SW1230602_email_20230622

Holland, Brianna
From: Sarah Kilby <[e-mail]>
Sent: Thursday, June 22, 2023 12:10 PM
To: Holland, Brianna
Cc: Jason Gaston; Carrie Caviness; Alex Gotherman; Ed McLean; [e-mail]
Subject: [External] Legacy Soccer Complex - Stormwater Application Admin Review
Attachments: Legacy Soccer Complex-Combined Resubmission_06.19.2023.pdf
CAUTION: External email. Do not click links or open attachments unless verified. Report suspicious emails with the Report Message
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Ms. Holland,
Please see attached package for Legacy Soccer Complex Stormwater Application.The package addresses your
administrative review comments received on 06/12/2023. I'll mail the hard copy this afternoon. Please reach out to me
directly if you have any questions or comments. I appreciate your patience and assistance with this project. This should
meet the requirements and send it for full review.
Sincerely,
Sarah Kilby
Sarah Kilby
Interface Environmental Consulting, LLC.
476 Hidden Pond Rd
Boone, NC 28607
828 773-5523
0
i

6
N T E R F A C E
ENVIRONMENTAL
C O N S U LT I N G
June 22, 2023
NCDEQ Division of Energy, Mineral, and Land Resources
Attn: Brianna Holland and/or Jim Farkas, PE
1612 Mail Service Center
Raleigh, NC 27699-1612
RE: Stormwater Management Permit Application - Legacy Soccer Complex (Rutherford Co.)
To whom it may concern:
This package contains all materials pertinent to a Stormwater Management Permit Application
Administrative Review received on 06/12/2023. An original digital submission and paper copy was
submitted to Mr. Jim Farkas with the State Stormwater Program (including the fee of$505) on
03/20/2023 with admin revision sent on 05/15/2023. The property is owned by RHI Legacy
Foundation, and is located at 520 Piney Ridge Road, Forest City, NC. Please find the following
materials included in this re-submission:
• Brianna Holland Administrative Review Comments with Responses
• Stormwater Management Permit Application (revised)
• Stormwater Management Report(calculations)
• Supplemental EZ Form (revised)
• Stormwater Site Plans (revised pages)
a. Stormwater Pond Details (C-9.2 and C-9.3)
b. Impervious Surfaces Map (S1)
If you have any questions, please don't hesitate to email or call.
Sincerely,
Sarah Kilby
Interface Environmental Consulting, LLC.

Legacy State Stormwater- Admin Review
Response to Comments
Good morning,
We received your application for a new post-construction stormwater permit on 05/30/2023. At this time,
the submission is not administratively complete and cannot be accepted for review in its current condition.
The submission package (and application fee) will be returned as administratively incomplete to the
applicant, Terry Hines, at the following address:
RHI Legacy Foundation, Inc.
Attn: Terry Hines, Executive Director
431 S Main Street
Rutherfordton, NC 28139
If you would like the submission package to be returned to a different individual/address, please let me
know by the end of next week. Please see below for an explanation of unresolved comments.
• The response to comments from the engineer stated, "The turf used meets the specifications in 15A
NCAC 02H . 1055 for permeable pavement by exceeding the requirements. The requirement is
501n1hr, while the specified turf provides 127in/hr. The underlaying material, 5'No. 57 stone, also
meets these requirements."The turf must meet all the specifications in 15A NCAC 02H .1055 to be
considered permeable. Please provide documentation in the plans and calculations exhibiting
adherence to these specifications. Otherwise, revise the package with the synthetic turf accounted
for as BUA.
o If the intention is to meet the specifications of permeable pavement, the following
requirements need to be met that have not.
• Per 15A NCAC 02H .1055 (1) - site-specific soil investigation shall be performed to
establish the hydraulic properties and characteristics within the proposed footprint
and at the proposed elevation of the system.
• Per 15A NCAC 02H .1055 (2) - minimum seasonal high water table separation
requirements must be met.
• Per 15A NCAC 02H .1055 (8) - Calculations must be provided exhibiting that the
system dewaters to the design volume to the bottom of the subgrade surface within 72
hours.
• Per 15A NCAC 02H .1055 (9) - Observation well requirements must be met.
The turf fields specified on the Site Plans will be considered "impervious". The SCM (wet pond) is still
sized appropriately to accommodate this increase in impervious surfaces. The increase in impervious
surfaces have made changes to:
• Site Plans: Sheet C-9.2, Sheet C-9.3 (orifice diameter), and Sheet S1 Impervious Surfaces Map.
• Stormwater Application
• Supplemental EZ Form
• Stormwater Management Report (calculations)
All forms listed above are attached in this submission. For calculations of the SCM, see pages 21-28 of
the Stormwater Management Report.
• Please provide 2x hard copies of revised sheets of the Application with the following:

o Section IV, 10: Drainage Area - Complete the information for each drainage area identified in
Project Information item 9. Because Section IV, 9 lists one SCM, please revise to only include
one Drainage area.
The application, in addition to the Supplemental EZ Form, have been updated to only show 1 high
density SCM- Wet Pond. The ditch remains on the site plans to divert off-site run-off from adjacent
properties, but is not counted as an SCM.
• While not required, it is recommended to provide stage-storage calculations of the forebay so that
the volume requirements can be verified.
See pages 21-28 of the Stormwater Management Report for calculations of the wet pond and
forebay.

DEMLR USE ONLY
Date Received Fee Paid Permit Number
Applicable Rules: ❑ Coastal SW-1995 ❑ Coastal SW-2008 ❑Ph II-Post Construction
(select all that apply) ❑ Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Legacy Soccer Complex
2. Location of Project(street address):
520 Piney Ridge Road
City:Forest City County:Rutherford Zip:28043
3. Directions to project(from nearest major intersection):
2.7 miles NW from the intersection of Alt 74 and US 74
4. Latitude:35° 19'58.00" N Longitude:81° 54'23.78"W of the main entrance to the project.
II. PERMIT INFORMATION:
1.a.Specify whether project is(check one): ®New ❑Modification ❑Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit,list the existing
permit number ,its issue date (if known) ,and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project(check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application,list the stormwater project number,
if assigned, and the previous name of the project,if different than currently
proposed,
4.a.Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major ®Sedimentation/Erosion Control:33.6 ac of Disturbed Area
❑NPDES Industrial Stormwater Z404/401 Permit:Proposed Impacts 0.007ac wetland,147 If stream
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:401 Water Quality Cert.DWR#20221297 Legacy Soccer Complex
11/08/2022.
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes,see S.L.2012-200,Part VI:http:/Iportal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31,2013 Page 1 of 6

III. CONTACT INFORMATION
1.a.Print Applicant/ Signing Official's name and title(specifically the developer,property owner,lessee,
designated government official,individual,etc.who owns the project):
Applicant/Organization:RHI Legacy Foundation,Inc.
Signing Official&Title:Terry Hines,Executive Director
b.Contact information for person listed in item 1a above:
Street Address:431 S Main Street
City:Rutherfordton State:NC Zip:28139
Mailing Address(if applicable):
City: State: Zip:
Phone: [phone] ) Fax: ( L
Email:teri y.hines@rhileg_acy.com
c.Please check the appropriate box.The applicant listed above is:
®The property owner(Skip to Contact Information,item 3a)
❑ Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information,item 2a and
2b below)
❑ Developer*(Complete Contact Information,item 2a and 2b below.)
2.a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address(if applicable):
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Destination by Design
Signing Official&Title:Alex Gotherman,Director of Design
b.Contact information for person listed in item 3a above:
Mailing Address:136 Furman Road,Suite 6
City:Boone State:NC Zip:28607
Phone: (828 ) 386-1866 Fax: ( )
Email:[e-mail]
4. Local jurisdiction for building permits:Rutherford County
Point of Contact:Shane Dotson Phone#: (828 ) 287-6036
Form SWU-101 Version Oct. 31,2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Stormwater will be collected via a series of inlet pipes and directed to a wet pond detention basin or
vegetative swale as depicted on the site plans.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑Approval of a Site Specific Development Plan or PUD Approval Date:
❑Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights,identify the regulation(s)the project has been designed in accordance with:
❑ Coastal SW-1995 ❑Ph II-Post Construction
3. Stormwater runoff from this project drains to the Broad River basin.
4. Total Property Area:55.5 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area:0.86 acres
7. Total Property Area(4)-Total Coastal Wetlands Area(5) -Total Surface Water Area(6) =Total Project
Area+:54.64 acres
+ Total project area shall be calculated to exclude the following: the normal pool of im ounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water(Nw line or Mean High Water
(MHM line,and coastal wetlands landward from the NHW(or MHW) line. The resultant project area is used to
calculate overall percent built upon area(BUA). Non-coastal wetlands landward of the NHW(or MHW)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area/ Total Project Area)X 100 =16.83 %
9. How many drainage areas does the project have?1 (For high density, count I for each proposed engineered
stormwater BMP. For low density and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area_ Drainage Area_ Drainage Area_
Receiving Stream Name Floyd's Creek
Stream Class * C
Stream Index Number* 9-37
Total Drainage Area(so 1357391.68
On-site Drainage Area(sf) 1357391.68
Off-site Drainage Area(so 0
Proposed Impervious Area** sf 400486.86
% Impervious Area** total 29.5%
Impervious"Surface Area Drainage Area 1 Drainage Area_ Drainage Area_ Drainage Area_
On-site Buildings/Lots (sf) 28915.06
On-site Streets (so 39739.76
On-site Parking (so 143199.98
On-site Sidewalks (so 67343.78
Other on-site (so 121288.28
Future(sf) 0
Off-site (so 0
Existing BUA***(so 0
Total (so: 1 400486.86
* Stream Class and Index Number can be determined at: http. portal.ncdenr.org[web/wgZps/csu/classi cations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas,
sidewalks,gravel areas, etc.
Form SWU-101 Version Oct. 31,2013 Page 3 of 6

Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new B UA,
11. How was the off-site impervious area listed above determined?Provide documentation.Off-site impervious
area was determined by georeferenced aerial imagery from AutoCad Online Maps Service.
Protects In Union County: Contact DEMLR Central Office staJJ'to check!f the project is located within a Threatened&
Endangered Species watershed that cony be subject to more stringent stormwater requirements as per 15A NCAC 028,0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance(O&M)forms
must be submitted for each BMP specified for this project, The latest versions of the forms can be downloaded
from htip://portal.ncdenr.org/web/­wq/­ws/su/`bmp-manual.
VT. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy,Mineral and
Land Resources(DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://12ortal,ncdenr.org/web/wq/ws/su/statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://12ortal.ncdenr.org/web wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialen in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from ht ortal.nedennor web w ws/su statesw forms dots.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. ee
2. Original and one copy of the signed and notarized Deed Restrictions&Protective Covenants (1(71
Form.(if required as per Part V11 below)
3. Original of the applicable Supplement Form(s) (sealed,signed and dated)and O&M
agreement(s)for each BMP.
4. Permit application processing fee of$505 payable to NCDENR.(For an Express review,refer to ee
htW://www.envhe]R.or.g/pa es onesto ex ress.htrn]for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative(one to two pages)describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the CC
receiving stream drains to class SA waters within 1/2 mile of the site boundary,include the 1h
mile radius on the map.
7. Sealed,signed and dated calculations(one copy).
8. Two sets of plans folded to 8.5"x 14"(sealed,signed,&dated),including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line of tidal
waters,and any coastal wetlands landward of the MHW or NHW lines.
Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal waters.
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours,proposed contours,spot elevations,finished floor elevations.
1. Details of roads,drainage features,collection systems,and stormwater control measures.
m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations.
Form SWU-101 Version Oct.31,2013 Page 4 of 6

o. Drainage areas delineated(included in the main set of plans,not as a separate document).
p. Vegetated buffers(where required).
9. Copy of any applicable soils report with the associated SHW'I'elevations(Please identify
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DEMLR to verify the SHWI'prior
to submittal, (9I0)796-7378.)
10. A copy of the most current property deed.Deed book:2041 Page No:3895 G�
11. For corporations and limited liability corporations(LLC): Provide documentation from the NC
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secreta[y.state.nc.us/Corporations/CSearch.aWx
3
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http;///portal nedenr.org/webAr/state-
stormwater-forms dogs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineenlason Gaston
Consulting Firm:Valor Engineering,PLLC
Mailing Address:215 Boone Heights Drive
City:Boone State:NC Zip:28607
Phone: f 828 1 386-1866 Fax:
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION(if Contact Information,item 2 I:ns been filled out,complete this
section)
I,(print or type name of person listed in Contact Information,item 2a) certify that I
own the property identified in this permit application,and thus give permission to(print or type name of person
listed in Contact Information, item Ia) with(print or type name of organization listed in
Contact Information,item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct.31,2013 Page 5 of 6

As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DEMLR eutormwater permit reverts back
to me,the property owner.As the property owner,it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature: _ Date:_
I, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this_day of ,and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
1,(print or type name of person Iisted in Contact Information,item la)Teny Hines
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H.1000 and any other applicable state stormwater requirements.
Si T��Lcia�, _ I I� Date
I allotaryPublicfortheStateof Vf)r+t CA E n o�--County of
th0-46i' -3
do hereby certify that I e-rr �t i n' e S personally appeared
before me this�9tay of 20;L and nowledge the due
-e execution of the application for
a stormwater permit. Witness my hand and official seal, dU -
SEAL
My commission expires 0- �j
Form SWU-101 Version Oct.31,2013 Page 6 of 6

Stormwater Management
lydrology for
Legacy Soccer
Park
Location:
520 Piney Ridge Road
Forest City, NC 28043
Prepared by:
DESTINATION
BY
DESIGN
136 Furman Road, Ste. 6 :•� ,oF•• ••�o. ,','
Boone, NC 28607
February 8, 2023
Revised: 06-15-23
-�,vy• � �NSEQ`••
'••. N G Ash ,.•''
' r11411 II L \

Table of Contents
Inroduction....................................................................................................................... 2
Methodology..................................................................................................................... 2
Pre/Post-Development Analysis................................................................................... 2
HydrologicOverview..............................................................................................................................2
POA I Pre/Post-Development Analysis.................................................................................................2
POA 2 Pre/Post-Development Analysis.................................................................................................3
Conclusion &Summary Tables............................................................................................................3
Figures
Figure 1:Location Map
Figure 2:FEMA Flood Panel Map
Figure 3:Pre-development Drainage Map
Figure 4:Post-development Drainage Map
Appendix A: Calculations
Curve Number(CN) Calculations
TR-55 Time of Concentration Input Parameters/Calculations
Wet Extended Detention&SCM Calculations
Appendix B:Hydrograph Summary Data
-1 -

Introduction
This report contains the stormwater impact analysis for The Legacy Soccer Park located
at 520 Piney Ridge Road in Forest City,NC (Figure 1). Currently,the existing site
contains open pasture and a few stands of trees. The proposed project will consist of
multiple new soccer fields, a plaza area with buildings and mini fields, sidewalks, a
maintenance building, associated parking areas,and new landscaping. The site is in the
not in the floodplain according to NCDFIRM 371015380oi dated 07/02/08 (Figure 2).
Methodology
Valor Engineering used the NCDEQ Stormwater Design Manual,the North Carolina
Erosion and Sediment Control Planning and Design Manual,and the North Carolina
Division of Highways Guidelines for Drainage Studies and Hydraulic Design for all
methodologies and design criteria. Destination by Design used the SCS method for all
hydrographs and storage calculations, and time of concentrations (Tc)were calculated
using Technical Release 55. All hydrographs were produced by Hydraflow
Hydrographs®Version 2004 by InteliSolve and InRoads Civil Site Suite and Microsoft
Excel were used for pipe and drainage structure analysis. For further details and
methodology,refer to Appendix A for calculations and Appendix B for hydrographs.
Pre/Post-Development Analysis
Hydrologic Overview
The project area may be considered as two drainage basins both prior to and after
development. Points of Analysis (POA's) were established at downstream property
locations where stormwater runoff is anticipated to leave the property or at critical
locations in the stormwater system. These POA's remain in the same location pre to
post-development and establish quantified reference points for all hydrologic analysis.
All post-development peak flows (Qpeak) at the POA's are attenuated to be no greater
than the pre-development Qpeak's for the 25-yr storm event.
POA 1 PrelPost-Development Analysis
Prior to development, Basin 1 consists of open pasture,a portion of the existing
subdivision (offsite) to the east,and a few tree stands. Currently, stormwater flows to
the East where it enters an existing stream and leaves the site (POA 1).
Post-development, Basin 1 is reduced in size and consists of a portion of the proposed
landscape areas behind the back-of-curb, a portion of the existing subdivision(offsite) to
the east,and a few tree stands. Because of the reduction in drainage basin area, all post-
development Qpeak's at POA 1 were below the pre-development Qpeak's without the
need for a stormwater pond. For a more detailed summary,refer to the summary tables
under"Conclusion and Summary Tables." No proposed impervious area flows to this
POA.
-2-

POA2 Pre/Post-Development Analysis
Prior to development, Basin 2 consists of open pasture,a portion of the existing
subdivision (offsite) to the northwest, and a few tree stands. Currently, stormwater
flows to the South where it enters an existing stream and leaves the site (POA 2).
Post-development,Basin 2 is broken into two subbasins: Basin 2A,which drains to the
Wet Extended Detention Pond, and Basin 2B,which by-passes the pond. Basin 2A shall
include the new soccer fields,the plaza area with buildings and mini fields, sidewalks,
the maintenance building,parking areas, and new landscaping. Basin 2B shall include
the by-pass from the offsite subdivision to the Northwest and landscape areas. All post-
development Qpeak's at POA 2 were attenuated below the pre-development Qpeak's.
For a more detailed summary,refer to the summary tables under"Conclusion and
Summary Tables."
Conclusion & Summary Tables
Valor Engineering concludes that the proposed development and the proposed Wet
Extended Detention Pond will provide adequate storm water runoff attenuation and
water quality.
Table 1: Basin Area Summary
Pre-Development Post-Development
Basin ID Areas (Acres) Area (Acres)
Basin 1 33.76 14.83
Basin 2 28.66 30.2717 32
62.42 62.42
Table 2: Curve Number (CN) Summary
Pre-Development Post-Development
Basin ID CN CN
Basin 1 61.3 62.3
Basin 2A 77.8
60.6
Basin 2B 60.7
Table 3: Time of Concentration,Tc Summary
Pre/Post Pre/Post Pre/Post Pre- Post-
Sheet Flow Shallow Channel Developed Developed
Basin (min) Conc. Flow Flow (min) Tc (min) Tc (min)
Basin 1 70.7 / 47.7 2.1 / 1.6 8.7 / 5.9 81.5 55.1
Basin 2A / 61.1 / 0.9 / 2.1 64.1
78.1 2.2 13.4 93.7
Basin 2B / 78.1 / 1.8 / 9.1 89.0
-3 -

Table 4: 24-hr
Rainfalls
Return - our
Period Rainfall
1 3.21
2 3.87
5 4.84
10 5.61
25 6.66
NOAA Atlas 14, Volume 2, Version 3 Wes,
Location name: Forest City, North Carolina, USA* "'�
Latitude: 35.3285*, Longitude: -81.9083*
® Elevation: 1027.28 ft**
source: ESRI Maps
**source: USGS
Table 5: Qpeak Summaries
POA 1
Return Pre-Developed Post-Developed A Qpeak % Increase
Period Flow (Qpeakr cfs) Flow (Qpeakr CfS) (cfs) Qpeak
1 4.47 2.89 -1.58 -35.3%
2 8.61 5.53 -3.08 -35.8%
5 16.52 10.40 -6.12 -37.0%
10 23.90 14.85 -9.05 -37.9%
25 34.99 21.46 -13.53 -38.7%
POA 2
Return Pre-Developed Post-Developed A Qpeak % Increase
Period Flow (Qpeakr cfs) Flow Opeakr CfS) (cfs) Qpeak
1 3.23 2.34 -0.89 -27.6%
2 6.30 4.36 -1.94 -30.8%
5 12.23 10.96 -1.27 -10.4%
10 17.84 15.66 -2.18 -12.2%
25 1 26.35 25.43 -0.92 -3.5%
-4-

Figures

FIGURE 1: LOCATION MAP
Proposed Site
G011ec '&V TChrismas Station -
i [CC
Trails ,
&Buffalo Wings`}r
o -
Adaville Baptist Cemetery _
chQ © --' Supercenter�
Westwood?lay&Learn
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9Melon Auto Sales staples
Hardin Rentals&Sales
41
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Water Treatment '
Oakload HeEgMs a`
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Pet Center
Olive Meats Cheese Hightech AutomotiveQ
6 �
Tri City Baptist Church©
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FIGURE 2: FEMA PANEL
Proposed Site
-t
4 �
Flood Hazard Areas
Zone VE
Zones A.A99.V
Zones AE,AH,AO,AE:1%Annual Chance
Flood Hazard Contained In Structure,1%
Annual Chance Flood Hazard Canditions
Zone AE:Floodway, 1 Annual Chance
f.
Flood Hazard Conditions: Floodway, 1%
a. Future Conditbris Conta lned l n Channel:
- • Floodway
Zone AE:Community Encroachment Area,
* ■ 1Annual Chance Flood Hazard
Conditions:Community Encroachment
Area
0.2%Annual Chance Flood Hazard
Contained In Channel,0.2%Annual
Chance Flood Hazard
Zone :1 Future Conditions.1%Future
Conditions Contained In Channel.X.1
Future Conditions Conta fined 1n Structure
■ 1%Future Con ditionsContainedIn
Channel:Community Encroachment Area
ZoneX:Protected By Levee
Zone D
Open Water
Zone x

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Appendix A:
Calculations

Calculations:
Curve Number Calculations

Curve Number Calculations: Pre-
Development
Pre Basin 1
Total Acres 33.76
Acres CN
Impervious Surface 1.41 98.0
Existing Open Space (Good Condition) 25.10 61.0
Woods (Good) 1 7.251 55.0
Composite CN: 33.76 61.3
Pre Basin 2
Total Acres 28.66
Acres CN
Impervious Surface 1.32 98.0
Existing Open Space (Good Condition) 17.21 61.0
Woods (Good) 1 10.13 55.0
Composite CN: 28.66 60.6

Curve Number Calculations: Post-
Development
Post Basin 1
Total Acres 14.83
Acres CN
Existing Impervious Surface 1.16 98.0
Proposed Impervious Surface 0.00 98.0
Existing Open Space (Good Condition) 8.63 61.0
Proposed Disturbed Pervious Open Space 0.90 63.0
Woods (Good) 4.14 55.0
Composite CN: 14.83 62.3
Post Basin 2A
Total Acres 30.27
Acres CN
Existing Impervious Surface 0.46 98.0
Proposed Impervious Surface 6.41 98.0
Existing Open Space (Good Condition) 1.68 61.0
Proposed Disturbed Pervious Open Space 24.31 63.0
Woods (Good) 0.89 55.0
Composite CN: 33. 55 77.8
Post Basin 2B (By-Pass)
Total Acres T17.32
Acres CN
Existing Impervious Surface 1.11 98.0
Proposed Impervious Surface 0.00 98.0
Existing Open Space (Good Condition) 6.84 61.0
Proposed Disturbed Pervious Open Space 1.31 63.0
Woods (Good) 8.06 55.0
Composite CN: 17.32 60.7

Calculations:
Tc Calculations

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 150.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 2.00 0.00
Travel Time (min) = 52.76 + 17.95 + 0.00 = 70.71
Shallow Concentrated Flow
Flow length (ft) = 350.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.79 0.00 0.00
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 2.30 0.00 0.00
Flow length (ft) = 1200.0 0.0 0.0
Travel Time (min) = 8.69 + 0.00 + 0.00 = 8.69
Total Travel Time, Tc .............................................................................. 81.48 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 200.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 1.50 0.00
Travel Time (min) = 52.76 + 25.35 + 0.00 = 78.11
Shallow Concentrated Flow
Flow length (ft) = 300.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.28 0.00 0.00
Travel Time (min) = 2.19 + 0.00 + 0.00 = 2.19
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 1.50 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 1.99 0.00 0.00
Flow length (ft) = 1600.0 0.0 0.0
Travel Time (min) = 13.37 + 0.00 + 0.00 = 13.37
Total Travel Time, Tc .............................................................................. 93.67 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
POST Basin 1 (POST POA 1)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 175.0 125.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 3.00 4.00 0.00
Travel Time (min) = 35.93 + 11.76 + 0.00 = 47.69
Shallow Concentrated Flow
Flow length (ft) = 300.00 0.00 0.00
Watercourse slope (%) = 4.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.23 0.00 0.00
Travel Time (min) = 1.55 + 0.00 + 0.00 = 1.55
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 2.30 0.00 0.00
Flow length (ft) = 815.0 0.0 0.0
Travel Time (min) = 5.90 + 0.00 + 0.00 = 5.90
Total Travel Time, Tc .............................................................................. 55.14 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
POST Basin 2A (to Pond)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 50.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 1.50 0.00
Travel Time (min) = 52.76 + 8.36 + 0.00 = 61.12
Shallow Concentrated Flow
Flow length (ft) = 200.00 0.00 0.00
Watercourse slope (%) = 5.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.61 0.00 0.00
Travel Time (min) = 0.92 + 0.00 + 0.00 = 0.92
Channel Flow
X sectional flow area (sqft) = 1.76 0.00 0.00
Wetted perimeter (ft) = 4.70 0.00 0.00
Channel slope (%) = 2.50 0.00 0.00
Manning's n-value = 0.010 0.015 0.015
Velocity (ft/s) = 12.20 0.00 0.00
Flow length (ft) = 1500.0 0.0 0.0
Travel Time (min) = 2.05 + 0.00 + 0.00 = 2.05
Total Travel Time, Tc .............................................................................. 64.09 min

TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
POST Basin 2B (By-Pass)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.600 0.240 0.011
Flow length (ft) = 200.0 200.0 0.0
Two-year 24-hr precip. (in) = 3.87 3.87 0.00
Land slope (%) = 1.50 1.50 0.00
Travel Time (min) = 52.76 + 25.35 + 0.00 = 78.11
Shallow Concentrated Flow
Flow length (ft) = 300.00 0.00 0.00
Watercourse slope (%) = 3.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.79 0.00 0.00
Travel Time (min) = 1.79 + 0.00 + 0.00 = 1.79
Channel Flow
X sectional flow area (sqft) = 3.00 0.00 0.00
Wetted perimeter (ft) = 5.00 0.00 0.00
Channel slope (%) = 2.50 0.00 0.00
Manning's n-value = 0.065 0.015 0.015
Velocity (ft/s) = 2.57 0.00 0.00
Flow length (ft) = 1400.0 0.0 0.0
Travel Time (min) = 9.07 + 0.00 + 0.00 = 9.07
Total Travel Time, Tc .............................................................................. 88.96 min

Calculations:
Wet Extended Detention & SCM Calculations

Pond Report
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:28 PM
Pond No. 3 - POND
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft)
0.00 1016.00 13,480 0 0
1.00 1017.00 18,942 16,211 16,211
2.00 1018.00 22,543 20,743 36,954
3.00 1019.00 25,254 23,899 60,852
4.00 1020.00 28,078 26,666 87,518
5.00 1021.00 33,990 31,034 118,552
6.00 1022.00 36,643 35,317 153,869
7.00 1023.00 39,352 37,998 191,866
8.00 1024.00 42,117 40,735 232,601
9.00 1025.00 44,940 43,529 276,129
10.00 1026.00 47,819 46,380 322,509
11.00 1027.00 50,754 49,287 371,795
12.00 1028.00 53,746 52,250 424,045
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 36.00 3.00 6.00 6.00 Crest Len(ft) = 16.00 0.00 0.00 0.00
Span(in) = 36.00 3.00 18.00 18.00 Crest El.(ft) = 1026.50 0.00 0.00 0.00
No.Barrels = 1 1 1 1 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.(ft) = 1015.00 1020.00 1023.00 1025.25 Weir Type = Riser --- --- ---
Length(ft) = 100.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 2.00 0.00 0.00 0.00
N-Value = .010 .013 .013 .013
Orif.Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes Yes Exfiltration= 0.000 in/hr(Contour) Tailwater Elev. = 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Elev(ft) Stage/ Discharge Elev(ft)
1030.00 1030.00
1028.00 1028.00
1026.00 1026.00
1024.00 1024.00
1022.00 1022.00
1020.00 1020.00
1018.00 1018.00
1016.00 1016.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 110.00
Total Q Culy B Culy C Culy D Discharge(cfs)
WeirA

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Permanent Pool Surface Area Calculations
Wet Pond Drainage Area(A): 1,357,391 sf
BUA(so: 400,487 sf
% Impervious(I): 29.5%
Permanent Pool Average Depth 4 ft
SA/DA(from Table) 0.94
Minimum Permanent Pool Surface Area: 12,759 sf
Provided Permanent Pool Surface Area: 28,078 sf
OK
Water Quality Volume Calculations
WQv=3630 x 1"x Rv x A(acres)
Rv=0.05+0.009(I)
Rv= 0.3155
Minimum Required WQv= 35,692 cf
Provided WQv(Permanent Pool Volume) 87,518 cf
OK
Forebay Volume Calculations
Forebay Volume: 14,860 cf
Permanent Pool Volume 87,518
% Forebay Volume(15-20%): 16.98%
OK
Forebay Nonerosive Velocity Calculations
Width of Weir: 6 ft
Length of Weir: 48 ft
Flow Rate for 1-inch Storm Event: 0.33 cfs
Depth of Flow Over Weir: 0.0168 ft
Flow Area: 0.8064 ft2
Velocity: 0.409 ft/sec
OK

Drawdown Time Calculations
Q=CDA(2gHo)o.s
Q=Dischage(cfs)
CD=Coefficient of discharge(unitless)
A-Cross Sectional Area of orifice entrance(so
g=Acceleration of gravity(32.2 ft/seC2)
Ho-Driving Head from water surface to centroid of
orifice(ft). **usually use Ho/ 3 to compute
drawdown through an orifice to reflect the fact
that the head is decreasing as drawdown occurs.
CD= 0.6
Orifice Diameter(inches) 3 inches
A= 0.04909 sf
g= 32.2 ft/seC2
Ho= 1.075 ft
Ho/ 3 (for drawdown) = 0.3583
Q= 0.14148 cf/sec
Volume for drawdown(WQv) = 35,692 cf
Drawdown Time in Seconds 252,271 sec
Drawdown Time(2-5 days) 2.92 days
OK

Bouyant Force on any boded. i/ s equal to the weight of the fluid displaced i
Bouyant Force=Fz'-Fz(if=0,in equilibrium. ]
Fz= Weight of Object
Fz' = Weight of Fluid Displaced
Fz gWater= 62.4 lb/ft3
gconcrete= 145 lb/ft3
Riser Dimensions(Outside
Width(W) _
Fz Length(L) _
Height(H) =F
Total Volume of Water Displaced= 262.5
Fz' = 16,380
Concrete Thickness(T) = 0.5
T n Total Volume Of Concrete
AR.A (exculding bottom) = 94.5
Orifice A Diameter(in) = 5
W IR A FACE Orifice A Lost Force= 10
AREA r Orifice B Diameter in = 0
t 1 (� )
Orifice B Lost Force= 0
r Outlet Pipe Diameter(in) = 36
tr Outlet Pipe Lost Force= 512
/ Weir A Face Area(ft) = 0.75
Weir A Lost Force= 54.375
r B
/ OWOM OF POND WeiWe r B Lost Force= 54.375
B Concrete Top on Riser? Yes
�W Additional Force from Top= 1812.5
Fz= 14,884
Fz'-Fz= 1,496
Status of Structure= Floating
B(Additional Concrete Bottom) = 1.5
Additional Weight= 5437.5
New Fz'-Fz= -3941.39
OK!Not FloaLl

Appendix B :
Hydrograph Summary Data

Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 4.47 8.61 ------- 16.52 23.90 34.99 ------- ------- PRE Basin 1 (PRE POA 1)
2 SCS Runoff ------- 3.23 6.30 ------- 12.23 17.84 26.35 ------- ------- PRE Basin 2(PRE POA 2)
4 SCS Runoff ------- 2.89 5.53 ------- 10.40 14.85 21.46 ------- ------- POST Basin 1 (POST POA 1)
5 SCS Runoff ------- 19.93 28.45 ------- 41.77 52.76 68.09 ------- ------- POST Basin 2A(to Pond)
6 Reservoir 5 1.06 2.78 ------- 5.40 7.29 12.78 ------- ------- 2A->Pond
7 SCS Runoff ------- 2.02 3.94 ------- 7.65 11.15 16.45 ------- ------- POST Basin 2B(By-Pass)
8 Combine 6,7 2.89 4.94 ------- 11.67 16.45 25.54 ------- ------- POST POA 2
Proj. file: Forest City Hydrology Calcs.gpw Friday, Feb 17 2023, 10:06 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Data:
PRE POA 1
Pre Basin 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 4.47 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=56,532 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 -- 1 Yr Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 8.61 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=93,849 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 --2 Yr Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 16.52 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 159,360 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 --5 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 23.90 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=218,346 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Feb 17 2023, 10:9 AM
Hyd. No. 1
PRE Basin 1 (PRE POA 1)
Hydrograph type = SCS Runoff Peak discharge = 34.99 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 33.760 ac Curve number = 61.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 81.50 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=306,379 cuft
PRE Basin 1 (PRE POA 1)
Q (cfs) Hyd. No. 1 -- 25 Yr Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 1 Time (hrs)

Hydrograph Summary Data:
POST POA 1
Post Basin 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12 AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 2.89 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=26,542 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 1 Yr Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12 AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 5.53 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=43,391 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 --2 Yr Q (cfs)
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 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12 AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 10.40 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=72,722 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 5 Yr Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12 AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 14.85 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=98,976 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 10 Yr Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 4 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:12 AM
Hyd. No. 4
POST Basin 1 (POST POA 1)
Hydrograph type = SCS Runoff Peak discharge = 21.46 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 14.830 ac Curve number = 62.3
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 55.10 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=137,992 cuft
POST Basin 1 (POST POA 1)
Q (cfs) Hyd. No. 4 -- 25 Yr Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 4 Time (hrs)

Hydrograph Summary Data:
PRE POA 2
Pre Basin 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 3.23 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=45,303 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 -- 1 Yr Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 6.30 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=76,068 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 --2 Yr Q (cfs)
7.00 7.00
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 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 12.23 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 130,392 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 --5 Yr Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 17.84 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 179,525 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:14 AM
Hyd. No. 2
PRE Basin 2 (PRE POA 2)
Hydrograph type = SCS Runoff Peak discharge = 26.35 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 28.660 ac Curve number = 60.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 93.70 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=253,081 cuft
PRE Basin 2 (PRE POA 2)
Q (cfs) Hyd. No. 2 -- 25 Yr Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 2 Time (hrs)

Hydrograph Summary Data:
POST POA 2
Post Basin 2A->Pond 1 + Post Basin 2B

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A(to Pond)
Hydrograph type = SCS Runoff Peak discharge = 19.93 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 140,267 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 -- 1 Yr Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A (to Pond)
Hydrograph type = SCS Runoff Peak discharge = 28.45 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 195,677 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 --2 Yr Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A (to Pond)
Hydrograph type = SCS Runoff Peak discharge = 41.77 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=283,030 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 -- 5 Yr Q (cfs)
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 3 5 8 11 13 16 19 21 24 27
— Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A (to Pond)
Hydrograph type = SCS Runoff Peak discharge = 52.76 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=355,860 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5 -- 10 Yr Q (cfs)
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 3 5 8 11 13 16 19 21 24 27
— Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:16 AM
Hyd. No. 5
POST Basin 2A(to Pond)
Hydrograph type = SCS Runoff Peak discharge = 68.09 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 30.270 ac Curve number = 77.8
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 64.10 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=458,596 cuft
POST Basin 2A (to Pond)
Q (cfs) Hyd. No. 5-- 25 Yr 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 3 5 8 11 13 16 19 21 24 27
Hyd No. 5 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:28 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 0.87 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1023.20 ft
Reservoir name = POND Max. Storage = 200,021 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=110,956 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 1 Yr Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 2.53 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1023.59 ft
Reservoir name = POND Max. Storage = 215,735 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=165,541 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 --2 Yr Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 4.75 cfs
Storm frequency = 5 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1024.64 ft
Reservoir name = POND Max. Storage = 260,236 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=251,905 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 5 Yr Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 Ll0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 6.92 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1025.56 ft
Reservoir name = POND Max. Storage = 302,003 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=323,608 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 10 Yr Q (cfs)
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 10 19 29 39 48 58 68 77 87 97
Time (hrs)
— Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:29 PM
Hyd. No. 6
2A-> Pond
Hydrograph type = Reservoir Peak discharge = 13.74 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 5 Max. Elevation = 1026.63 ft
Reservoir name = POND Max. Storage = 353,638 cuft
Storage Indication method used. Wet pond routing start elevation=1020.00 ft. Hydrograph Volume=425,398 cuft
2A -> Pond
Q (cfs) Hyd. No. 6 -- 25 Yr 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 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 6 Hyd No. 5

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19 AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 2.02 cfs
Storm frequency = 1 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 3.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=27,484 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 1 Yr Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19 AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 3.94 cfs
Storm frequency = 2 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 3.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=46,070 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 --2 Yr Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
— Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19 AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 7.65 cfs
Storm frequency = 5 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 4.84 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=78,861 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 5 Yr Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19 AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 11.15 cfs
Storm frequency = 10 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 5.61 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume= 108,501 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 10 Yr Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday, Feb 17 2023, 10:19 AM
Hyd. No. 7
POST Basin 2B (By-Pass)
Hydrograph type = SCS Runoff Peak discharge = 16.45 cfs
Storm frequency = 25 yrs Time interval = 2 min
Drainage area = 17.320 ac Curve number = 60.7
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 89.00 min
Total precip. = 6.66 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=152,853 cuft
POST Basin 2B (By-Pass)
Q (cfs) Hyd. No. 7 -- 25 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27
Hyd No. 7 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:35 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 2.34 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume= 138,440 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 1 Yr Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:35 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 4.36 cfs
Storm frequency = 2 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=211,610 cuft
POST POA 2
Q (cfs) Hyd. No. 8 --2 Yr Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:35 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 10.96 cfs
Storm frequency = 5 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=330,766 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 5 Yr Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:36 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 15.66 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=432,109 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 10 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday,Jun 15 2023,4:36 PM
Hyd. No. 8
POST POA 2
Hydrograph type = Combine Peak discharge = 25.43 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyds. = 6, 7
Hydrograph Volume=578,252 cuft
POST POA 2
Q (cfs) Hyd. No. 8 -- 25 Yr Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 9 17 26 35 43 52 61 69 78 87 95
Time (hrs)
Hyd No. 8 — Hyd No. 6 Hyd No. 7

SUPPLEMENT-EZ COVER PAGE
LOAD SUPPLEMENT FORMS
PROJECT INFORMATION
1 Project Name Legacy Soccer Complex
2 Project Area ac 54.64
3 Coastal Wetland Area ac 0
4 Surface Water Area ac 0.86
5 Is this project High or Low Density? High
6 1 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.10031
7 1 Width of vegetated setbacks provided feet 30
r98
Will the ve etated setback remain ve etated? Yes
If BUA is proposed in the setback,does it meet NCAC 02H.1003 4 c-d? Yes
Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting RWH 0
18 Green Roof 0
19 Level Spreader-Filter Strip LS-FS 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
LOAD SUPPLEMENT FORMS
DESIGNER CERTIFICATION
27 Name and Title: Jason Gaston,PLLC
28 Organization: Valor Engineering
29 Street address: 215 Boone Heights Drive#107
30 City,State,Zip: Boone,NC 28607
31 Phone numbers : 828-386-1866
32 Email: i [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
:OPZH GARp'
•0f E SSIp ���,�: Jason Gaston
EAL Signature of Designer
03523
v�S NEEP���:
ON G ASS
'.''....I" 05/15/2023
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1
4 Type of SCM Wet Pond
5 Total drainage area(sq ft) 1436719.15 1357391.68
6 Onsite drainage area(sq ft) 1380078.63 1357391.68
7 Offsite drainage area(sq ft) 22686.95 0
8 Total BUA in project(sq ft) 400487 sf 400487 sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft) sf sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 400487 sf 400487 sf
11 Offsite BUA(sq ft) sf sf
12 Breakdown of new BUA not on subdivided lots:
Parking(sq ft) 143200 sf 143200 sf
Sidewalk(sq ft) 67344 sf 67344 sf
Roof(sq ft) 28915 sf 28915 sf
Roadway(sq ft) 39740 sf 39740 sf
Future(sq ft) sf sf
Other,please specify in the comment box
below(sq ft) 121288 sf 121288 sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft) sf sf
New infiltrating permeable pavement not on
14 subdivided lots(sq ft) sf sf
Existing BUA that will remain(not subject to
15 permitting)(sq ft) sf sf
16 Existing BUA that is already permitted(sq ft) sf sf
17 Existing BUA that will be removed(sq ft) sf sf
18 Percent BUA 28% 30%
19 Design storm(inches) 1.0 in 1.0 in
20 Design volume of SCM(cu ft) 424045 cf 424045 cf
21 Calculation method for design volume SCS SCS
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
"Other impervious"is comprised of turf soccer fields which drain via an
underdrain system to the wet pond.A diversion ditch/swale will be used on
the western portion of the parcel to divert off-site runoff from the project site
and is included on the site plans.This ditch is not considered an SCM per
See attached Stormwater Management Report for calculations.Design Volume(SCS)can be found
on page 22.Simple Method for the wet pond and forebay is found on pages 26 and 27.

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NOT FOR CONSTRUCTION - FOR REVIEW PURPOSES ONLY
DA-2
(TO SWALE)
DA- 1
(TO WET POND) EXISTING GRAVEL
DRIVEWAY
d
13
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ri
l \
l
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PROPOSED
SWALE AND ENERGY
DISSIPATER .007AC OF WETLAND AND 147 LN FT
F STREAM
IMPACTED (401/404 APPROVAL)TO BE
i
n 1
•
e _
i
PROPOSED
WET POND WITH
FOREBAY
RHI LEGACY FOUNDAT ON , NC .
BK 2041 PG 3903
0 160 320
Feet
LEGEND MPERV OUS
BUILDINGS 28915 . 06 sq ft
PROPERTY BOUNDARY ±55.5ac STREETS 39739 . 76 sq ft
DISTURBANCE AREA PARKING LOTS 143199 . 98 sq ft
STREAMS SIDEWALK 67343 . 78 sq ft
TOP OF STREAM BANK OTHER (TURF) 121288 . 28 sq ft
30' STREAM BUFFER
PROJECT SITE DRAINAGE AREAS TOTAL 400486 . 86 sq ft
IMPERVIOUS
IMPERVIOUS PROJECT AREA 54. 64 acres
ROADWAY/STREET IMPERVIOUS % 16 . 83%
0 SIDEWALKS
BUILDINGS
PARKING NON — HATCHED AREAS INCLUDE SEE STORMWATER MANAGEMENT
OFF-SITE PERVIOUS SURFACES REPORT FOR MORE DETAILS
NCLUD NG , GRASS , TREES ,
OTHER (TURF) ETC .
Sheet DATE: 1.
MPERV OUS AREAS
INTERFACE ENVIRONMENTAL CONSULTING, LLC
LEGACY SOCCER COMPLEX DRAWN BY: 476 HIDDEN POND RD
DESTINATION BY DESIGN CHECKED BY.- BOONE, NC 28607 FOREST CITY, NORTH CAR O LI NA No. REVISIONS DATE BY I