Response: Curb and Gutter has been revised to extend the full length of
243 North Front Street the vegetated setback. Curb and Gutter has been labeled on the plans.
Wilmington, NC 28401 B. Please confirm that the bypassing BUA has been minimized to the extent
possible and will not negatively impact the adjacent property.
Response: The only bypassing BUA is located on Logistics Road heading
towards Juvenile Center Road. The proposed BUA runoff is directed
910, 343.1 048 towards a low wet depressional area in the powerline easement. All other
BUA is to be captured and directed to a proposed SCM.
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Ms. Jessie Edmonds
June 21, 2022
2. 15A NCAC 02H.1053(1):
A. SCM 2 and SCM 3 grading shows the elevation of the permanent pool
extends into the inlet swales. Please clarify whether the surface area for
the permanent pool elevation in the calculations includes the surface area
in the swale at this elevation.
Response: The permanent pool calcualtions for SCM 2 and SCM 3 did not
include the swale surface area.
B. For SCM 1, the first page of the calculations lists the provided permanent
pool surface area as 74,122 sf, however, this value is reported as 78,973 sf
in the stage storage table. This discrepancy is noted in all four SCM
calculations. Please confirm the permanent pool surface area is reported
consistently in the calculations as well as Row 26 of the wet pond
supplement for all SCMs.
Response: The calculations for each SCM have been revised and the
correct permanent pool surface areas are reported in the calculations as
well as Row 26 of the wet pond supplement for each SCM.
- --'15A NCAC 02H.1053(3): The volume of the main permanent pool for SCM 1 is
reported as 212,896 cubic feet in the calculations and supplement, however, this
appears to be consistent with a pond that has a sediment storage elevation of 25
instead of the proposed sediment storage elevation of 24. This discrepancy is
noted for all main pools of the four SCMs. Please confirm the sediment storage
elevation for the main pool is reported consistently across the application
documents including the calculations, supplement, 0&M, and plans.
Response: The calculations for each SCM have been revised and the correct
sediment storage elevations are reported in the calculations, supplement, O&M
and plans for each SCM.
4. 15A NCAC 02H.1053(5):
A. Row 32 for SCM 4 of the wet pond supplement lists the forebay volume as
11,616 cubic feet, however, the calculations report 11,799 cubic feet.
Please confirm and ensure this value is reported consistently cross the
application documents.
Response: The calculations for each SCM have been revised and the
correct forebay volumes are reported in the calculations and supplement
for each SCM.
B. With the information provided in the calculations, the multiple forebay
calculation for forebay 1 of SCM 3 appears to be at 14.1%. Please confirm
the multiple forebay calculations are correct given the provided drainage
areas and main pool volume and ensure that the forebays are designed to
be between 15-20% for their respective drainage areas.
MCIQM&CREED

Ms. Jessie Edmonds
June 21, 2022
Response: The calculations for each SCM forebay have been revised and
the correct forebay volumes are reported in the calculations and
supplement for each SCM.
5. 15A NCAC 02H.1003(3)(a):
A. For SCM 3, the temporary pool elevation is considered to be the next
available outlet. The calculations list this elevation as either 32.5 ft,
however, the overflow structure detail lists this elevation as 32.25 and the
cross section detail lists this elevation as 32. Please confirm the elevation
of the temporary pool and the resulting provided storage volume and
ensure it is represented consistently across all application documents.
Response: The temporary pool elevation for SCM 3 is 32.50 ft. There is a
weir that was left off of the outlet structure detail. This has been updated
in the calculations, the overflow structure detail, and the cross section.
B. For SCM 3, the orifice is reported as 6 inches in the supplement and 8
inches on the pond overflow structure detail on the plans (labeled pond 1
overflow structure). Please ensure the orifice size is reported consistently
across all application documents.
Response: The orifice size for SCM 3 is 6 inches and has been updated on
the overflow structure detail, the supplement and in the calculations.
C. For SCM 4, the supplement reports the permanent pool is set at 28 ft with
a 2 inch drawdown orifice, however, the Pond Overflow Structure detail
(which appears to accidentally be labeled Pond 1 Overflow Structure),
shows a weir at elevation 28.75. Please ensure the permanent pool
drawdown orifice is represented consistently across the application
documents.
Response: The permanent pool elevation for SCM 4 is 28.0'. The
temporary pool elevation is 28.75' and the drawdown orifice is 2.5".
These value have been updated and reflected in the application
documents.
6. 15A NCAC 02H.1050(4): Row 45 of the supplement reports that water does not
flow out of the forebay in a non -erosive manner. It appears that the forebays are
all set to be 0.5 feet below the permanent pool elevation according to the cross-
section details, however, the grading shows the forebay berms at the permanent
pool elevations. Please ensure the grading and the cross section detail for all
SCMs are consistent. If the berms are set at or below the permanent pool
elevation, please confirm if the response to Row 45 of the wet pond supplement
should be Yes.
4: MCKIM&CREED

Ms. Jessie Edmonds
June 21, 2022
Response: The grading has been revised to reflect the 0.5' difference between
top of forebay and permanent pool elevation. Forebay Weir Calculations for each
SCM Forebay have been provided with this resubmittal showing non -erosive
velocities across the forebays. Response to Row 45 of the wet pond supplement
changed to "yes".
7. 15A NCAC 02H.1053(11)(b): The vegetated shelf shall be planted with a minimum
of three diverse species of herbaceous, native vegetation at a minimum density of
50 plants per 200 square feet of shelf area. Please provide a citation of where the
density supported on the plans to ensure that the minimum density will be met.
Response: The detail provided represents 63 plants per 240 square feet of shelf
area. The minimum density required (50 plants per 200 square feet) equals 60
plants per 240 square feet. Therefore, the minimum planting requirements have
been meet / exceeded.
8. 15A NCAC 02H.1050(4): Please provide engineering calculations demonstrating
that the inlets of the SCMs will be designed to protect the SCM from erosion
resulting from stormwater flow into the SCM during the peak flow from the 10-
year storm event or a citation of where this can be located.
Response: Engineering Calculations are provided with this resubmittal.
9. 15A NCAC 02.1042(2)(a)(iv), .1003, and 1050(1): Please ensure the drainage area
information is consistent across section IV.10 of the application and the drainage
area map.
Response: Drainage Area Map has been revised and included with this
resubmittal.
10. 15A NCAC 02H.1042(h)(ii): Please provide a cross section of the proposed swale(s)
in the plan set.
Response: Cross Section of the proposed swales provided on Sheet CE502/ Detail
1 and Sheet CE503/ Detail 4 which are included in this resubmittal.
11. Recommendation 1, Chapter C-3. Wet Pond: Row 48 of the wet pond supplement
notes that the pond does not drawdown below the permanent pool surface.
However, in looking at the pond details and outlet structures, they both proposed
a turned -down elbow to allow the water to drawdown from below the permanent
pool surface. Based on the proposed design, please re -consider the response to
Row 48 of the wet pond supplement.
Response: Response to Row 48 of the wet pond supplement revised to 'YES" due
to turned -down elbow.
v� M&CREED

Ms. Jessie Edmonds
June 21, 2022
12. 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: A pdf of the Supplement-EZ form will be emailed to the addressed
provided.
13. N.C.G.S.143-214(c3): If the project is within 5 statute miles of a public airport, the
Division cannot require the use of a BMP with a permanent pool of water. A copy
of the permit will be forwarded to the airport's director who may elect to
adjudicate the permit if the applicant has chosen to use a BMP with a permanent
pool of water.
Response: Understood.
14. Due to the potentially minor nature of these comments, the express additional
information review fee has been waived.
Response: Noted. Thank you.
If you have any questions, please do not hesitate to contact me at our office 910-
343-1048.
Sincerely,
c Creed, Inc.
Ri and A. Moore, PE
Regional Manager
Cc: File, 00494-0039(40)
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BRIAN WRENN
Mvctor
June 14, 2022
Via email only: swarmuth Alec-em.com
New Hanover County
Attn: Sara Warmuth, Chief Facilities Officer
230 Government Center Drive, Suite 190
Wilmington, NC 29403
NORTH CAROL04A
Subject: Request for AddWonal Information
Stormwater Project No. SWS 220519
Blue Clay Read Business Park
New Hanover Cuamty
Dear Ms. Warmuth.
The Wilmington Regional Office received and accepted a Express State Stonmwater Management Permit
Application for the subject project on May 26, 2022. A preliminary to -depth review of that information has
deteimmned that the apphc ation is not complete and that addib almfonnadonisneededL To continue the review,
please provide the following additional information in a dude, bard cony submittal package.
15A NCAC 02H.1042(2)(gxiv):
a. Curb and gutty appear to be proposed along the road crossings over the surface ureter. Please
ensure this curb and gutter extends at least the full length of the vegetated setback to support that
the BUA is collected and treated (sic: Logistics Way) and please ensure all the curt and gutter has
the label shown on the ply (ex: plan sheet 26).
li. Please confirm that the bypassing BUA has been minimized to the extent possible and will not
negatively impact the adjacent property.
15A NCAC 02H.1053(1).
SCM 2 and SCM 3 grading shows the elevation of the permanent pool extends mto the inlet
swales. Please clarify whether the surface area for the permanent pool elevation m the
calculations includes the surface area m the Swale at this elevation.
XFor SCM 1, the first page of the calculations lists the provided permanent pool surface area an
74,122 sf, however, tins value is reported as 78,973 sf in the stage storage table. This discrepancy
is noted in all four SCM calculations. Please confirm the permanent pool surface area is reported
consistently in the calculations as well as Row 26 of the wet pond supplement for all SCMs.
15A NCAC 02H.1053(3). The volatne of the mean permanent pool for SCM 1 is reported as 212,896
cubic feet in the calculations and supplement, however, this appears to be consistent with a pond that has
a sediment storage elevation of 25 instead of the proposed sedimeW storage elevation of 24. This
discrepancy is noted for all main pools of the four SCMs. Please confirm the sediment storage elevation
for the main pool is reported consistently across the application documents including the calculations,
supplement. O&M, and plans.
15A NCAC 02H.1053(5):
�. d. Row 32 for SCM 4 of the wet pond supplement lists the forebay volume as 11,616 cubic feet,
however, the calculations report.11,799 cubic feet. Please confirm and ensure this value is
reported consistently cross the application documents.
With the uifm=tion provided in the calculations, the multiple forebay calculation for forebay 1
of SCM 3 appears to be at 14 1 %. Please confrm the multiple forebay calculations are correct
given the provided drainage areas and main pool volume and ensure that the forebays are
designed to be between 15-20% for their respective drainage areas.
.� Ai@rFi1 'OgRB t�t[�. Qf 1=A11R0f�i!'�1 Chi � .ZiIYiSK�l7 Of �JgN*�4. t'8� end �4H'>±t"Y
WIMPWO" ona i Offlrr IV (Zi7dtrtW Drive Extension ., WflmbWm North Canift 2a4o5

State Stormwater Permit No. SW8 220519
Page 2 of 3
I5A NCAC 02H. 1003 (3)(a):
For SCM 3, the temporary pool elevation is considered to be the next available outlet The
calculations list this elevation as either 32.5 ft, however, the overflow structure detail lists this
elevation as 32.25 and the cross section detail lists this elevation as 32.. Please confirm the
elevation of the temporary pool and the resulting provided storage volume and ensure it is
represented consistently across all application documents.
b. '. For SCM 3, the orifice is reported as 6 inches in the supplement and 8 inches on the pond
overflow structure detail on the plans (labeled pond 1 overflow structure). Please ensure the
orifice size is reported consistently across all application documents.
c- For SCM 4, the supplement reports the permanent pool is set at 28 ft with a 2 inch drawdown
orifice, however, the Pond Overflow Structure detail (which appears to accidentally be labeled
Pond 1 Overflow Structure), shows a weir at elevation 28.75. Please ensure the permanent pool
drawdown orifice is represented consistently across the application documents.
,if
• . 15A NCAC 02H.1050(4). Row 45 of the supplement reports that water does not flow out of the forebay
a� in a non -erosive manner. It appears that the forebays are all set to be 0.5 feet below the permanent pool
elevation according to the cross-section details, however, the grading shows the forebay berms at the
permanent pool elevations. Please ensure the grading and the cross section detail for all SCMs are
consistent. If the berms are set at or below the permanent pool elevation, please confirm if the response to
Row 45 of the wet pond supplement should be Yes.
y�.T 15A NCAC 02H.1053(11)(b) The vegetated shelf shall be planted with a minimum of three diverse
species of herbaceous, native vegetation at a minimum density of50 plants per 200 square feet of shelf
area. Please provide a citation of where the density supported on the plans to ensure that the minimum
density will be met.
i 15A NCAC 02H.1050(4): Please provide engineering calculations demonstrating that the inlets of the
SCMs will be designed to protect the SCM from erosion resulting from stormwater flow into the SCM
during the peak flow from the 10 year storm event or a citation of where this can be located.
9. 15ANCAC 02.1042(2)(a)(w), .1003, and 1050(1): Please ensure the drainage area information is
consistent across section IV.10 of the application and the drainage area map.
15A NCAC 02111042(h)(ii): Please provide a cross section of the proposed swale(s) in the plan set.
Recommendation 1, Chapter C-3. Wet Pon.: Row 48 of the wet pond supplement notes that the pond
does not drawdown below the permanent pool surface. However, in looking at the pond details and outlet
structures, they both proposed a turned -down elbow to allow the water to drawdown from below the
permanent pool surface. Based on the proposed design, please re -consider the response to Row 48 of the
wet pond supplement.
11. 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-
N. C.G. S. 143-214(c3). If the project is within 5 statute miles of a public airport, the Division cannot
f require the use of a BW with a permanent pool of water. A copy of the permit will be forwarded to the
airport's director who may elect to adjudicate the permit if the applicant has chosen to use a BUT with a
permanent pool of water.
4. Due to the potentially minor nature of these comments, the mMms additional information review fee has
been waived.
Please remember to confirm that any revised information is presented consistently throughout the application
documents including calculations, supplements, narrative, and plans. Please also remember to provide two hard
copies of any updated documents per 15A NCAC 02H.1042(2).
Nw7�'di Garv>�a r;�artrr�nt of �++rnearal �t�� '. Ditr�n rjf �c+ergp: and tar5d N�
JwW W u*Vton Rtgignal Cerise 1 127 Cardinal Drupe Extension I W l ningYon, Nurth COok a
a~r ,""� Sto,746 7215

State Stormwater Permit No. SW8 220519
Page 3 of 3
All of the requested information listed alcove should be received in this Office by Jime 21, 2022, or the
application will be returned as incomplete. If additional time is heeded to submit the requested information,
please email your extension request prior to this clue 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 5 business days past
the original due date. Please remember that extension requests delay the issuance of the final permit. Also,
please note that only two letters requesting addaawnal information is allowed in the State Stormwater Program. If
the information is not satisfactorily provided der the second request, the project will be returned If the project
is returned and you wish to re -submit to the Express Program, you will need to reschedule the project through the
Express Coordinator for the next available review date and will need to resubmit all required items at that time,
including the application fee.
The construction of any impervious surfaces. other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A.
Please label all packages and cover letters as "Express" and reference the State assigned project number on all
correspondence. If you have any qm. tions eonc ng this matter, please feel free to call me at [phone] or
email me at [e-mail].
Sincerely,
f 44a a
Jessie Edmonds
Environmental Engineer
DES/jme: \\\5tormwaterTermits & Projects\2022\220519 HD\2022 06 addmfo 220519
ce: Richard Moore, PE; McKim & Creed Inc.; via email ramoore a cbmereed. Eom
W mmgtm Regional Office Stoanwates File
,t � `forth Carolina Dtpwtmeor of Envhwuwrktal Quplity ; taMWon oP£nergy,'vlinf --al and land Aesourc"
Wfimington 900maiflPfice 127 Ordinal Drive FxctenOon I Wtimingtom North Garo6na 2W5
i
d am', 910.7%.7215

Edmonds, Jessica
From: Edmonds, Jessica
Sent: Tuesday, June 14, 2022 4:42 PM
To: [e-mail]; [e-mail]; Richard (Rick) A. Moore
Cc: Weaver, Cameron
Subject: Request for additional info - Blue Clay Road Business Park SW8 220519
Attachments: 2022 06 addinfo 220519.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.
Please also remember to label any packages submitted with "EXPRESS".
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
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

6/2/22, 2:01 PM Facilities Management - the model of good governance - New Hanover County - North Carolina
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,, ,C
Here in New Hanover County, the community, elected officials and county staff cooperate to
balance a high quality of life with a progressive business and economic climate.
Our Vision
At less than 200 square miles, New Hanover County is the second smallest - geographically -
ofthe 100 North Carolina counties; however, it is home to more than 225,702 people. Board of Commissioners
New Hanover County is not just a great place In which to live or visit. New Hanover County is
also a great place to do business. Tourism, film production, the service and retail sectors are
the engines that power our economy.
Our Mission: New Hanover County is committed to providing equitable opportunities and
exceptional public services through good governance to ensure a safe, healthy, secure and
thriving community for all.
The government of New Hanover County is committed to ensuring that you are safe, healthy and secure; that is our promise
to you.
County Manager Chris Coudriet
New Hanover County Manager Chris Coudriet serves as chief administrator of
county government and maintains responsibility for administering all
departments under the general control of the five -member Board of
Commissioners.
The county managers work includes the development of the countys annual
County Manager Staff
2018-2023 Strategic Plan
Government Center
Redevelopment
Healing Place of New
Hanover County
Free County Wi-Fi
Initiative
County News
budget. The budget is the policy document, financial plan, and operations guide
and communications device of county government. It reflects the countys NACo Prescription
response to the needs of the community and residents' requests for services. New Discount Program
Hanover Countys government is operating on a $458 million multi -fund budget
for the fiscal year beginning July 1, 2021 and ending June 30, 2022, serving more
than 225,000 residents.
In addition, the manager and his executive leadership team are responsible for aligning the operations of the county to
the adopted strategic plan and advancing the county's mission and vision through five key focus areas: superior
education and workforce, superior public health and safety, intelligent growth and economic development, strong
financial performance, and effective county management.
Mr. Coudriet has served as the county manager since July 2012. Prior to his appointment, he served as assistant county
managerfor New Hanover County for four years and as county manager in Franklin and Washington counties, N.C. He
has more than twenty-five years of public administration experience, with fifteen years as a county manager or assistant
county manager in North Carolina. He holds a Bachelor of Science Degree in Urban and Regional Planning from East
Carolina University and a Master's Degree in Public Administration from the University of North Carolina at Pembroke.
Mr. Coudriet currently serves in several leadership positions with the National Association of Counties (NACo), including
vice -chair ofthe Public Health and Healthy Communities Subcommittee and vice -chair of the Resilient Counties Advisory
Board. He is also a member of NACo's Information Technology Standing Committee and the International Economic
NACo Health and Dental
Discount Program
141A. Y L G L 22
i
BY:
hftps://www.nhcgov.com/administration/
1/5

NEW HANOVER COUNTY
OFFICE OF THE COUNTY MANAGER
230 GOVERNMENT CENTER DR STE 195
WILMINGTON, NORTH CAROLINA 28403-1732
TELEPHONE [phone]I84
FAX [phone]
August 31, 2015
Mr. Dean Hunkele
Senior Environmental Specialist
NC DENR — Division of Water Resources
Water Quality Regional Operations Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Email: [e-mail]
Dear Mr. Hunkele:
CHRIS COUDRIET, ICMA-CM
County Manager
AVRM M. PMER, CPA
Dgmty County Manager
TIM BURGESS
Assistant County Manager
I understand that New Hanover County has pending permits with the Department of
Envh mnent and Natn vl Resources and would like our Facilities Project Manager to
sign the applications on the County's behalf. The following is his contact information:
Kevin Caison
Facilities Project Manager
New Hanover County Property Management
200 Division Drive
Wilmington, NC 29401
Phone: [phone]
Fax:[phone]
Email: kcaisonLa nhcgov.com
I hereby delegate signatory authority to Kevin Caison to sign for water and sewer and
stormwater permits on behalf of New Hanover County.
Sincerely,
maw
Chris Coudriet
County Manager

BLUE CLAY ROAD BUSINESS PARK
NEW HANOVER COUNTY, NC
STORMWATER NARRATIVE
Prepared for:
COUNTY OF NEW HANOVER
230 Government Center Drive, Suite 195
Wilmington, NC 28403
Prepared by:
V
243 North Front Street
Wilmington, NC 28401
[phone]
�`��
Project #00494-0039 (40) 1;*
May 2022 - 025503y
I
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MAY 2 6 2 22
8Y�

BLUE CLAY ROAD BUSINESS PARK
STORMWATER NARRATIVE
Table of Contents
DESIGN NARRATIVE
I. EXISTING SITE
II. PROPOSED IMPROVEMENTS
III. STORMWATER CONTROL MEASURE (SCM)
IV. CONCEPTUAL MASTER PLAN
ATTACHMENTS - SUPPORTING INFORMATION
A. USGS QUAD MAP
B. SCS SOIL SURVEY MAP
C. CALCULATIONS
D. HYDRAFLOW MODEL RESULTS
E. ECS SOILS REPORT
F. WETLANDS JURISDICTIONAL DETERMINATION
G. PROPERTY DEED
H. COPY OF APPROVED PERMITS

Design Narrative -
I. Existing Site
The proposed 120.0-acre development, known as Blue Clay Road Business Park, is in New
Hanover County, 2.0 miles northeast of the intersection of N. Kerr Avenue (SR 1322) and Blue
Clay Road (SR 1318). This development will consist of commercial properties, open space, and
public streets. This development consists of approximately 95 acres of commercial
development. The remaining 25 acres consisting of wetlands and will remain undeveloped.
The existing site is undeveloped farmland and woods with vegetation that is primarily row
crops with crop residue, woods, wetlands, and understory growth. A copy of the USGS
quadrangle map is attached indicating project vicinity and general drainage patterns in the
area. The New Hanover County SCS Soil Survey (copy attached) indicates the underlying soils
within the project area predominantly, Leon Sand (Le), Murville Fine Sand (Mu), Pantego loam
(Pn), Stallings fine sand (St), Torhunta loamy fine sand (To), and Wrightsboro fine sandy loam
(Wr). The Hydraulic Soil Group Classifications are B/D, A/D, B/D, C, C, and C respectively.
The project site is in the Cape Fear River Basin and drains to Prince George Creek. According to
the latest surface water classifications published by NCDEQ Prince George Creek is classified
as C;Sw. Prince George Creek Drains to the North East Cape Fear River (B; Sw, Index -No. 18-74-
(47.5)) as illustrated on the attached USGS Topo Map. Wetlands do exist within the site
boundary with approximately 0.5 acres to be disturbed. Wetland impact permitting is being
performed by Land Management Group. These efforts are currently underway. The wetlands
have been delineated and are represented on the attached drawings. The site does not drain to
ORW designated waters; is not within 1h - mile of and draining to SA classified waters; and is
not within 1-mile and draining to HWQ designated waters.
II. Proposed Improvements
The proposed improvements are consistent with most business park developments. The basic
improvements proposed at this time consist of the construction of roadways with shoulder and
ditch cross section, water and sewer utilities, and treatment systems (consisting of four wet
detention ponds) to allow for the construction of future buildings and parking lots. The systems
ultimately drain to the North East Cape Fear River via wetlands and Prince George Creek.
III. Stormwater Control Measure (SCM)
The proposed project will be permitted as high density utilizing four (4) wet detention ponds.
The proposed water quality SCM's are sized to treat, at a minimum, the first 1.5-inch of runoff
from the contributing drainage areas in accordance with the MDCs for SCMs and specifically,
C-3 Wet Pond. Post development peak discharge is less than pre -development peak discharge
for the analyzed storm events (See Tables Attached). A water surface elevation table s�a�t�ta+ �hei
as well. A
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025503
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Post -construction a small section of Logistics Road will have untreated stormwater runoff.
Approximately 4,840 square feet of road will sheet flow north of Logistics Road, through
vegetated areas in the CFPUA utility and Duke Power easements towards existing
wetland/ponds. While their purpose is unknown, they do appear to be manmade since they do
not show up on the USGS Topographic Map. The section of road that will remain untreated is
only the northern half (inbound travel lane).
Reasons this area can't be collected/treated include:
• NCDOT is going to take over ownership of the roads, they do not want to superelevate
this road section to collect the runoff on the southern side. They prefer not to
superelevate any roads however they did allow us to do this on Triumph Drive to avoid
untreated water on that section. This also helped us avoid RPW impacts and grading
outside of an existing right of way.
• The natural ground on the northern side of Logistics Road falls away from the road
therefore grading in a ditch is not feasible. We would be chasing grade and getting too
deep to allow the runoff to flow to an onsite SCM. Also, excavation would be required
through the CFPUA utility easement which contains a 16" water main. Any excavation
in this easement would require relocating that water main deeper in the ground.
Table 1- Rooting Summga
Ppak Ylkirharaa (43/cl a+ Pmiurf niv#4.11.
SCMS
RETURN EVENT
2-YR
10-YR
25-YR
SCM 1
PRE -DEVELOPMENT
44.96
95.12
133.52
POST -DEVELOPMENT
45.95
103.05
121.68
SCM 2
PRE -DEVELOPMENT
21.29
44.29
61.83
POST -DEVELOPMENT
12.34
46.23
57.45
SCM 3
PRE -DEVELOPMENT
53.68
122.61
176.55
POST -DEVELOPMENT
23.43
100.77
177.39
SCM 4
PRE -DEVELOPMENT
15.27
33.51
47.59
POST -DEVELOPMENT
8.44
32.35
41.68
UNTREATED
PRE -DEVELOPMENT
0.77
1.694
2.41
POST -DEVELOPMENT
1.85
3.009
3.83
TOTALS
PRE -DEVELOPMENT
135.89
297.00
421.38
POST -DEVELOPMENT
85.83
278.95
399.40

ATTACHMENT A - USGS QUAD MAP

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BLUE CLAY ROAD BUSINESS PARK
2�3 NorM Front Street
Phone [phone] . Fa. (at0)=-8M2 U/S�G�S��ENL_ARGEiyM/yE/�N/�T 11 /15/2021
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ATTACHMENT B - SCS SOIL SURVEY MAP

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Soil Map —New Hanover County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Le
Leon sand
0.4
0.3%
Mu
Murville fine sand
10.3
8.0%
Pn
Pantego loam
22.0
17.2%
St
Stallings fine sand
33.0
25.8%
To
Torhunta loamy fine sand
55.0
43.1 %
Wr
Wrightsboro fine sandy loam, 0
to 2 percent slopes
7.0
5.5%
Totals for Area of Interest
127.7
100.0%
USDA Natural Resources Web Soil Survey 10/19/2021
e1iiiiiii Conservation Service National Cooperative Soil Survey Page 3 of 3

ATTACHMENT C - CALCULATIONS

ATTACHMENT C - CALCULATIONS
SEAL
02550
A `,4`boe
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BY:

Blue Clay Road Commercial Park
NCDEQ Retention Requirements
Wet Pond - I
Site Data
Total DA
;e •. G �'1F
Value from CAD
On -Site Drainage Area
A,", R, E
Value from CAD
Off -Site Drainage Area
�'a - ACRE
Value from CAD
Impervious
iL.fs ACRE
Value from CAD
Buildings
s SF
Value from CAD
Sidewalks
: s 16
Value from CAD
Streets
.-> s, • SF
Value from CAD
Parking
•..qe SF
Value from CAD
Curb and Gutter
m;: •;
Value from CAD
Future.:
Value from CAD
Offsite
SF
Impervious Cover
70.00%
Impervious Lover -(Impervious Drainage Area)/(Total
Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv
0.680 IN/IN
Rv=0.05+0.009*(%Impervious)
Required 1.5" Runoff Volume
98,424 CF
1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume
E-17
CF
Volume between permanent pool & next -highest
orifice
Stormwater Pond
Bottom of Pond Elevation - Main Bay
JiF T
Value selected by designer
Bottom of Pond Elevation - Forebay
Sediment Storage Elevation - Main Bay
F
I Fr
Value selected by designer
Sediment Storage Elevation - Forebay
Sediment Storage Volume
CF
Pond volume below sediment storage elev.
Permanent Pool Elevation
F T
Value selected by designer
Temporary Pool Elevation
FT
Elevation of the next -highest outlet
Submerged Vegetated Shelf Width
FT
Max Depth of Vegetated Shelf
FT
Perimeter of Permanent Pool
FT
Main Bay only
Average Depth Provided
FT
See formula below
Required SA/DA Ratio for 90%TSS Removal
'A
Value from 90% TSS removal chart
Required Permanent Pool Surface Area
G.9„4.�2 SF
(Req'd SA/DA Ratio) *(Total Drainage Area)
Provided Permanent Pool Surface Area
SF
Value from stage -storage calculations
Forebav
Permanent Pool Volume
s •�
_ j
Total pond volume between permanent pool
elevation & sediment storage elevation
Total Required Forebay Volume
S,54A F
20% of permanent pool volume
Provided Volume - Forebay
51,520 CF
Provided volume between permanent pool elev. &
sediment storage elevation
Total Forebay % of Permanent Pool
18.55%
Total between 15 - 20% - OK
Drawdown
Diameter of Low Flow Orifice
v,;? 4A
Value selected by designer
Weir Elevation of Outlet Structure
FT
JrT
Elevation of the next -highest weir
Total Elevation Head Above Weir Invert
Total elevation head above renter of orifice
Average Elevation Head Above Weir Invert
S
FT
1/3 of total elevation head
Cd, Coefficient of Discharge
.;' i
Value selected by designer
Q Flowrate Through Low -flow Orifice
lA7
CFS
Q=Cd*Weir Area *sgrt(2*32.2*Avg Head)
Drawdown Time
2.41
DAYS
1.5" Runoff Volume/Flowrate through Wler/86400
1:100494\0039\PDNR120-Tech124-Discipline Design DocumentabonlStormwater%SCM-11Wet Detention Pond- 1 _00494-0039 Sizing_2022.01.05.xis

Blue Clay Road Commercial Park
Stage -Storage Calculations for the Proposed Wet Detention Pond
Wet Pond 1
Stage/Storage Above Permanent Pool
Cumulative
Contour
Incremental
Volume, S
Contour.
Area (SF)
Volume (CF)
(CF)
28.00
101,025
0
0 Permanent Pool
28.50
107,011
52,009
52,009
29.00
110,026
54,259
106,268 •-Temporary Pool
30.00
116,098
113,062
219,330
31.00
122,226
119,162
338,492
32.00
128,411
125,319
463,811
32.25
129,966
32,297
496,108 Top of Pond Capaity
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
60,558
0
0
Pond Bottom
24.00
63,358
61,958
61,958
�Sed. Storage
25.00
66,187
64,773
126,731
26.00
69,046
67,617
194,347
27.00
71,936
70,491
264,838
27.50
74,122
36,515
301,353
•1opotrorebay
28.00
78,973
38,274
339.626
-vermanent Noo)
Forebay - Total
Forebay 1
Forebay 2
Contour
Area (SF)
Volume (CF)
Volume, S
(all units are SF)
23.50
1,671
0
0
739
932
24.00
12,928
3,650
3,650
4orebay Bottom
5,802
7,126
25.00
14,453
13,691
17,340
+Sed. Storage
6,613
7,840
26.00
16,039
15,246
32,586
7,452
8,587
27.00
17,678
16,859
49,445
8,320
9,358
27.50
18,966
9,161
58,606
+Top of Forebay
8,990
9,976
28.00
22,050
10,254
68,860
Permanent Pool
10,490
11,560
Contributing DA (SF)
578,967
578,967
Ratio of Pond Volume (CF)
138,834
138,834
Required Forebay Volume (CF)
27,767
27,767
Provided Forebay Volume (CF)
24,116
27,404
Total Forebay % of Permanent Pool
17.37%
19.74%
Stage/Storage Below Permanent Pool
Total (Main Bay+Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
60,558
0
0
+Pond Bottom
23.60
1,671
15,557
15,557
24.00
76,286
19,489
35,047
25.00
80,640
78,463
113.510
26.00
85,085
82,863
196,372
27.00
89,614
87,350
283,722
27.50
93,088
45,676
329,391
-Top of Forebay
28.00
101,023
48,528
377,925
-Top of Perm Pool
I:\00494\0039\PDNR\20-Tech\24-Discipline Design Documentation\Stormwater\SCM-1\Wet Detention Pond-1_00494-0039 Sizing 2022.01.05.xls

Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Pond 1 - Forebay 1 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 50.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 51.52
Depth (ft)
1.00
0.50
-0.50 -
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Top Width (ft)
Pond 1 - Forebay 1 (10-yr)
Thursday, Jun 16 2022
= 0.48
= 51.52
= 24.69
= 2.09
= 52.88
I
I
0 5 10 15 20 25 30 35 40 45 50 55 sn Rr,
Depth (ft)
WHIR
0.50
-0.50
Weir — W.S.
Length (ft)

Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Pond 1 - Forebay 2 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 146.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 51.52
Depth (ft)
1.00
0.50
e ��
-0.50 -
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Top Width (ft)
Pond 1 - Forebay 2 (10-yr)
Thursday, Jun 16 2022
= 0.24
= 51.52
= 35.21
= 1.46
= 147.44
0 10
20
30
60
70
80
100
110
120
130
150
15n 17n
40
50
90
140
Depth (ft)
1.00
0.50
M
-0.50
Weir W.S.
Length (ft)

Blue Clay Road Commercial Park
NCDEQ Retention Requirements
1Net Pond - 7
Site Data
Total DA
ERE
Value from CAD
On -Site Drainage Area.
�:FE
Value from CAD
Off -Site Drainage Area
a1E
Value from CAD
Impervious
a. F
'A ;11' b'F ,
Value from CAD
Buildings
4.NfF
ValuefromCAD
Sidewalks
SF
Value from CAD
Streets
"c
Value from CAD
ParkingSF
Value from CAD
Curb and Gutter
Valuefrom CAD
Future
aF'
Value from CAD
Offsite
SF
Impervious Cover
70.00%
Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area)*100%
Treatment Volume
Runoff Coefficient, Rv
0.680
IN/IN
Rv=0.05+0.009*(%Impervious)
Required 1.5" Runoff Volume
)
i,F
1.5 inch*Rv*lftt112 in*(Total DA)
Provided Treatment Volume
Yi `
,,
Volume between permanent pool & next -highest
orifice
Stormwater Pond
Bottom of Pond Elevation - Main Bay
FT
Value selected by designer
Bottom of Pand Elevation - Forebay
FT
Sediment Storage Elevation - Main Bay
FT
Value selected by designer
Sediment Storage Elevation - Forebay
FT
Sediment Storage Volume
CF
Pond volume below sediment storage elev.
Permanent Pool Elevation
FT
Value selected by designer
Temporary Pool Elevation
FT
Elevation ofthe next -highest outlet
Submerged Vegetated Shelf Width
a•,
FT
Max Depth of Vegetated Shelf
i •t• -
FT
Perimeter of Permanent Pool
FT
Main Bay only
Average Depth Provided
FT
See formula below
Required SA/DARatio for 90% TSS Removal
`-=:"-c .;:,'
Value from 90% 73S removal chart
Required Permanent Pool Surface Area
22,473
Sr
(RLOSA/DA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area
o'---'4 -.
SF
Value from stage -storage calculations
Forebay
Permanent Pool Volume
TK; =Icr
Total pond volume between permanent pool
i
elevation & sediment storage elevation
Total Required Forebay Volume
Z7,&E� TF
20% of permanent pool volume
Provided Volume - Forebay
25,216 CF
Provided volume between permanent pool elev. &
sediment storage elevation
Total Forebay % of Permanent Pool
18.12%
Total between 15 - 20%- OK
Drawdown
Diameter of Low Flow Orifice
Value selected by designer
Weir Elevation of Outlet Structure
-' FT
Elevation of the next -highest weir
Total Elevation Head Above Weir Invert
1"
Total elevation head above center of orifice
Average Elevation Head Above Weir Invert
FT
113 of total elevation head
Cd, Coefficient of Discharge
Value selected by designer
QFlowrateThrough Low -flow Orifice
0A7 CFS
Q=Cd*Weir Area *sgrt(2*32.1*Avg Head)
Drawdown Time
2.98 DAYS
1.5" Runoff Volume/Flowrate through Wier/86400
1:100494100391PDNRt20-Tech124-Discipline Design DocumentationXStormwater%SCM-21Wet Detention Pond-7_00494-0039 5izing_2022.01.05.xis

Blue Clay Road Commercial Park
Stage -Storage Calculations for the Proposed Wet Detention Pond
Wet Pond 2
Stage/Storage Above Permanent Pool
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
C8.00
52,820
0
0
Permanent Pool
28.50
56,220
27,260
27,260
29.00
57,941
28,540
55,800Temporary
Pool
30.00
61,420
59,681
115,481
31.00
64,953
63,187
178,667
32.00
68,538
66,746
245,413
32.25
69,442
17,248
262,660
Top of Pond Capaity
Stage/Storage Below Permanent Pool
Main Bay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
29,631
0
0
Pond Bottom
24.00
31,237
30,434
30,434
Sed. Storage
25.00
32,873
32,055
62,489
26.00
34,537
33,705
96,194
27.00
36,230
35,384
131,578
27.50
37,519
18,437
150,015
*1 op or roreoay
28.00
40,832
19,588
169,603
-rermanent rooi
Forebay - Total
Forebay 1
Forebay 2
Contour
Area (SF)
Volume (CF)
Volume, S
(all units are SF)
23.50
458
0
0
227
231
24.00
5,453
1,478
1,478
Forebay Bottom
1492
3961
25.00
6,492
5,973
7,450
-Sed. Storage
1852
4640
26.00
7,590
7,041
14,491
2242
5348
27.00
8,745
8,168
22,659
2660
6085
27.50
9,649
4,599
27,257
Top of Forebay
2992
6657
28.00
11,986
5,409
32,666
Permanent Pool
3792
8194
Contributing DA (SF)
156022
364051
Ratio of Pond Volume (CF)
48,709
90,460
Required Forebay Volume (CF)
9,742
18,092
Provided Forebay Volume (CF)
7,607
17,609
Total Forebay % of Permanent Pool
15.62%
19.47%
Stage/Storage Below Permanent Pool
Total (Main Bay+ Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
29,631
0
0 Pond Bottom
23.50
458
7,522
7,522
24.00
36,690
9,287
16,809
25.00
39,365
38,028
54,837
26.00
42,127
40,746
95,583
27.00
44,975
43,551
139,134
27.50
47,168
23,036
162,170 --Top of Forebay
28.00
52,818
24,997
187,166 -Top of Perm Pool
1:100494100391PDNR120-Tech124-Discipline Design DocumentationlStormwaterlSCM-21Wet Detention Pond-2_00494-0039 Sizing_2022.01.05.x!s

Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Pond 2 - Forebay 1 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 37.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 16.18
Depth (ft)
1.00
0.50
MM
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
Pond 2 - Forebay 1 (10-yr)
Thursday, Jun 16 2022
= 0.27
= 16.18
= 10.21
= 1.58
= 38.62
Depth (ft)
1.00
0.50
iM
-0.50
Weir W.S.
Length (ft)

Weir Report
Hydraflow Express Extension for AutodesM Civil 3D® by Autodesk, Inc.
Pond 2 - Forebay
2 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 166.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw
= 3.10
Compute by:
Known Q
Known Q (cfs)
= 30.05
Depth (ft)
1.00
0.50
e ��
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Pond 2 - Forebay 2 (10-yr)
ZU ZfU bU tsU 1UU 120 140 160 180
Weir W.S_
Thursday, Jun 16 2022
= 0.16
= 30.05
= 26.64
= 1.13
= 166.96
Depth (ft)
1.00
0.50
W1
-0.50
200 220
Length (ft)

Blue Clay Road Commercial Park
NCDEQ Retention Requirements
Wet Pond - 3
Site Data
Total DAx
C R E
Value from CAD
On -Site Drainage Area
_ ', , - ACHE
Value from CAD
Off -Site Drainage Area
; q.���a J�CF
Value from CAD
Impervious
2714 ACRE
Value from CAD
Buildings
SF
Value from CAD
Sidewalks
Value from CAD
Streets
r` rz4. 'F
Value from CAD
Parking
'.ra ..
Value from CAD
Curb and Gutter
Value from CAD
Future
�. • S-F
Valuefrom CAD
Offsite..
IMF
Impervious Cover
70.00%
Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area) *100%
Treatment Volume
Runoff Coefficient,Rv
0.680 IN/IN
Rv=0.05+0.009*(%Impervious)
Required 1.5" Runoff Volume
i�4,d � 'F
1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume
�� f_`s7, CF
Volume between permanent pool & next -highest
orifice
Stormwater Pond
Bottom of Pond Elevation - Main Bay
` I
FT
Value selected by designer
Bottom of Pond Elevation - Forebay
F I
Sediment Storage Elevation - Main Bay
FT
Value selected by designer
Sediment Storage Elevation - Forebay
J
PT
Sediment Storage Volume
1C>
Pond volume below sediment storage elev.
Permanent Pool Elevation
;JF i
Value selected by designer
Temporary Pool Elevation
_ •.rF
�_�
Elevation of the next -highest outlet
Submerged Vegetated Shelf Width
!
FT
Max Depth of Vegetated Shelf
Perimeter of Permanent Pool
I
FT
Main Boy only
Avpraep npnth Prnvidpd
-
FT
See formula below
Required SA/DA Ratio for 90%TSS Removal
%
Value from 90% 755 removal chart
Required Permanent Pool Surface Area
70,40e SF
(Req'd SAIDA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area"'t
`: F
Value from stage -storage calculations
Forebay
Permanent Pool Volume
Ti,•` ' CF
Total pond volume between permanent pool
elevation & sediment storage elevation
Total Required Forebay Volume
iC',6,d!
Cif
20% of permanent pool volume
Provided Volume - Forebay
66,947
CF
Provided volume between permanent pool elev. &
sediment storage elevation
Total Forebay % of Permanent Pool
17.47%
Total between 15 - 20%- OK
Drawdown
Diameter of Low Flow Orifice
IN
Value selected by designer
Weir Elevation of Outlet Structure
E�a
Elevation of the next -highest weir
Total Elevation Head Above Weir Invert
rJ
I-T
Total elevation head above center of orifice
Average Elevation Head Above Weir Invert
FT
113 of total elevation head
Cd, Coefficient of Discharge71177.7
'
Value selected by designer
a Flowrate Through Low -flow Orifice
0-GAI
CFS
Q=Cd*Weir Area*sgrt(2*32.2*Avg Head)
Drawdown Time
2.73
DAYS
1.5" Runoff Volume/Flowrate through Wier/86400
1:10049410039%PDNR120-Tech124-Discipline Design DocumentationXStormwater%SCM-31Wet Detention Pond-3_00494-0039 Sizing_2022.01.06.xls

Blue Clay Road Commercial Park
Stage -Storage Calculations for the Proposed Wet Detention Pond
Wet Pond 3
Stage/Storage Above Permanent Pool
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
31.00
132,482
0
0
Permanent Pool
32.00
139,559
136,021
136,021
32.50
141,946
70,376
206,397
•-Temporary Pool
33.00
144,347
71,573
277,970
34.00
149,192
146,770
424,740
35.00
154,094
151,643
576,383
36.00
159,052
156,573
732,956
*-Top of Pond Capaity
Stage/Storage Below Permanent
Pool
Main Bay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
26.00
87,751
0
0
Pond Bottom
27.00
90,285
89,018
89,018
+-Sed. Storage
28.00
92,849
91,567
180,585
29.00
95,442
94,146
274,731
30.00
98,065
96,754
371,484
30.50
100,051
49,529
421,013
-•iop of rorebay
31.00
104,828
51,220
472,233
-rermanent vooi
Forebay - Total
Forebay 1
Forebay 2
Contour
Area (SF)
Volume (CF)
Volume, S
(all units are SF)
26.50
2,141
0
0
1345
796
27.00
17,868
5,002
5,002
-Forebay Bottom
10481
7387
23.00
19,459
18,664
23,666
•-Sed. Storage
11338
8121
29.00
21,110
20,285
43,950
12223
8887
30.00
22,825
21,968
65,918
13139
9686
30.50
24,150
11,744
77,662
-Top of Forebay
13844
10306
31.00
27,654
12,951
90,613
-Permanent Pool
15670
11984
Contributing DA (SF)
1101626
593182
Ratio of Pond Volume (CF)
210,768
172,447
Required Forebay Volume (CF)
42,154
249,090
Provided Forebay Volume (CF)
38,586
28,361
Total
Forebay % of Permanent Pool
18.31 %
16.45%
Stage/Storage Below Permanent Pool
Total (Main Bay + Farebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
26.00
87,751
0
0 -Pond Bottom
27.00
108,153
97,952
97,952
28.00
112,308
110,231
208,183
29.00
116,552
114,430
322,613
30.00
120,890
118,721
441,334
30.50
124,2D1
61,273
502,606 -Top of Forebay
31.00
132,482
64,171
566,777 -Top of Perm Pool
I:\00494\0039\PDNR\20-Tech\24-Discipline Design Documentation\Stormwater\SCM-3\Wet Detention Pond-3 00494-0039 Sizing 2022.01.06.xls

Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc
Pond 3 - Forebay 1 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 175.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw
= 3.10
Compute by:
Known Q
Known Q (cfs)
= 56.22
Depth (ft)
1.00
W IX
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
Pond 3 - Forebay 1 (10-yr)
u ZU 4U OU OU 1UU 120 140 160 180
Weir W.S.
Thursday, Jun 16 2022
= 0.23
= 56.22
= 40.41
= 1.39
= 176.38
Depth (ft)
1.00
0.50
M
-0.50
200 220
Length (ft)

Weir Report
Hydraflow Express Extension for Autodesk® Civil 3138 by Autodesk, Inc.
Pond 3 - Forebay 2 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 180.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 46.00
Depth (ft)
1.00
0.50
E "1
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
Pond 3 - Forebay 2 (10-yr)
Thursday, Jun 16 2022
= 0.19
= 46.00
= 34.31
= 1.34
= 181.14
0 20
i
I
22n
120
140
160
180
200
40
60
80
100
?An
Depth (ft)
1.00
0.50
ME
-0.50
Weir W_S.
Length (ft)

Blue Clay Road Commercial Park
NCDEQ Retention Requirements
Wet Pond - 4
Site Data
Total DA
a s ACRE
Value from CAD
On -Site Drainage Area
AICRE
Value from CAD
Off -Site Drainage Area
Al -RE
Value from CAD
Impervious
.1151
CRE
Value from CAD
Buildings
r'S,F
ValuefromCAD
Sidewalks
Value from CAD
Streets
.::+F
Value from CAD
Parking
$
Value from CAD
Curb and Gutter
F,..
Value from CAD
Future
SF
Value from CAD
Offsite
JF
Impervious Cover
40.00%
Impervious Cover -(Impervious Drainage Area)/(Total
Drainage Area)*100%
Treatment Volume
Runoff Coefficient,Rv
0.410
IN/IN
Rv=0.05+0.009*(%Impervious)
Required 1.5" Runoff Volume
IE, FI
CF
1.5 inch*Rv*lftt/12 in*(Total DA)
Provided Treatment Volume
ya CF
Volume between permanent pool & next -highest
orifice
Stormwater Pond
Bottom of Pond Elevation - Main Bay
FT
Value selected by designer
Bottom of Pond Elevation - Forebay©�
FT
Sediment Storage Elevation - Main Bay
F I
Value selected by designer
Sediment Storage Elevation - Forebay
FT
Sediment Storage Volume
CF
Pond volume below sediment storage elev.
Permanent Pool Elevation
FT
Value selected by designer
Temporary Pool Elevation
FT
Elevation of the next -highest outlet
Submerged Vegetated Shelf Width
FT
Max Depth of Vegetated Shelf
FT
Perimeter of Permanent Pool
FT
Main Bay only
Average Depth Provided
FT
See formula below
Required SA/DA Ratio for 90%TSS Removal
%
Value from 90%T.SS removal chart
Required Permanent Pool Surface Area
13,067
SF
(Req'd SAIDA Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area
�,'-'
, F
Value from stage -storage calculations
Forebay
Permanent Pool Volume
=`7i-I CF
Total pond volume between permanent pool
elevation & sediment storage elevation
Total Required Forebay Volume
v&1, 52? CF
20% ofpermonent pool volume
Provided Volume - Forebay
16,197 CF
Provided volume between permanent pool elev. &
sediment storage elevation
Total Forebay % of Permanent Pool
17.39%
Total between 15 - 20% -OK
Drawdown
Diameter of Low Flow Orifice
r I
Value seeded by designer
Weir Elevation of Outlet Structure
FT
Elevation of the next -highest weir
Total Elevation Head Above Weir Invert
' "' .' Ff
Total elevation head above center of orifice
Average Elevation Head Above Weir Invert
z T
1,13 of total elevation head
Cd, Coefficient of Discharge
Value selected by designer
Q, Flowrate Through Low -flow Orifice
h.FS, CFS
Q=Cd*Weir Area *sgrt(2*32.2*Avg Head)
Drawdown Time
3.39 DAYS
1.5" Runoff Volume/Flowrate through WierIS6400
1:100494100391PDNR120-Techl24-Discipline Design DocumentationlStorrnwaterlSCM-41WPt Detention Pond-400494-0039 Sizing_2022.05.20-adj .xis

Blue Clay Road Commercial Park
Stage -Storage Calculations for the Proposed Wet Detention Pond
Wet Pond 4
Stage/Storage Above Permanent Pool
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
35,513
0
0
Permanent Pool
72,962
27,119
27,119
73,783
18,343
45,462
-Temporary Pool
74,604
18,548
64,010
77,931
76,268
140,278
81,314
79,622
219,900
84,753
83,033
309 ass
«Toe of Pond Capaity
Stage/Storage
Below Permanent Pool
Main Bay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
19,590
0
0
Pond Bottom
24.00
20,750
20,170
20,170
+Sed. Storage
25.00
21,936
21,343
41,513
26.00
23,150
22,543
64,056
27.00
24,391
23,770
87,826
27.50
25,021
12,353
100,179
`1 op of rorebay
'R.00
27,402
13,106
113,285
•-rermanent Fooi
Forebay - Total
Forebay 1
Forebay 2
Contour
Area (SF)
Volume (CF)
Volume, S
(all units are SF)
23.50
448
0
0
247
201
24.00
3,235
921
921
Forebay Bottom
1115
2120
25.00
3,987
3,611
4,532
Sed. Storage
1418
2569
26.00
4,809
4,398
8,929
1755
3054
27.00
5,704
5,256
14,186
2127
3577
27.50
6,178
2,970
17,156
+Top of Forebay
2325
3852
28.00
8,111
3,572
20,728
--Permanent Pool
3116
4995
Contributing DA (SF)
174221
261332
Ratio of Pond Volume (CF)
37,246
55,869
Required Forebay Volume (CF)
7,449
11,174
Provided Forebay Volume (CF)
6,001
10,196
Total
Forebay % of Permanent Pool
16.11 %
18.25%
Stage/Storage Below Permanent Pool
Total (Main Bay+Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
23.00
19,590
0
0 Pond Bottom
23.50
448
5,010
5,010
24.00
23,985
6,108
11,118
25.00
25,923
24,954
36,071
26.00
27,959
26,941
63,012
27.00
30,094
29,027
92,039 Top of Forebay
28.00
35,513
32,804
124,843 -Top of Penn Pool
I:%00494100391PDNR120-Tech124-Discipline Design Documentation\StormwaterlSCM-41Wet Detention Pond-4_00494-0039 Sizing_2022.05.20-adj As

Weir Report
Hydraflow Express Extension forAutodesk® Civil 3D® by Autodesk, Inc.
Pond 4 - Forebay 1 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 62.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw
= 3.10
Compute by:
Known Q
Known Q (cfs)
= 12.46
Depth (ft)
1.00
0.50
M E
L
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Top Width (ft)
Pond 4 - Forebay 1 (10-yr)
Thursday, Jun 16 2022
= 0.17
= 12.46
= 10.63
= 1.17
= 63.02
Depth (ft)
1.00
0.50
WE
-0.50
u b lu 1b 2u 2b 30 35 40 45 50 55 60 65 70 75 80
Weir W.S. Length (ft)

Weir Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Pond 4 - Forebay 2 (10-yr)
Trapezoidal Weir
Crest
= Sharp
Bottom Length (ft)
= 119.00
Total Depth (ft)
= 0.50
Side Slope (z:1)
= 3.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 18.71
Depth (ft)
1.00
M
.,.
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Pond 4 - Forebay 2 (10-yr)
Thursday, Jun 16 2022
= 0.14
= 18.71
= 16.72
= 1.12
= 119.84
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I
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Depth (ft)
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0.50
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-0.50
Weir W.S.
Length (ft)

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Hydraulic Analysis Report
Project Data
Project Title: Blue Clay Road Business Park
Designer: RAS
Project Date: Tuesday, January 11, 2022
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Roadside Ditch 1 (Triumph Drive 10+87 to 18+90 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 9.0000 cfs
Result Parameters
Depth: 1.2046 ft
Area of Flow: 4.3535 ft^2
Wetted Perimeter: 7.6188 ft
Hydraulic Radius: 0.5714 ft
Average Velocity: 2.0673 ft/s
Top Width: 7.2279 ft
Froude Number: 0.4694
Critical Depth: 0.8902 ft
Critical Velocity: 3.7858 ft/s
Critical Slope: 0.0251 ft/ft
Critical Top Width: 5.34 ft
Calculated Max Shear Stress: 0.3758 Ib/ft^2
Calculated Avg Shear Stress: 0.1783 Ib/ft^2

Channel Analysis: Roadside Ditch 2 (Trriumph Drive 18+90 to 21+02 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 f`Jft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 2.1600 cfs
Result Parameters
Depth: 0.7054 ft
Area of Flow: 1.4928 ft"2
Wetted Perimeter: 4.4614 ft
Hydraulic Radius: 0.3346 ft
Average Velocity: 1.4470 ft/s
Top Width: 4.2324 ft
Froude Number: 0.4294
Critical Depth: 0.5030 ft
Critical Velocity: 2.8458 ft/s
Critical Slope: 0.0304 ft/ft
Critical Top Width: 3.02 ft
Calculated Max Shear Stress: 0.2201 Ib/ft^2
Calculated Avg Shear Stress: 0.1044 Ib/ft"2

Channel Analysis: Roadside Ditch 3 (Logistics Road 10+30 to 13+27 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 3.6600 cfs
Result Parameters
Depth: 0.8597 ft
Area of Flow: 2.2170 ft"2
Wetted Perimeter: 5.4369 ft
Hydraulic Radius: 0.4078 ft
Average Velocity: 1.6509 ft/s
Top Width: 5.1579 ft
Froude Number: 0.4437
Critical Depth: 0.6211 ft
Critical Velocity: 3.1623 ft/s
Critical Slope: 0.0283 ft/ft
Critical Top Width: 3.73 ft
Calculated Max Shear Stress: 0.2682 Ib/ft"2
Calculated Avg Shear Stress: 0.1272 Ib/ft"2

Channel Analysis: Roadside Ditch 4 (Logistics Road 13+27 to 15+02 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 fi/fr
Longitudinal Slope: 0.0145 ft/ft
Manning's n: 0.0350
Flow: 4.8900 cfs
Result Parameters
Depth: 0.7849 ft
Area of Flow: 1.8482 ft^2
Wetted Perimeter: 4.9641 ft
Hydraulic Radius: 0.3723 ft
Average Velocity: 2.6459 ft/s
Top Width: 4.7093 ft
Froude Number: 0.7443
Critical Depth: 0.6974 ft
Critical Velocity: 3.3509 ft/s
Critical Slope: 0.0272 ft/ft
Critical Top Width: 4.18 ft
Calculated Max Shear Stress: 0.7102 Ib/ft^2
Calculated Avg Shear Stress: 0.3369 Ib/ft^2

Channel Analysis: Roadside Ditch 5 (Logistics Road 17+00 to 19+66 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 5.1400 cfs
Result Parameters
Depth: 0.9764 ft
Area of Flow: 2.8601 ft^2
Wetted Perimeter: 6.1753 ft
Hydraulic Radius: 0.4631 ft
Average Velocity: 1.7971 ft/s
Top Width: 5.8584 ft
Froude Number: 0.4533
Critical Depth: 0.7115 ft
Critical Velocity: 3.3845 ft/s
Critical Slope: 0.0270 ft/ft
Critical Top Width: 4.27 ft
Calculated Max Shear Stress: 0.3046 Ib/ft^2
Calculated Avg Shear Stress: 0.1445 Ib/ft"2

Channel Analysis: Roadside Ditch 6 (Logistics Road 19+66 to 32+32 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0030 ft/ft
Manning's n: 0.0350
Flow: 4.3600 cfs
Result Parameters
Depth: 1.0102 ft
Area of Flow: 3.0617 ft^2
Wetted Perimeter: 6.3893 ft
Hydraulic Radius: 0.4792 ft
Average Velocity: 1.4240 ft/s
Top Width: 6.0614 ft
Froude Number: 0.3531
Critical Depth: 0.6662 ft
Critical Velocity: 3.2749 ft/s
Critical Slope: 0.0276 ft/ft
Critical Top Width: 4.00 ft
Calculated Max Shear Stress: 0.1891 Ib/ft^2
Calculated Avg Shear Stress: 0.0897 Ib/ft^2

Channel Analysis: Roadside Ditch 7 (Logistics Road 17+00 to 26+24 LT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 7.4100 cfs
Result Parameters
Depth: 1.1200 ft
Area of Flow: 3.7629 ft^2
Wetted Perimeter: 7.0832 ft
Hydraulic Radius: 0.5312 ft
Average Velocity: 1.9692 ft/s
Top Width: 6.7197 ft
Froude Number: 0.4637
Critical Depth: 0.8236 ft
Critical Velocity: 3.6414 ft/s
Critical Slope: 0.0258 ft/ft
Critical Top Width: 4.94 ft
Calculated Max Shear Stress: 0.3494 Ib/ft^2
Calculated Avg Shear Stress: 0.1657 Ib/ft"2

Channel Analysis: Roadside Ditch 8 (Logistics Road 13+27 to 15+00 LT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0145 ft/ft
Manning's n: 0.0350
Flow: 1.6800 cfs
Result Parameters
Depth: 0.5258 ft
Area of Flow: 0.8294 ft"2
Wetted Perimeter: 3.3254 ft
Hydraulic Radius: 0.2494 ft
Average Velocity: 2.0257 ft/s
Top Width: 3.1547 ft
Froude Number: 0.6962
Critical Depth: 0.4549 ft
Critical Velocity: 2.7063 ft/s
Critical Slope: 0.0314 ft/ft
Critical Top Width: 2.73 ft
Calculated Max Shear Stress: 0.4757 Ib/ft^2
Calculated Avg Shear Stress: 0.2257 Ib/ft^2

Channel Analysis: Roadside Ditch 9 (Logistics Road 10+37 to 13+27 LT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 0.9100 cfs
Result Parameters
Depth: 0.5101 ft
Area of Flow: 0.7806 ft^2
Wetted Perimeter: 3.2262 ft
Hydraulic Radius: 0.2420 ft
Average Velocity: 1.1657 ft/s
Top Width: 3.0606 ft
Froude Number: 0.4068
Critical Depth: 0.3560 ft
Critical Velocity: 2.3939 ft/s
Critical Slope: 0.0341 ft/ft
Critical Top Width: 2.14 ft
Calculated Max Shear Stress: 0.1592 Ib/ft"2
Calculated Avg Shear Stress: 0.0755 Ib/ft^2

Channel Analysis: Roadside Ditch 10 (Triumph Drive 21+60 to 24+75 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0110 ft/ft
Manning's n: 0.0350
Flow: 1.7900 cfs
Result Parameters
Depth: 0.5671 ft
Area of Flow: 0.9647 ft"2
Wetted Perimeter: 3.5864 ft
Hydraulic Radius: 0.2690 ft
Average Velocity: 1.8555 ft/s
Top Width: 3.4024 ft
Froude Number: 0.6141
Critical Depth: 0.4666 ft
Critical Velocity: 2.7408 ft/s
Critical Slope: 0.0311 ft/ft
Critical Top Width: 2.80 ft
Calculated Max Shear Stress: 0.3892 Ib/ft^2
Calculated Avg Shear Stress: 0.1846 Ib/ft^2

Channel Analysis: Roadside Ditch 11 (Triumph Drive 26+29 to 32+90 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 10.8400 cfs
Result Parameters
Depth: 1.2917 ft
Area of Flow: 5.0053 ft12
Wetted Perimeter: 8.1693 ft
Hydraulic Radius: 0.6127 ft
Average Velocity: 2.1657 ft/s
Top Width: 7.7501 ft
Froude Number: 0.4749
Critical Depth: 0.9590 ft
Critical Velocity: 3.9293 ft/s
Critical Slope: 0.0245 ft/ft
Critical Top Width: 5.75 ft
Calculated Max Shear Stress: 0.4030 Ib/ft^2
Calculated Avg Shear Stress: 0.1912 Ib/ft"2

Channel Analysis: Roadside Ditch 12 (Opportunity Way 10+40 to 11+12 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0086 ft/ft
Manning's n: 0.0350
Flow: 6.9800 cfs
Result Parameters
Depth: 0.9892 ft
Area of Flow: 2.9358 ft^2
Wetted Perimeter: 6.2565 ft
Hydraulic Radius: 0.4692 ft
Average Velocity: 2.3775 ft/s
Top Width: 5.9355 ft
Froude Number: 0.5958
Critical Depth: 0.8041 ft
Critical Velocity: 3.5981 ft/s
Critical Slope: 0.0260 ft/ft
Critical Top Width: 4.82 ft
Calculated Max Shear Stress: 0.5309 Ib/ft"2
Calculated Avg Shear Stress: 0.2518 Ib/ft^2

Channel Analysis: Roadside Ditch 13 (Opportunity Way 11+12 to 13+76 RT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 0.7800 cfs
Result Parameters
Depth: 0.4815 ft
Area of Flow: 0.6954 ft^2
Wetted Perimeter: 3.0450 ft
Hydraulic Radius: 0.2284 ft
Average Velocity: 1.1217 ft/s
Top Width: 2.8887 ft
Froude Number: 0.4029
Critical Depth: 0.3347 ft
Critical Velocity: 2.3213 ft/s
Critical Slope: 0.0348 ft/ft
Critical Top Width: 2.01 ft
Calculated Max Shear Stress: 0.1502 Ib/ft"2
Calculated Avg Shear Stress: 0.0713 Ib/ft"2

Channel Analysis: Roadside Ditch 14 (Opportunity Way 13+76 to 18+23 RT)
Notes:
input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 1.5600 cfs
Result Parameters
Depth: 0.6244 ft
Area of Flow: 1.1695 ft^2
Wetted Perimeter: 3.9488 ft
Hydraulic Radius: 0.2962 ft
Average Velocity: 1.3339 ft/s
Top Width: 3.7462 ft
Froude Number: 0.4207
Critical Depth: 0.4416 ft
Critical Velocity: 2.6664 ft/s
Critical Slope: 0.0317 ft/ft
Critical Top Width: 2.65 ft
Calculated Max Shear Stress: 0.1948 Ib/ft^2
Calculated Avg Shear Stress: 0.0924 Ib/ft^2

Channel Analysis: Roadside Ditch 15 (Opportunity Way 13+76 to 18+23 LT)
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0040 ft/ft
Manning's n: 0.0350
Flow: 6.0100 cfs
Result Parameters
Depth: 1.0796 ft
Area of Flow: 3.4967 ft^2
Wetted Perimeter: 6.8281 ft
Hydraulic Radius: 0.5121 ft
Average Velocity: 1.7188 ft/s
Top Width: 6.4777 ft
Froude Number: 0.4123
Critical Depth: 0.7574 ft
Critical Velocity: 3.4921 ft/s
Critical Slope: 0.0265 ft/ft
Critical Top Width: 4.54 ft
Calculated Max Shear Stress: 0.2695 Ib/ft"2
Calculated Avg Shear Stress: 0.1278 Ib/ft^2

Channel Analysis: Roadside Ditch 16 (Opportunity Way 11+12 to 13+76 LT)
Notes:
input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0350
Flow: 3.9800 cfs
Result Parameters
Depth: 0.8871 ft
Area of Flow: 2.3609 ft^2
Wetted Perimeter: 5.6105 ft
Hydraulic Radius: 0.4208 ft
Average Velocity: 1.6858 ft/s
Top Width: 5.3226 ft
Froude Number: 0.4461
Critical Depth: 0.6423 ft
Critical Velocity: 3.2158 ft/s
Critical Slope: 0.0280 ft/ft
Critical Top Width: 3.85 ft
Calculated Max Shear Stress: 0.2768 Ib/ft"2
Calculated Avg Shear Stress: 0.1313 Ib/ft^2

ATTACHMENT D - HYDRAFLOW MODEL RESULTS

Hydraflow Tablq46#Discipline Design Documentation%Starmwaterl2022.05.20_Pre-Post 004940039.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 2012022
WatershedModel Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
I -Year
SummaryReport......................................................................................................................... 3
HydrographReports
................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development ................................................. 4
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ..............................................
5
Hydrograph No. 3, Reservoir, Pond No. 1 Routed...................................................................
6
PondReport - Pond No.1....................................................................................................
7
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ................................................
9
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ............................................
10
Hydrograph No. 7, Reservoir, Pond No.2 Routed..................................................................
11
PondReport - Pond No.2..................................................................................................
12
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development.. ............................................
14
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ..........................................
15
Hydrograph No. 11, Reservoir, Pond No.3 Routed...............................................................
16
PondReport - Pond No.3..................................................................................................
17
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ............................................
19
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ..........................................
20
Hydrograph No. 15, Reservoir, Pond No.4 Routed................................................................
21
PondReport - Pond No.4..................................................................................................
22
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development .............................................
24
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ............................................
25
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ......................................
26
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ....................................
27
Hydrograph No. 22, Combine, TOTAL SITE ROUTED. .........................................................
28
2 - Year
SummaryReport .......................................................................................................................
HydrographReports
29
.................................................................................................................
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development ...............................................
30
30
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ............................................
31
Hydrograph No. 3, Reservoir, Pond No. 1 Routed.................................................................
32
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ..............................................
33
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ............................................
34
Hydrograph No. 7, Reservoir, Pond No.2 Routed..................................................................
35
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development .............................................
36
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ..........................................
37
Hydrograph No. 11, Reservoir, Pond No.3 Routed...............................................................
38
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ............................................
39
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ..........................................
40
Hydrograph No. 15, Reservoir, Pond No.4 Routed ..........................................
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development .............................................
42
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ............................................
43
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ......................................
44
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ...................................
45

Contents continued.LW0494100391PDNR120-Tech124-Discipline Design Documentationlstormwater12022.05.20_Pre-Post_004940039.gpw
Hydrograph No. 22, Combine, TOTAL SITE ROUTED.........................................................
46
3 - Year
SummaryReport .......................................................................................................................
HydrographReports
47
.................................................................................................................
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development ...............................................
48
48
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ............................................
49
Hydrograph No. 3, Reservoir, Pond No. 1 Routed.................................................................
50
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ..............................................
51
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ............................................
52
Hydrograph No. 7, Reservoir, Pond No.2 Routed..................................................................
53
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development .............................................
54
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ..........................................
55
Hydrograph No. 11, Reservoir, Pond No.3 Routed...............................................................
56
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ............................................
57
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ..........................................
58
Hydrograph No. 15, Reservoir, Pond No.4 Routed................................................................
59
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development .............................................
60
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ............................................
61
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ......................................
62
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ....................................
63
Hydrograph No. 22, Combine, TOTAL SITE ROUTED
64
.........................................................
5 - Year
SummaryReport .......................................................................................................................
HydrographReports
65
.................................................................................................................
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development ...............................................
66
66
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ............................................
67
Hydrograph No. 3, Reservoir, Pond No. 1 Routed.................................................................
68
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ..............................................
69
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ............................................
70
Hydrograph No. 7, Reservoir, Pond No.2 Routed..................................................................
71
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development .............................................
72
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ..........................................
73
Hydrograph No. 11, Reservoir, Pond No.3 Routed...............................................................
74
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ............................................
75
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ..........................................
76
Hydrograph No. 15, Reservoir, Pond No.4 Routed................................................................
77
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development .............................................
78
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ............................................
79
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ......................................
80
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ....................................
81
Hydrograph No. 22, Combine, TOTAL SITE ROUTED.........................................................
82
10 - Year
SummaryReport ....................................................................................................................... 83
HydrographReports................................................................................................................. 84
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development ............................................... 84
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ............................................ 85
Hydrograph No. 3, Reservoir, Pond No. 1 Routed .............................. ........... ...... a................. 86

Contents continued.k100494100391PDNR120-Tech124-Discipline Design Documentationlstormwater12022.05.20_Pre-Post 004940039.gpw
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ..............................................
87
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ............................................
88
Hydrograph No. 7, Reservoir, Pond No.2 Routed..................................................................
89
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre-Developm.ent.............................................
90
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development. .........................................
91
Hydrograph No. 11, Reservoir, Pond No.3 Routed...............................................................
92
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ............................................
93
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ..........................................
94
Hydrograph No. 15, Reservoir, Pond No.4 Routed................................................................
95
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development .............................................
96
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ............................................
97
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ......................................
98
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ....................................
99
Hydrograph No. 22, Combine, TOTAL SITE ROUTED .......................................................
100
25 - Year
SummaryReport .....................................................................................................................
HydrographReports
101
...............................................................................................................
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development .............................................
102
102
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ..........................................
103
Hydrograph No. 3, Reservoir, Pond No. 1 Routed...............................................................
104
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ............................................
105
Hydrograph No. 6, SCS Runoff, Pond No.2 Post --Development ..........................................
106
Hydrograph No. 7, Reservoir, Pond No.2 Routed................................................................
107
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development ...........................................
108
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ........................................
109
Hydrograph No. 11, Reservoir, Pond No.3 Routed.............................................................
110
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ..........................................
111
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ........................................
112
Hydrograph No. 15, Reservoir, Pond No.4 Routed..............................................................
113
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development ...........................................
114
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ..........................................
115
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ...................................
116
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ..................................
117
Hydrograph No. 22, Combine, TOTAL SITE ROUTED .......................................................
118
50 - Year
SummaryReport .....................................................................................................................
HydrographReports
119
...............................................................................................................
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development .............................................
120
120
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ..........................................
121
Hydrograph No. 3, Reservoir, Pond No. 1 Routed...............................................................
122
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ............................................
123
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ..........................................
124
Hydrograph No. 7, Reservoir, Pond No.2 Routed................................................................
125
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development ...........................................
126
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ........................................
127
Hydrograph No. 11, Reservoir, Pond No.3 Routed.............................................................
128
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ..........................................
129
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ........................................
130

Contents continued.k100494100391PDNR120-Tech124-Discipline Design DocumentationlStormwater12022.05.20_Pre-Post_004940039.gpw
Hydrograph No. 15, Reservoir, Pond No.4 Routed.............................................................. 131
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development ........................................... 132
Hydrograph No. 18, SCS Runoff, Untreated Post -Development .......................................... 133
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT .................................... 134
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ................................. 135
Hydrograph No. 22, Combine, TOTAL SITE ROUTED. ....................................................... 136
100 - Year
SummaryReport.....................................................................................................................
HydrographReports
137
...............................................................................................................
Hydrograph No. 1, SCS Runoff, Pond No.1 Pre -development .............................................
138
138
Hydrograph No. 2, SCS Runoff, Pond No.1 Post -Development ..........................................
139
Hydrograph No. 3, Reservoir, Pond No. 1 Routed...............................................................
140
Hydrograph No. 5, SCS Runoff, Pond No.2 Pre -Development ............................................
141
Hydrograph No. 6, SCS Runoff, Pond No.2 Post -Development ..........................................
142
Hydrograph No. 7, Reservoir, Pond No.2 Routed................................................................
143
Hydrograph No. 9, SCS Runoff, Pond No. 3 Pre -Development ...........................................
144
Hydrograph No. 10, SCS Runoff, Pond No.3 Post -Development ........................................
145
Hydrograph No. 11, Reservoir, Pond No.3 Routed.............................................................
146
Hydrograph No. 13, SCS Runoff, Pond No.4 Pre -Development ..........................................
147
Hydrograph No. 14, SCS Runoff, Pond No.4 Post -Development ........................................
148
Hydrograph No. 15, Reservoir, Pond No.4 Routed..............................................................
149
Hydrograph No. 17, SCS Runoff, Untreated Pre -Development ...........................................
150
Hydrograph No. 18, SCS Runoff, Untreated Post -Development ..........................................
151
Hydrograph No. 20, Combine, TOTAL SITE PRE -DEVELOPMENT ....................................
152
Hydrograph No. 21, Combine, TOTAL SITE POST -DEVELOPMENT ..................................
153
Hydrograph No. 22, Combine, TOTAL SITE ROUTED........................................................
154
IDFReport................................................................................................................ 155

Watershed Model Schematic
Legend
Hvd. Origin
Descri
1
SCS Runoff
Pond No.1 Pre -development
2
SCS Runoff
Pond No.1 Post -Development
3
Reservoir
Pond No. 1 Routed
5
SCS Runoff
Pond No.2 Pre -Development
6
SCS Runoff
Pond No.2 Post -Development
7
Reservoir
Pond No.2 Routed
9
SCS Runoff
Pond No. 3 Pre -Development
10
SCS Runoff
Pond No.3 Post -Development
11
Reservoir
Pond No.3 Routed
13
SCS Runoff
Pond No.4 Pre -Development
14
SCS Runoff
Pond No.4 Post -Development
15
Reservoir
Pond No.4 Routed
17
SCS Runoff
Untreated Pre -Development
18
SCS Runoff
Untreated Post -Development
20
Combine
TOTAL SITE PRE -DEVELOPMENT
21
Combine
TOTAL SITE POST -DEVELOPMENT
22
Combine
TOTAL SITE ROUTED
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
22
Project: I:\00494\0039\PDNR\20-Tech\24-Discipline Design Documentation\StormwateoO2Mr &9, )[e-mail]

Hydrograph Return Period Recp
raflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
T-Yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
--
30.56
44.96 1.185
71.00
95.12
133.52
168.77
209.36
Pond No.1 Pre -development
2
SCS Runoff
--
78.85
99.29 20.85
133.36
163.17
208.80
249.47
295.82
Pond No.1 Post -Development
3
Reservoir
2
26.91
45.95 0.541
80.38
103.05
121.68
134.03
144.82
Pond No. 1 Routed
5
SCS Runoff
14.64
21.29 0.692
33.26
44.29
61.83
77.85
96.27
Pond No.2 Pre -Development
6
SCS Runoff
---
35.75
45.02 9.454
60.47
73.99
94.68
113.12
134.14
Pond No.2 Post -Development
7
Reservoir
6
4.394
12.34 0.198
30.99
46.23
57.45
63.17
67.77
Pond No.2 Routed
9
SCS Runoff
----
34.61
53.68 0.390
89.12
122.61
176.55
226.42
284.71
Pond No. 3 Pre -Development
10
SCS Runoff
---
110.87
140.51 27.66
189.99
233.31
299.58
358.64
425.89
Pond No.3 Post -Development
11
Reservoir
10.47
23.43 0.834
53.67
100.77
177.39
211.75
230.21
Pond No.3 Routed
13
SCS Runoff
-
10.12
15.27 0.239
24.69
33.51
47.59
60.62
75.69
Pond No.4 Pre -Development
14
SCS Runoff
---
19.03
26.20 2.048
38.68
49.92
67.36
83.00
100.84
Pond No.4 Post -Development
15
Reservoir
14
4.625
8.443 0.212
22.27
32.35
41.68
47.88
53.87
Pond No.4 Routed
17
SCS Runoff
----
0.513
0.771 0.012
1.244
1.694
2.412
3.071
3.832
Untreated Pre -Development
18
SCS Runoff
--
1.483
1.853 0.420
2.470
3.009
3.835
4.572
5.413
Untreated Post -Development
20
Combine
1, 5, 9,
90.37
135.89 2.377
219.17
297.00
421.38
536.52
669.57
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
2, 6, 10,
245.55
312.33 60.13
424.24
522.50
673.10
807.43
960.46
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
3, 7, 11,
41.61
85.83 1.777
180.41
278.95
399.40
458.30
498.16
TOTAL SITE ROUTED
15, 18,
Proj. file: 1s\00494\0039\PDNR\20--I'ech\24-Discipline Design Documentation\St
r ftrM)22f bZM2're-Post 004940039.gp

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
30.56
2
734
140,567
----
---
Pond No.1 Pre -development
2
SCS Runoff
78.86
728
308,886
---
---
Pond No.1 Post -Development
3
Reservoir
25.91
750
292,601
2
29.43
1
Pond No. 1 Routed
5
SCS Runoff
14.64
734
66,812
----
------
----
Pond No.2 Pre -Development
6
SCS Runoff
35.75
2
728
140,064
--
--
----
Pond No.2 Post -Development
7
Reservoir
4.394
2
778
129,777
6
29.d
82,581
Pond No.2 Routed
9
SCS Runoff
34.61
2
736
166,390
--
-
----
Pond No. 3 Pre -Development
10
SCS Runoff
110.87
2
728
431,671
----
--
------
Pond No.3 Post -Development
11
Reservoir
10.47
2
800
406,794
10
32.90
263,354
Pond No.3 Routed
13
SCS Runoff
10.12
2
734
47,479
---
—
Pond No.4 Pre -Development
14
SCS Runoff
19.03
2
728
73,516
--
-
Pond No.4 Post -Development
15
Reservoir
4.625
2
758
73,492
14
28.79
29,489
Pond No.4 Routed
17
SCS Runoff
0.513
2
730
2,085
---
Untreated Pre -Development
18
SCS Runoff
1.483
2
724
4,609
----
—
Untreated Post -Development
20
Combine
90.37
2
734
423,333
1, 5, 9,
--
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
245.55
2
728
958,746
2, 6, 10,
--
----
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
41.61
2
756
907,273
3, 7, 11,
------
TOTAL SITE ROUTED
15, 18,
i:\00494\0039\PDNR\20-Tech\24-Discipline
dtigorBdbmrindnt'htiftdStormwatee2
.28IPd 4=2004940039.gpw

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk. Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SCS runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Pre -development
Hyd. No. 1 —1 Year
4
Friday, 05 / 20 / 2022
= 30.56 cfs
= 734 min
= 140,567 cult
= 72
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
35.00
30.00
25.00
KO I1
15.00
10.00
5.00
0.00 -' ' ' 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)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3108 by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
70.00
�4
50.00
E1111117
30.00
20.00
10.00
r
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Post -Development
Hyd. No. 2 --1 Year
5
Friday, 05 / 20 / 2022
= 78.85 cfs
= 728 min
= 308,886 cuff
= 91
= 0 ft
= 10.00 min
= Type III
= 484
Q (cfs)
80.00
70.00
- �l
50.00
40.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
s
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 25.91 cfs
Storm frequency
= 1 yrs
Time to peak
= 750 min
Time interval
= 2 min
Hyd. volume
= 292,601 cuft
Inflow hyd. No.
= 2 - Pond No.1 Post-Developmaifix. Elevation
= 29.43 ft
Reservoir name
= Pond No.1
Max. Storage
= 155,331 cuft
Storage Indication method used.
Pond No. 1 Routed
Hyd. No. 3 --1 Year
70.00
50.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
-1 11
-
40.00
30.00
20.00
10.00
0.00 -' ' - - I . -! - I i i
- - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Hyd No. 3 Hyd No. 2 Time (min)
y � Total storage used = 155,331 cuff

Pond Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 120 12022
Pond No.1
- Pond No.1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation 28.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour
area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00
28.00
101,025
0
0
0.50
28.50
107,012
51,997
51,997
1.00
29.00
110,026
54,252
106,249
2.00
30.00
116,098
113,037
219,286
3.00
31.00
122,226
119,137
338,423
4.00
32.00
128,411
125,293
463,717
32.25
129,966
32,294
496,010
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
6.00 Inactive 0.00
Crest Len (ft)
= 26.00 Inactive
65.00
0.00
Span (in)
= 36.00
6.00 0.00
0.00
Crest El. (ft)
= 29.00 0.00
31.00
0.00
No. Barrels
= 2
1 0
0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft) = 25.00
28.00 0.00
0.00
Weir Type
= 1 Rect
Broad
--
Length (ft)
= 76.00
1.00 0.00
0.00
Multi -Stage
= Yes Yes
Yes
No
Slope (%)
= 0.56
0.50 0.00
n/a
N-Value
= .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes No
No
TW Elev. (ft)
= 0.00
Note: CulverVOrfice
outflows are analyzed under inlet (ic) and outlet (cc) control. Weir r isers checked for orifice conditions (ic) and submergence (s).
Stage / Storage I Discharge
Table
Stage
Storage Elevation
Clv A
Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfl User Total
ft
tuft ft
cfs
cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs efs
0.00
0 28.00
0.00
0.00 -
- 0.00
- 0.00
--
-- -- 0.000
0.05
5,200 28.05
51.73 cc
0.01 is --
-- 0.00
-- 0.00
--
-- --- 0.008
0.10
10,399 28.10
51.73 cc
0.03 is
--- 0.00
--- 0.00
-
0.031
0.15
15,599 28.15
51.73 cc
0.07 is
--- 0.00
-- 0.00
--
--- 0.066
0.20
20,799 28.20
51.73 cc
0.11 is
0.00
-- 0.00
--
- -- 0.114
0.25
25,998 28.25
51.73 cc
0.17 is ---
- 0.00
-- 0.00
--
- -- 0.167
0.30
31,198 28.30
51.73 cc
0.23 is
-- 0.00
--- 0.00
--
- -- 0.230
0.35
36,398 28.35
51.73 cc
0.30 is
--- 0.00
-- 0.00
--
- --- 0.298
0.40
41,598 28.40
51.73 cc
0.36 is
- 0.00
-- 0.00
--
--- -- 0.363
0.45
46,797 28.45
51.73 cc
0.43 is ---
-- 0.00
- 0.00
-
-- -- 0.427
0.50
51,997 28.50
51.73 cc
0.47 is
--- 0.00
- 0.00
-
-- 0.473
0.55
5%,422 28.55
51.73 cc
0.52 is -
-- 0.00
-- 0.00
--
- --- 0.518
0.60
62,847 28.60
51.73 cc
0.56 is --
--- 0.00
- 0.00
-
-- --- 0.559
0.65
68,273 28.65
51.73 cc
0.60 is --
- 0.00
-- 0.00
---
--- --- 0.598
0.70
73,698 28.70
51.73 cc
0.63 is ---
- 0.00
-- 0.00
-
-- --- 0.634
0.75
79,123 28.75
51.73 cc
0.67 is ---
-- 0.00
-- 0.00
--
- -- 0.668
0.80
84,548 28.80
51.73 cc
0.70 is --
- 0.00
--- 0.00
---
-- --- 0.701
0.85
89,974 28.85
51.73 cc
0.73 is -
--- 0.00
-- 0.00
---
- --- 0.732
0.90
95,399 28.90
51.73 cc
0.76 is ---
- 0.00
--- 0.00
--
-- --- 0.762
0.95
100,824 28.95
51.73 cc
0.79 is --
-- 0.00
--- 0.00
--
- --- 0.791
1.00
106,249 29.00
51.73 cc
0.82 is --
-- 0.00
--- 0.00
--
--- 0.819
1.10
117,553 29.10
51.73 cc
0.87 is -
-- 2.74
-- 0.00
--
-- -- 3.609
1.20
128,857 29.20
51.73 cc
0.92 is -
-- 7.74
-- 0.00
---
-- -- 8.665
1.30
140,160 29.30
51.73 cc
0.97 is -
-- 14.23
- 0.00
-
-- -- 15.20
1.40
151,464 29.40
51.73 cc
1.01 is -
- 21.90
-- 0.00
---
- --- 22.92
1.50
162,768 29.50
51.73 cc
1.06 is -
- 30.61
-- 0.00
--
- --- 31.67
1.60
174,072 29.60
51.73 cc
1.10 is -
- 40.24
-- 0.00
--
- -- 41.34
1.70
185,375 29.70
51.85 cc
1.14 is --
- 50.71
--- 0.00
-
- - 51.84
1.80
196,679 29.80
63.13 cc
1.18 is --
--- 61.95
- 0.00
---
-- - 63.13
1.90
207,983 29.90
75.06 cc
1.13 is --
--- 73.92
- 0.00
-
- - 75.05
2.00
219,286 30.00
87.62 cc
1.04 is --
-- 86.58
- 0.00
---
--- -- 87.62
2.10
231,200 30.10
99.11 cc
0.93 is --
-- 98.18
s - 0.00
-
-- -- 99.11
2.20
243,114 30.20
106.48 cc
0.86 is --
-- 105.62 s - 0.00
-
--- - 106.48
2.30
255,027 30.30
112.48 cc
0.80 is --
--- 111.68 s - 0.00
--
--- -- 112.48
2.40
266,941 30.40
117.65 cc
0.75 is --
-- 116.89 s - 0.00
-
--- -- 117.64
2.50
278,855 30.50
122.20 cc
0.70 is --
-- 121.49 s - 0.00
-
--- -- 122.19
Continues on next page...

8
Pond No.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
2.60
290,768
30.60
126.30 oc
0.66 iC --
125.63 s --
0.00 - -
- 126.29
2.70
302,682
30.70
130.04 oc
0.62 is -
129.41 s -
0.00 -- -
- 130.03
2.80
314,596
30.80
133.49 oc
0.59 is -
- 132.90 s -
0.00 -- --
- 133.49
2.90
326,510
30.90
136.71 oc
0.56 is --
136.15 s ---
0.00 --- --
--- 136.71
3.00
338,423
31.00
139.20 is
0.53 is --
--- 138.65 s --
0.00 -- --
139.18
3.10
350,953
31.10
141.80 is
0.48 is ---
- 135.97 s -
5.34 - ---
--- 141.80
3.20
363,482
31.20
144.45 is
0.42 is -
--- 128.91 s ---
15.10 s --- --
-- 144.43
3.30
376,011
31.30
146.75 is
0.37 is --
-- 122.87 s ---
23.52 s - --
--- 146.75
3.40
388,541
31.40
148.81 is
0.33 is --
--- 118.02 s --
30.42 s --- -
--- 148.77
3.50
401,070
31.50
150.71 is
0.29 is -
- 113.98 s --
36.39 s --- -
-- 150.67
3.60
413,699
31.60
152.50 is
0.27 is -
-- 110.58 s -
41.65 s -- ---
--- 152.50
3.70
426,128
31.70
154.21 is
0.24 is ---
--- 107.63 s -
46.31 s --- --
-- 154.19
3.80
438,658
31.80
155.86 is
0.22 is --
- 105.10 s -
50.50 s ---
--- 155.82
3.90
451,187
31.90
157.46 is
0.21 is --
-- 102.89 s --
54.29 s -- -
- 157.38
4.00
463,717
32.00
159.02 is
0.19 is
-- 100.97 s --
57.74 s -
158.90
4.03
466,946
32.03
159.40 is
0.19 is
-- 100.57 s --
58.59 s -- --
159.35
4.05
470,175
32.05
159.78 is
0.19 is --
--- 100.12 s ---
59.37 s -- ---
159.68
4.07
473,405
32.08
160.16 is
0.18 is --
-- 99.72 s ---
60.17 s --- -
-- 160.07
4.10
476,634
32.10
160.54 is
0.18 is ---
--- 99.38 s ---
60.97 s -- ---
160.53
4.13
479,863
32.13
160.92 is
0.18 is
--- 98.98 s ---
61.72 s - --
160.88
4.15
483,093
32.15
161.30 is
0.17 is ---
--- 98.53 s ---
62.42 s --
161.12
4.18
486,322
32.18
161.67 is
0.17 is
98.26 s
63.20 s -
- 161.63
4.20
489,552
32.20
162.04 is
0.17 is
97.82 s
63.87 s --- -
-- 161.86
4.23
492,781
32.23
162.41 is
0.17 is ---
97.59 s ---
64.64 s ---
-- 162.39
4.25
496,010
32.25
162.78 is
0.16 is ---
--- 97.18 s ---
65.27 s
-- 162.61
..End

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No-2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
12.00
• /,
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 —1 Year
120 240 360 480 600 720
Hyd No. 5
9
Friday, 05 / 20 / 2022
= 14.64 cfs
= 734 min
= 66,812 cult
= 73
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
15.00
12.00
• /,
3.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS Runoff'
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
Q (cfs)
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Post -Development
Hyd. No. 6 —1 Year
120 240 360 480 600 720 840 960
Hyd No. 6
10
Friday, 05 / 20 / 2022
= 35.75 cfs
= 728 min
= 140,064 cuft
= 91
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
Pond No.2 Routed
I lydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - Pond No.2 Post-Developmd ilax. Elevation
Reservoir name
= Pond No.2
Max. Storage
Storage Indication method used.
Q (cfs)
30.00
r�
10.00
Pond No.2 Routed
Hyd. No. 7 --1 Year
Friday, 05 / 20 / 2022
= 4.394 cfs
= 778 min
= 129,777 cuft
= 29.45 ft
= 82,581 tuft
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 7 Hyd No. 6 ® Total storage used = 82,581 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
6000
Time (min)

Pond Report 12
Hydraflow Hydrographs Extension for Autodesk® Civil 3DO by Autodesk, Inc. v2020.4 Friday, 05 / 20 / 2022
Pond No. 2 - Pond No.2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 28.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
28.00
52,820
0
0
0.50
28.50
56,220
27,253
27,253
1.00
29.00
57,941
28,536
55,789
2.00
30.00
61,420
59,666
115,455
3.00
31.00
64,953
63,172
178,627
4.00
32.00
68,538
66,731
245,358
4.25
32.25
69,442
17,246
262,604
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
3.50
0.00
0.00
Crest Len (ft)
= 18.00 4.00
25.00
0.00
Span (in)
= 36.00
3.50
0.00
0.00
Crest El. (ft)
= 29.50 29.00
31.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
2.60
3.33
Invert El. (ft)
= 25.50
28.00
0.00
0.00
Weir Type
= 1 Rect
Broad
--
Length (ft)
= 67.00
1.00
0.00
0.00
Multi -Stage
= Yes Yes
Yes
No
Slope (%)
= 0.63
0.50
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (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
28.00
0.00
0.00 -
0.00
0.00
0.00
0.05
2,725
28.05
24.07 oc
0.01 is
0.00
0.00
0.00
0.10
5,451
28.10
24.07 oc
0.02 is ---
0.00
0.00
0.00
0.15
8,176
28.15
24.07 oc
0.05 is ---
0.00
0.00
0.00
0.20
10,901
28.20
24.07 oc
0.08 is
0.00
0.00
0.00
0.25
13,626
28.25
24.07 oc
0.10 is
0.00
0.00
0.00
0.30
16,352
28.30
24.07 oc
0.13 is --
0.00
0.00
0.00
0.35
19,077
28.35
24.07 oc
0.15 is -- -
0.00
0.00
0.00
0.40
21,802
28.40
24.07 oc
0.16 is
0.00
0.00
0.00
0.45
24,528
28.45
24.07 oc
0.18 is
0.00
0.00
0.00
0.50
27,253
28.50
24.07 oc
0.19 is -
0.00
0.00
0.00
0.55
30,106
28.55
24.07 oc
0.20 is --- ---
0.00
0.00
0.00
0.60
32,960
28.60
24.07 oc
0.22 is ---
0.00
0.00
0.00
0.65
35,814
28.65
24.07 oc
0.23 is -
0.00
0.00
0.00
0.70
38,667
28.70
24.07 oc
0.24 is -
0.00
0.00
0.00
0.75
41,521
28.75
24.07 oc
0.25 is --
0.00
0.00
0.00
0.80
44,375
28.80
24.07 oc
0.26 is --- ---
0.00
0.00
0.00
0.85
47,228
28.85
24.07 oc
0.27 is - -
0.00
0.00
0.00
0.90
50,082
28.90
24.07 oc
0.28 is -- --
0.00
0.00
0.00
0.95
52,936
28.95
24.07 oc
0.29 is -- --
0.00
0.00
0.00
1.00
55,789
29.00
24.07 oc
0.30 is --
0.00
0.00
0.00
1.10
61,756
29.10
24.07 oc
0.31 is -- -
0.00
0.42
0.00
1.20
67,722
29.20
24.07 oc
0.33 is -- -
0.00
1.19
0.00
1.30
73,689
29.30
24.07 oc
0.35 is -- -
0.00
2.19
0.00
1.40
79,656
29.40
24.07 oc
0.36 is -- ---
0.00
3.37
0.00
1.50
85,622
29.50
24.07 oc
0.37 is -- ---
0.00
4.71
0.00
1.60
91,589
29.60
24.07 oc
0.39 is -- ---
1.90
6.19
0.00
1.70
97,555
29.70
24.07 oc
0.40 is -- -
5.36
7.80
0.00
1.80
103,522
29.80
24.07 oc
0.41 is -- ---
9.85
9.53
0.00
1.90
109,489
29.90
26.91 oc
0.38 is --
15.16
11.37
0.00
2.00
115,455
30.00
34.86 oc
0.35 is -- -
21.19
13.32
0.00
2.10
121,772
30.10
43.00 oc
0.30 is --
27.86
14.84 s
0.00
2.20
128,090
30.20
49.57 oc
0.25 is -- --
34.45 s
14.87 s
0.00
2.30
134,407
30.30
53.33 oc
0.22 is -- --
38.10 s
15.00 s
0.00
2.40
140,724
30.40
56.19 oc
0.20 is -- ---
40.86 s
15.13 s
0.00
2.50
147,041
30.50
58.57 oc
0.18 is --
43.15 s
15.25 s
0.00
0.000
0.006
0.022
--- 0.046
0.075
- 0.104
0.126
-- 0.145
- 0.162
-- --- 0.177
-- -- 0.191
- -- 0.204
0.217
0.228
-- -- --- 0.239
-- - - 0.250
-- - 0.260
-- -- - 0.270
-- -- --- 0.279
-- --- --- 0.288
--- -- - 0.297
-- -- 0.735
--- - -- 1.522
--- -- --- 2.534
-- - --- 3.730
-- --- 5.064
- -- -- 8.474
13.56
-- -- -- 19.79
-- -- 26.91
- -- - 34.86
- -- - 43.00
--- -- --- 49.57
-- -- -- 53.33
--- -- -- 56.19
-- -- -- 58.57
Continues on next page

13
Pond No.2
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrFRsr Wr A
Wr B
Wr C
Wr D Exfil
User Total
ft
cuft
ft
cfs
Cfs
cfs
Cfs Cfs
Cfs
Cfs
Cfs Cfs
Cfs cfs
2.60
153,358
30.60
60.63 oc
0.16 is
--
- 45.12 s
15.35 s
0.00
- -
--- 60.63
2.70
159,676
30.70
62.48 oc
0.15 is
---
--- 46.87 s
15.45 s
0.00
-- --
--- 62.47
2.80
165,993
30.80
64.16 oc
0.14 is
--
-- 48.46 s
15.54 s
0.00
-- --
-- 64.15
2.90
172,310
30.90
65.72 oc
0.13 is
--
-- 49.93 s
15.65 s
0.00
-- -
- 65.71
3.00
178,627
31.00
66.87 is
0.12 is
---
-- 51.06 s
15.67 s
0.00
-- ---
-- 66.85
3.10
185,300
31.10
67.96 is
0.11 is
---
- 50.56 s
15.24 s
2.06
- ---
-- 67.96
3.20
191,973
31.20
69.01 is
0.10 is
--- 49.48 s
14.68 s
4.72 s
-- -
-- 68.98
3.30
198,646
31.30
69.98 is
0.09 is
-- 48.66 s
14.22 s
7.01 s
-- ---
-- 69.97
3.40
205,320
31.40
70.91 is
0.08 is
--
-- 47.94 s
13.83 s
9.04 s
--
- 70.89
3.50
211,993
31.50
71.80 is
0.07 is
---
-- 47.33 s
13.50 s
10.86 s
-- ---
- 71.76
3.60
218,666
31.60
72.66 is
0.07 is
--
46.85 s
13.21 s
12.51 s
-- ---
-- 72.63
3.70
225,339
31.70
73.50 is
0.06 is
--
46.46 s
12.98 s
14.00 s
--
- 73.50
3.80
232,012
31.80
74.32 is
0.06 is
---
-- 46.09 s
12.76 s
15.36 s
-- --
-- 74.26
3.90
238,685
31.90
75.13 is
0.05 is
-
-- 45.84 s
12.58 s
16.62 s
- --
- 75.10
4.00
245,358
32.00
75.92 is
0.05 is
---
45.58 s
12.41 s
17.77 s
- - -
-- 75.82
4.03
247,083
32.03
76.12 is
0.05 is
---
--- 45.55 s
12.38 s
18.05 s
- --
-- 76.04
4.05
248,807
32.05
76.31 is
0.05 is
--
-- 45.49 s
12.35 s
18.32 s
-- --
- 76.21
4.07
250,532
32.08
76.50 is
0.05 is
--
-- 45.50 s
12.32 s
18.61 s
- -
- 76.48
4.10
252,256
32.10
76.70 is
0.05 is
---
--- 45.41 s
12.28 s
18.85 s
- --
- 76.58
4.13
253,981
32.13
76.89 is
0.05 is
45.37 s
12.25 s
19.11 s
-- --
-- 76.77
4.15
255,705
32.15
77.08 is
0.04 is
--
45.40 s
12.24 s
19.39 s
- ---
-- 77.07
4.18
257,430
32.18
77.28 is
0.04 is
--
45.33 s
12.19 s
19.62 s
- -
-- 77.19
4.20
259,155
32.20
77.47 is
0.04 is
45.32 s
12,17 s
19.88 s
--- ---
--- 77.42
4.23
260,879
32.23
77.66 is
0.04 is
--- 45.30 s
12.15 s
20.13 s
-- ---
-- 77.62
4.25
262,604
32.25
77.85 is
0.04 is
--- 45.25 s
12.12 s
20.36 s
---
-- 77.77
...End

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No. 3 Pre -Development
Hyd. No. 9 --1 Year
14
Friday, 05/20 / 2022
= 34.61 cfs
= 736 min
= 166,390 cult
= 68
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
F 11
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
100.00
80.00
40.00
9MX
I so
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.3 Post -Development
Hyd. No. 10 — 1 Year
120 240 360 480 600 720 840
Hyd No. 10
15
Friday, 05 / 20 / 2022
= 110.87 cfs
= 728 min
= 431,671 cuft
= 90
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
120.00
100.00
0111I11
MCI
40.00
20.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Pond No.3 Post-DeveloprMak. Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used
U 1 1I8]
3 9
40.00
20.00
Pond No.3 Routed
Hyd. No. 11 -- 1 Year
600 1200 1800 2400
Hyd No. 11 Hyd No. 10
Friday, 05 / 20 / 2022
= 10.47 cfs
= 800 min
= 406,794 cuft
= 32.90 ft
= 263,354 tuft
3000 3600 4200 4800 5400
® Total storage used = 263,354 cuft
100.0c
40.00
20.00
0.00
6000
Time (min)

Pond Report 1'
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020A Friday, 05 / 20 / 2022
Pond No. 3 - Pond No.3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 31.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00
31.00
132,482
0
0
1.00
32.00
139,559
135,992
135,992
1.50
32.50
141,946
70,368
206,360
2.00
33.00
144,347
71,565
277,925
3.00
34.00
149,192
146,748
424,673
4.00
35.00
154,094
151,621
576,295
5.00
36.00
159,052
156,551
732,845
5.50
36.50
161,552
80,142
812,988
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrFRSr]
[A]
[B]
[C] [D]
Rise (in)
= 48.00
8.00 0.00
0.00
Crest Len (ft)
= 30.00
10.00
70.00 0.00
Span (in)
= 48.00
8.00 0.00
0.00
Crest El. (ft)
= 33.75
32.50
35.00 0.00
No. Barrels
= 2
1 0
0
Weir Coeff.
= 3.33
3.33
2.60 3.33
Invert El. (ft)
= 28.25
31.00 0.00
0.00
Weir Type
= 1
Rect
Broad -
Length (ft)
= 700.00
1.00 0.00
0.00
Multi -Stage
= Yes
Yes
Yes No
Slope (%)
= 0.50
0.50 0.00
n/a
N-Value
= .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
EAL(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
tuft
ft
cfs
cfs cfs
cfs
cfs
cfs
cfs
cfs cfs cfs
cfs
0.00
0
31.00
0.00
0.00 ---
---
0.00
0.00
0.00
- - ---
0.000
0.10
13,599
31.10
104.66 is
0.04 is ---
---
0.00
0.00
0.00
--- --- --
0.036
0.20
27,198
31.20
104.66 is
0.13 is --
-
0.00
0.00
0.00
- --- --
0.135
0.30
40,797
31.30
104.66 is
0.29 is ---
0.00
0.00
0.00
- - ---
0.287
0.40
54,397
31.40
104.66 is
0.47 is ---
0.00
0.00
0.00
-- -- -
0.472
0.50
67,996
31.50
104.66 is
0.68 is ---
---
0.00
0.00
0.00
-- -- ---
0.680
0.60
81,595
31.60
104.66 is
0.88 is --
---
0.00
0.00
0.00
-- -- -
0.876
0.70
95,194
31.70
104.66 is
1.02 is --
---
0.00
0.00
0.00
-- -- --
1.018
0.80
108,793
31.80
104.66 is
1.15 is ---
---
0.00
0.00
0.00
--- -- ---
1.148
0.90
122,392
31.90
104.66 is
1.27 is
0.00
0.00
0.00
-- -- --
1.265
1.00
135,992
32.00
104.66 is
1.37 is ---
0.00
0.00
0.00
--- -- --
1.372
1.05
143,028
32.05
104.66 is
1.42 is -
---
0.00
0.00
0.00
-- -- -
1.423
1.10
150,065
32.10
104.66 is
1.47 is -
0.00
0.00
0.00
--- -- -
1.471
1.15
157,102
32.15
104.66 is
1.52 is --
0.00
0.00
0.00
-- - -
1.519
1.20
164,139
32.20
104.66 is
1.56 is --
-
0.00
0.00
0.00
-- -- ---
1.564
1.25
171,176
32.25
104.66 is
1.61 is -
-
0.00
0.00
0.00
--- - --
1.609
1.30
178,213
32.30
104.66 is
1.65 is -
---
0.00
0.00
0.00
-- -- ---
1.652
1.35
185,250
32.35
104.66 is
1.69 is -
0.00
0.00
0.00
--- -- -
1.694
1.40
192,286
32.40
104.66 is
1.74 is --
0.00
0.00
0.00
-- -- -
1.736
1.45
199,323
32.45
104.66 is
1.78 is ---
-
0.00
0.00
0.00
-- --- --
1.776
1.50
206,360
32.50
104.66 is
1.82 is ---
0.00
0.00
0.00
--- --- --
1.815
1.55
213,517
32.55
104.66 is
1.85 is --
---
0.00
0.37
0.00
--- -- -
2.226
1.60
220,673
32.60
104.66 is
1.89 is ---
0.00
1.05
0.00
-- -- -
2.944
1.65
227,830
32.65
104.66 is
1.93 is --
-
0.00
1.93
0.00
--- -- --
3.863
1.70
234,986
32.70
104.66 is
1.96 is ---
-
0.00
2.98
0.00
-- --- --
4.943
1.75
242,143
32.75
104.66 is
2.00 is --
---
0.00
4.16
0.00
-- --- -
6.163
1.80
249,299
32.80
104.66 is
2.04 is ---
--
0.00
5.47
0.00
-- --- -
7.507
1.85
256,456
32.85
104.66 is
2.07 is --
-
0.00
6.89
0.00
- -- -
8.965
1.90
263,612
32.90
104.66 is
2.10 is --
-
0.00
8.42
0.00
--- -- ---
10.53
1.95
270,769
32.95
104.66 is
2.14 is -
--
0.00
10.05
0.00
-- -- ---
12.19
2.00
277,925
33.00
104.66 is
2.17 is -
---
0.00
11.77
0.00
-- -- --
13.94
2.10
292,600
33.10
104.66 is
2.23 is --
---
0.00
15.48
0.00
--- -- --
17.71
2.20
307,275
33.20
104.66 is
2.30 is ---
--
0.00
19.50
0.00
--- -- ---
21.80
2.30
321,950
33.30
104.66 is
2.36 is --
0.00
23.83
0.00
--- -- ---
26.18
2.40
336,624
33.40
104.66 is
2.42 is ---
0.00
28.43
0.00
-- -- --
30.85
Continues on next page...

18
Pond No.3
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Civ A
Civ B
It
cuft
ft
cfs
cfs
2.50
351,299
33.50
104.66 is
2.47 is
2.60
365,974
33.60
104.66 is
2.53 is
2.70
380,649
33.70
104.66 1s
2.59 is
2.80
395,324
33.80
104.66 is
2.64 is
2.90
409,999
33.90
104.66 is
2.69 is
3.00
424,673
34.00
104.66 is
2.74 is
3.10
439,836
34.10
104.66 is
2.80 is
3.20
454,998
34.20
107.91 is
2.85 is
3.30
470,160
34.30
124.64 is
2.89 is
3.40
485,322
34.40
142.36 is
2.79 is
3.50
500,484
34.50
161.89 is
2.66 is
3.60
515,646
34.60
180.70 oc
2.31 is
3.70
530,808
34.70
193.49 oc
2.00 is
3.80
545,970
34.80
203.60 oc
1.70 is
3.90
561,132
34.90
209.59 oc
1.53 is
4.00
576,295
35_o0
214.14 oc
1.40 is
4.10
591,950
35.10
218.71 oc
1.25 is
4.20
607,605
35.20
223.02 oc
1.09 is
4.30
623,260
35.30
226.86 oc
0.93 is
4.40
638,915
35.40
229.98 oc
0.82 is
4.50
654,570
35.50
232.64 oc
0.73 is
4.60
670,225
35.60
235.03 oc
0.66 is
4.70
685,880
35.70
237.24 oc
0.59 is
4.80
701,535
35.80
239.33 oc
0.54 is
4.90
717,190
35.90
241.32 oc
0.50 is
5.00
732,845
36.00
243.24 oc
0.46 is
5.05
740,860
36.05
244.18 oc
0.45 is
5.10
748,874
36.10
245.11 oc
0.43 is
5.15
756,888
36.15
246.02 oc
0.41 is
5.20
764,902
36.20
246.92 oc
0.40 is
5.25
772,917
36.25
247.82 oc
0.39 is
5.30
780,931
36.30
248.70 oc
0.38 is
5.35
788,945
36.35
249.58 oc
0.36 is
5.40
796,959
36.40
250.45 oc
0.35 is
5.45
804,974
36.45
251.32 oc
0.34 is
5.50
812,988
36.50
252.17 oc
0.33 is
...End
Civ C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
--
- 0.00
33.30
0.00
-- -- -
35.77
-
- 0.00
38.42
0.00
-- -- -
40.95
--
- 0.00
43.77
0.00
-- -- --
46.36
--
-- 1.12
49.36
0.00
--- -- ---
53.11
-
-- 5.80
55.16
0.00
-- - --
63.66
- 12.49
61.18
0.00
--- - ---
76.41
---
- 20.69
67.39
0.00
--- --- ---
90.88
---
- 30.16
73.81
0.00
--- --- ---
106.81
---
--- 40.75
80.42
0.00
-- --- ---
124.06
--
-- 52.35
87.21
0.00
-- -- -
142.36
---
- 64.89
94.19
0.00
--- -- --
161.73
--
-- 78.29
100.10 s
0.00
-- --- ---
180.70
-
--- 92.50
98.99 s
0.00
--- - --
193.49
--
-- 107.32 s
94.58 s
0.00
-- -
203.60
--
-- 115.66 s
92.40 s
0.00
-- -- ---
209.58
--
- 121.69 s
91.04 s
0.00
- --- --
214.13
---
--- 123.92 s
87.79 s
5.76
--- - --
218.71
---
- 122.65 s
82.99 s
16.28
-- --- --
223.01
-
-- 118.74 s
77.26 s
29.91
-- --- --
226.84
-
--- 115.50 s
72.66 s
40.98 s
-- - ---
229.96
-
-- 113.22 s
69.14 s
49.51 s
- -
232.59
-
- - 111.36 s
66.23 s
56.76 s
--- -
235.00
- -
- 109.79 s
63.74 s
63.07 s
-- -- ---
237.19
- 108.47 s
61.60 s
68.65 s
-- --
239.26
--- 107.36 s
59.74 s
73.65 s
-
241.25
106.44 s
58.13 s
78.18 s
- --
243.21
105.99 s
57.38 s
80.26 s
-
244.07
105.60 s
56.69 s
82.27 s
244.99
105.27 s
56.05 s
84.21 s
245.95
104.96 s
55.45 s
86.07 s
-- - ---
246.88
104.63 s
54.85 s
87.82 s
-- - ---
247.69
104.38 s
54.32 s
89.55 s
- --
248.62
104.16 s
53.82 s
91.22 s
---
249.56
- 103.92 s
53.32 s
92.80 s
250.39
---
103.66 s
52.84 s
94.30 s
---
251.15
103.53 s
52.43 s
95.85 s
- -- ---
252.15

Hydrograph Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
10.00
M
. 1I
4.00
2.00
120 240 360 480
Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Pre -Development
Hyd. No. 13 — 1 Year
Friday, 05 / 20 / 2022
= 10.12 cfs
= 734 min
= 47,479 tuft
= 70
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
12.00
10.00
A
MY]
4.00
2.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
20
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
18.00
15.00
12.00
• IX
.M
3.00
Friday, 05 / 20 / 2022
19.03 cfs
= 728 min
= 73,516 cuft
= 79
= Oft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of cons. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 --1 Year
Q (cfs)
21.00
18.00
15.00
12.00
• W
Mle]
3.00
0.00 -j I I I I I I i I --7 �M 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
-- Hyd No. 14 Time (min)

Hydrograph
Report
21
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
= 4.625 cfs
Storm frequency
= 1 yrs
Time to peak
= 758 min
Time interval
= 2 min
Hyd. volume
= 73,492 cuft
Inflow hyd. No.
= 14 - Pond No.4 Post- Devel oprTMak. Elevation
= 28.79 ft
Reservoir name
= Pond No.4
Max. Storage
= 29,489 cuft
Storage Indication method used.
18.00
15.00
12.00
• c
. To
MO
240 480
Hyd No. 15
Pond No.4 Routed
Hyd. No. 15 —1 Year
Q (cfs)
21.00
18.00
15.00
12.00
. 11
3.00
0.00
720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 14 ® Total storage used = 29,489 cuff

Pond Report
22
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Pond No. 4 - Pond No.4
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 28.00 ft
Stage I Storage Table
Stage (ft)
Elevation (ft)
Contour
area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
28.00
35,513
0
0
0.50
28.50
37,910
18,351
18,351
1.00
29.00
39,130
19,257
37,608
2.00
30.00
41,618
40,364
77,971
3.00
31.00
44,165
42,881
120,852
4.00
32.00
46,773
45,458
166,310
Culvert I Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
4.00 0.00
0.00
Crest Len (ft) =
24.00
3.00
30.00
0.00
Span (in)
= 24.00
43.00 0.00
0.00
Crest El. (ft) =
29.00
28.75
31.00
0.00
No. Barrels
= 2
1 0
0
Weir Coeff. =
3.33
3.33
2.60
3.33
Invert El. (ft) = 27.00
28.00 0.00
0.00
Weir Type =
1
Red
Broad
--
Length (ft)
= 74.00
1.00 0.00
0.00
Multistage =
Yes
Yes
Yes
No
Slope (%)
= 0.55
0.50 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
0.00
0 28.00
0.00
0.00
- 0.00
0.00
0.00
---
0.000
0.05
1,835 28.05
10.36 cc
0.08 cc
- 0.00
0.00
0.00
0.076
0.10
3,670 28.10
10.36 cc
0.16 cc ---
- 0.00
0.00
0.00
0.160
0.15
5,505 28.15
10.36 cc
0.24 cc
- 0.00
0.00
0.00
--- 0.244
0.20
7,340 28.20
10.36 cc
0.33 cc --
-- 0.00
0.00
0.00
---
- 0.327
0.25
9,175 28.25
10.36 cc
0.41 cc ---
- 0.00
0.00
0.00
0.410
0.30
11,010 28.30
10.36 cc
0.49 cc ---
- 0.00
0.00
0.00
0.493
0-35
12,845 28.35
10.36 cc
1.13 cc --
-- 0.00
0.00
0.00
---
--- 1.129
0.40
14,680 28.40
10.36 cc
2.05 cc --
--- 0.00
0.00
0.00
--
-- 2.054
0.45
16,515 28.45
10.36 cc
2.68 cc -
--- 0.00
0.00
0.00
--- 2.677
0.50
18,351 28.50
10.36 cc
3.18 cc -
-- 0.00
0.00
0.00
-- 3.180
0.55
20,276 28.55
10.36 cc
3.56 is -
-- 0.00
0.00
0.00
--- 3.561
0.60
22,202 28.60
10.36 cc
3.79 is ---
-- 0.00
0.00
0.00
---
--- 3.786
0.65
24,128 28.65
10.36 cc
4.00 is ---
-- 0.00
0.00
0.00
--
-- 3.998
0.70
26,053 28.70
10.36 cc
4.20 is --
-- 0.00
0.00
0.00
-
--- --- 4.200
0.75
27,979 28.75
10.36 cc
4.39 is --
-- 0.00
0.00
0.00
---
--- --- 4.393
0.80
29,905 28.80
10.36 cc
4.58 is --
-- 0.00
0.11
0.00
--
-- --- 4.689
0.85
31,831 28.85
10.36 cc
4.75 is --
- 0.00
0.32
0.00
---
-- -- 5.070
0.90
33,756 28.90
10.36 cc
4.93 is ---
- 0.00
0.58
0.00
-
-- - 5.505
0.95
35,682 28.95
10.36 cc
5.09 is --
-- 0.00
0.89
0.00
-
--- - 5.984
1.00
37,608 29.00
10.36 cc
5.25 is ---
-- 0.00
1.25
0.00
--
-- - 6.499
1.10
41,644 29.10
10.36 cc
5.56 is --
--- 2.53
2.07
0.00
---
-- -- 10.15
1.20
45,680 29.20
10.36 cc
5.85 is --
- - 7.15
3.02
0.00
--
--- --- 16.01
1.30
49,717 29.30
17.35 cc
6.12 is --
-- 13.13
4.07
0.00
--
-- -- 23.33
1.40
53,753 29.40
23.33 cc
6.39 is --
- 19.05 s
4.27 s
0.00
--
-- - 29.71
1.50
57,789 29.50
27.10 cc
6.64 is -
- 22.58 s
4.51 s
0.00
-
- -- 33.74
1.60
61,826 29.60
29.92 cc
6.89 is -
- 25.23 s
4.69 s
0.00
-
-- - 36.81
1.70
65,862 29.70
32.23 cc
7.12 is --
- 27.39 s
4.84 s
0.00
-
-- -- 39.34
1.80
69,899 29.80
34.21 cc
7.35 is -
--- 29.24 s
4.96s.
0.00
--
-- - 41.56
1.90
73,935 29.90
35.98 cc
7.57 is -
-- 30.89 s
5.08 s
0.00
---
-- - 43.54
2.00
77,971 30.00
37.61 cc
7.79 is -
--- 32.39 s
5.20 s
0.00
--
- - 45.38
2.10
82,259 30.10
39.12 cc
8.00 is -
-- 33.80 s
5.31 s
0.00
--
-- - 47.11
2.20
86,547 30.20
40.55 cc
8.20 is --
-- 35.11 s
5.42 s
0.00
-
--- - 48.74
2.30
90,836 30.30
41.91 cc
8.40 is --
-- 36.35 s
5.53 s
0.00
-
-- 50.28
2.40
95,124 30.40
43.21 cc
8.59 is --
--- 37.55 s
5.64 s
0.00
--
--- -- 51.79
2.50
99,412 30.50
44.46 cc
8.79 is --
--- 38.70 s
5.75 s
0.00
--
--- - 53.24
2.60
103,700 30.60
45.67 cc
8.97 is ---
--- 39.76 s
5.84 s
0.00
--
-- -- 54.58
Continues on next page...

23
Pond No.4
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
Cuft
ft
Cfs
2.70
107,988
30.70
46.84 oc
2.80
112,276
30.80
47.98 oc
2.90
116,564
30.90
49.09 OC
3.00
120,852
31.00
50.17 oc
3.10
125,398
31.10
51.23 oc
3.20
129,944
31.20
52.28 oc
3.30
134,490
31.30
53.29 oc
3.40
139,036
31.40
54.29 oc
3.50
143,581
31.50
55.26 oc
3.60
148,127
31.60
56.22 oc
3.70
152,673
31.70
57.16 oc
3.80
157,219
31.80
58.08 oc
3.90
161,765
31.90
58.98 oc
4.00
166,310
32.00
59.87 oc
...End
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C Wr D Exfil
User Total
Cfs cfs
Cfs Cfs
Cis
Cfs Cfs Cfs
efs Cfs
9.15 is ---
--- 40.86 s
5.95 s
0.00 - --
- 55.97
9.33 is ---
-- 41.91 s
6.06 s
0.00 -- --
- 57.30
9.51 iC -
-- 42.90 s
6.16 s
0.00 --- -
- 58.56
9.68 is ---
43.86 s
6.25 s
0.00 - -
-- 59.80
9.85 is --
43.55 s
6.17 s
1.40 s -- -
--- 60.97
10.02 is ---
-- 43.23 s
6.09 s
2.89 s - --
-- 62.23
10.18 is --
- 42.91 s
6.02 s
4.31 s - ---
--- 63.41
10.34 is --
- 42.56 s
5.94 s
5.62 s --- --
- 64.47
10.50 is --
--- 42.47 s
5.90 s
6.88 s - --
65.76
10.66 is -
-- 42.22 s
5.85 s
8.03 s --- --
-- 66.75
10.81 is ---
- 42.06 s
5.80 s
9.11 s -- ---
-_ 67.78
10.96 is --
--- 42.08 s
5.79 s
10.15 s - --
--- 68.99
11.11 is ---
- 41.85 s
5.74 s
11.08 s --- -
-- 69.78
11.26 is ---
--- 41.96 s
5.73 s
12.03 s - --
- 70.98

Hydrograph Report 24
nyoranow nyarograpns txtension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff:
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
0.460 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
3.82 in
Storm duration =
24 hrs
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
a
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Pre -Development
Hyd. No. 17 --1 Year
Friday, 05 / 20 / 2022
= 0.513 cis
= 730 min
= 2,085 cuft
= 70
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
1.00
IX
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
o.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph Report
25
Mydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
_ 0.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.82 in
Storm duration
= 24 hrs
1.00
Friday, 05 / 20 / 2022
= 1.483 cfs
= 724 min
= 4,609 cuft
= 92
= Oft
= 5.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Post -Development
Hyd. No. 18 —1 Year
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 18
Q (cfs)
2.00
1.00
0.00
1440
Time (min)

Hydrograph Report
zs
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyds. = 1, 5, 9, 13, 17
Q (cfs
100.00
. O 91
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Friday, 05 / 20 / 2022
Peak discharge = 90.37 cfs
Time to peak = 734 min
Hyd. volume = 423,333 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 - 1 Year
Q (Cfs)
100.00
90.00
80.00
' 70.00
- 60.00
50.00
40.00
30.00
20.00
- ... - 10.00
- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 1 Hyd No. 5 - Hyd No. 9 Time (min)
Hyd No. 13 Hyd No. 17

Hydrograph Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type = Combing:
Storm frequency = 1 yrs
Time interval = 2 min
Inflows hyds. = 2, 6, 10, 14, 18
240.00
200.00
160.00
120.00
:1 11
40.00
a
Friday, 05 / 20 / 2022
Peak discharge = 245.55 cfs
Time to peak = 728 min
Hyd. volume = 958,746 cuff
Contrib. drain. area = 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 --1 Year
120 240 360 480 600 720
Hyd No. 21 Hyd No. 2
Hyd No. 14
Q (cfs)
280.00
240.00
200.00
160.00
120.00
80.00
40.00
JW
840 960 1080 1200 1320 1440 1560
-- Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 18

Hydrograph Report
28
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
U811111
KI1 TS 1,
20.00
10.00
480 960
Hyd No. 22
Friday, 05 / 20 / 2022
Peak discharge = 41.61 cfs
Time to peak = 756 min
Hyd. volume = 907,273 cuft
Contrib. drain. area = 0.460 ac
TOTAL SITE ROUTED
Hyd. No. 22 -- 1 Year
Q (cfs)
50.00
40.00
KOW
20.00
10.00
1440 1920 2400 2880 3360 3840 4320 4800 5280
Hyd No. 3 Hyd No. 7 Hyd No. 11 Time (min)
Hyd No. 15 Hyd No. 18

29
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
now
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
44.96
2
734
201,801
----
---
----
Pond No.1 Pie -development
2
SCS Runoff
99.29
2
728
393,379
---
---
Pond No.1 Post -Development
3
Reservoir
45.95
2
744
377,034
2
29.64
179,032
Pond No. 1 Routed
5
SCS Runoff
21.29
2
734
95,195
---
---
---
Pond No.2 Pre -Development
6
SCS Runoff
45.02
?
728
178,377
----
---
----
Pond No.2 Post -Development
7
Reservoir
12.34
2
754
167,969
6
29.68
Pond No.2 Routed
9
SCS Runoff
53.68
2
734
246,836
----
------
Pond No. 3 Pre -Development
10
SCS Runoff
140.51
2
728
552,829
--
-
----
Pond No.3 Post -Development
11
Reservoir
23.43
2
762
527,726
10
3-4-
312,721
Pond No.3 Routed
13
SCS Runoff
15.27
2
734
69,249
-----
----
Pond No.4 Pre -Development
14
SCS Runoff
26.20
2
728
100,505
--
Pond No.4 Post -Development
15
Reservoir
8.443
2
752
100,481
14
29.05
Pond No.4 Routed
17
SCS Runoff
0.771
2
730
3,042
----
----
Untreated Pre -Development
18
SCS Runoff
1.853
2
724
5,837
---
--
----
Untreated Post -Development
20
Combine
135.89
734
616,123
1, 5, 9,
--
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
312.33
2
728
1,230,925
2, 6, 10,
---
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
85.83
2
750
1,179,045
3, 7, 11,
—
----
TOTAL SITE ROUTED
15, 18,
I:\00494\0039\PDNR\20- i ech\24-Discipline
d3a,3rlii6bukie ithfibMIStormwate
0 .H8 /[e-mail]

Hydrograph Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SCS !runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
40.00
30.00
20.00
fi[ I6,
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Pre -development
Hyd. No. 1 — 2 Year
120 240 360 480 600 720
Hyd No. 1
Friday, 05 / 20 / 2022
= 44.96 cfs
= 734 min
= 201,801 cuf[
= 72
= 0 ft
= 20.00 min
= Type III
= 484
Q (cfs)
50.00
01111
30.00
r�
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
31
nyaranow nyarograpns tmenslon Tor Autwesm uvu 3D® by Autodesk, Inc. v202O.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
40.00
1 ��
0.00
0 120 240 360
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Post -Development
Hyd. No. 2 — 2 Year
480 600 720
Friday, 05 / 20 / 2022
= 99.29 cfs
= 728 min
= 393,379 cuft
= 91
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
100.00
:�
40.00
20.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
32
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Pond No.1 Post-DevelopmM;6x. Elevation
Reservoir name
= Pond No.1
Max. Storage
Storage Indication method used.
�1
40.00
20.00
0.00
0 240 480
Hyd No. 3
72
Pond No. 1 Routed
Hyd. No. 3 — 2 Year
Friday, 05 / 20 / 2022
= 45.95 cfs
= 744 min
= 377,034 cult
= 29.64 ft
= 179,032 cult
Q (cfs)
100.00
:1 ��
TOO, 141
40.00
20.00
0.00
0 960 1200 1440 1680 'i920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 2 ® Total storage used = 179,032 cuff

Hydrograph Report
33
nyaranow nyorograpns tx[ension Tor Au[oaesK® GIVII 3D® by Autodesk, Inc. v202O.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SDS runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
Q (cfs)
24.00
20.00
16.00
12.00
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 — 2 Year
120 240 360 480 600 720 840
Hyd No. 5
Friday, 05 / 20 / 2022
= 21.29 cfs
= 734 min
= 95,195 cult
= 73
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
24.00
20.00
16.00
WA1I17
4.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
F�
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Post -Development
Hyd. No. 6 -- 2 Year
120 240 360 480 600 720 840
Hyd No. 6
34
Friday, 05 / 20 / 2022
= 45.02 cfs
= 728 min
= 178,377 cult
= 91
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
50.00
40.00
30.00
NMI]
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
35
nyoranow nyorograpns tmension Tor AutoaesKQD civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - Pond No.2 Post-DevelopmMhx. Elevation
Reservoir name
= Pond No.2
Max. Storage
Storage Indication method used.
40.00
20.00
10.00
0.00
0 480
-- Hyd No. 7
Pond No.2 Routed
Hyd. No. 7 -- 2 Year
Friday, 05 120 / 2022
= 12.34 cfs
= 754 min
= 167,969 cuft
= 29.68 ft
= 96,127 cuft
960 1440 1920 2400 2880 3360 3840 4320
• Hyd No. 6 Total storage used = 96,127 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
-- 0.00
4800
Time (min)

Hydrograph Report
36
nyaratiow nyarograpns tMenslon for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No. 3 Pre -Development
Hyd. No. 9 -- 2 Year
120 240 360 480 600 720
Hyd No. 9
Friday, 05 120 12022
= 53.68 cfs
= 734 min
= 246,836 tuft
= 68
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
60.00
50.00
40.00
9119111
MCI
10.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
37
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
140.00
120.00
100.00
01161f
40.00
20.00
Friday, 05 / 20 / 2022
= 140.51 cfs
= 728 min
= 552,829 cuff
= 90
= 0 ft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.3 Post -Development
Hyd. No. 10 -- 2 Year
Q (cfs)
160.00
140.00
120.00
100.00
- $I
40.00
1 1r:
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

Hydrograph Report 38
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Pond No.3 Post-®evelopnMak. Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used
Pond No.3 Routed
Hyd. No. 11 -- 2 Year
140.00
120.00
100.00
E Ii 1
40.00
20.00
Friday, 05 / 20 / 2022
= 23.43 cfs
= 762 min
= 527,726 cuft
= 33.24 ft
= 312,721 cuft
Q (cfs)
160.00
140.00
120.00
100.00
:�
40.00
Ki 6 S,
0.00 1 —s - , I , _ I L 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
— Hyd No. 11 Hyd No. 10 ® Total storage used = 312,721 cuft Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® byAutodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
15.00
12.00
M
We]
MY
120 240 360 480
Hyd No. 13
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Pre -Development
Hyd. No. 13 -- 2 Year
39
Friday, 05 / 20 / 2022
= 15.27 cfs
= 734 min
= 69,249 cult
= 70
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
18.00
15.00
12.00
MM
M
3.00
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No-4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
61 ��
16.00
12.00
M
4.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 -- 2 Year
Friday, 05 / 20 / 2022
= 26.20 cfs
= 728 min
= 100,505 cult
= 79
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil MOD by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post- Develop rrMak. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
fi. III
12.00
W6
WC
Pond No.4 Routed
Hyd. No. 15 — 2 Year
41
Friday, 05 / 20 / 2022
= 8.443 cfs
= 752 min
= 100,481 cuft
= 29.05 ft
= 39,756 cult
Q (cfs)
28.00
24.00
tI II
16.00
12.00
I I'
4.00
0.00
240 480 720 960 1200 1440 1680 1920 2160
Hyd No. 15 Hyd No. 14 ® Total storage used = 39,756 CA Time (min)

Hydrograph
Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 17
Untreated Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge
= 0.771 cfs
Storm frequency
= 2 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 3,042 cult
Drainage area
= 0.460 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 4.63 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
)MO
;� c
0.40
0.30
0.20
0.10
0.00
0
Untreated Pre -Development
Hyd. No. 17 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
111W
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17
Time (min)

Hydrograph Report
43
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
= SDS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 0.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.63 in
Storm duration
= 24 hrs
Q (Cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Post -Development
Hyd. No. 18 -- 2 Year
Friday, 05 / 20 / 2022
= 1.853 cis
= 724 m i n
= 5,837 cult
= 92
= Oft
= 5.00 min
= Type III
= 484
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 18
Q (cfs)
2.00
1.00
0.00
1440
Time (min)

Hydrograph Report
44
Hydraflow Hydrographs Extension forAutodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
120.00
100.00
80.00
40.00
O 1I7
Friday, 05 / 20 / 2022
Peak discharge = 135.99 cfs
Time to peak = 734 min
Hyd. volume = 616,123 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 -- 2 Year
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 1 Hyd No. 5 Hyd No. 9 Time (min)
Hyd No. 13 Hyd No. 17

Hydrograph Report 45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk. Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 2, 6, 10, 14, 18
280.00
240.00
200.00
160.00
120.00
n- li e
40.00
Friday, 05 / 20 / 2022
Peak discharge = 312.33 cfs
Time to peak = 728 min
Hyd. volume = 1,230,925 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 -- 2 Year
Q (cfs)
320.00
240.00
200.00
160.00
120.00
80.00
MIX
X
0 120 240 360 480 600 720 840 860 1080 1200 1320 1440 1560
Hyd No. 21 Hyd No. 2 Hyd No. 6 - Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report 46
nyuranow nyurograpns r-mension Tor AutooesK® civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 2 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
Q (cfs
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Friday, 05 / 20 / 2022
Peak discharge = 85.83 cfs
Time to peak = 750 min
Hyd. volume = 1,179,045 cuft
Contrib. drain. area = 0.460 ac
TOTAL SITE ROUTED
Hyd. No. 22 - 2 Year Q (Cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
IMMMM Ban - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Hyd No. 22 Hyd No. 3 Hyd No. 7 - Hyd No. 11 Time (min)
— Hyd No. 15 Hyd No. 18

47
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.185
2
750
11,889
----
- -
Pond No.1 Pre -development
2
SCS Runoff
20.85
728
80,345
--
Pond No.1 Post -Development
3
Reservoir
0.541
1130
68,119
2
28.58 60,451
Pond No. 1 Routed
5
SCS Runoff
0.692
2
748
6,187
----
--
Pond No.2 Pre -Development
6
SCS Runoff
9.454
2
728
36,432
---
---
Pond No.2 Post -Development
7
Reservoir
0.198
2
1250
30,988
6
28.52 28,590
Pond No.2 Routed
9
SCS Runoff
0.390
2
764
9,033
--
- ---
Pond No. 3 Pre -Development
10
SCS Runoff
27.66
2
728
107,329
----
------ --
Pond No.3 Post -Development
11
Reservoir
0.834
2
1080
91,048
0
31.58 78,689
Pond No.3 Routed
13
SCS Runoff
0.239
2
754
3,286
---
Pond No.4 Pre -Development
14
SCS Runoff
2.048
2
732
10,453
Pond No.4 Post -Development
15
Reservoir
0.212
2
940
10,429
14
1
Pond No.4 Routed
17
SCS Runoff
0.012
t
748
144
- —
--- ---
Untreated Pre -Development
18
SCS Runoff
0.420
2
724
1,254
----
-----
Untreated Post -Development
20
Combine
2.377
2
752
30,539
1, 5, 9,
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
60.13
2
728
235,813
2, 6, 10,
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
1.777
2
1048
201,838
3, 7, 11,
TOTAL SITE ROUTED
15, 18,
I:\00494\0039\PDNR\20-Tech\24-Discipline
d&nr5dhmnak1%hbffdBtormwate
OWN /FBQA�Rffl2004940039.gpw

Hydrograph Report
48
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No-1 Pre -development
Hydrograph type
= SCS runoff
Storm frequency
= 3 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.50 in
Storm duration
= 24 hrs
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Pre -development
Hyd. No. 1 — 3 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Friday, 05 / 20 / 2022
= 1.185 cfs
= 750 min
= 11,889 cuft
= 72
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 3 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.50 in
Storm duration
= 24 hrs
18.00
15.00
12.00
•M
M
3.00
Friday, 05 / 20 / 2022
= 20.85 cfs
= 728 min
= 80,345 cuft
= 91
= 0 ft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Post -Development
Hyd. No. 2 — 3 Year
Q (cfs)
21.00
18.00
15.00
12.00
WE
M
3.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report 50
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 3 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Pond No.1
Post-DevelopmMbx. Elevation
Reservoir name
= Pond No.1
Max. Storage
Storage Indication method used.
18.00
15.00
12.00
M
. 11
Km
600
Hyd No. 3
Pond No. 1 Routed
Hyd. No. 3 — 3 Year
Friday, 05 / 20 / 2022
= 0.541 cfs
= 1130 min
= 68,119 cuft
= 28.58 ft
= 60,451 cuff
Q (cfs)
21.00
18.00
15.00
12.00
n1WIIIIIIIIIII
90111111111111
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 2 ® Total storage used = 60,451 cuff Time (min)

Hydrograph Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil MOD by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 3 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.50 in
Storm duration
= 24 hrs
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 — 3 Year
Friday, 05 / 20 / 2022
= 0.592 cfs
= 748 min
= 6,187 cuft
= 73
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph Report
52
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS runoff
Storm frequency
= 3 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.50 in
Storm duration
= 24 hrs
NOR
. IX
4.00
2.00
120 240 360 480
Hyd No. 6
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Post -Development
Hyd. No. 6 — 3 Year
Friday, 05 / 20 / 2022
= 9.454 cfs
= 728 min
= 36,432 cuft
= 91
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
10.00
WX
MM
4.00
r M
0.00
600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report 53
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 3 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - Pond No.2 Post-DevelopmM;bx. Elevation
Reservoir name
= Pond No.2
Max. Storage
Storage Indication method used.
Mal
M
4.00
2.00
II
•
600 1200
Hyd No. 7
Pond No.2 Routed
Hyd. No. 7 -- 3 Year
Friday, 05 / 20 / 2022
= 0.198 cfs
= 1250 min
= 30,988 cult
= 28.52 ft
= 28,590 cult
Q (cfs)
10.00
N. 141
4.00
2.00
0.00
1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 6 Total storage used = 28,590 cuff Time (min)

Hydrograph
Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Friday, 05 120 12022
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SDS Runoff
Peak discharge
= 0.390 cfs
Storm frequency
= 3 yrs
Time to peak
= 764 min
Time interval
= 2 min
Hyd. volume
= 9,033 cuft
Drainage area
= 41.950 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 1.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
C��F7
Pond No. 3 Pre -Development
Hyd. No. 9 -- 3 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd Na. 9
Time (min)

Hydrograph Report
55
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No-3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 3 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.50 in
Storm duration
= 24 hrs
24.00
20.00
16.00
12.00
WE
4.00
Friday, 05 / 20 / 2022
= 27.56 cfs
= 728 min
= 107,329 cuft
= 90
= Oft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.3 Post -Development
Hyd. No. 10 -- 3 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
W
mile'
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

Hydrograph
Report
56
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.834 cfs
Storm frequency
= 3 yrs
Time to peak
= 1080 min
Time interval
= 2 min
Hyd. volume
= 91,048 cuft
Inflow hyd. No.
= 10 -Pond No.3 Post-DeveioprrMak.
Elevation
= 31.58 ft
Reservoir name
= Pond No.3
Max. Storage
= 78,689 cuft
Storage Indication method used.
24.00
Ki 1 6
16.00
12.00
M
4.00
I of
600
Hyd No. 11
Pond No.3 Routed
Hyd. No. 11 — 3 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 10 ® Total storage used = 78,689 cuff

Hydrograph
Report
57
Hydraflow Hydrographs Extension for Autodesk® Civil 3139 by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS runoff
Peak discharge
= 0.239 cfs
Storm frequency
= 3 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 3,286 cuff
Drainage area
= 10.800 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= User
Time of conc. (Tc)
= 20.00 min
Total precip.
= 1.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0 25
Pond No.4 Pre -Development
Hyd. No. 13 — 3 Year
Q (cfs)
0.50
0.45
0.40
0.35
WX
0.25
0.20 0.20
0.15 _
0.15
0.10
0.10
0.05
- 0.05
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SDS Runoff
Storm frequency
= 3 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 1.50 in
Storm duration
= 24 hrs
Q (ds)
3.00
2.00
1.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 — 3 Year
120 240 360 480 600 720 840 960
Hyd No. 14
58
Friday, 05 / 20 / 2022
= 2.048 c%i
= 732 min
= 10,453 cult
= 79
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
3.00
2.00
1.00
- 0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
59
Hydraflow Hydrographs Extension for Autodesk® Civil 300 by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 3 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post- ®eveloprMak. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used.
Q (cfs)
3.00
I�
OX1I17
1.00
0.00
0
240 480 720 960
Hyd No. 15
Pond No.4 Routed
Hyd. No. 15 -- 3 Year
Friday, 05 / 20 / 2022
= 0.212 cfs
= 940 min
= 10,429 cult
= 28.13 ft
= 4,821 cult
Q (cfs)
3.00
Mors,
1.00
— 0.00
1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 14 1 Total storage used = 4,821 cult

Hydrograph Report 60
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff
Storm frequency =
3 yrs
Time interval =
2 min
Drainage area =
0.460 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
1.50 in
Storm duration =
24 hrs
all!]
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Pre -Development
Hyd. No. 17 — 3 Year
Friday, 05 / 20 / 2022
= 0.012 cfs
= 748 min
= 144 cult
= 70
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17
Time (min)

Hydrograph Report
61
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 18
Untreated Post -Development
Hydrograph type = SCS runoff
Peak discharge
= 0.420 cfs
Storm frequency = 3 yrs
Time to peak
= 724 min
Time interval = 2 min
Hyd. volume
= 1,254 cuft
Drainage area = 0.460 ac
Curve number
= 92
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = User
Time of conc. (Tc)
= 5.00 min
Total precip. = 1.50 in
Storm duration = 24 hrs
Distribution
Shape factor
= Type III
= 484
Q (CfS) Untreated Post -Development
Hyd. No. 18 — 3 Year
Q (cfs)
0.50
--
0.50
0.45
0.45
0.40
0.40
0.35
0.35
0.30
0.30
0.25
0.25
0.20
0.20
0.15
0.15
0.10
0.10
0.05
----
0.05
0.00 -
0 120 240 360 480 60v^ 720 840
6601080 1200
1320 1440 1560
0.00
Hyd No. 18
Time
(min)

Hydrograph Report
62
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 3 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
Q (cfs)
3.00
2 nn
1.00
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 -- 3 Year
120 240 3E0 480 800 720 840 960
Hyd No. 20 Hyd No. 1 Hyd No. 5
Hyd No. 13 Hyd No. 17
Friday, 05 / 20 / 2022
= 2.377 cfs
= 752 min
= 30,539 cult
= 95.360 ac
Q (cfs)
3.00
fifflr]
0.00
10€0 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydrograph Report
63
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 3 yrs
Time interval
= 2 min
Inflow hyds.
= 2, 6, 10, 14, 18
50.00
40.00
30.00
N m
10.00
0.00
n
Friday, 05 / 20 / 2022
Peak discharge = 60.13 cfs
Time to peak = 728 min
Hyd. volume = 235,813 cuff
Contrib. drain. area = 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 — 3 Year
Q (cfs)
70.00
�1
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 �00 720 840 96C i08C 1200 i,^520 1440 1560
Hyd No. 21 Hyd No. 2 Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 3 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
1.00
0.00
60 12VU
Hyd No. 22
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
TOTAL SITE ROUTED
Hyd. No. 22 -- 3 Year
1800 2400
Hyd No. 3
Hyd No. 15
3000
Friday, 05120 12022
= 1.777 cfs
= 1048 min
= 201,838 cult
= 0.460 ac
3600 4200 4800 5400
Hyd No. 7 — Hyd No. 11
Hyd No. 18
Q (cfs)
2.00
1.00
0.00
6000
Time (min)

Hydrograph Summary Report
65
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
71.00
2
734
314,236
---
--
—
Pond No.1 Pre -development
2
SCS Runoff
133.36
2
728
537,092
---
--
—
Pond No.1 Post -Development
3
Reservoir
80.38
2
740
520,666
2
29.94
� , , _
Pond No. 1 Routed
5
SCS Runoff
33.26
2
734
147,037
----
--
—
Pond No.2 Pre -Development
6
SCS Runoff
60.47
2
728
243,543
--
-----
---
Pond No.2 Post -Development
7
Reservoir
30.99
232,997
6
29.95
112,546
Pond No.2 Routed
9
SCS Runoff
89.12
734
397,928
----
------
Pond No. 3 Pre -Development
10
SCS Runoff
189.99
2
728
759,454
---
----
Pond No.3 Post -Development
11
Reservoir
53.67
2
752
734,091
10
33.81
396,094
Pond No.3 Routed
13
SCS Runoff
24.69
2
734
109,664
---
--
Pond No.4 Pre -Development
14
SCS Runoff
38.68
728
148,404
---
---
Pond No.4 Post -Development
15
Reservoir
22.27
2
740
148,380
14
29.29
Pond NoA Routed
17
SCS Runoff
1.244
2
728
4,817
---
---
Untreated Pre -Development
18
SCS Runoff
2.470
2
724
7,921
---
Untreated Post -Development
20
Combine
219.17
2
734
973,681
1, 5, 9,
----
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
424.24
2
728
1,696,413
2, 6, 10,
--
------
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
180.41
2
742
1,644,054
3, 7, 11,
---
TOTAL SITE ROUTED
15, 18,
1A00494100391PDNR120- T ech\24-Discipline
ai#ur3dbvrinen zMff9Btormwater
M*215 /F2Q 2004940039.gpw

Hydrograph Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
Q (cfs)
80.00
r- 14
40.00
20.00
10.00
Friday, 05 / 20 / 2022
Peak discharge
= 71.00 cfs
Time to peak
= 734 min
Hyd. volume
= 314,236 cuft
Curve number
= 72
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 -1 1 1 1 1 1 _1r i i i 1 i - ' 0.00
0 120 240 360 480 600 720 840 9C0 1000 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
67
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
120.00
100.00
80.00
40.00
20.00
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (TO
Distribution
Shape factor
Pond No.1 Post -Development
Hyd. No. 2 -- 5 Year
Friday, 05 / 20 / 2022
= 133.36 cfs
= 728 min
= 537,092 cuft
= 91
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
140.00
120.00
100.00
.9 A
40.00
all W
- 0.00
120 240 360 480 800 720 840 �80 10�0 1200 1320 144U 1560
Hyd No. 2 Time (min)

Hydrograph Report
ss
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Resenloir
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Pond No.1
Post-Deveiopm&ihx. Elevation
Reservoir name
= Pond No.1
Max. Storage
Storage Indication method used.
Q (cfs)
140.00
120.00
100.00
80.00
.M
40.00
20.00
Pond No. 1 Routed
Hyd. No. 3 — 5 Year
Friday, 05 / 20 / 2022
= 60.36 cfs
= 740 min
= 520,666 cuft
= 29.94 ft
= 212,772 cuft
Q (cfs)
140.00
120.00
100.00
- M
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 2 ® Total storage used = 212,772 cuff Time (min)

Hydrograph Report
69
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
30.00
25.00
20.00
15.00
i[W 11,
.wl
Friday, 05 / 20 / 2022
= 33.26 cfs
= 734 min
= 147,037 cult
= 73
= Oft
= 20.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 — 5 Year
Q (cfs)
35.00
30.00
25.00
15.00
10.00
5.00
0.00 1 ' ' ' J--1r_ I I I I I 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5
Time (min)

Hydrograph Report
70
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
[1-1i I 1
[I$X
40.00
30.00
10.00
Friday, 05 / 20 / 2022
= 60.47 cfs
= 728 min
= 243,543 cuft
= 91
= Oft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Post -Development
Hyd. No. 6 -- 5 Year
Q (cfs)
70.00
-M
-M
40.00
30.00
NM
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
71
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - Pond No.2 Post-Developm&Abx. Elevation
Reservoir name
= Pond No.2
Max. Storage
Storage Indication method used.
50.00
40.00
30.00
20.00
10.00
Friday, 05 / 20 / 2022
= 36.99 cfs
= 742 min
= 232,997 cuff
= 29.95 ft
= 112,546 tuft
Pond No.2 Routed
Hyd. No. 7 — 5 Year
Q (cfs)
70.00
50.00
40.00
30.00
10i 1 O
90816
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 7 Hyd No. 6 ® Total storage used = 112,546 cult Time (min)

Hydrograph Report 72
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 89.12 cfs
Time to peak
= 734 min
Hyd. volume
= 397,928 cuft
Curve number
= 68
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Pond No. 3 Pre -Development
Hyd. No. 9 — 5 Year
Q (cfs)
90.00
80.00
70.00
70.00
60.00 60.00
50.00
50.00
40.00
40.00
30.00 30.00
20.00
20.00
10.00
10.00
. I
f
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9
Time (min)

Hydrograph Report
73
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® byAutodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
180.00
150.00
120.00
�*Il f l
30.00
Friday, 05 / 20 / 2022
= 189.99 cf-.
= 728 min
= 759,454 cuft
= 90
= Oft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.3 Post -Development
Hyd. No. 10 -- 5 Year
Q (cfs)
210.00
180.00
150.00
120.00
.AIKI
30.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

Hydrograph Report 74
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Pond No.3 Post-DevelopnMet. Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used.
180.00
150.00
120.00
NMI]
MI
30.00
360 720
Hyd No. 11
Pond No.3 Routed
Hyd. No. 11 — 5 Year
Friday, 05 / 20 / 2022
= 53.67 cf-.
= 752 min
= 734,091 cuft
= 33.81 ft
= 396,094 cuft
Q (cfs)
210.00
180.00
150.00
120.00
a� ��
30.00
0.00
1080 1440 1800 2160 2520 2880 3240 3600 3960
Hyd No. 10 ® Total storage used = 396,094 cuff Time (min)

Hydrograph Report 75
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 24.69 cfs
Time to peak
= 734 min
Hyd. volume
= 109,664 cuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.4 Pre -Development
Q (cfs) Hyd. No. 13 -- 5 Year Q (c)
28.00 — 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 -
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13
Time (min)

Hydrograph Report
76
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 5 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 5.99 in
Storm duration
= 24 hrs
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 — 5 Year
'n 240 360 480 600 720 840
14
Friday, 05 / 20 / 2022
= 38.68 cfs
= 728 min
= 148,404 cuft
= 79
= Oft
= 10.00 min
Type III
= 484
Q (cfs)
40.00
cM
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post-DevelopryMet. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used.
30.00
20.00
�]
Friday, 05 / 20 / 2022
= 22.27 cfs
= 740 min
= 148,380 cult
29.29 ft
= 49,131 tuft
Pond No.4 Routed
Hyd. No. 15 — 5 Year
240 480 720 960 1200 1440 1680
Hyd No. 15 Hyd No. 14 ® Total storage used = 49,131 cuft
Q (cfs)
40.00
30.00
F01I6I17
10.00
0.00
1920
Time (min)

Hydrograph Report
78
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff
Storm frequency =
5 yrs
Time interval =
2 min
Drainage area =
0.460 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
5.99 in
Storm duration =
24 hrs
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Pre -Development
Hyd, No. 17 — 5 Year
120 240 360 480 600 720 840 960
Hyd No. 17
Friday, 05 / 20 / 2022
= 1.244 cfs
= 728 min
= 4,817 cuft
= 70
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
79
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.460 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.99 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 18
Untreated Post -Development
Hyd. No. 18 — 5 Year
Friday, 05 120 / 2022
2.470 cfs
= 724 min
= 7,921 tuft
= 92
= Oft
= 5.00 min
= Type III
= 484
r------- 7
360 480 600 720 840 860 1080 1200 1320
Q (cfs)
3.00
2.00
1.00
0.00
1440
Time (min)

Hydrograph Report 80
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® byAutodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 5 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
Q (cfs)
240.00
210.00
180.00
150.00
120.00
91111111
Friday, 05 / 20 / 2022
Peak discharge
= 219.17 cf.-
Time to peak
= 734 min
Hyd. volume
= 973,681 cuft
Contrib. drain. area
= 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 -- 5 Year
Q (cfs)
240.00
210.00
H:I1 1 I,
150.00
120.00
MITI]
30.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 20 Hyd No. 1 Hyd No. 5 Hyd No. 9 Time (min)
Hyd No. 13 Hyd No. 17

Hydrograph Report
81
Hydraflow Hydrographs Extension for Autodesk® Civil 3D0 by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 5 yrs
Time interval
= 2 min
Inflow hyds.
= 2, 6, 10, 14, 18
420.00
300.00
240.00
180.00
120.00
.01I,
Friday, 05 / 20 / 2022
Peak discharge = 424.24 cfs
Time to peak = 728 min
Hyd. volume = 1,696,413 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 -- 5 Year
Q (cfs)
480.00
420.00
300.00
240.00
180.00
120.00
Al Me
J wl'
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 — Hyd No. 2 Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report 82
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
Friday, 05120 / 2022
Peak discharge = 180.41 cfs
Time to peak = 742 min
Hyd. volume = 1,644,054 cuff
Contrib. drain. area = 0.460 ac
TOTAL SITE ROUTED
Q (cfs) cfs
Hyd. No. 22 — 5 Year Q ( )
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
,i, 30.00
0.00 -- _ 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Hyd No. 22 — Hyd No. 3 Hyd No. 7 — Hyd No. 11 Time (min)
— Hyd No. 15 Hyd No. 18

Hydrograph Summary Report
83
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
95.12
2
734
420,182
-•
Pond No.4 Pre -development
2
SCS Runoff
163.17
2
728
665,009
--•
Pond No.1 Post -Development
3
Reservoir
103.05
2
738
648,527
2
237,570
Pond No. 1 Routed
5
SCS Runoff
44.29
2
734
195,690
--
---
Pond No.2 Pre -Development
6
SCS Runoff
73.99
2
728
301,547
---
-----
------
Pond No.2 Post -Development
7
Reservoir
46.23
2
738
290,905
6
30.15
124,878
Pond No.2 Routed
9
SCS Runoff
122.61
2
734
542,793
-----
------
------
Pond No. 3 Pre -Development
10
SCS Runoff
233.31
2
728
943,712
---
----
--
Pond No.3 Post -Development
11
Reservoir
100.77
2
744
918,187
10
34.16
449,251
Pond No.3 Routed
13
SCS Runoff
33.51
2
734
148,069
- — -
—•
----
Pond No.4 Pre -Development
14
SCS Runoff
49.92
2
728
192,385
-•
--
Pond No.4 Post -Development
15
Reservoir
32.35
2
738
192,361
14
29.47
56,398
Pond No.4 Routed
17
SCS Runoff
1.694
2
728
6,504
----
----
---
Untreated Pre -Development
18
SCS Runoff
3.009
2
724
9,772
---
--
---
Untreated Post -Development
20
Combine
297.00
2
734
1,313,238
1, 5, 9,
-
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
522.50
2
728
2,112,425
2, 6, 10,
------
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
278.95
2
742
2,059,754
3, 7, 11,
-----
--
TOTAL SITE ROUTED
15, 18,
f:10049410039\PDNR`,2C-Tech124-Discipiine?d%i#orBd'bvin&tkffi&d&ormwate'1622W.M
/1% 2004940039.gpw

Hydrograph Report 84
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SCS runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
E1i 6 I,
30.00
20.00
10.00
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 05 / 20 / 2022
95.12 cfy
= 734 min
= 420,182 cuff
= 72
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)
Pond No.1 Pre -development
Hyd. No. 1 —10 Year

Hydrograph Report 85
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
Q (Cfs
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00
40.00
20.00
20.00
0.00 - _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
Friday, 05 120 / 2022
Peak discharge
= 163.17 cfs
Time to peak
= 728 min
Hyd. volume
= 665,009 cuft
Curve number
= 91
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.1 Post -Development
Hyd. No. 2 --10 Year

Hydrograph Report 86
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Pond No.1 Post-Developm&ftx. (Elevation
Reservoir name
= Pond No.1
Max. Storage
Storage Indication method used.
Pond No. 1 Routed
Friday, 05 / 20 / 2022
= 103.05 cfs
= 738 min
= 648,527 cult
= 30.15 ft
= 237,570 cult
Q (cfs)
Hyd. No. 3 --10 Year Q (cfs)
180.00
180.00
160.00 160.00
140.00 140.00
120.00
120.00
100.00 100.00
1j,
80.00 80.00
60.00 60.00
40.00 40.00
20.00
20.00
- - L
f.
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 — Hyd No. 2 ® Total storage used = 237,570 cuff

Hydrograph Report
87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 5
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 --10 Year
360 480 600 720 840
Friday, 05 / 20 / 2022
= 44.29 cfs
= 734 min
= 195,690 cuft
= 73
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
50.00
40.00
30.00
06 �
10.00
0.00
560 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report 88
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Friday, 05 / 20 / 2022
Peak discharge
= 73.99 cfs
Time to peak
= 728 min
Hyd. volume
= 301,547 cuft
Curve number
= 91
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.2 Post -Development
Hyd. No. 6 -- 10 Year
Q (cfs)
80.00
W 1*
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6
Time (min)

Hydrograph Report 89
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - Pond No.2 Post-Developm&Ahx. Elevation
Reservoir name
= Pond No.2
Max. Storage
Storage Indication method used.
Q (cfs;
80.00
r 1 1*
50.00
40.00
30.00
20.00
10.00
Friday, 05 / 20 / 2022
= 46.23 cfs
= 738 min
= 290,905 cuft
= 30.15 ft
= 124,878 cult
Q (cfs)
80.00
70.00
191 I 1
50.00
40.00
11411 1
20.00
10.00
0.00 -1 1 1 11r, ' I i I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 7 Hyd No. 6 ® Total storage used = 124,878 cuff

Hydrograph Report
90
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
�1
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No. 3 Pre -Development
Hyd. No. 9 —10 Year
= 122.61 cfs
= 734 min
= 542,793 cuff
68
= 0 ft
= 20.00 min
= Type III
= 484
Q (cfs)
140.00
120.00
100.00
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
91
Friday, 05 / 20 / 2022
Peak discharge
= 233.31 cfs
Time to peak
= 728 min
Hyd. volume
= 943,712 cuft
Curve number
= 90
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
Pond No.3 Post -Development
cfs Q
Hyd. No. 10 —10 Year ( )
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10
Time (min)

Hydrograph Report 92
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 -Pond No.3 Post-QeveloprvMet. Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used.
Q (Cfs
240.00
210.00
180.00
150.00
120.00
Friday, 05 / 20 / 2022
100.77 cfs
= 744 min
= 918,187 cult
= 34.16 ft
= 449,251 cuft
Q (cfs)
240.00
210.00
180.00
150.00
120.00
30.00
0.00 -' 1 L ' I �- 0.00
0 240 480 720 960 1200 1440 1680 1920 21A60 2400 2640 2880 3120
Time (min)
Hyd No. 11 Hyd No. 10 ® Total storage used = 449,251 CA

Hydrograph Report
93
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
30.00
25.00
KO I4
15.00
10.00
M1111
Friday, 05 / 20 / 2022
= 33.51 cfs
= 734 min
= 148,069 cult
= 70
= Oft
= 20.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Pre -Development
Hyd. No. 13 —10 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
M
0.00 1 1 I I I I �� I_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13
Time (min)

Hydrograph Report
94
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SDS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
40.00
KI 11
K111r/,
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 --10 Year
120 240 360 480 600 720 840
Hyd No. 14
Friday, 05 / 20 / 2022
= 49.92 cfs
= 728 min
= 192,385 cult
= 79
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
95
Hydraflow Hydrographs Extension for Autodesk® Civil 31D® by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post-Developnftak. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used.
40.00
30.00
20.00
10.00
Friday, 05 / 20 / 2022
= 32.35 cfs
= 738 min
= 192,361 cult
= 29.47 ft
= 56,398 tuft
Pond No.4 Routed
Hyd. No. 15 — 10 Year
Q (cfs)
50.00
40.00
30.00
20.00
i[l f f
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 15 Hyd No. 14 Total storage used = 56,398 cuff Time (min)

Hydrograph Report
96
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
0.460 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
7.19 in
Distribution
Storm duration =
24 hrs
Shape factor
II$
Untreated Pre -Development
Hyd. No. 17 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 17
Friday, 05 / 20 / 2022
= 1.694 cfs
= 728 min
= 6,504 cult
= 70
= 0 ft
= 10.00 min
= Type III
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
97
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.19 in
Storm duration
= 24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Post -Development
Hyd. No. 18 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 18
3.009 cfs
= 724 min
= 9,772 cuft
= 92
= Oft
= 5.00 min
= Type III
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)

Hydrograph Report 98
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Friday, 05 / 20 / 2022
Peak discharge = 297.00 cfs
Time to peak = 734 min
Hyd. volume = 1,313,238 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 -- 10 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 1 Hyd No. 5 Hyd No. 9 Time (min)
Hyd No. 13 Hyd No. 17

Hydrograph Report 99
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 2, 6, 10, 14, 18
Q (cis
560.00
480.00
U81911I7
320.00
240.00
160.00
80.00
Friday, 05 / 20 / 2022
Peak discharge - 522.50 cfs
Time to peak = 728 min
Hyd. volume = 2,112,425 cult
Contrib. drain. area = 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 -- 10 Year
0.00
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
rrrm
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 - Hyd No. 2 Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
240.00
K111 10
160.00
120.00
40.00
0.00
0 240
— Hyd No. 22
100
Friday, 05 / 20 / 2022
Pcak discharge = 278.95 cfs
Time to peak = 742 min
Hyd. volume = 2,059,754 cuft
Contrib. drain. area = 0.460 ac
TOTAL SITE ROUTED
Hyd. No. 22 --10 Year
480 720
— Hyd No. 3
— Hyd No. 15
1200
Hyd No. 7
Hyd No. 18
Q (cfs)
280.00
240.00
200.00
160.00
120.00
5 4 I,
40.00
0.00
1440 1680 1920
Hyd No. 11 Time (min)

101
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
133.52
2
732
591,401
----
---
Pond No.1 Pre -development
2
SCS Runoff
208.80
2
728
863,341
--
--
--
Pond No.1 Post -Development
3
Reservoir
121.68
2
740
846,789
2
Su.,
277,523
Pond No. 1 Routed
5
SCS Runoff
61.83
2
732
274,079
-
--
—
Pond No.2 Pre -Development
6
SCS Runoff
94.68
2
728
391,480
----
------
Pond No.2 Post -Development
7
Reservoir
57.45
2
738
380,723
6
30.45
144,070
Pond No.2 Routed
9
SCS Runoff
176.55
2
734
780,032
--
------
---
Pond No. 3 Pre -Development
10
SCS Runoff
299.58
2
728
1,229,758
---
-----
Pond No.3 Post -Development
11
Reservoir
177.39
2
740
1,204,049
10
34.58
513,006
Pond No.3 Routed
13
SCS Runoff
47.59
-
734
210,535
----
--
Pond No.4 Pre -Development
14
SCS Runoff
67.36
2
728
262,099
---
--
Pond No.4 Post -Development
15
Reservoir
41.68
2
740
262,075
14
29.81
70,135
Pond No-4 Routed
17
SCS Runoff
2.412
2
728
9,247
--
--
Untreated Pre -Development
18
SCS Runoff
3.835
2
724
12,640
----
Untreated Post -Development
20
Combine
421.38
2
732
1,865,295
1, 5, 9,
---
--
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
673.10
2
728
2,759,319
2, 6, 10,
------
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
399.40
2
740
2,706,272
3, 7, 11,
TOTAL SITE ROUTED
15, 18,
1s\00454\0039\PDNR\20- i ech\24-Discipiine
d§03roo-buio&g i6tlr3&ormwater
63 .H6 4 4'RW2004940039.gpw

Hydrograph Report
102
Hydraflow Hydrographs Extension for Autodesk® Civil 31® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SDS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
120.00
100.00
80.00
40.00
20.00
Friday, 05 120 / 2022
133.52 cfs
= 732 min
= 591,401 cuff
= 72
= Oft
= 20.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.1 Pre -development
Hyd. No. 1 — 25 Year
Q (cfs)
140.00
120.00
100.00
:M
- M
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)

Hydrograph Report 103
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
Friday, 05 / 20 12022
Peak discharge
= 208.80 cfs
Time to peak
= 728 min
Hyd. volume
= 863,341 cuft
Curve number
= 91
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
Pond No.1 Post -Development
cfs Q
Hyd. No. 2 -- 25 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 --
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
104
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 121.68 cfs
Storm frequency
= 25 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 846,789 cuft
Inflow hyd. No.
= 2 - Pond No.1 Post-®evelopmdMhx. Elevation
= 30.49 ft
Reservoir name
= Pond No.1
Max. Storage
= 277,523 cuft
Storage Indication method used.
Q (cfs;
210.00
180.00
150.00
120.00
30.00
0.00 1 -- _ .y i i i -- , I_
0
Q (cfs)
210.00
180.00
150.00
120.00
30.00
r.T."
120 240
360 480 600
720 840 960 1080 1200 1320 1440
1560 �-
Hyd No. 3
— Hyd No. 2
® Total storage used = 277,523 cuff
Time (min)

Hydrograph Report
105
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
.o M1
.7i 1 1,
40.00
30.00
20.00
10.00
Friday, 05I20 12022
= 51.83 cfs
= 732 min
= 274,079 cult
= 73
= Oft
= 20.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 -- 25 Year
Q (cfs)
70.00
50.00
40.00
30.00
rO I1
Mi a k
0.00 i i i I T I_ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 Time (min)

Hydrograph Report
106
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
Q (cfs;
100.00
90.00
80.00
70.00
60.00
50.00
Ui 4 I
30.00
20.00
10.00
0.00
V
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 05 / 20 / 2022
= 94.68 efts
= 728 min
= 391,480 cult
= 91
= Oft
= 10.00 min
= Type III
= 484
Q (Cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
1KINIr:
20.00
10.00
n nn
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560v vv
Hyd No. 6 Time (min)

Hydrograph
Report
107
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 57.45 cfs
Storm frequency
= 25 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 380,723 cuft
Inflow hyd. No.
= 6 - Pond No.2 Post-®evelopmddbx. Elevation
= 30.45 ft
Reservoir name
= Pond No.2
Max. Storage
= 144,070 cuft
Storage Indication method used
Pond No.2 Routed
Q (cfs)
Hyd. No. 7.— 25 Year Q (off)
100.00 - 100.00
90.00
90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 _
20.00
10.00
10.00
i
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 7 Hyd No. 6 ® Total storage used = 144,070 cult

Hydrograph Report
108
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 176.55 cfs
Time to peak
= 734 min
Hyd. volume
= 780,032 cuft
Curve number
= 68
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Pond No. 3 Pre -Development
Q (cfs) Hyd. No. 9 -- 25 Year Q (c)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 1 1 1 190.00
60.00 60.00
30.00 30.00
I
0.00 - 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9
Time (min)

Hydrograph Report
109
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
Q (cfs;
320.00
240.00
200.00
if-.14yorom
120.00
-
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 05 / 20 / 2022
= 299.58 cfs
= 728 min
= 1,229,758 cuft
= 90
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
320.00
W.
240.00
200.00
160.00
120.00
:8 1I
40.00
0.00 1 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. 10
Time (min)

Hydrograph Report 110
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc, v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 -Pond No.3 Post-Developnttak. Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used.
Q (cfs)
320.00
280.00
240.00
200.00
t.1 ee
120.00
80.00
40.00
Friday, 05 / 20 / 2022
= 177.39 cfs
= 740 min
= 1,204,049 tuft
= 34.58 ft
= 513,006 cuft
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
:R II
40.00
0.00 -'.� . _ , - - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 11 Hyd No. 10 Total storage used = 513,006 cuff

Hydrograph Report
III
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
D11811]
01111i
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Pre -Development
Hyd. No. 13 — 25 Year
120 240 360 480 600 720 840
Hyd No. 13
Friday, 05 / 20 / 2022
= 47.59 cfs
= 734 min
= 210,535 cuft
= 70
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
112
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SDS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
Q (cfs)
70.00
KOV117
50.00
40.00
30.00
20.00
10.00
0.00
0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 -- 25 Year
Friday, 05 / 20 / 2022
= 67.36 cfs
= 728 min
= 262,099 cuft
= 79
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
70.00
:1 11
50.00
40.00
30.00
r�
10.00
0.00
120 240 360 480 600 720 840 060 1080 1200 1320 1440 1560
Hyd No. 14 Time (min)

Hydrograph Report
113
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post- QeveloprMek. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used.
50.00
40.00
911 1
20.00
10.00
Friday, 05 / 20 / 2022
= 41.68 cfs
= 740 min
= 262,075 cuff
= 29.81 fl:
= 70,135 cuff
Pond No.4 Routed
Hyd. No. 15 -- 25 Year
Q (cfs)
70.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 14 ® Total storage used = 70,135 CA Time (min)

Hydrograph Report
114
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
25 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
0.460 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
9.04 in
Distribution
Storm duration =
24 hrs
Shape factor
r OX
1.00
Untreated Pre -Development
Hyd. No. 17 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 17
Friday, 05 / 20 12022
= 2.412 cfs
= 728 min
= 9,247 cuft
= 70
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
3.00
2.00
1.00
0.00
1080 1200 1320 4440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 0.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 9.04 in
Storm duration
= 24 hrs
Q (cfs)
4.00
MM
mix
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Post -Development
Hyd. No. 18 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 18
115
Friday, 05 / 20 / 2022
= 3.835 cfs
= 724 min
= 12,640 cuft
= 92
= 0 ft
= 5.00 min
= Type III
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)

Hydrograph Report
11s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
420.00
360.00
300.00
240.00
180.00
120.00
Friday, 05 / 2012022
Peak discharge = 421.38 cfs
Time to peak = 732 min
Hyd. volume = 1,865,295 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 -- 25 Year
Q (cfs)
480.00
420.00
360.00
1111 16
240.00
180.00
120.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 20 Hyd No. 1 Hyd No. 5 — Hyd No. 9 Time (min)
Hyd No. 13 Hyd No. 17

Hydrograph Report
117
Hydraflow Hyd rographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyds. = 2, 6, 10, 14, 18
Q (cfs
700.00
�$
500.00
400.00
KIi 1 6 I
%II II]
100.00
Friday, 05 / 20 / 2022
Peak discharge
= 673.10 cfs
Time to peak
= 728 min
Hyd. volume
= 2,759,319 tuft
Contrib. drain. area
= 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 -- 25 Year
,I
FTa
.. - - --__: - x
0
Q (cfs)
700.00
500.00
400.00
300.00
200.00
100.00
f&LLI
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Hyd No. 2 — Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report
118
Hydraflow Hydragraphs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
Q (cfs
420.00
360.00
300.00
240.00
180.00
120.00
Friday, 05 / 20 / 2022
Peak discharge = 399.40 cfs
Time to peak = 740 min
Hyd. volume = 2,706,272 cuft
Contrib. drain. area = 0.460 ac
Q (cfs)
420.00
11411*
300.00
240.00
180.00
120.00
r.T."
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560v.Vv
Hyd No. 22 Hyd No. 3 Hyd No. 7 Hyd No. 11 Time (min)
— Hyd No. 15 - Hyd No. 18

Hydrograph Summary Report
119
Hydraflow Hydrographs Extension forAutodesk® Civil 3D@ byAutodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
168.77
2
732
750,402
-----
----
--
Pond No.1 Pre -development
2
SCS Runoff
249.47
2
728
1,041,989
----
---
---
Pond No.1 Post -Development
3
Reservoir
134.03
2
740
1,025,391
2
30.82
316,606
Pond No. 1 Routed
5
SCS Runoff
77.85
732
346,704
----
-----
--
Pond No.2 Pre -Development
6
SCS Runoff
113.12
2
728
472,488
--
--
--
Pond No.2 Post -Development
7
Reservoir
63.17
2
740
461.653
6
30.74
162,32
Pond No.2 Routed
9
SCS Runoff
226.42
2
732
1,002,592
--
-----
---
Pond No. 3 Pre -Development
10
SCS Runoff
358.64
2
728
1,487,645
-
--
----
Pond No.3 Post -Development
11
Reservoir
211.75
2
740
1,461,807
10
34.95
568,372
Pond No.3 Routed
13
SCS Runoff
60.62
2
732
268,828
----
--
Pond No.4 Pre -Development
14
SCS Runoff
83.00
2
728
325,900
---
---
---
Pond No.4 Post -Development
15
Reservoir
47.88
2
740
325,877
14
30.15
84,278
Pond No.4 Routed
17
SCS Runoff
3.071
2
728
11,808
---
--
Untreated Pre -Development
18
SCS Runoff
4.572
2
724
15,221
---
---
Untreated Post -Development
20
Combine
536.52
2
732
2.380,333
1, 5, 9,
-
----
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
807.43
2
728
3,343,244
2, 6, 10,
—
--
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
458.30
2
740
3,289,952
3, 7, 11,
TOTAL SITE ROUTED
15, 18,
I:\00494\0039\PDNR\20-Tech\24-Discipline
L-
E3eprBdZsmodnffl6fd&ormwate
6M.fj.261PA FM2004940039.gpw

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
160.00
140.00
120.00
100.00
40.00
641111
120
Friday, 05 / 20 12022
Peak discharge
= 168.77 cfs
Time to peak
= 732 min
Hyd. volume
= 750,402 cuft
Curve number
= 72
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.1 Pre -development
Hyd. No. 1 — 50 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
:1 9I
. O In
40.00
20.00
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)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
121
Friday, 05 / 20 / 2022
Peak discharge
= 249.47 cfs
Time to peak
= 728 min
Hyd. volume
= 1,041,989 cuft
Curve number
= 91
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs) Pond No.1 Post -Development
Hyd. No. 2 -- 50 Year Q (cfs)
280.00 280.00
240.00 - 240.00
200.00 200.00
160.00 160.00
120.00
120.00
80.00 80.00
40.00
40.00
0.00
f
- o 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2
Time (min)

Hydrograph Report
122
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® byAutodesk, Inc. v2020.4
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Pond No.1
Post- Developm dMbx. Elevation
Reservoir name
= Pond No.1
Max. Storage
Storage Indication method used
Q (cfs
280.00
240.00
200.00
160.00
120.00
40.00
Friday, 05 120 / 2022
= 134.03 cfs
= 740 min
= 1,025,391 tuft
= 30.82 ft
= 316,606 tuft
Q (cfs)
280.00
Fz, 1811EI
1I11
160.00
120.00
80.00
40.00
r WE"s
120 240
360 480 600
720 840 960 1080 1200 1320 1440
1560 --
Hyd No. 3
Hyd No. 2
® Total storage used = 316,606 cuff
Time (min)

Hydrograph Report
123
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
70.00
.1 11
50.00
40.00
K1 11
20.00
10.00
Friday, 05 / 20 / 2022
= 77.85 cfs
= 732 min
= 346,704 cuft
= 73
= Oft
= 20.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 -- 50 Year
Q (cfs)
80.00
70.00
./ 11
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5
Time (min)

Hydrograph Report
124
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
Friday, 05 / 20 12022
Peak discharge
= 113.12 cfs
Time to peak
= 728 min
Hyd. volume
= 472,488 cuft
Curve number
= 91
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs) Pond No.2 Post -Development
Hyd. No. 6 -- 50 Year Q (off)
120.00
120.00
100.00 100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00
20.00
0.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6
Time (min)

Hydrograph Report
125
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 6 - Pond No.2 Post-DevelopmMhx. Elevation
Reservoir name
= Pond No.2
Max. Storage
Storage Indication method used.
Q (cfs;
120.00
100.00
40.00
Friday, 05 / 20 / 2022
= 63.17 cfs
= 740 min
= 461,653 cuft
= 30.74 ft
= 162,322 cuft
Q (cfs)
120.00
100.00
40.00
20.00
Few, A"
120 240
360 480 600 720
840 960 1080 1200 1320 1440 1560
1680
Hyd No. 7
Hyd No. 6
® Total storage used = 162,322 cult
Time (min)

Hydrograph Report 126
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 226.42 cfs
Time to peak
= 732 min
Hyd. volume
= 1,002,592 cuft
Curve number
= 68
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs) Pond No. 3 Pre -Development
Hyd. No. 9 — 50 Year Q (off)
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 f 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)

Hydrograph Report
127
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
Q (cfs
400.00
350.00
300.00
250.00
200.00
150.00
i(iI OI
50.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 05/20 / 2022
= 358.64 cfs
= 728 min
= 1,487,645 cuft
= 90
= Oft
= 10.00 min
= Type III
= 484
Pond No.3 Post -Development
Hyd. No. 10 -- 50 Year
1 ..
0.00
0
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
r.T.Tu
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10
Time (min)

Hydrograph Report 128
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Pond No.3 Post-DeveloprrMat. Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used.
Q (Cfs;
400.00
350.00
300.00
250.00
�1111z
150.00
100.00
Friday, 05 / 20 / 2022
= 211.75 cfs
= 740 min
= 1,461,807 cuft
= 34.95 ft
= 568,372 cult
Q (cfs)
400.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00 Aa°® i I i I i
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Hyd No. 11 — Hyd No. 10 ® Total storage used = 568,372 cuft Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
129
Friday, 05120 12022
Peak discharge
= 60.62 cfs
Time to peak
= 732 min
Hyd. volume
= 268,828 cuft
Curve number
= 70
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.4 Pre -Development
Q (cfs) Hyd. No. 13 -- 50 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 13 Time (min)

Hydrograph Report 130
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
Q (cfs
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20 00
Friday, 05 / 20 / 2022
Peak discharge
= 83.00 cfs
Time to peak
= 728 min
Hyd. volume
= 325,900 cuft
Curve number
= 79
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.4 Post -Development
Hyd. No. 14 -- 50 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
10.00
f
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14
Time (min)

Hydrograph Report 131
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post- Develop nMak. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used
Pond No.4 Routed
Friday, 05 120 / 2022
= 47.88 cfs
= 740 min
= 325,877 cult
= 30.15 ft
= 84,278 cuft
Q (cfs) -- Q (cfs)
Hyd. No. 15 50 Year
90.00
90.00
80.00
. 80.00
70.00
70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00
i
20.00
10.00
- 10.00
00
0.00 -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1AA0 1560
Time (min)
Hyd No. 15 Hyd No. 14 ® Total storage used = 84,278 cuff

Hydrograph Report
132
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
2 min
Drainage area =
0.460 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
10.70 in
Storm duration =
24 hrs
Q (cfs)
4.00
Km
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Pre -Development
Hyd. No. 17 -- 50 Year
120 240 360 480 600 720 840
Hyd No. 17
Friday, 05 / 20 / 2022
= 3.071 cfs
= 728 min
= 11,808 cult
= 70
= Oft
= 10.00 min
= Type III
= 484
Q (cfs)
4.00
{ IM
2.00
1.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
133
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 0.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.70 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 4.572 cfs
Time to peak
= 724 min
Hyd. volume
= 15,221 cuft
Curve number
= 92
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Untreated Post -Development
Q (cfs) Hyd. No. 18 -- 50 Year
5.00
4.00
3.00
1.00
MM
Q (cfs)
5.00
4.00
3.00
2.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 18 Time (min)

Hydrograph Report
134
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc, v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 50 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
Q (cfs
560.00
480.00
400.00
320.00
240.00
160.00
Friday, 05 / 20 / 2022
Peak discharge
= 536.52 cfs
Time to peak
= 732 min
Hyd. volume
= 2,380,333 cuft
Contrib. drain. area
= 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 -- 50 Year
Q (cfs)
560.00
480.00
400.00
320.00
240.00
160.00
0.00 __ - - .-xmv- iwR
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 — Hyd No. 1 Hyd No. 5 Hyd No. 9 Time (min)
— Hyd No. 13 Hyd No. 17

Hydrograph Report
135
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 50 yrs
Time interval
= 2 min
Inflow hyds.
= 2, 6, 10, 14, 18
Q (cfs
812.00
.•. 11
580.00
464.00
KW if
232.00
116.00
Friday, 05 / 20 / 2022
Peak discharge
= 807.43 cfs
Time to peak
= 728 min
Hyd. volume
= 3,343,244 cuff
Contrib. drain. area
= 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 -- 50 Year
�I
1.-
0
Q (cfs)
812.00
580.00
464.00
348.00
232.00
116.00
rm
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Hyd No. 2 Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report
136
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 50 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
Q (cfs
490.00
420.00
350.00
280.00
210.00
140.00
MIX111I
Friday, 05 / 20 / 2022
Peak discharge
= 458.30 cfs
Time to peak
= 740 min
Hyd. volume
= 3,289,952 cuft
Contrib. drain. area
= 0.460 ac
TOTAL SITE ROUTED
Hyd. No. 22 — 50 Year
Q (cfs)
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 — Hyd No. 3 — Hyd No. 7 Hyd No. 11 Time (min)
Hyd No. 15 Hyd No. 18

137
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
209.36
2
732
936,475
----
-----
---
Pond No.1 Pre -development
2
SCS Runoff
295.82
2
728
1,246,942
--
--
---
Pond No.1 Post -Development
3
Reservoir
144.82
2
742
1,230,303
i
31.22
365,602
Pond No. 1 Routed
5
SCS Runoff
96.27
2
732
431,562
•-
---
----
Pond No.2 Pre -Development
6
SCS Runoff
134.14
2
728
565,423
--
------
----
Pond No.2 Post -Development
7
Reservoir
67.77
2
742
554,518
6
31.08
184,177
Pond No.2 Routed
9
SCS Runoff
284.71
2
732
1,264,852
----
-----
------
Pond No. 3 Pre -Development
10
SCS Runoff
425.89
2
728
1,783,659
----
---
--
Pond No.3 Post -Development
11
Reservoir
230.21
2
740
1,757,708
10
35.41
640,388
Pond No.3 Routed
13
SCS Runoff
75.69
2
732
337,274
----
------
Pond No.4 Pre -Development
14
SCS Runoff
100.84
2
728
399,842
---
---
------
Pond No.4 Post -Development
15
Reservoir
53.87
2
740
399,818
14
30.55
101,434
Pond No.4 Routed
17
SCS Runoff
3.832
2
728
14,814
---
------
Untreated Pre -Development
18
SCS Runoff
5.413
2
724
18,180
-----
---
Untreated Post -Development
20
Combine
669.57
2
732
2,984,975
1, 5, 9,
--
----
TOTAL SITE PRE -DEVELOPMENT
13, 17,
21
Combine
960.46
2
728
4,014,047
2, 6, 10,
------
--- -
TOTAL SITE POST -DEVELOPMENT
14, 18,
22
Combine
498.16
2
740
3,960,528
3, 7, 11,
---
----
TOTAL SITE ROUTED
15, 18,
1:100494100391PDNR120-TechL4-Discipline
E9iPrB&mib lnt 6M8br•mwate
FAW.26 IFM•I W2004940039.9pw

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 1
Pond No.1 Pre -development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 94 hrc
138
Friday, 05 / 20 / 2022
Peak discharge
= 209.36 cfs
Time to peak
= 732 min
Hyd. volume
= 936,475 cuft
Curve number
= 72
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shane factor
= 484
Q (cfs)
Pond No.1 Pre -development Hyd. No. 1 --100 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
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report 139
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 2
Pond No.1 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 29.000 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 295.82 cfs
Time to peak
= 728 min
Hyd. volume
= 1,246,942 cuft
Currie number
= 91
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
Pond No.1 Post -Development Hyd. No. 2 --100 Year Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2
Time (min)

Hydrograph Report 140
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 3
Pond No. 1 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Pond No.1 Post-®evelopmM;hx. Elevation
Reservoir name
= Pond No.1
Max. Storage
Storage Indication method used.
Q (cfs,
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
Friday, 05 / 20 / 2022
= 144.62 cfs
= 742 min
= 1,230,303 cuft
= 31.22 ft
= 365,602 tuft
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
E 11 O 4
40.00
0.00 -� - i i i i „ . �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 ® Total storage used = 365,602 cult

Hydrograph Report
141
Hydraflow Hydrographs Extension for Autodesk® Civil MOD by Autodesk, Inc. v2020.4
Hyd. No. 5
Pond No.2 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
Q (cfs
100.00
90.00
80.00
70.00
60.00
50.00
40.00
KIi 1 O
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Pre -Development
Hyd. No. 5 --100 Year
Friday, 05 / 20 / 2022
= 96.27 cfs
= 732 min
= 431,562 cuff
= 73
= Oft
= 20.00 min
= Type III
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
El 1911EI
30.00
20.00
20.00
10.00
10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1550
Hyd No. 5
Time (min)

Hydrograph Report
142
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 6
Pond No.2 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 13.150 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
120.00
100.00
80.00
40.00
►1 16
Friday, 05 / 20 / 2022
= 134.14 cfs
= 728 min
= 565,423 tuft
91
= Oft
= 10.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.2 Post -Development
Hyd. No. 6 --100 Year
Q (cfs)
140.00
120.00
100.00
1:9 A
J�
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6
Time (min)

Hydrograph
Report
143
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Friday, 05 / 20 / 2022
Hyd. No. 7
Pond No.2 Routed
Hydrograph type
= Reservoir
Peak discharge
= 67.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 554,518 cuff
Inflow hyd. No.
= 6 - Pond No.2 Post-DevelopmMhx. Elevation
= 31.08 ft
Reservoir name
= Pond No.2
Max. Storage
= 184,177 cuft
Storage Indication method used.
Pond No.2 Routed
Q (cfs) Hyd. No. 7 —100 Year Q (cfs)
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 1 1 1 20.00
0.00 0.00
-
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 7 Hyd No. 6 ® Total storage used = 184,177 cult

Hydrograph Report I"
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 9
Pond No. 3 Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
Friday, 05 / 20 / 2022
Peak discharge
= 284.71 cfs
Time to peak
= 732 min
Hyd. volume
= 1,264,852 cuft
Curve number
= 68
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 20.00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' 11 1 _A--- I I I i i 1— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

Hydrograph Report
145
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 10
Pond No.3 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 41.950 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 425.89 cfs
Time to peak
= 728 min
Hyd. volume
= 1,783,659 cuft
Curve number
= 90
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pond No.3 Post -Development
Q (cfs) Hyd. No. 10 --100 Year Q MS)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)

Hydrograph Report
146
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 11
Pond No.3 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 10 - Pond No.3 Post-®eveloprMat.
Elevation
Reservoir name
= Pond No.3
Max. Storage
Storage Indication method used.
Q (Cfs;
480.00
420.00
360.00
300.00
240.00
180.00
120.00
ni 1 6
Friday, 05 / 20 / 2022
= 230.21 cfs
= 740 min
= 1,757,708 tuft
= 35.41 ft
= 640,388 tuft
Q (Cfs)
480.00
420.00
360.00
300.00
Wz'KIM
180.00
120.00
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 11 Hyd No. 10 ® Total storage used = 640,388 Cuft

Hydrograph Report
147
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 13
Pond No.4 Pre -Development
Hydrocgraph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
70.00
.gm
50.00
40.00
30.00
K111111
10.00
Friday, 05 / 20 12022
= 75.68 cfs
= 732 min
= 337,274 cuft
= 70
= Oft
= 20.00 min
= Type III
= 484
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Pre -Development
Hyd. No. 13 --100 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 1 1 1 1 1 1 1 — 1- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

Hydrograph Report
148
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020.4
Hyd. No. 14
Pond No.4 Post -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.800 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
Q (Cf5
120.00
100.00
40.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pond No.4 Post -Development
Hyd. No. 14 —100 Year
0.00
0 120 240 360 480 600
Hyd No. 14
Friday, 05 / 20 / 2022
= 100.84 cfs
= 728 min
= 399,842 cult
= 79
= Oft
= 10.00 min
= Type III
= 484
Q (Cfs)
120.00
100.00
[:I110I1]
-TOI1
40.00
20.00
IlfWMI
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
149
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 15
Pond No.4 Routed
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 14 - Pond No.4 Post-DeveloprMak. Elevation
Reservoir name
= Pond No.4
Max. Storage
Storage Indication method used.
Q (cfs)
120.00
TI111I11
80.00
- M
40.00
20.00
Pond No.4 Routed
Hyd. No. 15 --100 Year
Friday, 05 / 20 / 2022
= 53.87 cfs
= 740 min
= 399,818 cult
= 30.55 ft
= 101,434 cuft
Q (cfs)
120.00
100.00
80.00
.O I1,
40.00
20.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Hyd No. 14 ® Total storage used = 101,434 cuff Time (min)

Hydrograph Report
150
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 17
Untreated Pre -Development
Hydrograph type =
SCS Runoff
Storm frequency =
100 yrs
Time interval =
2 min
Drainage area =
0.460 ac
Basin Slope =
0.0 %
Tc method =
User
Total precip. =
12.60 in
Storm duration =
24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720
— Hyd No. 17
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Untreated Pre -Development
Hyd. No. 17 -- 100 Year
840
Friday, 05 120 / 2022
= 3.832 cfs
= 728 min
= 14,814 cult
70
= 0 ft
= 10.00 min
= Type III
= 484
Q (cfs)
4.00
3.00
O �M
H0111
0.00
960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
151
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 by Autodesk, Inc. v2020.4
Hyd. No. 18
Untreated Post -Development
Hydrograph type
= SDS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.460 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 12.60 in
Storm duration
= 24 hrs
Friday, 05 / 20 / 2022
Peak discharge
= 5.413 cfs
Time to peak
= 724 min
Hyd. volume
= 18,180 cuft
Curve number
= 92
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Untreated Post -Development
Q (ofs) Hyd. No. 18 -- 100 Year Q (ofs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0 00 - L 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 18 Time (min)

Hydrograph Report
152
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 20
TOTAL SITE PRE -DEVELOPMENT
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 5, 9, 13, 17
500.00
400.00
300.00
200.00
100.00
Friday, 05 / 20 / 2022
Peak discharge = 669.57 cfs
Time to peak = 732 min
Hyd. volume = 2,984,975 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE PRE -DEVELOPMENT
Hyd. No. 20 --100 Year
Q (cfs)
700.00
500.00
400.00
300.00
200.00
i
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 20 Hyd No. 1 --- Hyd No. 5 Hyd No. 9 Time (min)
Hyd No. 13 Hyd No. 17

Hydrograph Report
153
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 21
TOTAL SITE POST -DEVELOPMENT
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 2 min
Inflow hyds. = 2, 6, 10, 14, 18
Q (cfs
966.00
828.00
552.00
414.00
276.00
138.00
Friday, 05 120 / 2022
Peak discharge = 960.46 cfs
Time to peak = 728 min
Hyd. volume = 4,014,047 cuft
Contrib. drain. area = 95.360 ac
TOTAL SITE POST -DEVELOPMENT
Hyd. No. 21 —100 Year
0.00 -
0
Q (cfs)
966.00
552.00
414.00
276.00
138.00
r.T.ra
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Hyd No. 2 — Hyd No. 6 Hyd No. 10 Time (min)
Hyd No. 14 Hyd No. 18

Hydrograph Report
154
Hydraflow Hydrographs Extension forAutodesk® Civil 3D® by Autodesk, Inc. v2020.4
Hyd. No. 22
TOTAL SITE ROUTED
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 2 min
Inflow hyds. = 3, 7, 11, 15, 18
Q (cfs)
560.00
490.00
350.00
280.00
pliffliell
140.00
70.00
Friday, 05 / 20 / 2022
Peak discharge = 498.16 cfs
Time to peak = 740 min
Hyd. volume = 3,960,528 cuft
Contrib. drain. area = 0.460 ac
Q (cfs)
560.00
490.00
420.00
350.00
280.00
210.00
140.00
70.00
W I6
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 — Hyd No. 3 Hyd No. 7 — Hyd No. 11 Time (min)
— Hyd No. 15 Hyd No. 18

Hydraflow Rainfall Report
155
Hydraflow Hydrographs Extension for Autodesk® Civil 3130 by Autodesk, Inc. v2020.4
Retum
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
84.8300
13.1000
0.9016
-------
2
94.8190
13.0000
0.8825
--------
3
1.0000
0.1000
0.0000
-- --
5
80.4919
12.8000
0.8385
-- -
10
77.4253
12.2000
0.7985
-------
25
68.8940
10.9000
0.7370
----
50
66.5178
10.4000
0.7046
----
100
58.8993
9.1000
0.6553
- - --
File name: 2021.10.19_Blue Clay_intensity-004940039.IDF
Intensity = B / (Tc + D)^E
Friday, 05 / 20 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
6.23
5.00
4.19
3.62
3.19
2.85
2.58
2.36
2.18
2.02
1.89
1.77
2
7.40
5.96
5.01
4.33
3.83
3.43
3.11
2.85
2.63
2.45
2.29
2.15
3
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
5
7.20
5.85
4.95
4.31
3.83
3.45
3.14
2.89
2.68
2.50
2.35
2.21
10
7.99
6.51
5.54
4.84
4.31
3.90
3.57
3.29
3.06
2.86
2.69
2.54
25
8.97
7.33
6.26
5.50
4.92
4.47
4.11
3.80
3.55
3.33
3.15
2.98
50
9.69
7.95
6.81
6.00
5.39
4.91
4.52
4.20
3.93
3.70
3.50
3.32
100
10.40
8.52
7.32
6.47
5.83
5.33
4.93
4.59
4.31
4.07
3.86
3.67
Tc = time in minutes. Values may exceed 60.
10039\PDNR\20-Tech\24-Discipline Desiqn DocumentationlStormwater12021.10.19_Blue Clay Depth_004940039.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.82
4.63
1.50
5.99
7.19
9.04
10.70
12.60
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

ATTACHMENT E - ECS SOILS REPORT

ECS S i U T H EA .r s LLP "Setting the Standard for Service"
Geotechnical - Construction Materials • Environmental - Facilities NC Registered E in.- Firm -1006
NC Registered Geeoloogists Finn C-406
SC Registered Engineering Firm 3239
October 14, 2021
Mr. Rick A. Moore, P.E.
Mckim & Creed
243 North Front Street
Wilmington, North Carolina 28401
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
Blue Clay Road Business Park
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.15350
Dear Mr. Moore:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater control measure (SCM) area(s) off of Blue Clay
Road adjacent to Juvenile Center Road in Wilmington, New Hanover County, North Carolina.
This letter, with attachments, is the report of our testing.
Field Testing
On October 13, 2021, ECS conducted an exploration of the subsurface soil and groundwater
conditions, in accordance with the NCDEQ Stormwater Design Manual section A-2, at five
requested locations shown on the attached Boring Location Plan (Figure 1). ECS used GPS
equipment in order to determine the boring locations. The purpose of this exploration was to
obtain subsurface information of the in situ soils for the SCM area(s). ECS explored the
subsurface soil and groundwater conditions by advancing one hand auger boring into the
existing ground surface at each of the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS also
recorded the SHWT and groundwater elevation observed at the time of the hand auger borings.
The attached Infiltration Testing Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations.
The SHWT and groundwater elevation was estimated at the boring locations below the existing
grade elevation. A summary of the findings are as follows:
Location
SHWT
Groundwater
1-1
18 inches
32 inches
1-2
16 inches
24 inches
1-3
18 inches
24 inches
1-4
20 inches
24 inches
1-5
18 inches
30 inches
ECS Capitol Services, PLLC • ECS Florida, LLC - ECS Mid -Atlantic. LLC - ECS Midwest, LLC • ECS Southeast, LLP - ECS Texas, LLP
www.er-s1iniited.co, m

Report of SHWT Estimation and Infiltration Testing
Blue Clay Road Business Park
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.15350
October 13, 2021
ECS has conducted five infiltration tests utilizing a compact constant head permeameter near
the hand auger borings in order to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive
soil horizon. Tests in clayey conditions are conducted for durations of up to 30 minutes. If a
more precise hydraulic conductivity value is desired for these locations, then ECS recommends
collecting samples and performing laboratory permeability testing.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
1-1
Black silty SAND
10 inches
0.031
1-2
Gray/orange clayey SAND
10 inches
0.008
1-3
Gray/orange clayey SAND
10 inches
0.019
1-4
Gray/orange clayey SAND
10 inches
0.009
1-5
Gray/brown silty/clayey SAND
10 inches
0.074
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil
classification and subsurface conditions. ECS recommends that a licensed surveyor provide
the elevations of the boring locations.
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
L

Report of SHWT Estimation and Infiltration Testing
Blue Clay Road Business Park
VVilmington, New Hanover County, North Carolina
ECS Project No. 49.15350
October 13, 2021
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
2�ALi(t;' Allell
K. Brooks Wall
Project Manager
bwalIO-ecslimited.com
910-686-9114
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
GBA Document
W. Brandon Fulton, PSC, PWS, LSS
Environmental Department Manager
bfulton(cD-ecsl im ited. com
704-525-5152

Infiltration Testing Form
Blue Clay Road Business Park
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.15350
October 13, 2021
Location Depth USCS
I-1 0-101, SM
10"-36" SC
Soil Description
Black silty SAND
Tan/orange/gray clayey SAND
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Groundwater was encountered at 32 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.031 inches per hour
Location Depth USCS Soil Description
1-2 0-30" Sc Gray/orange clayey SAND
Seasonal High Water Table was estimated to be at 16 inches below the
existing grade elevation.
Groundwater was encountered at 24 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.008 inches per hour
Location Depth USCS Soil Description
1-3 0-30" Sc Gray/orange clayey SAND
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Groundwater was encountered at 24 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.019 inches per hour

Infiltration Testing Form
Blue Clay Road Business Park
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.15350
October 13, 2021
Location Depth USCS Soil Description
1-4 0-30" Sc Gray/orange clayey SAND
Seasonal High Water Table was estimated to be at 20 inches below the
existing grade elevation.
Groundwater was encountered at 24 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.009 inches per hour
Location Depth USCS Soil Description
1-5 0-30" Sc Gray/brown silty/clayey SAND
Seasonal Hiah Water Table was estimated to be at 18 inches below the
existing grade elevation.
Groundwater was encountered at 30 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.074 inches per hour

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

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

ATTACHMENT F - WETLANDS JURISDICTIONAL
DETERMINATION

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2019-00891 County: New Hanover U.S.G.S. Quad: NC- Castle Havne
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Requestor: ".Wilmington Business Development Agent: Timmons Group
PO Box 1698 Christopher Inscore
Wilmington, NC 28402 5410 Trinity Group
Suite 102
Raleigh, NC 27607
Size (acres) 120 Nearest Town Castle Havne
Nearest Waterway Prince George Creek River Basin Cape Fear
USGS HUC 03030007 Coordinates Latitude: 34.317047
Longitude:-77.894888
Location description: Project area is located northwest of the intersection of Juvenile Center Road and Blue Clay Road in
Castle Havne, New Hanover County, North Carolina. Project area is composed of farm fields forested areas and a
commercial business located south of the Juvenile Detention Center.
Indicate Which of the Following Apply:
A. Preliminary Determination
® There appear to be waters on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The waters have been
delineated, and the delineation has been verified by the Corps to be sufficiently accurate and reliable. The approximate boundaries
of these waters are shown on the enclosed delineation map dated 8/10/201S. Therefore this preliminary jurisdiction determination
may be used in the permit evaluation process, including determining compensatory mitigation. For purposes of computation of
impacts, compensatory mitigation requirements, and other resource protection measures, a permit decision made on the basis of a
preliminary JD will treat all waters and wetlands that would be affected in any way by the permitted activity on the site as if they
are jurisdictional waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an appealable
action, by contacting the Corps district for further instruction.
❑ There appear to be waters on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the waters
have not been properly delineated, this preliminary jurisdiction determination may not be used in the permit evaluation process.
Without a verified wetland delineation, this preliminary determination is merely an effective presumption of CWA/RHA
jurisdiction over all of the waters at the project area, which is not sufficiently accurate and reliable to support an enforceable
permit decision. We recommend that you have the waters on your project area/property delineated. As the Corps may not be able
to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can
be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waterson the above described project area/property subject to the permit requirements of Section 404 of the Clean
Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the waters on your project area/property delineated. As the Corps may not be able to accomplish
this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by
the Corps.

SAW-2019-00891
❑ The waters on your project area/property have been delineated and the delineation has been verified by the Corps. The
approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. We strongly suggest you have
this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once verified, this survey
will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided there is no change in
the law or our published regulations, may be relied upon for a period not to exceed five years.
❑ The waters have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory Official
identified below onDATE. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
® The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA)
You should contact the Division of Coastal Management in in Wilmington, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact Rachel Capito at (910)-251-4487 or
Rachel.A.Caoito(&usace.armv. mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 5/31/2019.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not applicable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence.**
Corps Regulatory Official:
Date of JD: 5/31/2019 Expiration Date of JD:Not applicable

NOTIFICATION OF ADMINISTRATTVE APPEAL OPTIONS AND PROCESS AND
K?QtT lST FOR APKAL .
Applicant: Wilmin ton Business Development File Number: SAW-2019-00891 Date: 5/31/2019
Attached is:
See Section below
❑ INITIAL PROFFERED PERMIT (Standard Permit or Letter ofpermission)
A
❑ PROFFERED PERMIT (Standard Permit or Letter ofpermission)
B
❑ PERMIT DENIAL
C
❑ APPROVED JURISDICTIONAL DETERMINATION
D
ZI PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I. - The following identifies your rights and options regarding an administrative appeai of the above decision.
,Additional information maybe found at or httA°�lwwvi usage aty i�1—$$i n 51CW1yVorks/I gut &ry DgramandPermits aspx
of the C . re cnt&:a t 33 CFR Part 331. . _.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form .
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMI NIATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SK TION II - REQMST FOR APPEAL or 494CTIONS TO AN INITIAL PRUFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT Q Poq�Af-T FOR IJ"TI4S OR INFORMATICS► "
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Jason Steele, Administrative Appeal Review Officer
Attn: Rachel Capito
CESAD-PDO
Wilmington Regulatory Office
U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers
60 Forsyth Street, Room 1OM15
69 Darlington Avenue
Atlanta, Georgia 30303-8801
Wilmington, North Carolina 28403
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of anv site investigation, and will have the opportuni to participate in all site investigations.
Date: Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Rachel Capito, 69 Darlington Avenue, Wilmington, North Carolina
28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele, Administrative Appeal
Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

Estimated amount
Type of aquatic
Geographic authority to
Latitude (decimal
Longitude
of aquatic resources
resources (i.e.,
which the aquatic resource
Site Number
degrees).
(decimal degrees)
in review area
wetland vs. non-
"maybe" subject (i.e.,
(acreage and linear
Section 404 or Section
feet, if applicable
wetland waters)
10/404)
RPW F
34.319644
-77.89475
0.06 acre
Non -wetland
Section 404
waters
RPW G
34.320101
-77.895973
0.05 acre
Non -wetland
Section 404
waters
RPW H
34.320234
-77.897681
0.07 acre
Non -wetland
Section 404
waters
RPW 1
34.319796
-77.898507
0.07 acre
Non -wetland
Section 404
waters
RPW J
34.320255
-77.900041
0.09 acre
Non -wetland
Section 404
waters
1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in
the review area, and the requestor of this PJD is hereby advised of his or her option to
request and obtain an approved JD (AJD) for that review area based on an informed
decision after having discussed the various types of JDs and their characteristics and
circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a
Nationwide General Permit (NWP) or other general permit verification requiring "pre -
construction notification" (PCN), or requests verification for a non -reporting NWP or
other general permit, and the permit applicant has not requested an AJD for the activity,
the permit applicant is hereby made aware that: (1) the permit applicant has elected to
seek a permit authorization based on a PJD, which does not make an official
determination of jurisdictional aquatic resources; (2) the applicant has the option to
request an AJD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an AJD could possibly result in less compensatory
mitigation being required or different special conditions; (3) the applicant has the right to
request an individual permit rather than accepting the terms and conditions of the NWP or
other general permit authorization; (4) the applicant can accept a permit authorization and
thereby agree to comply with all the terms and conditions of that permit, including
whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subject permit authorization without
requesting an AJD constitutes the applicant's acceptance of the use of the PJD; (6)
accepting a permit authorization (e.g., signing a proffered individual permit) or
undertaking any activity in reliance on any form of Corps permit authorization based on a
PJD constitutes agreement that all aquatic resources in the review area affected in any way

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT CONIPLETION DATE FOR PJD: 5/31/2019
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Wilmington Business Development,
PO Box 1698, Wilmington, NC 28402
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Blue Clay Road,
SAW-2019-00891
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: Project area is located
northwest of the intersection of Juvenile Center Road and Blue Clay Road in Castle Hayne, New Hanover
County, North Carolina. Project area is composed of farm fields, forested areas, and a commercial
business located south of the Juvenile Detention Center.
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES
AND/OR AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: New Hanover City: Castle Hayne
Center coordinates of site (lat/long in degree decimal format): Latitude: 34.317047 Longitude:-77.894888
Universal Transverse Mercator:
Name of nearest waterbody: Prince George Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): December 19, 2019
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO
REGULATORY JURISDICTION.
Estimated amount
Geographic authority to
Latitude (decimal
Longitude
of aquatic resources
Type of aquatic
resources (i.e.,
which the aquatic resource
Site Number
degrees)
(decimal degrees)
in review area
wetland vsnon-
"may be subject (i.e.,
(acreageand linear
.
wetland waters)
Section 404 or Section
feet, if applicable
10/404)
Wetland
A
34.3199
-77.8928
8.14 acres
Wetland
Section 404
Wetland B
34.318844
-77.891836
0.003 acres
Wetland
Section 404
Wetland C
34.323637
-77.899402
4.3 acres
Wetland
Section 404
Stream D
34.319175
-77.896042
2,243 linedr feet
Non -wetland
Section 404
waters
Stream E
34.3183
-77.893
732 linear feet
Non -wetland
Section 404
waters

by that activity will be treated as jurisdictional, and waives any challenge to such
jurisdiction in any administrative or judicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use
either an AJD or a PJD, the JD will be processed as soon as practicable. Further, an AJD,
a proffered individual permit (and all terms and conditions contained therein), or
individual permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331.
If, during an administrative appeal, it becomes appropriate to make an official
determination whether geographic jurisdiction exists over aquatic resources in the review
area, or to provide an official delineation of jurisdictional aquatic resources in the review
area, the Corps will provide an AJD to accomplish that result, as soon as is practicable.
This PJD finds that there "may be" waters of the U.S. and/or that there "may be" navigable
waters of the U.S. on the subject review area, and identifies all aquatic features in the
review area that could be affected by the proposed activity, based on the following
information:
SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources below
where indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Map:
® Data sheets prepared/submitted by or on behalf of the PJD requestor.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
❑ U.S. Geological Survey map(s). Cite scale & quad name:
❑ Natural Resources Conservation Service Soil Survey. Citation:
❑ National wetlands inventory map(s). Cite name:
❑ State/local wetland inventory map(s):
❑ FEMA/F1RM maps:
❑ 100-year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
® Photographs: ®Aerial (Name & Date):

or ❑Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not
necessarily been verified by the Corps and should not be relied upon for later
jurisdictional determinations.
Signature and date of Regulatory Staff member completing PJD
Signature and date of person requesting PJD (Required unless obtaining signature is impracticable)1
' Districts may establish timframes for requester to return signed PJD fonns. If the requestor does not respond within the established
time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action.

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ATTACHMENT G - PROPERTY DEED

Warranty Deed
Excise Tax
�iwn
SFOR REGREa�R N REGISTER OF DEED'
TH
NEW HANOVER COUNTY, Nr
2008 JRN 31 12*05 PM
BK:5274 K:257-252 FEEiV5.00
NC REV STAMP:$16,760.00
IMP 1100OME
Recording time, book and page
Parcel Identifier No. R02600-002-005-000 & R02600-002-005-003
Prepared by: W. Talmage Jones
Hogue, Hill, Jones, Nash & Lynch, L.L.P.
P. O. Drawer 2178
Wilmington, NC 28402
Grantee mailing address: 230 Government Center Drive, Wilmington, NC 28403
Returned to: Kemp Burpeau (New Hanover County)
No certification or opinion on title is expressed by the preparer of this deed except as may appear from the
preparer's signed certificate or opinion. Unless indicated otherwise In a writing signed by the attorney who
drafted this instrument, by executing this deed, the Grantor (Seller) acknowledges disclosure that the
attorney who drafted this instrument, and the law firm for whieh that attorney is associated or is a partner,
represents the Grantee (Buyer), and does not represent Grantor (Seller), and cannot give legal advice to
Grantor (Seller) other than the advice to secure legal counsel, and will prepare the deed consistent with the
specifications in the purchase agreement, if any, but, in the absence of such specifications, will prepare a deed
that will protect the interests of the Grantee (Buyer) and, therefore, Grantor (Seller) may desire to seek legal
advice from independent le"l counsel.
STATE OF NORTH CAROLINA
WARRANTY DEED
COUNTY OF NEW HANOVER
KNOW ALL MEN BY THESE PRESENTS that PAUL G. BURTON, of New Hanover
County, North Carolina, and BURTON STEEL COMPANY, a North Carolina Corporation, with
offices located at 4101 Blue Clay Road, Castle Hayne, NC 28429, "GRANTOR;" and JANE
LOVE BURTON, wife of PAUL G. BURTON, in consideration of TEN AND NO/100 ($10.00)
DOLLARS and other good and valuable consideration, paid to GRANTOR by NEW HANOVER
COUNTY, NORTH CAROLINA, a body politic of the State of North Carolina, "GRANTEE,"
the receipt of which is hereby acknowledged, by these presents, does give, grant, bargain, sell and
convey unto the said GRANTEE, and GRANTEE'S successors, and assigns, forever, in fee
simple, all that certain lot or parcel of land located in the County of New Hanover, State of North
Carolina, and more particularly described as follows:
See attached Exhibit A, incorporated herein as if set out in fu1L
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging, to the said GRANTEE and said GRANTEE's successors, and
assigns, forever, in fee simple; and the GRANTOR, for itself, its successors and assigns, does

covenant with the said GRANTEE and said GRANTEE's successors and assigns, that
GRANTOR is seised of the premises in fee simple, and has the right to convey the same in the
estate aforesaid, that title is marketable and free and clear of all encumbrances, except as herein
stated, and that GRANTOR hereby will warrant and defend the title against the lawful claims of
all persons whomsoever, except for the exceptions herein stated.
Title to the property is subject to the following exceptions:
The provisions of all applicable zoning and land use ordinances, statutes and regulations;
current year ad valorem taxes; and
all applicable restrictive covenants and easements of record.
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.
JANE LOVE BURTON, wife of PAUL G. BURTON, signs this deed to release any and
all rights she might have in the herein conveyed property by virtue of her status as the wife of
PAUL G. BURTON, one of the GRANTORS.
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
officer, this the¢ay of
G (SEAL)
PAUL G. BURTON, Grantor
BURT=-.e
Y, INC., Grantor
By:
Paul G. Burton, President
� � � (SEAL)
JANE LOVE BURTON

STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
I, E iAa 141W km s , a NotaryPublic, certify that the following person(s) personally appeared before me
this day, and
{� I have personal knowledge of the identity of the principal(s)
❑ I have seen satisfactory evidence of the principal's identity, by a current state or federal
identification with the principal's photograph in the form of a
A credible witness has sworn to the identity of the principal's);
each acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated therein and
in the capacity indicated:
N i
PAUL G. BURTON kndividual
Date:
(official4 llbt'y Puj
L'NOW .. NC
t"�=Zffx *MW 1 11
STATE OF NORTH CAROL( A
COUNTY OF NEW HANOVER
Notary Public
.n—e (prim name)
My commission expires: 2:,—,A0_/L
L 1a 6 L k1d1 u ws . a Notary Public, certify that the following person(s) personally appeared before me
this day, and
0( 1 have personal knowledge of the identity of the principal(s)
❑ I have seen satisfactory evidence of the principal's identity, by a current state or federal
identification with the principal's photograph in the form of a
A credible witness has sworn to the identity of the principal(s);
each acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated therein and
in the capacity indicated:
e I Ca
AUL G. BURTON President of Burton SS��Stt`ee`l Company, Inc.
Qzz & � � Notary Public
1£ f/, L Je/ //.toms (print name)
Co., NC
J*
STATE OF NORTH CAROOLIINA
COUNTY OF NEW HANOVER
My commission expires-,.^
1, /iL..S , a Notary Public, certify that the following person(s) personally appeared before me
this day, and
4 1 have personal knowledge of the identity of the principal(,)
D I have seen satisfactory evidence of the principal's identity, by a current state or federal
identification with the principal's photograph in the form of a
A credible witness has sworn to the identity of the principal(s);
each acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated therein and
in the capacity indicated:
Name I capacity
WANE LOVE BURTON Individual
Batg: ',29 i']i% Notary Public
is v�ra l ' A(print name)
Public
(o al My commission expires:ZIRE//
Ioverl ounty.wpd

EXHIBIT "A"
TRACT 1:
Tax Parcel ID No: R02600-002-005-000
Owner of Record; Paul G. Burton
BEGINNING at a point in the eastern right of way line of the Seaboard Coastline
Railroad right of way, said point being located South 41 degrees 21 minutes East
83.11 feet from a point in the centerline of the Seaboard Coastline Railroad right of
way. Said point in the center line of said Seaboard Coastline Railroad right of way
being located 1939.73 feet as measured northwardly along the centerline of said
Seaboard Coastline Railroad right of way from mile post #C238. Running thence
from said beginning point with the eastern line of said Seaboard Coastline Railroad
North 10 degrees 06 minutes East 1600.88 feet to an old pipe. Running thence South
37 degrees 04 minutes East 3,432.98 feet to a point in the western right of way line
of the Blue Clay Road. Running thence with the western right of way line of the Blue
Clay Road South 62 degrees 05 minutes 15 seconds West 105.24 feet to the North
end of a curve to the East. Running thence with said curve to the East to a point that
is located South 54 degrees 32 minutes 30 seconds West 325.11 feet from the
preceding point. Running thence South 47 degrees 00 minutes West 198.99 feet to
a point in the southeastern right of way line of a 60-foot roadway. Running thence
with the southeastern right of way line of said 60-foot roadway, North 36 degrees 52
minutes West 1,510.39 feet to a point in the western end of said 60-foot roadway.
Running thence with a ditch South 42 degrees 27 minutes West 491.28 feet to a
point. Running thence North 41 degrees 21 minutes West 920.79 feet to the point of
BEGINNING. Containing 58.33 acres, more or less. SUBJECT HOWEVER TO
Carolina Power & Light Company right of way 100 feet in width running
northeastwardly though said property. This tract is part of those parcels of land
conveyed by Lua B. LeGrand (Widow) to Albert D. Cox, Jr., as recorded in Book
409, Page 559 of the New Hanover County Registry. Being the same property
conveyed by Albert D. Cox, Jr. and wife, EIizabeth C. Cox to Paul G. Burton and
wife, Mary Will W. Burton by Warranty Deed recorded in Book 1312 at Page 228
of the New Hanover County Registry.
SAVING, RESERVING AND EXCEPTING the following tract of land conveyed to
Hermitage Park Warehousing by Warranty Deed recorded in Book 2132 at Page 366,
New Hanover County Registry: BEGINNING at a point in the southern Line of a 60-
foot right of way easement, said point being located North 36 degrees 52 minutes
West 1540.56 feet from the centerline of Blue Clay Road (SR #1318); thence as
measured along said centerline South 47 degrees 00 minutes West 332.04, and North
62 degrees 05 minutes 15 seconds East 1,161.34 from its point of intersection with
the Juvenile Center Road (SR 2025); running thence from said beginning point along
the centerline of a ditch South 42 degrees 27 minutes West 491.28 feet to a point;
thence North 41 degrees 21 minutes West 443.47 feet to the centerline of a 100-foot
CP & L Power Line Right of way; thence North 41 degrees 21 minutes West 477.32
feet to a point in the eastern right of way line of CSX Railroad; thence along said
eastern line North 10 degrees 06 minutes East 758.93 feet to a point; thence leaving
said eastern line South 36 degrees 52 minutes East 1105.64 feet to the centerline of
said CP & L 100-foot right of way; thence continuing South 36 degrees 52 minutes
East 239.17 feet to the point of BEGINNING; containing 13.73 acres, more or less.
SUBJECT TO a sixty (60) foot right of way described as follows:
BEGINNING at an iron pipe situate N36-52 W 30.17 feet from a tack found in the
centerline of Blue Clay Road, the southeasternmost corner of lands owned now or
formerly, by Burton Steel, (Deed Book 1242, Page 1005, New Hanover County
Registry) and the southwesternmost comer of lands owned, now or formerly, by Paid
and Mary Burton (Deed Book 1312, Page 228, New Hanover County Registry);
thence with the northeastern boundary line of the aforementioned lands of Burton
Steel, of the aforementioned lands owned by Paul and Mary Burton (Deed Book
1161, Page 1792, New Hanover County Registry), and traversing a CP & L right of

way, N36-52 W, 2,885.20, plus or minus, feet to an iron pipe found at or near the
eastern right of way line of CSX Railroad, the northeasternmost corner of a 13.73
acres, more or less, tract and corner of the lands of Paul and Mary Burton; thence
with the eastern right of way margin of the aforementioned CSX Railroad N-10-06
E, 60.0 plus or minus, feet to a point in the Burton Lands; thence, leaving the railroad
right of way and with the northwestern line of the Burton Lands crossing the
aforementioned CP & L right of way which traverses the aforesaid 13.73 acres tract,
and the Burton Tract, (Deed Book 1312, Page 228) S 36-52 E, 2888, plus or minus,
feet to a point in the northern right of way line of the aforementioned Blue Clay
Road; thence with the northern right of way line of the aforementioned Blue Clay
Road; thence with the northern right of way line of Blue Clay Road S 47-00 W 60.17,
plus or minus, feet to an iron pipe, the BEGINNING. The same being the sixty (60')
foot right of way shown on a map of survey for Hermitage Park Warehousing dated
December 31, 1996 by Mark A. Stocks, RLS.
This property is the very same property, conveyed by Paul G. Burton, and Mary Will
Burton, to Paul G. Burton (Separated) by deed recorded in Book 4774 at Page 0837
of the New Hanover County Registry.
MI Ta11 A
Tax Parcel ID No: R02600-002-005-003
Owner of Record: Burton Steel Company, Inc.
BEGINNING at a point in the eastern right of way line of the Seaboard Coastline
Railroad right of way, said point being located South 79 degrees 54 minutes East
65.0 feet from a point in the center line of the Seaboard Coastline Railroad right of
way. Said point in the centerline of said Seaboard Coastline Railroad right of way
being located 3487.82 feet as measured northwardly along the center line of said
Seaboard Coastline Railroad right of way from mile post #C238. Running thence
from said beginning point South 79 degrees 54 minutes East 1458.6 feet to an old
concrete monument. Running thence South 27 degrees 50 minutes 45 seconds East
2491.07 feet to a point in the western right of way line of the Blue Clay Road.
Running thence with the western right of way line of the Blue Clay Road, South 62
degrees 05 minutes 15 seconds West 600.0 feet to a point. Running thence North 37
degrees 04 minutes West 3432.98 feet to the point of beginning. Containing 56.23
acres more or less. Subject however to Carolina Power & Light Company right of
way, 100 feet in width running northeastwardly through said property. This tract is
a portion of those tracts conveyed by Lua B. Legrand to Albert D. Cox, Jr., as
recorded in Book 409, Page 559 of the New Hanover.
This property is the very same property conveyed to Burton Steel Company, a North
Carolina Corporation, by a deed recorded in Book 1312 at Page 231 of the New
Hanover County Registry.

REBECCA P. SMITH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
Filed For Registration: 01/311200812:48:05 PM
Book: RE 5274 Page: 257-262
Document No.: 2008004159
DEED 6 PGS $26.00
NC REAL ESTATE EXCISE TAX: $10,760.00
Recorder: SCOTT, NANCY A
State of North Carolina, County of New Hanover
YELLOW PROBATE SHEET IS A VITAL PART OF YOUR RECORDED DOCUMENT.
PLEASE RETAIN WITH ORIGINAL DOCUMENT AND SUBMIT FOR RE-RECORDING.
*2008004159*
2008004/59

Book 6196 Page 1187
BK: RB 6196
PG: 1187 -1201 2019004712 NC FEE $26.00
RECORDED:
02/21/2019 NEW HANOVER COUNTY, NC
08:35:45 AM TAMMY THEUSCH BEASLEY EXTX $0.00
REGISTER OF DEEDS
BY: ANGELA ENGLISH
DEPUTY ELECTRONICALLY RECORDED
This instrument prepared by: Linda Miles, Consulting Attorney for Cape Fear Public Utility Authority,
235 Govemment Center Drive, Wihnington, NC 28403
Please return to: Cape Fear Public Utility Authority, 235 Government Center Drive, Wilmington, NC 28403
Revenue Stamps: $.00
Tax Parcel No. R01800-M-00i-oOo
R02600-002-WS-003
R02519-001-011-000
NORTH CAROLINA
EASEMENT
NEW HANOVER COUNTY
This DEED OF EASEMENT, made and entered into this 21St day of
February, 2019, by and between NEW HANOVER COUNTY, hereinafter, whether one or more,
referred to as "GRANTOR'; and CAPE FEAR PUBLIC UTILITY AUTHORITY, a body corporate and
politic of the State of North Carolina created pursuant to Chapter 162A, Article 1 of the North
Carolina Statutes, whose mailing address is 235 Government Center Drive, Wilmington, North
Carolina 28403, its successors and assigns, hereinafter referred to as "GRANTEE';
WITNESSETH:
WHEREAS, GRANTOR owns certain real property located in New Hanover County more
particularly described on Exhibit A attached (the "Property"), and has agreed to convey to
GRANTEE certain easements for public water and sewer utilities over portions of the Property;
NOW, THEREFORE, GRANTOR, for and in consideration of the sum of One Dollar ($1.00)
and other valuable consideration to it in hand paid by GRANTEE, and in consideration of the
Sabmitted eleetroaicaft by Cape Fear Publk i7tility Authority - Ens in Compliance with North CaroUns statutes governing
recordable documents and the terms of the submitter a4rement with the New Hanover County R 'stet of Deeds

Book 6196 Page 1188
19R0821
Cape Fear Public Utility Authority Contract Number.
mutual benefits inuring to the parties hereto, does hereby give, grant and convey unto GRANTEE
the perpetual rights and easements as more fully described in the paragraphs below.
1. Public Utility Easement.
A. GRANTEE shall have a permanent non-exclusive utility easement upon, through, in,
and under the portions of the Property more specifically described as Exhibit B-1 through B-4 -
New Public Utility Easement (47,562.07 SF), Exhibit C-1- New Public Utility Easement (1,267.78
SF), and Exhibit C-2 - New Public Utility Easement (12,411.72 SF), the Easement Areas.
B. Purpose of Easements. The purpose of these easements is for the installation,
operation, and maintenance of a system of pipelines or mains and related facilities for public
utility purposes, including water and sanitary sewer (whether currently existing or later installed,
collectively the "Facilities"). Said Facilities may include, without limitation, water lines, sewer
lines, pipes, valves, hydrants, meters, and manholes. GRANTEE'S rights shall include the right to
do all things necessary and convenient to satisfy said purposes, including without limitation
constructing, laying, maintaining, inspecting, operating, protecting, repairing, changing the size
of, replacing, removing or abandoningthe facilities.
C. Specific Terms. Further specific terms and conditions applicable to the public utility
easement are as follows:
(i.) GRANTOR shad not place, construct, deposit, leave, permit to be or remain
on, within or over the Easement Area, any construction materials, metals, lumber, trees, berms,
water bodies, rubbish, refuse, fences, structures, buildings or other obstructions. Furthermore,
GRANTOR shall not install, or permit to be installed, any utilrty lines or facilities within five (5)
feet of the facilities located in the Easement Area or above or below said Facilities at any distance.
Any such obstructions shall constitute an easement nuisance and shall be removed by GRANTOR,
at its expense.
(ii.) GRANTEE is authorized to remove from the Easement Area all structures,
fences, trees, shrubs, vegetation, and other obstructions as necessary, in GRANTEE's sole
2

Book 6196 Page 1189
Cape Fear Public Utility Authority Contract Number 19R0821
discretion, to maintain, repair or protect the facilities. Notwithstanding the foregoing, GRANTOR
may (11 construct, maintain, and use the Easement Area for paved rights of way, paved drives
and parking areas of plain asphalt or concrete; and (2) plant and maintain shallow -rooted ground
cover material within the Easement Area. For Private Street Rights -of -Way, GRANTOR may plant
trees or allow trees to main within private street rights -of -way that are dedicated as Easement
Area when such trees (1) are located greater than ten feet from the Facilities as measured from
the center of the tree trunk to the nearest edge of the Facilities; and (2) are of a species approved
in writing by GRANTEE. However, GRANTEE is authorized to remove such trees as necessary, in
GRANTEE's sole discretion, to maintain, repair or protect the Facilities. GRANTEE shall not be
responsible for replacing or compensating for removed trees.
(iii.) GRANTOR shall retain fee simple ownership of the Property including the
Easement Area; provided, however, no use may be made of the Easement Area which interferes
with GRANTEE's full, reasonable use of the easements and rights described herein.
(iv.) At the conclusion of any installation or maintenance of the facilities within
the Easement Area, GRANTEE will regrade, mulch, and re -seed, or otherwise return the disturbed
land within the Easement Areas to as near prior conditions as feasibly possible, and in compliance
with municipal ordinances. Said restoration shall not include laying sod, landscaping, or
driveways that are not of plain asphalt or concrete.
2. Ingress and Egress Easement. GRANTEE shall have the right of access, ingress and egress
over, upon, through, and under the Easement Area. In addition thereto, GRANTEE shall have the
right of access, ingress, and egress over such private roads, driveways, alleys and ways as may
now or hereafter exist on the Property (collectively, the "Private Roads"), and if there are no
public rights of way or Private Roads reasonably convenient to provide access to the Easement
Area, then GRANTEE shall have the rights of ingress and egress over the portions of the Property
adjacent to the Easement Area in such manner as shall reasonably minimize the inconvenience
and damages to GRANTOR. GRANTEE will be responsible for damages to the Property outside of
3

Book 6196 - 1190
Cape Fear Public Utility Authority Contract Number: 19R0821
the Easement Area caused by GRANTEE's use of the same for ingress and egress as provided
herein.
3. Temporary Construction Easement.
A. GRANTEE shall have a non-exclusive temporary construction easement over and
upon the portions of the Property more specifically described as a Temporary Construction
Easement as depicted on that certain Map attached as EXHIBIT D 337.65 Sq. Ft. Temporary
Construction Easement and 500 Sq. Ft. Temporary Construction Easement.
B. Purvose of Easement. The purpose of this easement is for the installation and
construction of the Facilities. GRANTEE's rights shall include the right to do all things necessary
and convenient within the Temporary Construction Easement Area to install and construct the
Facilities.
C. Specific Terms. further specific terms and conditions applicable to the Temporary
Construction Easement are as follows:
(i.) GRANTOR shall retain fee simple ownership of the Property including the
Temporary Construction Easement Area; provided however, no use may be made of the
Temporary Construction Easement Area, which interferes with GRANTEE's full, reasonable use of
the easements and rights described herein.
(ii.) During the term of the Temporary Construction Easement, GRANTOR shall
not place, construct, deposit, leave, permit to be or remain on, within or over the Temporary
Construction Easement Area, any construction materials, metals, lumber, trees, berms, water
bodies, rubbish, refuse, fences, structures, buildings orother obstructions. Any such obstructions
shall constitute an easement nuisance and shall be removed by GRANTOR, at its expense.
(III.) At the conclusion of the construction of the Facilities, GRANTEE will regrade,
mulch, and re -seed, or otherwise return the disturbed land within the Temporary Construction
Easement Area to as near prior conditions as feasibly possible. Said restoration shall not include
laying sod, landscaping or non-standard driveways (exposed aggregate, etc.).
4

Book 6196 Page 1191
Cape Fear Public Utility Authority Contract Number: 19RO821
D. The term of the Temporary Construction Easement herein granted shall commence
as of the date the GRANTEE issues the written notice to proceed to the awarded Contractor for
the Installation of the proposed sewer line, which is part of the Northern Water Main Project and
continue thereafter until said project is completed but not to exceed 365 days, at which time the
Temporary Construction Easement shall terminate.
4 Indemnity. (a) To the extent permitted'by law, GRANTOR agrees to indemnify and hold
harmless GRANTEE, and its independent contractors, agents, employees, successors and assigns
from and against any and all claims, demands, causes of action, or other liability, including
attorneys' fees, on account of damage resulting from the negligence of all GRANTOR, GRANTOR'S
agents, employees, and subcontractors in connection with the installation of the Existing
Facilities (b.) GRANTEE agrees to indemnify and hold harmless GRANTOR, and its independent
contractors, agents, employees, successors and assigns from and against any and all claims,
demands, causes of action, or other liability, including attomeys' fees, on account of property
damage resulting from the negligence of all GRANTEE, GRANTEE's agents, employees and
subcontractors in connection with the Existing Facilities.
5. Covenants by Grantor. GRANTOR, for itself, its heirs, executors, administrators and
assigns, does covenant with GRANTEE, its successors and assigns, that it is the owner in fee simple
of the Property on Exhibit A; that it has good right to grant and convey the easements and rights
described herein and the easements shown on the attached plats; that said Property is free and
clear from all restrictions, easements or encumbrances, except for encumbrances of record as of
the date of this Deed of Easement which do not affect the easements granted herein to GRANTEE
and the lien of local property taxes; and that it shall, and its heirs, executors, administrators and
assigns shall, warrant and defend the title to said easements and rights against the lawful claims
and demands of any and all persons whomsoever. GRANTOR further covenants that the
individuals executing this document on behalf of GRANTOR have all necessary and appropriate
authority to bind GRANTOR to the obligations and conveyances granted herein, and, in the event
5

Book 6196 Page 1192
19RO821
Cape Fear Public Utility Authority Cartract Number:
that GRANTOR is a corporation or similar entity, that the execution of this document has been
authorized by all appropriate and necessary corporate action.
TO HAVE AND TO HOLD the rights and easements hereby granted to GRANTEE and
its successors in title forever; it being agreed that the rights and easements hereby granted are
appurtenant to and runs with the Property now owned by GRANTOR.
IN TESTIMONY WHEREOF, the GRANTOR has hereunto set its hand and seal, the
day and year first above written.
(SEAL) �(
ATTEST:
CI rk to the Bo6fd •
GRANTO N NOV OUNTY
C (SEAL)
Timothy C. rges�AssisCounty Manager
Approved as to form:
.i
Kemp Burpe4b, Deputy County Attorney
�j

Book 6196 Page 1193
Cape Fear Public Utility Authority Contract Number..19RO821
STATE OF NORTH CAROUNA
COUNTY OF NEW HANOVER
cDi, a Notary Public of the State and County aforesaid, certify
that Kymberleigh G. Crowel acknowledged that she is Clerkto the Board of Commissioners of
New Hanover County, and that by authority duly given and as the act of the Board, the
foregoing instrument was signed in Its name by its Assistant County Manager, sealed with its
corporate seal and attested by herself as Clerk.
WITNESS my hand and official seal, this 2Q% day of February, 2019.
1201,
�
Date:
Signprure of Notary P Nc
-a.
(Official Seal) Notary's printed or typ d name
My commission expires: l
I GWO ICanpous
Notary Public
New Hanow r C o , NC
Com �prM
Notary seal or stamp must appear within this box.
F]

Book 6196 Page 1194
19R0821
Cape Fear Public Utility Authority Contract Number:
EXHIBIT A
PROPERTY
That certain tractor parcel of land located in New Hanover County
more particularly described as follows:
R01800-007-001-000 — Being all of Hermitage Land — Juvenile
Center Road area as described in Deed Book 459 Page 599 and
recorded at the New Hanover County Registry.
R02600-002-005-003 — Being all of Tract 2 as described in Deed
Book 5274 Page 257 and recorded at the New Hanover County
Registry.
R02519-001-011-000 — Being all Lots 3,4 and 5 and part of Tract 2
— J. G. Seitter land as described in Deed Book 1639 Page 517 and
recorded at the New Hanover County Registry.
8

ATTACHMENT H - COPY OF APPROVED PERMITS

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Envlromnental Quality
April 4, 2022
LETTER OF APPROVAL WITH MODIFICATIONS AND
PERFORMANCE RESERVATIONS
New Hanover County
ATTN: Kevin Caison
230 Government Center Drive, Suite 190
Wilmington, NC 28403
RE: Project Name: Blue Clay Road Business Park
Acres Approved: 37.58
Project ID: NEWHA-2022-016
County: New Hanover
City: Castle Hayne
Address: Blue Clay Road
River Basin: Cape Fear
Stream Classification: Other
Submitted By: Richard A. Moore, PE, McKim & Creed, Inc.
Date Received by LQS: March 9, 2022, March 24, 2022 and March 25, 2022
Plan Type: Industrial
Dear Mr. Caison:
This office has reviewed the subject erosion and sedimentation control plan and hereby issues this Letter
of Approval with Modifications and Performance Reservations. A list of the modifications and
reservations is attached. This plan approval shall expire three (3) years following the date of approval, if
no land -disturbing activity has been undertaken, as is required by Title 15A NCAC 4B .0129. Should the
plan not perform adequately, a revised plan will be required (G.S. 113A-54.1)(b).
As of April 1, 2019, all new construction activities are required to complete and submit an electronic
Notice of Intent (eNOI) form requesting a Certificate of Coverage (COC) under the NCGO10000
Construction General Permit. After the form is reviewed and found to be complete, you will receive a link
with payment instructions for the $100 annual permit fee. After the fee is processed, you will receive the
COC via email. As the Financially Responsible Party shown on the FRO form submitted for this
project, you MUST obtain the COC prior to commencement of any land disturbing
activity. The eNOI form may be accessed atdeq.nc.gov/NCG0l. Please direct questions about
the eNOI form to the Stormwater Program staff in the Raleigh central office. If the owner/operator of this
project changes in the future, the new responsible party must obtain a new COC.
^_ North Carolina Department of Environmental Quality i Division of Energy, Mtneral and Land Resources
Wilmington Regional Office , 127 Cardinal Drive Extension i Wiimtngton, North Carolina 28405
Ahhi ..&@Qt4a
d���.�. ore 910.796.7215

Letter of Approval with Modifications and Performance Reservations
New Hanover County
April 4, 2022
Page 2 of 5
Title 15A NCAC 4B .0118(a) and the NCGO1 permit require that the following documentation be kept on file
at the job site:
1. The approved E&SC plan as well as any approved deviation.
2. The NCGO1 permit and the COC, once it is received.
3. Records of inspections made during the previous 12 months.
Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection to insure
compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -oriented, requiring protection of
existing natural resources and adjoining properties. If, following the commencement of this project, it is
determined that the erosion and sedimentation control plan is inadequate to meet the requirements of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute 113A-51 through 66), this office
may require revisions to the plan and implementation of the revisions to ensure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State water quality
laws, regulations, and rules. In addition, local city or county ordinances or rules may also apply to this land -
disturbing activity. This approval does not supersede any other permit or approval.
Please note that this approval is based in part on the accuracy of the information provided in the Financial
Responsibility Form, which you provided. This permit allows for a land -disturbance, as called for on the
application plan, not to exceed the approved acres. Exceeding the acreage will be a violation of this permit
and would require a revised plan and additional application fee. You are requested to file an amended form if
there is any change in the information included on the form. In addition, it would be helpful if you notify this
office of the proposed starting date for this project. Please notify us if you plan to have a preconstruction
conference.
Your cooperation is appreciated.
Sincerely,
Rhonda Hall
Assistant Regional Engineer
Land Quality Section
Enclosures: Modifications Required for Approval
NPDES NCGO1 Fact Sheet
cc: Richard A. Moore, PE, McKim & Creed, Inc.
243 North Front Street, Wilmington, NC 28401
Wilmington Regional Office file

Letter of Approval with Modifications and Performance Reservations
New Hanover County
April 4, 2022
Page 3 of 5
MODIFICATIONS AND PERFORMANCE RESERVATIONS
Project Name: Blue Clay Road Business Park
Project ID: NEWHA-2022-016
County: New Hanover
1. This plan approval shall expire three (3) years following the date of approval, if no land -disturbing activity
has been undertaken, as is required by Title 15A NCAC 4B .0129.
2. The developer is responsible for the control of sediment on -site. If the approved erosion and sedimentation
control measures prove insufficient, the developer must take those additional steps necessary to stop
sediment from leaving this site (NCGS I I3A-57(3)). Each sediment storage device must be inspected
after each storm event (NCGS 113A-54.1(e)). Maintenance and/or clean out is necessary anytime the
device is at 50% capacity. All sediment storage measures will remain on site and functional until all
grading and final landscaping of the project is complete (15A NCAC 04B .0113).
3. Any and all existing ditches on this project site are assumed to be left undisturbed by the proposed
development unless otherwise noted. The removal of vegetation within any existing ditch or channel is
prohibited unless the ditch or channel is to be regarded with side slopes of 2 horizontal to 1 vertical or less
steep (15A NCAC 04B .0124 (d)). Bank slopes may be mowed, but stripping of vegetation is considered
new earth work and is subject to the same erosion control requirements as new ditches (NCGS 113A-
52(6)).
4. The developer is responsible for obtaining any and all permits and approvals necessary for the development
of this project prior to the commencement of this land disturbing activity. This could include our agency's
Stormwater regulations and the Division of Water Resources' enforcement requirements within Section
401 of the Clean Water Act, the U.S. Army Corps of Engineers' jurisdiction of Section 404 of the Clean
Water Act, the Division of Coastal Management's CAMA requirements, the Division of Solid Waste
Management's landfill regulations, the Environmental Protection Agency and/or The U.S. Army Corps of
Engineers jurisdiction of the Clean Water Act, local County or Municipalities' ordinances, or others that
may be required. This approval cannot supersede any other permit or approval; however, in the case of a
Cease and Desist Order from the Corps of Engineers, that Order would only apply to wetland areas. All
highland would still have to be in compliance with the N.C. Sedimentation Pollution Control Act.
5. If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act, the developer
is responsible for compliance with the requirements of the Division of Water Resources (DWR), the Corps
of Engineers and the Environmental Protection Agency (EPA) respectively. Any erosion control measures
that fall within jurisdictional wetland areas must be approved by the aforementioned agencies prior to
installation. The Land Quality Section must be notified of a relocation of the measures in question to the
transition point between the wetlands and the uplands to assure that the migration of sediment will not
occur. If that relocation presents a problem or contradicts any requirements of either DWR, the Corps, or
the EPA, it is the responsibility of the developer to inform the Land Quality Section regional office so that
an adequate contingency plan can be made to assure sufficient erosion control remains on site. Failure to
do so will be considered a violation of this approval (NCGS I I3A-54.I (b)).

Letter of Approval with Modifications and Performance Reservations
New Hanover County
April 4, 2022
Page 4 of 5
6. Any borrow material brought onto this site must be from a legally operated mine or other approved source.
Any soil waste that leaves this site can be transported to a permitted mine or separately permitted
construction sites without additional permits under NCGS 74-49(7)(d). Disposal at any other location
would have to be included as a permit revision for this approval.
7. This permit allows for a land disturbance, as called for on the application plan, not to exceed 37.58 acres.
Exceeding that acreage will be a violation of this permit and would require a revised plan and additional
application fee. Any addition in impervious surface, over that already noted on the approved plan, would
also require a revised plan to verify the appropriateness of the erosion control measures and stormwater
retention measures (NCGS I I 3A-54.1 (b)).
8. The construction of future buildings and parking lots associated with this site will require that a revised
plan be submitted to this office.
9. The construction detail for the proposed silt fence requires reinforcing wire and steel posts a maximum of
eight (8) feet apart. Omission of the reinforcing wire is a construction change that necessitates more posts
for support, i.e., the spacing distance needs to be reduced to no greater than six (6) feet apart (E&SC
Planning & Design Manual 6.63, Rev. 6/06).
10. Because the sediment traps and basins are shown on the plan as the primary sedimentation and erosion
control devices on this project, it is necessary that the traps and basins and their collection systems be
installed before any other grading takes place on site, and that every structure that receives more than one
acre of drainage is built so that each dewaters only from the surface (NCGO10000). If that proves to be
impractical, a revised plan must be submitted and approved that addresses erosion and sediment control
needs during the interim period until the traps and basins are fully functioning (113A-54.1(b)).
11. A graveled construction entrance must be located at each point of access and egress available to
construction vehicles during the grading and construction phases of this project. Access and egress from
the project site at a point without a graveled entrance will be considered a violation of this approval.
Routine maintenance of the entrances is critical (113A-54.1(b)).
12. As a condition of the NPDES General Stormwater Permit (NCGO10000), the financially responsible party
shall comply with the NCG01 Ground Stabilization And Materials Handling requirements that became
effective April 1, 2019. The NCGO1 Ground Stabilization And Materials Handling standard detail can be
printed from the deq.nc.gov/NCGO1 website.
13. As a condition of the NPDES General Stormwater Permit (NCGO10000), the financially responsible party
shall comply with the NCGO1 Self -Inspection, Recordkeeping and Reporting requirements that became
effective April 1, 2019. The NCGO1 Self -Inspection, Recordkeeping and Reporting standard detail can be
printed from the deq.nc.gov/NCGO 1 website.
14. As a part of routine monitoring of the approved land -disturbing activity, the financially responsible party
shall assure inspections of the area covered by the approved plan after each phase of the plan has been
completed and after establishment of temporary ground cover in accordance with North Carolina General
Statute 113A-54.1(e).

Letter of Approval with Modifications and Performance Reservations
New Hanover County
April 4, 2022
Page 5 of 5
15. In order to comply with the basic control objectives of the SPCA (15A NCAC 04B .0106), both exposed
area and time of exposure should be limited. We recommend this project be phased so that uncovered area
is limited to a maximum of 20 acres at any given time. As per North Carolina General Statute 113A-57(5),
the land -disturbing activity shall be conducted in accordance with the approved erosion and sedimentation
control plan.
Ref: G.S. 113A-54.1 through G.S. 113A-57
Sections 15A NCAC 04A.0101 through 15A NCAC 04E.0504
General Permit NCG 010000 NPDES for Construction Activities

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2019-00891 County: New Hanover U.S.G.S. Quad: NC- Castle Hayne
NOTIFICATION OF JURISDICTIONAL DETERNIINATION
Requester: Wilmineton Business Development Agent: Timmons Group
PO Box 1698 Christopher Inscore
Wilmintton, NC 28402 5410 Trinity Group
Suite 102
Raleieh, NC 27607
Size (acres) 120 Nearest Town Castle Havne
Nearest Waterway Prince Georee Creek River Basin Cape Fear
USGS HUC 03030007 Coordinates Latitude: 34317047
Longitude:-77.894888
Location description: Project area is located northwest of the intersection of Juvenile Center Road and Blue Clay Road m
Castle Havne, New Hanover County, North Carolina. Project area is composed of farm fielft forested areas, and a
commercial business located south of the Juvenile Detention Center. E
Indicate Which of the Followine Avyly: MAY 2 S �
A. Preliminary Determination P
® There appear to be waters on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The waters have been
delineated, and the delineation has been verified by the Corps to be sufficiently accurate and reliable. The approximate boundaries
of these waters are shown on the enclosed delineation map dated 8/10/2018. Therefore this preliminary jurisdiction determination
may be used in the permit evaluation process, including determining compensatory mitigation. For purposes of computation of
impacts, compensatory mitigation requirements, and other resource protection measures, a permit decision made on the basis of a
preliminary JD will treat all waters and wetlands that would be affected in any way by the permitted activity on the site as if they
are jurisdictional waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an appealable
action, by contacting the Corps district for further instruction.
❑ There appear to be waters on the above described project areatproperty, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the waters
have not been properly delineated, this preliminaryjurisdiction determination may not be used in the permit evaluation process.
Without a verified wetland delineation, this preliminary determination is merely an effective presumption of CWA/RHA
jurisdiction over all of the waters at the project area, which is not sufficiently accurate and reliable to support an enforceable
permit decision. We recommend that you have the waters on your project area/property delineated. As the Corps may not be able
to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can
be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
❑ There are waterson the above described project area/property subject to the permit requirements of Section 404 of the Clean
Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the waters on your project area/property delineated. As the Corps may not be able to accomplish
this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by
the Corps.

SAW-2019-00891
❑ The waters on your project area/property have been delineated and the delineation has been verified by the Corps. The
approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. We strongly suggest you have
this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once verified, this survey
will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided there is no change in
the law or our published regulations, may be relied upon for a period not to exceed five years.
❑ The waters have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory Official
identified below onDATE. Unless there is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
® The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA).
You should contact the Division of Coastal Management in in Wilmington, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact Rachel Capito at (910)-251-4487 or
Rachel.A.Capitonusace.army.mil.
C. Basis For Determination: Basis For Determination: See the preliminary jurisdictional determination
form dated 5/31/2019.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by Not applicable.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence.**
CAPITO.RACHEL.ANN.153627 Digitally signed by
CAPFOAACHELANN.1536276790
Corps Regulatory Official: 6790 Dam 2019.05.3116:06AO-"00'
Date of JD: 5/31/2019 Expiration Date of JD:Not applicable

Applicant: Wilmington Business Develo went File Number: SAW-2019-00891 Date: 5/31/2019
Attached is:
See Section below
❑ INITIAL PROFFERED PERMIT Standard Permit or Letter ofpermission)
A
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
❑ PERMIT DENIAL
C
❑ APPROVED JURISDICTIONAL DETERMINATION
D
E
® PRELIMINARY JURISDICTIONAL DETERMINATION
-vewyfm your ngtM; am options regarding an a€3ministrative appeal of the above decision.
-
ditional' may he found at nsViviIVa'orks Reguiator�Pro =ramandPerm its.as Vx
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a. Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terns and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be .received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.

SECTION 11 - RFOi335T. e a E .aF.OBACTIONS TO AN
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
r
u have questions regarding this decision and/or the If you only have questions regarding the appeal process you may
al process you may contact:also contact:
rict Engineer, Wilmington Regulatory Division Mr. Jason Steele, Administrative Appeal Review Officer
: Rachel Capito CESAD-PDO
mington Regulatory Office U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers 60 Forsyth Street, Room 1OM15
69 Darlington Avenue Atlanta, Georgia 30303-8801
Wilmington, North Carolina 28403 Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the oppoKqp to participate in all site investi ations.
Date: Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Rachel Capito, 69 Darlington Avenue, Wilmington, North Carolina
28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele, Administrative Appeal
Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

PRELIMINARY JURISDICTIONAL DETERMINATION (PJD) FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PJD: 5/31/2019
B. NAME AND ADDRESS OF PERSON REQUESTING PJD: Wilmington Business Development,
PO Box 1698, Wilmington, NC 28402
C. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Blue Clay Road,
SAW-2019-00891
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION: Project area is located
northwest of the intersection of Juvenile Center Road and Blue Clay Road in Castle Hayne, New Hanover
County, North Carolina Project area is composed of farm fields, forested areas, and a commercial
business located south of the Juvenile Detention Center.
(USE THE TABLE BELOW TO DOCUMENT MULTIPLE AQUATIC RESOURCES
AND/OR AQUATIC RESOURCES AT DIFFERENT SITES)
State: NC County: New Hanover City: Castle Hayne
Center coordinates of site (lat/long in degree decimal format): Latitude: 34.317047 Longitude:-77.894888
Universal Transverse Mercator:
Name of nearest waterbody: Prince George Creek
E. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): December 19, 2019
TABLE OF AQUATIC RESOURCES INREVIEW AREA WHICH "MAY BE" SUBJECT TO
REGULATORY JURISDICTION.
Estimated amount
Geographic authority to
FSfteNumber
Latitude (decimal
Longitude
of aquatic resources
rYPe of aquatic
resources (i.e.,
which the aquatic resource
degrees)
(decimal degrees)
in review area
wetland vs. non -
may be' subject (i.e.,
(acreage and linear
Section 404 or Section
-
wetland waters)
_
10/�)
Wetland
A
34.3199
-77.8928
8.14 acres
Wetland
Section 404
Wetland B
34.318844
-77.891836
0.003 acres
Wetland
Section 404
Wetland C
34.323637
-77.899402
4.3 acres
Wetland
Section 404
Stream D
34.319175
-77.896042
2,243 linear feet
Non -wetland
Section 404
waters
Stream E
34.3183
-77.893
732 linear feet
Non -wetland
Section 404
waters

Latitude (decimal
Longitude
Estimated amount
of aquatic resources
in
Type of aquatic
resources (i.e.,
Geographic authority to
which the aquatic resource
be" subject (i.e.,
Site Number
degrees}
tdecimal degrees)
review area
wetmay
land vs non-
(acreage and linear
Section 404 or Section
`
feet, if applicable
wetland waters)
10/404)
Non -wetland
RPW F
34.319644
-77.89475
0.06 acre
waters
Section 404
Non -wetland
RPW G
34.320101
-77.895973
0.05 acre
waters
Section 404
Non -wetland
RPW H
34.320234
-77.897681
0.07 acre
waters
Section 404
Non -wetland
RPW 1
34.319796
-77.898507
0.07 acre
waters
Section 404
Non -wetland
RPW J
34.320255
-77.900041
0.09 acre
waters
Section 404
1) The Corps of Engineers believes that there may be jurisdictional aquatic resources in
the review area, and the requestor of this PJD is hereby advised of his or her option to
request and obtain an approved JD (AJD) for that review area based on an informed
decision after having discussed the various types of JDs and their characteristics and
circumstances when they may be appropriate.
2) In any circumstance where a permit applicant obtains an individual permit, or a
Nationwide General Permit (NWP) or other general permit verification requiring "pre -
construction notification" (PCN), or requests verification for a non -reporting NWP or
other general permit, and the permit applicant has not requested an AJD for the activity,
the permit applicant is hereby made aware that: (1) the permit applicant has elected to
seek a permit authorization based on a PJD, which does not make an official
determination of jurisdictional aquatic resources; (2) the applicant has the option to
request an AJD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an AJD could possibly result in less compensatory
mitigation being required or different special conditions; (3) the applicant has the right to
request an individual permit rather than accepting the terms and conditions of the NWP or
other general permit authorization; (4) the applicant can accept a permit authorization and
thereby agree to comply with all the terms and conditions of that permit, including
whatever mitigation requirements the Corps has determined to be necessary; (5)
undertaking any activity in reliance upon the subject permit authorization without
requesting an AJD constitutes the applicant's acceptance of the use of the PJD; (6)
accepting a permit authorization (e.g., signing a proffered individual permit) or
undertaking any activity in reliance on any form of Corps permit authorization based on a
PJD constitutes agreement that all aquatic resources in the review area affected in any way

by that activity will be treated as jurisdictional, and waives any challenge to such
jurisdiction in any administrative or judicial compliance or enforcement action, or in any
administrative appeal or in any Federal court; and (7) whether the applicant elects to use
either an AJD or a PJD, the JD will be processed as soon as practicable. Further, an AJD,
a proffered individual permit (and all terms and conditions contained therein), or
individual permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331.
If, during an administrative appeal, it becomes appropriate to make an official
determination whether geographic jurisdiction exists over aquatic resources in the review
area, or to provide an official delineation of jurisdictional aquatic resources in the review
area, the Corps will provide an AJD to accomplish that result, as soon as is practicable.
This PJD finds that there "may be" waters of the U.S. and/or that there "may be" navigable
waters of the U.S. on the subject review area, and identifies all aquatic features in the
review area that could be affected by the proposed activity, based on the following
information:
SUPPORTING DATA. Data reviewed for PJD (check all that apply)
Checked items should be included in subject file. Appropriately reference sources below
where indicated for all checked items:
® Maps, plans, plots or plat submitted by or on behalf of the PJD requestor:
Map:
® Data sheets prepared/submitted by or on behalf of the PJD requestor.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report. Rationale:
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
❑ USGS 8 and 12 digit HUC maps.
❑ U.S. Geological Survey map(s). Cite scale & quad name:
❑ Natural Resources Conservation Service Soil Survey. Citation:
❑ National wetlands inventory map(s). Cite name:
❑ State/local wetland inventory map(s):
❑ FEMANIRM maps:
❑ 100-year Floodplain Elevation is: (National Geodetic Vertical Datum of 1929)
(� Photographs: ®Aerial (Name & Date):

or ❑Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:_
❑ Other information (please specify):
IMPORTANT NOTE: The information recorded on this form has not
necessarily been verified by the Corps and should not be relied upon for later
jurisdictional determinations.
CAPITO.RACHEL Dotalymg-by
CAMOAACNEEANNA SW276M
ANN.1536276790' 20-31la0-0—
Signature and date of Regulatory Staff member completing PJD
Signature and date of person requesting PJD (Required unless obtaining signature is impracticable)1
i Districts may establish timframes for requester to return signed PJD forms. If the requestor does not respond within the established
time frame, the district may presume concurrence and no additional follow up is necessary prior to finalizing an action.

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vvMCKIM&CREED
DELIVERED
TO: NCDEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION: Jessica Edmonds
WE ARE SENDING: ❑ Originals ® Prints
LETTER OF TRH,.
DATE: May 25, 2022
PROJECT NO: 00494-0039
TASK NO: 40
RE: Blue Clay Road Business Park
Express Stormwater Submittal
TRANSMITTAL NO: 1 of 1
PAGE 1 OF 1
n Shop Drawings n Samples
❑
Specifications
❑
Calculations
❑
Other -
Quantity Drawing No. Rev. Description Status
EXPRESS STORMWATER SUBMITTAL
1 Comment Response Letter G
1
Revised SWU101
G
1
Revised Supplement EZ
G
1
Revised O&M
G
1
Revised Narrative
G
1
Revised SCM Calcs
G
2
1
Revised Plan Sheets
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
243 NORTH FRONT STREET, WILMINGTON, NC 28401 [phone] FAX [phone]
cc: File, McKim & Creed, w/enc McKIM & CREED, Inc.
Signed latt,
�Richard A. Moore, PE
Regional Manager

v MCKIM&CREED E1JGI�JEERS
SURVEYORS
P L A N 14 E R S
May 25, 2022 M&C 07401-0001 (40)
Ms. Jessica Edmonds, EI, Environmental Engineer
NCDEQ-DEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Blue Clay Road Business Park Express Stormwater Submittal
New Hanover County
Ms. Edmonds:
This is in response to the comments/notes that we discussed during the express
stormwater submittal meeting for Blue Clay Road Business Park yesterday.
Please find my nedotes that required revisions and some further discussion
below:
• Add top of bank lines - Top of bank lines have been added to the existing
conditions and grading plan sheets.
• Metes and bounds of the project boundary - Metes and bounds of the
stormwater project boundary have been added. These are on the existing
conditions sheet.
• Add a spot grade in the forebay near the pipe entrances on the pond
detail sheet to show the depression per the detail - Since the depression is
1' lower than the rest of the forebay, a contour was added to illustrate the
depression to match the pond cross section.
• Review swale discharges into the ponds to ensure non -erosive - swale
velocities were confirmed to be non -erosive. All velocities are less than
243 N(c Yth Front Strect 2.5 FPS.
• Add a detail for wetland planting rather than a note - a wetland planting
W i l m i n J l V n, NC 28401 detail was added to the pond detail sheets; the note re: plantings was
removed.
• Get Kevin to sign the SWU101 and O&M and provide signatory authority
9 10 3 4 3. 10 4 8 documentation - Revised SWU101 and O&M is provided with Kevin's
Fox 910.251 8282
www.mckinicreed.com

12
signature. A letter from the County Manager giving signatory authority
to Kevin is attached.
• Explain/justify the untreated BUA in narrative - This has been added to
the revised narrative.
• SCM2 - orifice note - cap and drill 3.5" or show 4" works in supplement
form - A note has been added to the plans.
• Supplement #48 - all should be answered "yes" - Revised Supplement EZ
is enclosed.
• Forebays - ensure the elevations are the same for them or provide
additional detail - Forebays 1 and 2 in each SCM have the same bottom
elevation.
• Calcs - Stage/Storage for each forebay - Revised SCM calcs are enclosed
showing stage/storage of Forebays 1 and 2 in each pond.
• Calcs - Forebays - need to show both forebays for each SCM to ensure
each one is sized for their contributing DA - Revised SCM calcs are
enclosed showing sizing of Forebays 1 and 2 in each pond with their
contributing drainage areas considered.
If you have any questions, please do not hesitate to contact me at our office 910-
343-1048.
Sincerely,
McKIM & CREED, INC.
Richard A. Moore, PE
Regional Manager
AW MCKIM&CREED

J�MCKIM&CREED
444�
DELIVERED
TO: NCDEQ — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION: Jessica Edmonds
WE ARE SENDING: M Originals N Prints
LETTER OF TRANSMITTAL
DATE: May 20, 2022
PROJECT NO: 00494-0039
TASK NO: 19
RE: Blue Clay Road Business Park
Express Stormwater Submittal
TRANSMITTAL NO: 1 of 1
-T
PAGE 1 OF 1
n Shot) Drawings n Samples
❑
Specifications ® Calculations
®
Other — Check
Quantity
Drawing No.
Rev.
Description
Status
EXPRESS STORMWATER SUBMITTAL
2
SWU-101, Supplements and Calculations (Original & 1 Copy)
G
2
Narrative and Supporting Documentation
G
2
Blue Clay Road Business Park Permit Drawings
G
2
Drainage Area Map
1
Express Fee Check for $4,000
1
CD Containing PDF of Submittal Package
Issue Status Code:
Action Status Code
REMARKS:
A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
243 NORTH FRONT STREET, WILMINGTON, NC 28401(910) 343-1048 FAX [phone]
cc: File, McKim & Creed, Inc. w/enc
McKIM &CREED, Inc.
ECEIVE
o
MAY 2 0 2022 `+
Signed
yap Spik r
Senior Designer

Norris, Kellie E
From: Perry, John M
Sent: Monday, March 14, 2022 3:47 PM
To: Norris, Kellie E
Subject: RE: Blue Clay Road Business Park Express Request
Hello Kellie,
After reviewing the topography, historical images and the JD from the Corps, the features labeled F-J are not determined
to be jurisdictional streams. These features appear to be ditches that were cut to help drain the fields. They do not have
crenulations, and are too straight to be considered streams. I agree with Rick that they do not require the vegetative
setbacks but any impacts would require permitting.
John Perry
Environmental Specialist II
Divison of Water Resources
Department of Environmental Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Office: [phone]
Cell: [phone]
From: Norris, Kellie E
Sent: Monday, March 14, 2022 12:17 PM
To: Snider, Holley <[e-mail]>; Perry, John M <[e-mail]>
Subject: FW: Blue Clay Road Business Park Express Request
John & Holley,
Hope you all are well. Below is an email I sent March 11 to Holley. Holley have you had a chance to look at this? If not,
John could you help?
I appreciate your assistance!
Thank you,
KtUi,, &6-, No-rri y, EIT
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]

EQD
,"Nothing Compares
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Norris, Kellie E
Sent: Tuesday, March 1, 2022 9:09 AM
To: Snider, Holley <[e-mail]>
Cc: Hall, Christine <Christine.Hal [e-mail]>; Weaver, Cameron <[e-mail]>
Subject: Blue Clay Road Business Park Express Request
Good Morning Holley -
Hope you are doing well. Attached is the JD for Blue Clay Business Park, an in house Express Request that is currently
being reviewed. I have attached the Express Request and current JD. Also, below is the email chain where you can find
Rick Moore's (the engineering consultant for this project) reasoning for the features F-J not being streams and therefore
not requiring setbacks. Can you please confirm that only D & E are streams that would need vegetative setbacks and
not RPW's F-J?
Please let me know if you would like to talk about this project if that would be helpful.
Thank you-
Ke,U�i,� 3efk, Norris% EIT
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
A' E 100�
F rtma+i, ct I ... C�ver1
-- lothi-g

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
From: Hall, Christine <[e-mail]>
Sent: Monday, February 28, 2022 4:40 PM
To: Norris, Kellie E <[e-mail]>
Subject: RE: [External] RE: Blue Clay Road Business Park Express Request
Kellie,
You had replied all. I have removed everyone else from this email.
I would share his reasoning with DWR and see if they are aware of the site and concur with his conclusions.
Christine Hall, PE
Wilmington Regional Stormwater Program Supervisor
Division of Energy, Mineral and Land Resources — State Stormwater Program
North Carolina Department of Environmental Quality
Office: 910 796 7215
Direct: 910 796 7339
Email: chdstine.hall(&-ncdenr.Qov
Address: 127 Cardinal Drive Ext.
Vlmington, NC 28405
Email correspondence to and from this address is subject to the
Nort." Carolina Public Records Laiv and may be disclosed to third padres.
From: Norris, Kellie E
Sent: Monday, February 28, 2022 3:24 PM
To: Richard (Rick) A. Moore <[e-mail]>; Coudriet, Chris <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: [External] RE: Blue Clay Road Business Park Express Request
Christine- On page 5/6 of the JD is does call out D and E to be streams and the rest as RPW's, so I am thinking that his
reasoning is ok. Let me know your thoughts. FYI, he does say E-! for RPW's, but that looks like a typo.
Thanks -
KB
From: Richard (Rick) A. Moore <[e-mail]>
Sent: Thursday, February 24, 202210:33 PM
To: Norris, Kellie E <ke![e-mail]>; Coudriet, Chris <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: [External] RE: Blue Clay Road Business Park Express Request
rAui i©N.- External email. Do not click finks or open attachments unless you verify. Send all suspicious email as an attachment to
Report-.�Aam.
Kellie-

In regards to your first bullet, Sites D and E were labelled as perennial streams; sites E-J were identified as RPW's. Our
wetland consultant indicated that in her experience, DWR only applies the setbacks to perennial waterbodies, perennial
streams and intermittent streams - which is also how I read 15A NCAC 02H .1019 (6)(b). In her opinion the fact that
these were called RPW's (and not streams) indicates that the firm that did the original delineation and the USACE agreed
they weren't streams (lacking the geomorphology to be designated streams). Therefore only Sites D and E were
provided with the 50' vegetated setback. Sites E-J are still jurisdictional and any impacts to them will be permitted.
In regards to your second bullet, we will provide the appropriate calculations for the forebay sizing based upon the
percentage of the SCM's total drainage basin each forebay receives.
Hopefully this answers your questions.
Thanks,
Rick
From: Norris, Kellie E <kellie. [e-mail]>
Sent: Thursday, February 24, 2022 10:39 AM
To: Richard (Rick) A. Moore <[e-mail]>; Coudriet, Chris <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: Blue Clay Road Business Park Express Request
All -
Thank you for the express request for the Blue Clay Road Business Park. Before this project can be scheduled, please
address the following:
The Express Request packet includes a Jurisdictional Determination that identifies specifically RPWs D, E, F, G, H,
I, and J as non -wetland waters. It is unclear why only RPWs D and E include a 50' vegetated setback, while F,
G,H, I, and J do not. Please remember that all intermittent and perennial surface waters are required to have a
50' vegetated setback as determined by DWR. Please confirm how these have been determined to (or to not)
have the required 50' vegetated setback.
On the site plan, it appears that some of the ponds have multiple forebays. Please confirm that at the express
meeting calculations will be provided demonstrating that the forebays have been sized appropriately for their
respective contributing drainage areas. Attached is an exhibit I send to everyone that
has multiple forebays proposed to refer to if further information is needed. It is from the old BMP Manual.
In order for this project to remain in line based on the date the express request was originally received, this requested
information must be submitted within 5 business days.
Thank you-
K&U,ie, 133efi-, Norris,, EIT
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]

3
N"_ rai oIEiikp00'�O
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
Disclaimer
This e-mail and any files transmitted with it are confid,:!ntial and intended solely for the use o` the individual or entity to whom they
are addressed. If you have received this e-mail in error please notify the system manager. Please note that any views or opinions
presented in this e-mail are solely those of the author and do not necessarily represent those of the company. Finally, the recipient_
should check this e-mail and any attachments for the presence of viruses. The company accepts no liability for any damage caused
by any virus transmitted by this e-mail.

Norris, Kellie E
From: Richard (Rick) A. Moore <[e-mail]>
Sent: Monday, February 28, 2022 10:59 AM
To: Norris, Kellie E
Subject: [External] RE: Blue Clay Road Business Park Express Request
CALMON: Externai email!, Leo not tlikk U,,nks oro'Wn ;,ttodiments unlessyrAl *•e6k Send cL susrtloc ,, �mviras an attachment o
Rggaq5p
Kellie-
Just checking to make sure this was received and is acceptable. If we need any further discussion I want to make sure
we do it in our 5-day window.
Thanks,
Rick
From: Richard (Rick) A. Moore
Sent: Thursday, February 24, 2022 10:33 PM
To: Norris, Kellie E <[e-mail]>; Coudriet, Chris <[e-mail]>
Cc: Hall, Christine <Christine. Hall@ ncdenr.gov>; Weaver, Cameron <[e-mail]>
Subject: RE: Blue Clay Road Business Park Express Request
Kellie-
In regards to your first bullet, Sites D and E were labelled as perennial streams; sites E-J were identified as RPW's. Our
wetland consultant indicated that in her experience, DWR only applies the setbacks to perennial waterbodies, perennial
streams and intermittent streams - which is also how I read 15A NCAC 02H .1019 (6)(b). In her opinion the fact that
these were called RPW's (and not streams) indicates that the firm that did the original delineation and the USACE agreed
they weren't streams (lacking the geomorphology to be designated streams). Therefore only Sites D and E were
provided with the 50' vegetated setback. Sites E-J are still jurisdictional and any impacts to them will be permitted.
In regards to your second bullet, we will provide the appropriate calculations for the forebay sizing based upon the
percentage of the SCM's total drainage basin each forebay receives.
Hopefully this answers your questions.
Thanks,
Rick
From: Norris, Kellie E <kellie. [e-mail]>
Sent: Thursday, February 24, 2022 10:39 AM
To: Richard (Rick) A. Moore <[e-mail]>; Coudriet, Chris <[e-mail]>

Blue C!ay Load Business Park Express Request
Norris, Kellie E <[e-mail]>
Thu 2; 24/2022 10:39 AM
To: Richard (Rick) A. Moore <[e-mail]>; Coudriet, Chris <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
All -
Thank you for the express request for the Blue Clay Road Business Park. Before this project can be scheduled,
please address the following:
The Express Request packet includes a Jurisdictional Determination that identifies specifically RPWs D, E, F,
G, H, 1, and J as non -wetland waters. It is unclear why only RPWs D and E include a 50' vegetated setback,
while F, G,H, I, and J do not. Please remember that all intermittent and perennial surface waters are
required to have a 50' vegetated setback as determined by DWR. Please confirm how these have been
determined to (or to not) have the required 50' vegetated setback.
On the site plan, it appears that some of the ponds have multiple forebays. Please confirm that at the
express meeting calculations will be provided demonstrating that the forebays have been sized
appropriately for their respective contributing drainage areas. Attached is an exhibit I send to everyone
that has multiple forebays proposed to refer to if further information is needed. It is from the old BMP
Manual.
In order for this project to remain in line based on the date the express request was originally received, this
requested information must be submitted within 5 business days.
Thank you-
KeU,iz Betty No-rri s, EIT
Environmental Engineer
01C Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
D�Q�
P-mail correspondence to and; �•om this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

For DEQ Us7-
Request
I�vlewer.
North Carolina Department of Environmental Quality Review
61 a�`���
for Express Permit Review
Time: 10 • C*'V%rW"
Confirm:
RLL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF rile) and vicinity man (same items expected in the application
ap cka_ae of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296.4698;alison.davidsoroncdenr.00v
• Fayetteville and Raleigh Regions -David Lee 919-791-4204; david.leefncdenr oov
• Mooresville and Winston-Salem Regions -Paul Williams 336-776-9631; paul.e.wiO(amsOncdenr pop
• Washington Region -Lyn Hardison 252-948-3842 or Ivn.hard1son0ncdenr oov
■ Wilmington Region -Cameron Weaver 910-796-7265 or cameron.weaver®ncdenrpov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: 21 . 7' Ci AY R^1^R o!^iP E __APK County: NEW HANOVER
Applicant: KEVIN CAISON Company: COUNTY OF NEW HANOVER
Address: 230 GOVERNMENT CENTER DRIVE, STE 195 City: WILMINGTON, State: NC Zip: 28403-
related to this Project
SW _
SW —
SW _
NPDES
NPDES
V.,Q _
WQ _
E&S _
E&S _
Other
Phone: [phone], Fax: [phone], Email: [e-mail] I I
Physical Location:2.0 MILES NORTHEAST OF THE INTERSECTION OF N. KERR AVENUE (SR 1322) AND BLUE CLAY ROAD (SR 1318)
Project Drains into PRINCE GEORGE CREEK waters — Water classification C:SW (DWR Surface Water Classifications Map)
Project Located in NORTH EAST CAPE FEAR River Basin. Is project draining to class ORW waters? N within % mile and draining to class SA waters Li
or within 1 mile and draining to class HQW waters? N
Engineer/Consultant: RICHARD MOORE, PE Company: MCKIM & CREED. INC
Address: 243 N. FRONT STREET City: WILMINGTON. State: NC Zip: 28401-_ E C E I V
Phone: [phone]. Fax: [phone], Email: ramoore5rr ckimcreed.com
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE DEC 0 3 2021
$ # JOBS 9
SECTION ONE: REQUESTING A SCOPING MEETING ONLY BY.
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING J Is R �as )�
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
ElIntennittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions JCr CAC CZe kJ
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres) 5,a
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater• ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
-,I - r `r _4 4 Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density-Bio-Retention _ # Treatment Systems El High Density —SW Wetlands _ # Treatment Systems
❑ High Density Other _ #Treatment Systems / ❑ MOD: El Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide Permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTIO14 THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
For DEQ use on .,
Fees lit for multi le ernrits: Check# To tat Fee Amount$
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW Cl HD, ❑ LD, ❑ Gen)
$
1
401:
$
LQS
$
Stream Deter,_
$
NCDEQ EXPRESS June 2019

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BLUE CLAY ROAD BUSINESS PARK
NEW HANOVER COUNTY, NC
STORMWATER NARRATIVE
Prepared for:
COUNTY OF NEW HANOVER
230 Government Center Drive, Suite 195
Wilmington, NC 28403
Prepared by:
yun0 (leAftk V�I.�M£�CRF.ED
,,6pyru�vy
t "s
Mid k 1ake I T61;3
243 North Front Street
Wilmington, NC 28401
[phone]
Project #00494-0039 (40)
December 20.21
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BLUE CLAY ROAD BUSINESS PARK
STORMWATER NARRATIVE
Table of Contents
DESIGN NARRATIVE
I. EXISTING SITE
II. PROPOSED IMPROVEMENTS
ATTACHMENTS — SUPPORTING INFORMATION
A. USGS QUAD MAP
B. SCS SOIL SURVEY MAP
C. SITE PLANS

. t
Design Narrative
I. Existing Site
The proposed 120.0-acre development, known as Blue Clay Road Business Park, is in New
Hanover County, 2.0 miles northeast of the intersection of N. Kerr Avenue (SR 1322) and Blue
Clay Road (SR 1318). This development will consist of commercial properties, open space, and
public streets. This development consists of approximately 95 acres of commercial
development. The remaining 25 acres consisting of wetlands and will remain undeveloped.
The existing site is undeveloped farmland and woods with vegetation that is primarily row
crops with crop residue, woods, wetlands, and understory growth. A copy of the USGS
quadrangle map is attached indicating project vicinity and general drainage patterns in the
area. The New Hanover County SCS Soil Survey (copy attached) indicates the underlying soils
within the project area predominantly, Leon Sand (Le), Murville Fine Sand (Mu), Pantego loam
(Pn), Stallings fine sand (St), Torhunta loamy fine sand (To), and Wrightsboro fine sandy loam,
0 to 2 percent slopes (Wr). The Hydraulic Soil Group Classifications are B/D, A/D, B/D, C, C,
and C respectively.
The project site is in the Cape Fear River Basin and drains to Prince George Creek. According to
the latest surface water classifications published by NCDEQ Prince George Creek is classified
as C;Sw. Prince George Creek Drains to the North East Cape Fear River (B; Sw, Index-No.18-74-
(47.5)) as illustrated on the attached USGS Topo Map. Wetlands do exist within the site
boundary with approximately 0.5 acres to be disturbed. Wetland impact permitting is being
performed by Land Management Group. These efforts are currently underway. The wetlands
have been delineated and are represented on the attached drawings. The site does not drain to
ORW designated waters; is not within 1h - mile of and draining to SA classified waters; and is
not within 1-mile and draining to HWQ designated waters.
II. Proposed Improvements
The proposed improvements are consistent with most business park developments. The basic
improvements proposed at this time consist of the construction of roadways with shoulder and
ditch cross section, water and sewer utilities, and storm drainage collection and treatment
systems (consisting of four wet detention ponds) to allow for the construction of future
buildings and parking lots. The systems ultimately drain to the North East Cape Fear River via
wetlands and Prince George Creek.

Opt
.P'
� �' � , ' �. +^ moo. � � Y�-_'� •. �" _
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�. BUSINESS PARK
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99
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IV'243 Nwa Frmt Shw!
USGS ENLARGEMENT 2
Phans (91 D)SINC FM UM. F—Z [phone] SCALE:
' m = 2000' /� 5/?OG1
IIL` F�01 G F1ffi

ATTACHMENT A - USGS QUAD MAP

MJS.(L
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ATTACHMENT B - SCS SOIL SURVEY MAP

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Soil Map —New Hanover County, North Carolina
Map Unit Legend
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USDA Natural Resources Web Soil Survey 10/19/2021
ice' Conservation Service National Cooperative Soil Survey Page 3 of 3

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ATTACHMENT C - SITE PLANS

Weaver, Cameron
From: Richard (Rick) A. Moore <[e-mail]>
Sent: Friday, December 3, 2021 4.46 PM
To: Weaver, Cameron
Subject: [External] Blue Clay Road Business Park - express stormwater submittal
Attachments: 2021.12.03_Express Stormwater Submittal Package.pdf
CAUTION. ExternaI email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
ReFort seam_
Cameron -
Please find attached an express stormwater submittal package for Blue Clay Road Business Park on Blue Clay Road in
northern New Hanover County. We do not need any other agencies since we will be permitted for erosion control
through New Hanover County. Wetland and stream impacts are being handled by Land Management Group. Please
review the attached and let us know if you need additional information or what date is available for submittal of our
permitting package to the Express Program for review.
Thank you and have a great weekend!
Rick
Richard (tick) A. Moore, PE, LEED AP I Regional Manager
T 910.343.1048 1 M 910.386.6359
243 North Front Street, Wilmington, NC 28401
ramoore(&mckimcreed.com I www.mckimcreed.com
Voted "Best Firm To Work For" - Zweig Group
o I
o �_____ ___
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