SW1221201_Stormwater Report_20221215

BRO" C)KS Planning & Project Management / Civil Engineering / Surveying
Soil Scienca Services / Environmental Engineering & Services
EN G i N FFRI NO Ass cl CIATES 17 Arlington Street / Asheville NC 28801 / wwabroolcsea,com 1828-232-4700
JAMES RIVER EQUIPMENT
BUNG®MBE C®I, NTY9 NORTH CAROLINA
STORMWATER MANAGEM,ENT,
EROSION AND HEDIMENTATION CONTROL:
NARRATIVE AND CALCULATIONS
PREPARED FOR:
JRE MILLS RIVER, LLC
CONTACT: DAN METCALF
11047 LEADBETTER ROAD
ASHLAND, VA 23005
CArR
PREPARED BY:
MARK BRDDKS, PE
BROOKs ENGINEERINI3 ASSOCIATES, PA
1 5 ARLINGTON ST -- ASHEVILLE, NC 28801
ORIGINAL: 1 1/O2/2022
REVISED: 1 2/1 4/2022

TABLE OF CONTENTS
Project Narrative and Methodology.................................................................. Section 1.0 - 4.0
Current Property References — Deeds, Plat, Easement Agreements, Secretary of State....... Appendix A
NOAA Precipitation Charts, USGS Quad, FEMA Flood and NRCS Maps, Soils Report.... Appendix B
Pre and Post Development Drainage Maps ......................................................... Appendix C
HydroCAD Routing Diagram........................................................................ Appendix D
Pre and Post Developed Hydrographs............................................................... Appendix E
Stage/Storage, Stage/Discharge, Draw -Down, and WQV Calculations ....................... Appendix F
Stormwater Conveyance, Energy Dissipation, and ESC Calculation Tables ................. Appendix G
Stormwater Operation and Maintenance (O&M) Manual ....................................... Appendix H

1.0 PROJECT NARRATIVE
1.1 Summary & Design Parameters
The included calculations, specifications, and accompanying engineering plans are provided in order to
demonstrate compliance of the project design with NCDEQ Stormwater, Erosion, and Sedimentation
Control per 15A NCAC 02H and the NCDEQ Stormwater BMP Manual. The 16.61 acre subject property
is to be developed into a commercial equipment sales facility, requiring land disturbance of
approximately 13.69 acres. To ensure that these operations are lawful under the NCDEQ Ordinance,
measures will be provided which aid in sediment trapping, surface stabilization, stormwater conveyance,
stormwater discharge/outlet stabilization, post -construction stormwater quality treatment, and post -
construction peak discharge mitigation. In addition to outlining the construction and implementation of
these measures, this report will also outline the required site reporting and notifications through the
duration of the project.
1.2 Existing Conditions
The subject site is located on Fanning Fields Road, Henderson County, North Carolina, PIN 9642-15-
4293 (see Appendix A for current property references, including Deeds, Plat, and Easement Agreements
with adjoining and landlocked parcels). Publicly available resources relevant to the project can be found
in Appendix B, including the current printed USGS quadrangle map with site location and surrounding
land use, FEMA Flood Panel, NOAA Atlas 14 Point Precipitation Charts, and NRCS Soil Survey results
(soil characteristics, hydrologic soil group (HSG), and estimated depth to water table) for the project area
The 16.61 acre site's use is currently undeveloped, consisting of an open field and wooded areas, with soil
types Co, DeB, HyC, HyE, and TeC (all soils on site are reported to be HSG Q.
Runoff from the site drains overland to MCDOWELL CREEK (INDEX: 6-58 CLASS: C), which drains
to the FRENCH BROAD RIVER (INDEX: 6-(54.75), CLASS: Q. The entirety of the site discharges to
McDowell Creek which is located on the western border of the subject property.
1.3 Proposed Disturbance
Land disturbance will be performed in 3 phases. The first phase will provide sediment loss protection
during Clearing and Grubbing operations through installation of perimeter measures including a stabilized
construction entrance to protect against vehicle tracking of sediment onto public roads, silt fence with

reinforced stabilized outlets for water filtration and sediment capture, and 2 skimmer sediment basins
with associated temporary and permanent diversions to provide capture of runoff and allow for discrete
particle settlement. The second phase covers the period where Mass Grading activities will take place on
the site, specifically rough grading of roads and building pads. This phase includes maintenance of the
existing Phase 1 measures, utilization of diversions and slope drains to protect slopes as they are brought
to final grade and stabilized with matting and vegetation, and also installation of several components of
the permanent stormwater conveyance system with appropriate inlet and outlet protection devices. The
final phase covers achieving Final Surface Stabilization through the installation of remaining utilities such
as water, sewer, and post -construction stormwater control measures, final construction of the roads, and
forming of concrete elements such as gutter and sidewalks. Specifically, this phase delineates the
inlet/outlet protection measures to be maintained until adequate stabilization is achieved and the steps
included in conversion to full utilization of the post -construction stormwater facilities as well as removal
of all temporary sediment devices. In accordance with NCDEQ standards, all erosion control measures
are designed for the 10-year storm event.
1.3 Post -Development Conditions
The proposed build -out for commercial property includes a sales and maintenance building, storage
building, wash pad, asphalt parking lot, and gravel pad. Stormwater runoff will be collected through
swales that will run the perimeter of the gravel pad. A stormwater collection system will be used to
covey the proposed roof leaders to the swales. This runoff will be conveyed to one of two bioretention
ponds. Each of these Stormwater BMPs have been designed to treat the Water Quality Volume
resulting from the first inch of rainfall in its associated subcatchment for minimum 85% TSS removal,
to and to safely pass the 25-year/24-hour storm through the system's outlet controls. Runoff volume
drawdown time shall be a minimum of 48 hours, but not more than 120 hours.
2

2.0 STORMWA TER CONTROL MEASURE CALCULATION PROCEDURES
2.1 Water Quality Volume (WQV)
Bioretention ponds will be provided to treat the runoff from the development and achieve 85% Total
Suspended Solids removal. The required storage/treatment volume for each stormwater control measure
was determined in accordance with the "Simple Method for Runoff Volume" as outlined in the NCDEQ
Stormwater BMP Manual, Part B: Calculations Guidance. This method calculates the WQV as the runoff
resulting from the first F of rainfall in each stormwater control measure watershed. Please see the WQV
calculations included in Appendix F.
2.2 Water Quantity
The SCS Method using a 24-hour, Type II storm was used to determine the pre -developed and developed
annual peak stormwater discharges generated from this site. The HydroCAD runoff routing program was
used to determine these peak flows and storm volumes as well as routing through the bioretention ponds
and bypass areas. Stage/discharge rates for the systems were determined based on storage, culvert,
orifices and weir equations within Hydrocad.
Calculations for the 25-year storm event were performed to show the bioretention ponds are adequately
sized to pass the 25-year storm event. Rip -rap aprons are provided along with outlet control structures for
primary drainage from basin areas.
2.3 Results
The following table shows the pre/post runoff rates for the project. As can be seen, there is no increase in
the 1-year, 24-hour storm peak discharge rate at the study points. It is also shown that for this
development, both the 25-year, 24-hour storm and 50-year, 24-hour storm will pass safely through the
system's outlet control structures before exceeding the system's total storage capacity.
PEAK RUNNOFF SUMMARY
Basin Name
1-Year
25-Year
25-Yr Pondin2
50-Yr Ponding
Basin Existing
15.53
66.34
Basin Proposed - Total
12.55
75.71
To SCM-1
18.68
42.27
To SCM -2
22.76
52.59
::]&
a
SCM-1
1.14
21.28
2095.03'
2095.21'
SCM-2
8.09
38.69
2093.55'
1 2093.71'
Bypass
4.03
17.06

2.3 Conclusions
Brooks Engineering Associates recommends that the proposed development utilize Stormwater Control
Measures with outlet controls as outlined in this study and detailed in the associated engineering plans in
order to treat runoff and mitigate developed peak stormwater discharges per the NCDEQ stormwater
ordinance. Routine maintenance as outlined in the Operations and Maintenance (O&M) Manual
(Appendix H) will need to be performed in order for the stormwater management facilities to operate as
designed.
4

3.0 STORMWATER CONVEYANCE CALCULATION PROCEDURES
3.1 Stormwater Collection System
Stormwater will be collected and conveyed onsite utilizing NCDOT Standard structures and inlets as well
as HDPE pipe conforming to the standards of the pipe manufacturer and NCDOT. A number of open
channel conveyances are utilized to capture runoff from building roofs and more thoroughly define the
watersheds for the stormwater control measures (SCMs). All components of the stormwater system have
been designed to safely convey the 25-year storm event at a minimum.

4. 0 EROSION/SEDIMENTATION CONTROL (ESQ CALCULATION
PROCEDURES
4.1 Skimmer Sediment Basins
All 2 of the post -construction basins will utilize skimmer -type sediment basins through the
construction/land disturbance phases until final site stabilization is achieved. The basins are designed in
accordance with NCDEQ 6.64, but using the 25-year storm instead of the 10-year storm.
Ce

Appendix "A"

• File an Annual Report/Amend an Annual Report • Upload a PDF Filing • Order a Document Online -
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an Amended a Annual Report form
Limited Liability Company
Legal Name
JRE Mills River, LLC
Information
Sosld: 2242179
Status: Current -Active O
Date Formed: 7/30/2021
Citizenship: Foreign
State of Incorporation: VA
Annual Report Due Date: April 15th
CurrentAnnual Report Status:
Registered Agent: Robertson, R. Lee, Jr.
Addresses
Mailing Principal Office
11047 Leadbetter Road 11047 Leadbetter Road
Ashland, VA 23005-3408 Ashland, VA 23005-3408
Reg Mailing
2730 East W.T. Harris Blvd. Suite 101
Charlotte, NC 28213-4063
Company Officials
Reg Office
2730 East W.T. Harris Blvd. Suite 101
Charlotte, NC 28213-4063
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
President
Mark D Romer
11047 Leadbetter Road
Ashland VA 23005-3408

BK 3852 PG 423 - 426 (4)
This Document eRecorded:
Fee: $26 0 00
Henderson County
DOC# 971478
01/12/2022
North Carolina
William Lee King, Register of Deeds
04:10:37 PM
Tax: $11165000
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $1,,165..00
Parcel Identifier No: Tract I REID 80515 PIN 96421557204P Tract 24P REID 9962414 PIN 96421555704P Tract 3: REID 9968103 PIN
9642153631
Mafl/Box to: Ward & Smi
PA 82 Patton Ave #300. Asheville. NC 28801
This instrument was prepared by: Sherri L. Brewer
Brief description for the Index:3tracts off F
THIS DEED made this 28th
If
DEED PREP ONLY
Fields Rd
day of December, 202 1, by and between
GRANTOR
JAMES GREGORY JONES and wife,
CYNT 1A MAE JONES 1/2 Undivided Interest,
And RUSSELL LEE JONES, and wife, MIC ELLE
SPROUSE BLACKBURN 1/2 Undivided Interest
8708 Montauk Drive
Raleigh, NC 27615
TITLE NOT EXAMINED
JRE Asheville,
Carolina Limit
GRANTEE
LLC, a North
ed Liability Company
11047 LeadbeLLer Road
Ashland, VA 23005
21m2919
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.
WITNESSETHI, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in
Mills River Township, Henderson County, North Carolina and more particularly described as follows:
SEE ATTACHED EXHIBIT A.
The property here inabove described was acquired by Grantor by instrument recorded in Book 3132 at Page 161.
All or a portion of the property herein conveyed
x includes or _ does not include the primary residence of a Grantor,,
A map showing the above described property is recorded in Plat Slide
NC Bar Association Form No. 3 O 1976, Revised O 1/1/2010
Printed by Agreement with the NC Bar Association
submitted electronically by "ward and smith, P.A."
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Henderson County Register of
Deeds.

BK 3852 PG 423 - 426 (4) DOC# 971478
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in flee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the
lawful claims of all persons whomsoever, other than the following exceptions:
Subject to Henderson County ad valorem taxes.
Subject to Restrictions, Easements, and Rights of Way of Record.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
By:
Print
By:_
Title:
Name and Title
f�
r
James Gr o -Jones
Cyntlil'a Mae Jones
Russell Lee Jon
A
Y / 1
By.
Title: Michelle Sprouse Blackburn
(Affix Seal)
State of NORTH CAROLINA - County of HENDERSON
SEAL
'SEAL
'SEAL
I, the undersigned Notary Public of the County and State aforesaid, certify that James
Gregory Jones, Cynthia Mae Jones, Russell Lee Jones and Michelle Sprouse Blackburn
SEAL
personally appeared before me this day and acknowledged the due execution olf" the
foregoing instrument for the purposes therein expressed. Witness my hand and Notarial
stamp or seal this ;;Lt day of ; »r�,,�„�j�u.�, , 202 1.
My Commission Expires:
1�- I�i -ac�D
NC Bar Association Form No. 3 C 1976, Revised 0 1/ 1 /20 10
Printed by Agreement with the NC Bar Association
H Notary's Printed o
i
e,, Notary Public
r Typed Name

BK 3852
PG 423 - 426 (4)
TRACT I0
:
DOC# 971478
EXHIBIT A
BEGINNING at a '/z inch open iron pipe,, said '/z inch open iron pipe being located i*n the
common line of the property now or formerly owned by NCSU Mountain Horticulture (Deed
Book 614 at Page 387, Henderson County Registry), and thence from said beginning point,
North 07 deg. 03 min. 20 sec. East 568094 feet to a concrete monument with a nail; thence South
76 deg. 04 min. 34 sec. East 191.4D feet to a point; thence South 15 deg. 24 min. I 6 sec. East
445.08 feet to a 1.5 inch iron located 1 inch above grade; thence South 76 deg. 32 min. 23 sec.
West, passing a #4 rebar at 33.17 feet, for a total distance of 384.45 feet to a '/z inch iron pipe,
the POINT AND PLACE OF BEGINNING, containing 3o'...0 acres, more or less, and being
designated a "Subject Tract #1" as shown on that survey by Brooks Engineering Associates
entitled, "Survey for James River Equipmentdated December 21, 2021, reference to said plat is
hereby made for a greater certainty of description.
BEING all of Tract 1 consisting of 3.20 acres as shown on Plat Slide 3868 as recorded i*n the
Office of the Register of Deeds for Henderson County, North Carolina.
TRACT II:
BEGINNING at a magnetic signal in the centerline of Fanning Fields Road (S.R. #1354), thence
from said beginning point, South 76 deg. 32 min. 17 sec. West., passing a 1.5 inch iron bent at
20.16 feet", for a total distance of 167.68 feet to a 1.5 inch iron located 1 inch above grade, said '/z
inch iron also being the southeastern corner of"Subject Tract I" as described above, thence
North 15 deg. 24 min. 16 sec. West 131.89 feet to a point, said point also being the
southwesternmost corner of "Subj*ect Tract 3" as described below; thence, North 76 deg.. 32 min.
24 sec. East 157.13 feet to a point in the southern edge of a gravel drive; thence North 76 deg. 32
min. 24 sec. East 6.52 feet to a point in Fanning Fields Road S.R. #1354 thence South 17 deg.
09 min. 10 sec. East 132.08 feet to the POINT AND PLACE OF BEGINNING, containing 0.50
acres', more or less', and being designated a"SubJ ect Tract #2" as shown on that survey by
Brooks Engineering Associates entitled", "Survey for James River Equipment," dated December
211) 20211 reference to said plat is hereby made for a greater certainty of description.
TRACT III:
BEGINNING at a point located on the edge of Fanning Fields Road (S.R. 1354), thence South
76 deg. 32 min. 24 sec. West 157.13 feet to a point; thence North 15 deg. 24 min. 16 sec. West
313.19 feet to a point, said point being located on the common line with the property now or
formerly owned by Mane -Jeanne and Narcisse Cadgene (Deed Book 910 at Page 713,
lien hderson County Registry); tence South 76 deg. 04 min. 34 sec. East 171.66 feet to a one -inch
open iron pipe-0 thence out 17 deg. 12 min. 30 sec. East 234.56 feet to the POINT AND
PLACE OF BEGINNING, containing 0.96 acres, more or less, and being designated a "Subject

BK 3852
PG 423 - 426 (4)
DOC# 971478
Tract #3" as shown on that survey by Brooks Engineering Associates entitled', "Survey for James
RiverEquip entl" dated December 211, 20211, reference to said plat is hereby madeforagreater
certainty of description.
The above three tracts were conveyed to James Gregory Jones', Russell Lee Jones', and Phillip
Nathaniel Jones per the Last Will and Testament of James Franklin Jones as filed in Estate File
16-E-966 in Henderson County, North Carolina.
BEING all of the same real property described in that Deed recorded in Book 3
the Office of the Register of Deeds of Henderson County, North Carolina.
ND: 4859=6614=0680, v. 4
1321, Page 1611, in

DocuSign Envelope ID: 9E7177OA-9FAE-4CO3-A6C9-OB54E4639085
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SLIDE 786 -6 294�
PIN: 9632-94-8966�S
CLIFFORD AND DONNA LANCE
\ DB. 841, PG. 409
\ PIN: 9642-14-2554
CONCRETE MONUMENT
PER SLIDE 9977
PP
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METAL FRAME
/ \ GARAGE
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I ALUMINUM R/W MONUMENT
T' PER SLIDE 9977
4" OPEN IRON PIPE SUBJECT PARCEL
LINE
BEARING
DISTANCE
L1
N
76°32'24"
E
6.52'
L2
S
76*32'17"
W
6.64'
L3
S
17°07'51 "
E
29.98'
L4
S
17°07'51 "
E
21.35'
L5
S
17°14'59"
W
39.47'
L6
S
21°22'36"
E
1.96'
L7
N
89°22'37"
E
10.23'
CURVE
RADIUS
ARC LENGTH
CHORD BEARING
CHORD LENGTH
C 1
507.63'
79.67'
S 23*27' 16" E
79.59'
C2
507.63'
23.21'
S 29°15'38" E
23.21'
C3
507.63'
171.69'
S 40° 15'34" E
170.87'
Submitted electronically by Brooks Engineering Associates, P.A. in compliance with North Carolina statutes governing recordable
documents and the terms of the submitter agreement with the Henderson County Register of Deeds.
PLAT NOTES:
1. The bearings on this plat are NC Grid (NAD 83) bearings, and distances shown are horizontal
ground distances unless otherwise noted.
2. Total area of recombined parcel: 16.612 Acres or 723,604 square feet (determined by
coordinate computation method).
3. The purpose of this plat is to recombine parcels as shown hereon.
3. Mills River Zoning: MR -MU
4. By graphic determination, the Subject Parcels are located in "Zone AE" and "Zone V per FIRM
map number 3700964200K dated January 6, 2010. Henderson County GIS was used to
determine adjoiner owner information.
5. Underground utilities were not marked at the time of the survey. Above ground utilities are
located based on visible, above ground structures.
6. Property subject to all easements, rights -of -way and restrictions of record.
7. This plat was prepared without the benefit of a title report which may reveal additional
conveyances, easements, rights -of -way or building restrictions. A North Carolina licensed
attorney -at -law should be consulted.
8. Surveyor made no independent investigation to potential overlaps and/or gaps as referenced
on Plat Slide 9977. See referenced plat for comments.
RECOMBINATION OF
DEED BOOK 3168 PAGE 575
DEED BOOK 3852, PAGE 423
SLIDE 9977
REFERENCE PLAT SLIDE 3868
TAX PIN: 9642-15-5016, 9642-15-3631,
9642-15-5570, & 9642-15-5720
16.612 Ac.
723,604 Sq. Ft.
(Cp.\ MAGNETIC SIGNAL
STATE OF NORTH CAROLINA
C%NTY �F BUNCOMBE
I, att C amp, on , Review Officer of Buncombe County,
certify that the map or plat to which this certification is affixed
meets all statutory requirements for recording.
.—DocuSigned by:
'­dReeiew0 fwcer
9/6/2022
Date:
IN ASPHALT ROAD
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SEE SLIDE 9977 FOR COMMENTS PER SLIDE 9977
PIPE i
PER SLIDE 9977 _ i
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' �6°4� 2a \ JAMIE BURWELL
\ DB. 1666, PG. 574
PIN: 9642-14-6623
\ SHEILA RAPP \
DB. 1080, PG. 1
\ PIN: 9642-14-4558
I, Troy A. Shriver, Professional Land Surveyor certify to one
or more of the following as indicated (G.S. 47-30(f)(11):
D. That the survey is of another category, such as the recombination
of existing parcels, a court -ordered survey, or other exception to
to the definition of a subdivision;
I, Troy A. Shriver, certify that this plat was drawn by me from an
actual survey made under my supervision (deed description
recorded in Deed Book 3168, Page 575 and Deed Book 3852,
Page 423); that the boundaries not surveyed are clearly
indicated as drawn from information found in Plat Slide 9977;
that the ratio of precision as calculated is 1:10000; that this plat
was prepared in accordance with G.S. 47-30 as amended.
9/6/2022
Witness my hand and seal this date of
DocuSigned by:
fi'ra� SIA,vi�a,v'
Signature Fnnr.�a n�aFFaa�
Professional Land Surveyor
Certificate Number L-5063
/GINEER��C \
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DB. 910, PG. 773
PIPE SLIDE 3134
PIN: 9642-24-1817
PER SLIDE 9977 _
/ � g5.3
/ • 46' 15 \N #4 REBAR
/ d OOPS 6`\� j PER SLIDE 9977
232.
32 00
''��S 6.4g 23
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\ BONNIE & WILLIAM JONES
DB. 1349, PG. 170
\ PIN: 9642-14-8619
BK 2022 PG 14397 - 14397 (1) DOC# 986026
This Document eRecorded: 09/06/2022 10:36:06 AM
Fee: $21.00
Henderson County, North Carolina Tax: $0.00
William Lee King, Register of Deeds
PROPERTY LINE
— — — —
— — — —
— —
PROPERTY LINE PER PLAT 9977
--------------------
PROPERTY LINE TO BE ABANDONED
HISTORICAL TRACT LINE
ADJOINER'S PROPERTY LINE
— —
RIGHT- OF- WA Y
BUILDING
PA VEMEN T
EDGE OF GRAVEL
o
FENCE (AS NOTED)
E-sr
STORM WA TER PIPE
E-OHU
OVERHEAD UTILITY LINE
❑•
MONUMENT FOUND
0
REBAR FOUND
0
IRON PIPE FOUND
NAIL FOUND
O
CALCULATED POINT
LIGHT POLE
PP C-0
POWER POLE
GV D4
GAS VALVE
C
100 YEAR FLOODPLAIN
r J
100 YEAR FLOODPLAIN
[]
500 YEAR FLOODPLAIN
SCALE 111=60'
0' 60' 120' 180'
PROJECT#: 539621

eoou 3072 PAGE 5I5 (4)
Mv°° 111111111111111111111
This document presented and filed:
06/29/2017 12:56:11 PM
Aj
WILLIAM LEE KING, Henderson COUNTY, NC
Transfer Tax: $0.00
SEWER EASEMENT FROM
644 FANNING FIELDS, LLC TO
COVE CREST, LLC
Cove- CV.>E.ST , Lac
CIO M. t . k Tv
\S `3 `r IPt �0 2 2.o vt-zz-"
t a7EQIS t•1\1\(-�—E) YvC
zs-r 9 Z.

Book 3072
Page 576
Return to: Cove Crest, LLC
1584 Airport Road
Hendersonville, NC 28792
STATE OF NORTH CAROLINA
SEWER EASEMENT
COUNTY OF HENDERSON
THIS INDENTURE, made and entered this the day of June, 2017, by and between
644 FANNING FIELDS, LLC, (herein after called Grantor, with a mailing address of c/o 1710
Ringwood, LLC, 777 First St PMB 510, Gilroy, CA 95020), his respective heirs, successors in interest or
assigns, and COVE CREST, LLC, a North Carolina Limited Liability Company, (hereinafter called
Grantee, with a mailing address of: c/o MT Industries, Inc., 1584 Airport Rd, Hendersonville, NC 28792);
WITNESSETH:
That the Grantor, for and in consideration of the sum of Ten Dollars ($10.00) and other valuable
considerations to it in hand paid by the Grantee, the receipt whereof is hereby acknowledged, has given,
granted, bargained, sold and conveyed, and by these presents does give, grant, bargain, sell, convey, and
confirm unto the Grantee, its successors and assigns, a perpetual right of easement appurtenant to and for
the benefit of only that real property described in deed of record in Deed Book 1653 at page 189 in the
office of the Register of Deeds for Henderson County, North Carolina to construct, maintain and repair a
sewer line, with all necessary manholes, fittings, fixtures, and accessories, in, over, and upon a certain
piece or parcel of land in Henderson County, North Carolina, described as follows:
BEING a strip of land shown as a 20' proposed sanitary sewer easement located along the
northern margin of that parcel of property more particularly described in deed of record
in Deed Book 1651 at Page 44 in the Office of Register of Deeds for Henderson County
North Carolina, and shown on a map entitled "Plat of Survey for Cove Crest, LLC"
which plat is recorded at Plat Slide 10500 in the office of the Register of Deeds for
Henderson County, North Carolina, reference to which plat is hereby made for a more
particular description.
TOGETHER WITH the right to go upon said lands whenever the same is necessary for the purposes
of inspecting, maintaining, and replacing said line, and together with the further right, only as necessary
to inspect, maintain or replace said line, to clear said strip and keep the same clear at all times and to
remove therefrom all brush, trees and other obstructions.
It is understood and agreed that the Grantor shall at all times, other than while the said sewer line is
under actual construction, have the right to pass and repass over and upon said strip; provided such
cultivation or use shall in no manner interfere with the use thereof by the Grantee as provided herein.
Nothing herein contained shall be construed as permitting the erection of a shed, building, or any other
construction by the Grantor.
If any man-made structures owned by the said Grantor are damaged during the installation of said
sewer line, the Grantee hereby agrees to repair the same. If any of Grantor's lawn, landscaping or
cultivated shrubs are damaged by the installation or maintenance of said sewer line, the Grantee hereby
agrees to restore the same.

Book 3072
Page 577
TO HAVE AND TO HOLD said right and easement unto the Grantee, and its successors and
assigns forever, it being agreed that the right and easement hereby granted is appurtenant to and runs with
the land now owned by the Grantor herein above referred to. And the Grantor covenants to and with the
Grantee, its successors and assigns, that the Grantor is lawfully seized in fee simple of said lands and
premises and has full right and power to convey this easement to the Grantee.
IN WITNESS WHEREOF, the Grantor has caused this deed to be executed in its name by its
undersigned member/manager, this the day and year first above written.
STATE OF CALIFORNIA
COUNTY OF
I,
hereby certify that SHARON L
appeared before me this day and
Deed by and on behalf of the said
644 FANNING FIELDS, LLC
By: (SEAL)
RON CASTILLO, Member/Manager
a Notary Public, in and for the above County and State, do
TILLO, Member/Manager of 644 Fanning Fields, LLC, personally
nowledged the due and voluntary execution of the foregoing Sewer
54 anning Fields, LLC, for the purposes stated therein.
WITNESS my hand and notarial seal, this th'�-i day of March, 2017.
Notary Public'
My commission expires:
V�

Book 3072
Page 578
CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT CIVIL CODE § 1189
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the
document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.
State of California 1 )
County of
On 1 before me, �� �1 a vokv 4IL (_
Da re Insert ame and Title of the Officer
personally appeared
Name(s) of Signer(s)
who proved to me on the basis of satisfactory evidence to be the person(d) whose name(t) is/are
subscribed to the within instrument and acknowledged to me that file/she/th2q executed the same in
his/her/th®ir authorized capacity(ies), and that by l� her/their signature(s) an the instrument the person(,
or the entity upon behalf of which the person(ST—acted, executed the instrument.
CINDA L. MEISTER
Notary Public -California
z:�ia Santa Clara County n
a Commission # 2159861
M Comm. Expires Aug 11. 2020
Place Notary Seal Above
I certify under PENALTY OF PERJURY under the laws
of the State of California that the foregoing paragraph
is true and correct.
WITNESS my hand and official seal.
L
Signature j
Signature of Not
Public
- — OPTIONAL
Though this section is optional, completing this information can deter alteration of the document or
fraudulent reattachment of this form to an unintended document.
Description of Attached Docu nt
Title or Type of Document: _eWCk &U/44,
Document Date: Number of Pages:
Signer(s) Other Than Named Above:
Capacity(ies) Claimed by Signer(s)
Signer's Name:
❑ Corporate Officer — Title(s): _
❑ Partner — ❑ Limited ❑ General
❑ Individual ❑ Attorney in Fact
❑ Trustee ❑ Guardian or Conservator
❑ Other:
Signer Is Representing:
Signer's Name:
❑ Corporate Officer — Title(s):
❑ Partner — ❑ Limited ❑ General
❑ Individual ❑ Attorney in Fact
❑ Trustee ❑ Guardian or Conservator
❑ Other:
Signer Is Representing:
©2016 National Notary Association • www.NationalNotary.org • 1-800-US NOTARY (1-800-876-6827) Item #5907

Appendix `B"

NOAA Atlas 14, Volume 2, Version 3
Location name: Mills River, North Carolina, USA* A41
Latitude: 35.4165°, Longitude:-82.5516°
Elevation: 2114.43 ft *
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.367
0.437
0.523
0.589
0.675
0.740
0.806
0.872
0.958
1.03
5-min
(0.330-0.408)
(0.394-0.485)
(0.471-0.581)
(0.529-0.653)
(0.602-0.747)
(0.656-0.819)
(0.712-0.893)
(0.764-0.969)
(0.829-1.07)
(0.880-1.15)
0.586
0.698
0.838
0.942
1.08
1.18
1.28
1.38
1.52
1.62
10-min
(0.527-0.651)
(0.630-0.775)
(0.755-0.931)
(0.846-1.04)
(0.959-1.19)
1 (1.05-1.30)
1 (1.13-1.42)
1 (1.21-1.54)
(1.31-1.69)
(1.39-1.82)
0.732
0.878
1.06
1.19
1.36
1.49
1.62
1.74
1.91
2.03
15-min
(0.659-0.814)
(0.792-0.975)
(0.955-1.18)
1 (1.07-1.32)
1 (1.22-1.51)
1 (1.32-1.65)
1 (1.43-1.80)
1 (1.53-1.94)
(1.65-2.13)
(1.74-2.28)
1.00
1.21
1.51
1.73
2.02
2.25
2.48
2.72
3.03
3.29
30-min
(0.904-1.12)
1 (1.09-1.35)
1 (1.36-1.67)
1 (1.80-2.24)
(1.99-2.49)
(2.19-2.75)
(2.38-3.02)
(2.63-3.39)
(2.82-3.70)
1.25
1.52
1.93
2.25
2.69
3.05
3.42
3.81
4.35
4.80
60-min
(1.13-1.39)
(1.37-1.69)
(1.74-2.15)
(2.02-2.49)
(2.40-2.98)
(2.70-3.37)
(3.02-3.79)
(3.34-4.23)
(3.77-4.87)
(4.11-5.39)
1.47
1.78
2.25
2.62
3.14
3.57
4.01
4.49
5.15
5.69
2-hr
(1.32-1.63)
(1.60-1.97)
(2.02-2.49)
(2.34-2.90)
(2.79-3.48)
(3.15-3.95)
(3.51-4.45)
(3.90-4.99)
(4.42-5.75)
(4.83-6.40)
1.57
1.89
2.38
2.77
3.35
3.83
4.33
4.89
5.68
6.34
3-hr
(1.42-1.76)
1 (1.71-2.11)
1 (2.14-2.64)
(2.48-3.08)
(2.97-3.72)
(3.37-4.25)
(3.78-4.82)
(4.22-5.45)
(4.83-6.38)
(5.33-7.16)
1.97
2.35
2.90
3.37
4.05
4.62
5.25
5.93
6.92
7.75
6-hr
(1.80-2.17)
1 (2.14-2.58)
1 (2.64-3.18)
(3.05-3.70)
(3.64-4.44)
(4.13-5.08)
(4.64-5.78)
(5.18-6.54)
(5.94-7.67)
(6.57-8.65)
2.48
2.96
3.63
4.17
4.92
5.53
6.16
6.82
7.74
8.46
12-hr
(2.28-2.71)
1 (2.72-3.23)
1 (3.33-3.96)
1 (4.48-5.37)
1 (5.02-6.04)
1 (5.56-6.74)
1 (6.11-7.49)
(6.86-8.56)
(7.43-9.43)
2.95
3.54
4.35
5.00
5.89
6.61
7.36
8.13
9.21
10.1
24-hr
(2.73-3.20)
1 (3.28-3.84)
1 (4.02-4.71)
(4.61-5.41)
(5.42-6.37)
(6.07-7.15)
(6.72-7.94)
1 (7.39-8.78)
(8.29-9.96)
(8.99-10.9)
3.51
4.18
5.10
5.82
6.82
7.63
8.45
9.31
10.5
11.4
2-day
(3.27-3.77)
1 (3.90-4.51)
(4.74-5.49)
(5.41-6.26)
(6.31-7.33)
(7.04-8.19)
(7.77-9.09)
1 (8.51-10.0)
(9.51-11.3)
(10.3-12.3)
3.74
4.46
5.39
6.12
7.12
7.91
8.72
9.55
10.7
11.6
3-day
(3.49-4.01)
1 (4.16-4.78)
(5.02-5.78)
(5.70-6.56)
(6.61-7.62)
(7.32-8.48)
(8.04-9.36)
1 (8.76-10.3)
(9.72-11.5)
(10.5-12.5)
3.98
4.73
5.68
6.42
7.42
8.20
8.99
9.79
10.9
11.7
4-day
(3.72-4.25)
(4.43-5.06)
(5.30-6.06)
(5.99-6.86)
(6.90-7.92)
(7.60-8.76)
(8.31-9.62)
1 (9.01-10.5)
(9.93-11.7)
(10.7-12.6)
4.64
5.51
6.60
7.47
8.65
9.59
10.5
11.5
F 12.8
13.9
7-day
(4.35-4.97)
(5.16-5.90)
(6.18-7.07)
(6.98-8.00)
(8.06-9.24)
(8.91-10.3)
1 (9.76-11.3)
1 (10.6-12.3)
(11.7-13.8)
(12.6-14.9)
5.32
6.29
7.46
8.38
9.64
10.6
11.6
12.6
F 14.0
15.1
10-day
(5.02-5.64)
(5.94-6.68)
(7.04-7.93)
(7.91-8.90)
(9.06-10.2)
(9.96-11.3)
1 (10.9-12.4)
1 (11.8-13.4)
(12.9-14.9)
(13.8-16.1)
7.23
8.49
9.87
10.9
12.3
13.3
14.4
15.4
16.6
17.6
20-day
(6.84-7.63)
1 (8.05-8.98)
1 (9.34-10.4)
(10.3-11.5)
(11.6-13.0)
(12.6-14.1)
1 (13.5-15.2)
1 (14.4-16.3)
(15.5-17.7)
(16.4-18.7)
8.86
10.4
11.9
13.0
14.4
15.5
16.5
17.4
F 18.6
19.4
30-day
(8.42-9.34)
(9.87-10.9)
(11.3-12.5)
(12.4-13.7)
(13.7-15.2)
(14.7-16.3)
1 (15.6-17.4)
1 (16.4-18.4)
(17.4-19.7)
(18.2-20.6)
11.3
13.2
14.8
16.1
17.5
18.6
19.5
20.4
F 21.4
22.1
45-day
(10.7-11.8)
(12.5-13.8)
(14.1-15.6)
(15.3-16.9)
(16.7-18.4)
(17.6-19.5)
1 (18.5-20.5)
1 (19.3-21.4)
(20.3-22.5)
(20.9-23.3)
13.5
15.8
17.6
18.9
20.5
21.6
22.6
23.5
24.5
25.2
60-day
(12.9-14.2)
(15.0-16.6)
(16.8-18.5)
(18.0-19.9)
(19.5-21.6)
(20.6-22.8)
(21.5-23.8)
(22.3-24.8)
(23.2-25.9)
(23.9-26.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

Pas -based depth -duration -frequency (DDF) curves
Latitude: 35.4165°, Longitude: -32.5516'
t 20
C
a
di
U
15
4-1
49
10
CL
a
5
n
t t Jr t L N N O r{4 N rq rq rq N rq N Alb N rV A q O O O Ln O
,1 r-I rn w 1-4N rn v Ln
Duration
M
25
c
s 20
a
m
a 15
49
a
16
a
5
n
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Wed Sep 14 12:21:40 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mlerva I
f years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— 64-min —
14-day
— 2fir —
20-day
— 3-fir —
30-0ay
— Bfir —
45-day
— 12-hr —
60-eay
24-hr

ASHFILiE
.RCNL
AJ.RPO.R
dye -13(y Fletcher.
S
L I
Large scale terrain
Ki n9spoi t B I Istol
Johnson City" Winston -Sales
Knoxville
MI Mitchell
C,
A5heAlle
NORTH C
Charl,
Greenville
100km
SOUTH CARCI
Mi It
Large scale map
D Ff Ot
Gre le
u
100km
Large scale aerial

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer

NOAA Atlas 14, Volume 2, Version 3
Location name: Mills River, North Carolina, USA* A41
Latitude: 35.4165°, Longitude:-82.5516°
Elevation: 2114.43 ft *
*source: ESRI Maps
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
4.40
(3.96-4.90) 11
5.24
(4.73-5.82) 11
6.28
(5.65-6.97) 11
7.07
(6.35-7.84) 11
8.10
(7.22-8.96)
8.88
1 (7.87-9.83)
9.67
1 (8.54-10.7)
10.5
1 (9.17-11.6)
11.5
1 (9.95-12.9)
12.3
1 (10.6-13.8)
3.52
4.19
5.03
5.65
6.46
7.07
7.69
8.29
9.09
9.70
10-min
(3.16-3.91) 11
(3.78-4.65) 11
(4.53-5.59) 11
(5.08-6.26) 11
(5.75-7.15)
1 (6.27-7.82)
1 (6.79-8.52)
1 (7.27-9.22)
1 (7.87-10.2)
1 (8.32-10.9)
2.93
3.51
4.24
4.77
5.45
5.97
6.48
6.98
7.63
8.12
15-min
(2.64-3.26) 1
1 (4.86-6.04)
1 (5.29-6.60)
1 (5.72-7.18)
1 (6.11-7.75)
1 (6.60-8.53)
1 (6.96-9.13)
2.01
2.42
3.01
3.45
4.04
4.50
4.96
5.43
6.07
6.57
30-min
(1.81-2.23) 11
(2.19-2.69) 11
(2.71-3.35) 11
(3.10-3.83) 11
(3.60-4.47)
1 (3.99-4.97)
1 (4.38-5.50)
1 (4.76-6.03)
1 (5.26-6.78)
1 (5.63-7.39)
1.25
1.52
1.93
2.25
2.69
3.05
3.42
3.81
4.35
4.80
60-min
(1.13-1.39)
(1.37-1.69)
(1.74-2.15)
1 (2.40-2.98)
1 (2.70-3.37)
1 (3.02-3.79)
1 (3.34-4.23)
1 (3.77-4.87)
1 (4.11-5.39)
0.734
0.890
1.12
1.31
1.57
1.78
2.01
2.24
2.58
2.85
2-hr
(0.658-0.814)
(0.800-0.986)1
1 (1.39-1.74)
(1.57-1.98)
1 (1.76-2.23)
1 (1.95-2.49)
1 (2.21-2.88)
1 (2.42-3.20)
0.524
0.631
0.791
0.923
1.12
117
1.44
1.63
1.89
2.11
3-hr
(0.472-0.585)
(0.568-0.703)
(0.711-0.879)
(0.826-1.03)
(0.988-1.24)
1 (1.12-1.42)
1 (1.26-1.61)
1 (1.41-1.82)
1 (1.61-2.13)
1 (1.77-2.38)
0.329
0.392
0.484
0.562
0.676
0.772
F 0.876
F 0.990
1.16
1.29
6-hr
(0.301-0.363)
(0.358-0.431)
(0.441-0.531)
(0.510-0.617)
(0.608-0.742)
(0.689-0.848)
(0.774-0.965)
(0.865-1.09)
(0.992-1.28)
(1.10-1.44)
0.206
0.246
0.301
0.346
0.408
0.459
0.511
0.566
0.642
0.702
12-hr
(0.190-0.225)
(0.226-0.268)
(0.277-0.329)
(0.317-0.378)
(0.372-0.445)
(0.417-0.501)
(0.462-0.559)
(0.507-0.622)
(0.569-0.710)
(0.617-0.783)
0.123
0.147
0.181
0.208
0.245
0.276
0.307
0.339
0.384
0.419
24-hr
(0.114-0.133)
(0.137-0.160)
(0.168-0.196)
(0.192-0.225)
(0.226-0.265)
(0.253-0.298)
(0.280-0.331)
(0.308-0.366)
(0.345-0.415)
(0.374-0.454)
0.073
0.087
0.106
0.121
0.142
0.159
0.176
0.194
0.218
0.238
2-day
(0.068-0.079)
(0.081-0.094)
(0.099-0.114)
(0.113-0.130)
(0.132-0.153)
(0.147-0.171)
(0.162-0.189)
(0.177-0.209)
(0.198-0.236)
(0.214-0.257)
0.052
0.062
0.075
0.085
0.099
0.110
0.121
0.133
0.148
0.161
3-day
(0.049-0.056)
(0.058-0.066)
(0.070-0.080)
(0.079-0.091)
(0.092-0.106)
(0.102-0.118)
(0.112-0.130)
(0.122-0.142)
(0.135-0.160)
(0.145-0.173)
0.041
0.049
0.059
0.067
0.077
0.085
0.094
0.102
0.113
0.122
4-day
(0.039-0.044)
(0.046-0.053)
(0.055-0.063)
(0.062-0.071)
(0.072-0.083)
(0.079-0.091)
(0.087-0.100)
(0.094-0.109)
(0.103-0.122)
(0.111-0.132)
0.028
0.033
0.039
0.044
0.051
0.057
0.063
0.069
0.076
0.083
7-day
(0.026-0.030)
(0.031-0.035)
(0.037-0.042)
(0.042-0.048)
(0.048-0.055)
(0.053-0.061)
(0.058-0.067)
(0.063-0.073)
(0.070-0.082)
(0.075-0.089)
0.022
0.026
0.031
0.035
0.040
0.044
0.048
0.053
0.058
0.063
10-day
(0.021-0.024)
(0.025-0.028)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.047)
(0.045-0.051)
(0.049-0.056)
(0.054-0.062)
(0.058-0.067)
0.015
0.018
0.021
0.023
0.026
0.028
0.030
0.032
0.035
0.037
20-day
(0.014-0.016)
(0.017-0.019)
(0.019-0.022)
(0.022-0.024)
(0.024-0.027)
(0.026-0.029)
(0.028-0.032)
(0.030-0.034)
(0.032-0.037)
(0.034-0.039)
0.012
0.014
0.017
0.018
0.020
0.021
0.023
0.024
0.026
0.027
30-day
(0.012-0.013)
(0.014-0.015)
(0.016-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.023)
(0.022-0.024)
(0.023-0.026)
(0.024-0.027)
(0.025-0.029)
0.010
0.012
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.020
45-day
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.019-0.021)
(0.019-0.022)
0.009
0.011
0.012
0.013
0.014
0.015
0.016
0.016
0.017
0.018
60-day
(0.009-0.010)
(0.010-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)
(0.015-0.017)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.4165°, Longitude: -32.5516'
1161616I6161
10.000
C
41
1.000
C
GJ
a-�
C
� 0.100
L
Ld
a 0.010
0.001
t t Jr t L N N O r{4 N rq rq rq N rq N Alb A q r, O O O Ln O
,1 r-I rn w � N rn v Ln
Duration
100.000
10.000
L
k
1.000
w
c
e
0.100
4.1
49
0.010
0.001 i 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Wed Sep 14 12:22:14 2022
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-rnn —
7-day
— 64-min —
I"ay
— 2fir —
20-day
— 3-trr —
30-0ay
— Bfir —
45-day
— 12-hr —
60-eay
24-hr

ASHFILiE
.RCNL
AJ.RPO.R
dye -13(y Fletcher.
S
L I
Large scale terrain
Ki n9spoi t B I Istol
Johnson City" Winston -Sales
Knoxville
MI Mitchell
C,
A5heAlle
NORTH C
Charl,
Greenville
100km
S 0 LIT H C A R Cl
6 mi
Large scale map
Kin(j.Fiat
D Ff Ot
Gre le
u
100km
M i
Large scale aerial

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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disclaimer

F THE INT
U
SGS U.S. DEPARTMENTU.S. GEOLOGICAL GOAL SURV YERIOR
science for a changing world
-82.6250'
35.5000' 3553000ME 54 55
3929000"N
8
0
28
27
26
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24
23
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53 54 55
56
57
58 59
60 61
35.3750°
-82.6250°
Produced by the United States Geological Survey
*
SCALE 1:24 000
MN
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1
0.5
0 KILOMETERS 1
2 NORTH
1 000-meter grid:Universal Transverse Mercator, Zone 17S
G
CAROLINA
This map is not a legal document. Boundaries may be
6°44' 1000
500
0 METERS 1000
2000
generalized for this map scale. Private lands within government
120 MILS 1
0° 54"
0.5 0
1
reservations may not be shown. Obtain permission before
16 MILS
MILES
entering private lands.
1000 0
1000
2000 3000 4000 5000 6000 7000 8000
9000 10000 QUADRANGLE LOCATION
Imagery .....................................................NAIP, June 2016 - November 2016
FEET
Roads ......................................... U.S. Census Bureau, 2016
UTM GRIDAND 2019 MAGNETIC NORTH
1 Enka
1 Enka
Roads within US Forest Service Lands ........................FSTopo Data
DECLINATIONAT CENTER OF SHEET
with limited Forest Service updates, 2012 - 2016
CONTOUR INTERVAL 20 FEET
2 3 Asheville
AshOteen
Names............................................................................GNIS, 1980 - 2019
NORTH AONTOUR VERTICAL DATUM OF 1988
3
Hydrography............................... National Hydrography Dataset, 2003 - 2019
U.S. National Grid
4 5 4 Dunsmore Mountain
Contours...........................................National Elevation Dataset, 2008
100,000-m Square ID
This map was produced to conform with the
5 Fruitland
Boundaries ..............Multiple sources; see metadata file 2017 2018
National Geospatial Program US Topo Product Standard, 2011.
6 Pisgah Forest
A metadata file associated with this product is draft version 0.6.18
6 7 8 7 Horse Shoe
Wetlands.................FWS National Wetlands Inventory 1984 1986
Lv
8 Hendersonville
ADJOINING QUADRANGLES
Grid Zone Designation
7S
29
28
27
26
25
24
23
22
21
20
19
18
17
391 6000'"N
62 363 000mE
-82.5000° 35.3750'
ROAD CLASSIFICATION
Expressway e Local Connector
Secondary Hwy Local Road
v
Ramp 4WD — — —
N
(0
. Interstate Route C3 US Route O State Route
N
0)
�Y
FS Primary Route O FS Passenger
FS High
Route
Clearance Route
N
�O X
Check with local Forest Service unit
U)
for current travel conditions and restrictions.
O (D
co U)
Z
SKYLAND, NC
W
2019 z a

�Cti
TRANSYLVANIA
Olh
y5�
C
POLK
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina State
Plane (FIPSZONE 3200). The horizontal datum was the North American Datum
of 1983 GRS80 ellipsoid. Differences in datum ellipsoid, projection,rsal
P P ,or Universal
Transverse Mercator zones used in the production of FIRMS for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM. All coordinates on this map are in U.S. Survey Feel, where 1 U.S. Survey
Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical Datum
of 1988 (NAVD 88). These flood elevations must be mmpamd to structure and
ground elevations referenced to the same vertical datum. An average offset
between NAVD 88 and the National Geodetic Vertical Datum of 1929 (NGVD 29)
has been computed for each North Carolina county. This offset was then applied
P Y to the NGVD 29 flood elevations that were not revised during the creation of this
statewide format FIRM. The offsets for each county shown on this FIRM panel
are shown in the vertical datum offset table below. Where a county boundary and
a flooding
source with unnevieed NGVD 29 flood elevations am coincident, an
individual offset has been calculated and applied during the creation of this
statewide format FIRM. See Section 6.1 of the accompanying Flood Insurance
Study report to obtain further information on the conversion of elevations between
NAVD 88 and NGVD 29. To obtain current elevation, description, and/or location
ildormatioIt for bench marks shown on this map, please contact the North
Carolina Geodetic Survey at the address shown below. You may also contact the
Information Services Branch of the National Geodetic Survey at [phone],
or visit its website at htto:/Avww.nos noaa oov
County R Avers vertical Datum Offset Table
North Carolina Geodetic Survey punry emca Datum se
121 West Jones Street Buncombe -0.16
Raleigh, NC 27601 Henderson -o.1s
919 733-3836
htiD://www.ncas.stale.nc.us Eum le: NAVO BB = NGVO 29 + -0.15
All streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
rivenne analysis. Mom information on the flooding sources studied by these
analyses is contained in the Flood Insuance Study report.
FLOOD HAZARD DATA TABLE
FI°°°wa°"r'aho.*
IN lot B,I From
season
ggdn
wd1O s'nerg
1 ow 5lu�YreeE)eve
wrt(het Naw 80)�O°
S
rid, ooawm col«
Tdo, Fo Mwaywdo
CANE CREEK
038
33799
11,940
2,061.0'
1,056/6w
046
4,557
11,940
2,051.0'
976/T14
FRENCH BROAD RIVER
8731
873,100
NA
2.060.0
1,050
6754
875.371
NA
ZOGID3
1,700
8766
576,586
NA
2,050.4
1,800'
8823
882.288
NA
2,061.1
1,30)
W42
884,189
NA
2,051.5
1,910
HIGGINS BRANCH
003
261
wo
2,065.8
1]/11
We
554
930
2,058.E
15113
oog
911
930
2,069.6
26/34
016
1,811
930
ZGr6o
16116
On
2,262
930
2,085.4
16119
M4
2,437
Sea
2,0879
w/23
o26
2,828
930
2,089,0
61 / 41
KIMSEY CREEK
all 1,078 1 1,860 1 2,0e1.s^ 78184
MCDOWELL CREEK
017 1,742 IM 2,060.3' 1w
036
3,854
1 NA
2,0629
200
a_ I' eraS
tin Technical State -
er
This digital Flood Insurance, Rate Map (FIRM) was produced through a unique
cooperative partnership between the Stale of North Carolina and the Federal
Emergency Agency (FEMA). The State of North Carolina has implemented a
long term approach of floodplain management to decrease the costs
associated with flooding. This is demonstrated by the State's commitment to
map floodplam areas at the local level. As a part of this effort, the State of
Nnrth Camlina hoc ininaA in a Cnnncratinn Tarhniral Plata a,mamant with
::.:: \
FLOODING EFFECTS
ow000 _ z
R ZONE AEA!!
\... ' \ Buncombe CountyFROM HIGGINS BRANCH ZONE X C
I1cdd'crsbli County ASR AL Unincorporated Areas w
J` .... ' .. - "�• AIRPORT I \ NOGA oEN cis
"vR ' ; ; ; ; • • ; ' ; ; ' ' " 'lJ tjicorparated Areas 370031 -+�
. : • • • • • : . • • : - Town of FIe1
Gov 60 ..:::: • .:. 1701b •�A o"i,� 1 370568
ZONE X
to BN Z
.\ LL m r0
ZONE X //��.. . ; O2 GOJ e Fvo City of Asheville o ° m 0 7 2,
.,�,ryry6ry ' :... • : .. ; .. •\ \ !r , : �o��G���..:�.. 370032 0 _LID <o �A�
F yi ' ' ' ' ' ' . J� J� AVL C Henderson County Z
OLD 'ADDING FRIDGE Go ,ao , , 1 0 \• . Unincorporated Areas ZONE AI
0 0 Town itf Fleehel �.: A10121 rP
�� I �70568
zs
352a3 J 370125 TRENCHRROAD RIITR� wOrERw " ,0",
ZONE X � ZONE AE
�. ZONE
.:.:. _BUNCOMBE COUNTI'•
.... bfcOnwell Creek e HENDERSON CO
UNTY g1
ZI)
ZONE AE ..::... / .\ .\ /_— �•
60. .:�.......:. mom 20
.: ,(:: ; Town of Mills River w \. pg.;{]„r:I/ i'BROO11 JUL I le
HiXxirrt
ZONE
It
ZONE X—
ZONE X
-ZONE X
11-21'c
-ZONE X
Town of Pletcher
....... •• I- ... y F I Icndcrson Count} n
2061 370568 `. \ n / ,. -. Unincorporated Areas .. t._,�k N
\ ZONE X Net`"` '.:If 370125 ... . .
� . \ .... . .
2062 AUTY WAY ADx` ° 22064 R.
061
2063
BROADPo NTE DR r
• ' ZONE J(" . � J � .
ZONE X
2065 _ City 'ofAA—ill,
I Icndcrson County 370032
2066 Unincorporated Areas
370125 \ .::;....: ...
•
e • 3s. '
... ............ .....
"( ...1i.i
a-o OLD FA"" ND FELDS Rm ,ED
Z.. .... (SR 2238) 3wn.oheG, .
z ' '3'70508' '
F —
N F
ZONE AE x i .:::..:::..:...::::..:. Q-c' .:./
3920 car r� 9 . . � . . . . • ' . . . . . . . . . . . . . . . . . . . . : . . . P. . t . �Fi�O / ��. . . .
5
PROJECT SITE .......
inf • :... ........ • . � � .......... .
....... ................... . ........ ... ..
ZONE...... ... .. .............. ... ..... ..... ....:. as2o^'^°
\' f ZONE X
• . F .. I► //a!S�• Henderson County
o
$ 9 mFFs :.: • :.: , :. -. , . %�.,1....' •.• Unincorporated Areas
e'Ro :.::::.::: , ' :::: �aI1':::: F.. ' . 370125
9 ... ... ,/. .'.
WEB PIT
SAC' ooa • .�\•\• . • . • ..:.. ' \.. ... .
o Y" AD z RRIE LN
.. 1 ' .. /-/2/;N('H•
Sc ME ' 'X[tOAU.lU4'lif<'
(°P •� ZONE
BoTLER eBIL- Ro m ..... • ... • ' :.......:...... ' • ZONE AE z
6225002FEET \ \ a 1�� ....... .. .. .... .... .. .
a ° ' • TOWII of Mills'IiiVer'
w3 Q ° 370025... .::\:: ..
LN TR �\ ..... • • : �\ z4 3r
O ® :..:: PROOT DAIRY RD
OREN :9unBESE14D ERd
DG4659 <—RACHELE on ELEMENTARY SCHOOL GLE"coo Iuw rsR leas)• 'TOWN OF MILLS RIVER; ; 2061 tCEpeeto5eao
Tm K � —ENATs LN Fox HILL Ro • .. ..... - • HENDERSON COUNT.Y::.:
ZONE X �4
n wa
-......\
Town of Mills River
370025 :::::.: :::: :: I lenderson Couch
tlnincorpo, led Arers..:.... . o wew off • • • : ,..
M ZONE AE " " " " . " " ' I ZONE X 3919a^m
2062
H w ....
yea — l=lflL\'fill RR(IAN IUr'/:R ......
...........
620000 FEET • 620000 FEET
940000 FEET 359 °'°" 94a 500 FEET 0230231
350�'" JOINS PANEL 9641 02320 361 950000 FEET
82-33
30
NOTES TO USERS
This map is for use in administering the National Flood Insumnce Program. It does not necessarily Certain areas not in Special Flood Hazard Areas may be protected by flood control structures, This map reflects more detailed and up-to-date stream channel conflgumdpns than those shown MAP REPOSITORY
identify all areas subject to flooding, particularly from local drainage sources of small size. The Refer to Section 4.4 'Flood Protection Measures" of the Flood Insurance Study report for on the previous FIRM for this jurisdiction. The floodplains and floodways that were transferred fron
community map repository should be consulted for possible updated or additional flood hazard information on the flood control structures in this jurisdiction. the previous FIRM may have been adjusted to conform to these nee stream channel Refer to listing of Map Repositories on Map Indexor NSlt Fro://vnvw.ncgoodmaos.com.
information configurations. As a result the Flood Profiles and Floodway Data tables in the Flood Insurance EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
Base map information and geospal al data used to develop this FIRM were obtained from various Study report (which contains authoritative hydraulic data) may reflect stream channel distances that
To obtain more detailed information in areas where Base Flood Elevations (BEES) and/or organizations, including the participating local cemmuntyfss) state and federal agencies and/or differ from what's shown on this map OCTOBER Z 2008
floodways have been determined, ueers are encouraged to consult the Flood Profiles Floodway, other sources. The primary base for this FIRM is aerial imagery acquired by Buncombe County
Data, Lrm tied Detailed Flood Hazard Data and/or Summary of Stillwater Elevations tables and Henderson County. The time period of collection for the Henderson imagery is 2001. The [ me Please refer to the separately printed Map Index for an overview map of the county showing the EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL
contained wnthin the Flood Insurance Study (FIS) report that accompanies this FIRM. Users should period of collection for the Buncombe Imagery Is 2002. Information and geospatial data supplied layout of map panels, community map repository addresses, and a Listing of Communities table
be aware that BEES shown on the FIRM represent rounded whole -foot elevations. These BEES are by the local community(ies) that mat FEMA base map specifications were considered the preferred containing National Flood Insurance Program dates for each community as well as a listing of the JANUARY 6, 20101
intended for flood insurance rating purposes only and should not be used as the sole source of source for development of the base map. See geospatial metadata for the associated digital FIRM panels on which each community is located.
flood elevation information. Accordingly, flood elevation data presented in the FIS report should be for additional information about base map preparation,
utilized in conjunction with the FIRM for purposes of construction and/orfloodplain management. If you have questions about this map, or questions concerning the National Flood Insurance 'Updated flood hazards to reflect seamless statewide mapping
Base map features shown on this map, such as corporate limits, are based on the most up -to- Program in general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the FEMA website at
Boundaries of regulatory floodways shown on the FIRM for flooding sources studied by detailed sate data available at the time of publication. Changes in the corporate limits may have htto:/Avvmtfema.aov. For community map reHsion history prior to statewide mapping, refer to the Community Map History
rred since this ma w published. Ma users should consult the appropriate communi table loceletl in the Flood Insurance Stud report for this jurisdiction.
methods were computed al Ross sections and interpolated between cross sections. The floodways occu f was p secascommunity Y P I
vnve haseA on hvtlmulir. rnnsitleratinna with renarA fin rmrnranenL[ M the Netinnal FInnA official R website to veri current conditions d luristlictional boundaries and base map features. An accomoanvino Flood Insurance Study report. Letter of Mao Revision (LOMR1 or Letter of Mao
that has a 1% cM1ance of being Vequaletl Vor exceeded~in any given �yo., The Special
Flood Hazard Area is R. area subject to flooding by the 1% annual chance food. Areas
of Special Flood Hazard 'include Zones A, AE, All, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water-surtace elevation of the 1 %annual chance good.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AN Flood depths of 1 to 3 feel (usually areas of pondng) Base Flood
Elmat ons determined
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain)
rage depths determined. For areas of alluvial fan flooding, velocities
also del mined.
ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
chance flood by a flood control system that was subsequently
cis rifled, Zone AR indicates that the former flood control system is
bang restored to provde protection from the 1% annual chance or
greater flood.
ZONE A99 Area to be protected from 1% annual chance flood by a Federal
flood protector, system under construction no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined.
FLOODWAY AREAS IN ZONE AE
The floodways the channel of a stream plus any adjacent floodpla n areas that must be
kept free of encroachment so that the 1% annual chance flood can be tarred without
substantial increases in flood heights.
OTHER FLOOD AREAS
ZONE X Areas of 0.2% annual chance flood; areas of 1% annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees from 1% annual chance
flood.
OTHER AREAS
ZONEX Areas determined to be outside the 0.2% annual chance 11m,plain.
ZONE D Areas in which flood hazards are undetermined, but possible.
® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
1%annual chance floodpla n boundary
0.2% annual chance floodplain boundary
— FlootlY wa bounda
ry
— Zone D boundary
• CBRS andORA boundary
Boundary d Brig Specal Flood:,,,,f Zones endboundary
d E' g Bp Flood Hazard Areas oft Zone, Bese Flood
EI valor., hood depths orr.,x veloc tiila.
'w 513 ^^- Bese Flood Elevation line end value; elevation in Bier
(EL 987) Base Flood on value where uniform wilhin zone,
elevation in star
'Referenced to the North American Vertical Datum of 1988
Crass section line
o--__--2� Trum- line
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sv slam FIPSZONE 3200 State Plana NAD 83 feel
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BM5510 National Geodetic Survey bench mark(for, morenformaton cost
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BM5510 NGS 58 GPS 2 5 cm Vii Control Marks Or Contractor Establ shed
® NCFMP Bench Marks (for more information visit
hflo://wvm•.ncas.slate.nc.usl
•M1.5 River Mile
GRID NORTH
MAP SCALE 1•' = 500' (1 : 6,000)
250 0 Soo 1000
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METERS
150 0 150 300
=1RM
LOOD INSURANCE RATE MAP
JORTH CAROLINA
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LEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
NNEL LAYOUT)
)MAINS:
)MMUNITY CID No. PANEL SUFFIX
ETCHER, TOWN OF
NOERSONCO UNITY 370125 ed. K
IS RIVER, TOWN OF 37m25 8642 K
tio: to User The Map Number sbovm be—IT1uld be used
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plating map orders the Community Number shown
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AP REVISED MAP NUMBER
4NUARY 6, 2010 3700964200K
(4 d�
1*Rt;

358820
35o 255" N
35o 24'49"N
358820 358880 358940 359000
Map Scale: 1:2,360 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Henderson County, North Carolina
(Soils)
358880 358940 359000 359060
359120
359060 359120
359180
35o 255" N
I
1 35o 24' 49" N
m
9/30/2022
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
Sodic Spot
Soil Map —Henderson County, North Carolina
(Soils)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:20,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Henderson County, North Carolina
Survey Area Data: Version 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 1, 2022—May 9,
2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 9/30/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Henderson County, North Carolina
Soils
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Co
Codorus loam (arkaqua)
0.3
2.0%
DeB
Delanco (dillard) loam, 2 to 7
percent slopes
0.6
3.4%
HyC
Hayesville loam, 7 to 15
percent slopes
10.2
61.7%
HyE
Hayesville loam, 15 to 25
percent slopes
5.3
32.4%
TeC
Tate fine sandy loam, 7 to 15
percent slopes
0.1
0.4%
Totals for Area of Interest
16.6
100.0%
USDA Natural Resources Web Soil Survey 9/30/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

358820
35o 255" N
35o 24'49"N
358820 358880 358940 359000
Map Scale: 1:2,360 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Henderson County, North Carolina
(Soils)
358880 358940 359000 359060
359120
359060 359120
359180
35o 255" N
I
1 35o 24' 49" N
m
9/30/2022
Pagel of 4

Hydrologic Soil Group —Henderson County, North Carolina
(Soils)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Henderson County, North Carolina
Survey Area Data: Version 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 1, 2022—May 9,
2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 9/30/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Henderson County, North Carolina
Soils
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
Co
Codorus loam (arkaqua)
B/D
0.3
2.0%
DeB
Delanco (dillard) loam, 2
to 7 percent slopes
C
0.6
3.4%
HyC
Hayesville loam, 7 to 15
percent slopes
C
10.2
61.7%
HyE
Hayesville loam, 15 to
25 percent slopes
C
5.3
32.4%
TeC
Tate fine sandy loam, 7
to 15 percent slopes
B
0.1
0.4%
Totals for Area of Interest
16.6
100.0%
USDA Natural Resources Web Soil Survey 9/30/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Henderson County, North Carolina
Soils
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 9/30/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

358820
35o 255" N
35o 24'49"N
358820 358880 358940 359000
Map Scale: 1:2,360 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 30 60 120 180
Feet
0 100 200 400 600
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Depth to Water Table —Henderson County, North Carolina
(Soils)
358880 358940 359000 359060
359120
359060 359120
359180
35o 255" N
I
1 35o 24' 49" N
m
12/13/2022
Page 1 of 3

Depth to Water Table —Henderson County, North Carolina
(Soils)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
W
0-25
25-50
0
50 - 100
0
100 - 150
0
150 - 200
0
> 200
0
Not rated or not available
Soil Rating
Lines
,.y r
0 - 25
f
25-50
50 - 100
100 - 150
150 - 200
~
> 200
r 0
Not rated or not available
Soil Rating
Points
0-25
25-50
❑
50 - 100
❑
100 - 150
❑
150 - 200
> 200
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
.,_. Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Henderson County, North Carolina
Survey Area Data: Version 23, Sep 8, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 1, 2022—May 9,
2022
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
usoA Natural Resources Web Soil Survey 12/13/2022
Conservation Service National Cooperative Soil Survey Page 2 of 3

Depth to Water Table —Henderson County, North Carolina
Soils
Depth to Water Table
Map unit symbol
Map unit name
Rating (centimeters)
Acres in AOI
Percent of AOI
Co
Codorus loam (arkaqua)
54
0.3
2.0%
DeB
Delanco (dillard) loam, 2
to 7 percent slopes
91
0.6
3.4%
HyC
Hayesville loam, 7 to 15
percent slopes
>200
10.2
61.7%
HyE
Hayesville loam, 15 to
25 percent slopes
>200
5.3
32.4%
TeC
Tate fine sandy loam, 7
to 15 percent slopes
>200
0.1
0.4%
Totals for Area of Interest
16.6
100.0%
Description
"Water table" refers to a saturated zone in the soil. It occurs during specified
months. Estimates of the upper limit are based mainly on observations of the
water table at selected sites and on evidence of a saturated zone, namely
grayish colors (redoximorphic features) in the soil. A saturated zone that lasts for
less than a month is not considered a water table.
This attribute is actually recorded as three separate values in the database. A
low value and a high value indicate the range of this attribute for the soil
component. A "representative" value indicates the expected value of this attribute
for the component. For this soil property, only the representative value is used.
Rating Options
Units of Measure: centimeters
Aggregation Method: Dominant Component
Component Percent Cutoff. None Specified
Tie -break Rule: Lower
Interpret Nulls as Zero: No
Beginning Month: January
Ending Month: December
USDA Natural Resources Web Soil Survey 12/13/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

ECS SOUTHEAST, LLP Setting the Standard for Service"
w Geoteehnical • Construction Materials • Environmental • Facilities N` Registered EGeolo pits Firm F -405
NC Registered Geologists Firm C-406
SC Registered Engineering Firm 3239
December 14, 2022
Mr. Mark Brooks
Brooks Engineering
17 Arlington St
Asheville, NC 28801
Reference: James River Equipment Infiltration Testing
Fanning Field Road
Mills River, North Carolina 28759
ECS Project No. 31-3593-A
Mr. Brooks:
As authorized by your acceptance of ECS Proposal No. 31-7351-P, dated December 1, 2022,
ECS Southeast, LLP (ECS) has completed our infiltration testing supplemental subsurface exploration for
the proposed stormwater control measures (SCM) of the James River Equipment project in Mills River,
North Carolina, as depicted on the attached Site Location Diagram.
PROJECT UNDERSTANDING
Our understanding of the project is based on recent correspondence between Mark Brooks and ECS'
Matthew Fogleman, P.E., as well as the provided James River Equipment Grading & Stormwater Plan,
sheet C-5.0, prepared by Brooks Engineering Associates, dated October 28, 2022.
We understand that the SCMs at the proposed James River Equipment site will consist of two bioretention
ponds. You have requested that we assess the potential for a seasonal high water table (SHWT) within
two feet of the bottom of the systems, estimated to be an approximate elevation of 2090.0 feet at the
northern pond (SCM-A) and an approximate elevation of 2088.0 feet at the southern pond (SCM-B). The
location of the SCMs were indicated on the provided plan.
SUBSURFACE EXPLORATION
The infiltration testing was performed using a CCHP testing apparatus. The hand auger was conducted in
general conformance with ASTM D1452. The infiltration testing recorded the following measurements:
Location Test Depth BGS
B-1 (SCM-B) Depth 6.25 feet
B-2 (SCM-A) Depth 2.5 feet
Approx Test Elev Ksat
2086 feet 0.25 in/hr
2087 feet 0.06 in/hr
Groundwater was not encountered in the hand auger borings at the time of our exploration. Also, we did
not observe evidence of a SHWT above an elevation of 2086 feet. It appears that the SHWT in these areas
of the site is below an elevation of 2086 feet.
1900 Hendersonville Road, Suite 10, Asheville, NC 28803 • T: 828.665.2307 • F: 828.665.8128 • ecslimited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Southwest, LLP

James River Equipment Infiltration Testing
December 14, 2022
ECS Project No. 31-3593 A
CLOSING
Page 2
ECS has prepared this letter report to evaluate the infiltration rate of the soil near the bottom of the
planned SCMs and to help identify the possible presence of a seasonal high water table. Our
understanding of the project and proposed construction is based on information provided to ECS by the
Owner and project design team. If any of this information is inaccurate, either due to our interpretation
of the documents provided or site or design changes that may occur later, ECS should be contacted
immediately so that we can review the report in light of the changes and provide additional or alternate
recommendations, as required, to reflect the proposed construction.
We appreciate the opportunity to be of continued service to you and your project team. If you have any
questions concerning the information provided in this letter, please do not hesitate to contact us.
Respectfully submitted,
ECS SOUTHEAST, LLP
Nicole Pearlman, E.I.
Geotechnical Professional
[e-mail]
Attachments:
Site Location Diagram
Exploration Location Diagram
Matthew Fogleman, P.E.
Asheville Branch Manager, Principal
[e-mail]
-2-

Service Layer Credits: Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase,
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Site Location DiagramRP
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INFILTRATION TESTING SCALE
AS NOTED
PROJECT NO.
31:3593-A
FANNING FIELD ROAD, MILLS RIVER, NC SHEET
1
Nor—JAMES RIVER EQUIPMENT DATE
12/12/2022

EXIST. BOUNDARY
EXIST. ADJOINER
1 1\VI
EXIST. STREAM
j /,\\f ,/ /
1/ 1I
EXIST. STREAM BUFFER
EXIST WETLAND
lEl FERIA NON -ENCROACHMENT
S� III (// 1
I II\ IV, \
1 J
1' I
FEMA FLOOD HAZARD AREA (1R)
FEMA FLOOD HAZARD AREA (C-)
- - - =EXIST.
RIGHT OF WAY
EXIST. EASEMENT
- - -EXISL
BUILDING SETBACK
J
E------JEXISn NC BUILDING
f
�EXISIING
SIDEWALK
EXISTING PAVEMENT
-E-ST-
EXIST. STORM GRAN
EXIST. MINOR CONTOUR
EXIST. MAJOR CONTOUR
MEW BUILDING
—NEW
PAVEMENT
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CIIAOOODW'RIF RAP LINED DITCH 11
NEW MINOR CONTOUR
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- - - NMIIS OF DISTURBANCE
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DEVELOPMENT DATA
PROPERTYADDRESS. N Nc F ELOs RonD I I \
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MB NORTH CARCLINA
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Site Plan (Sheet SK-1) Dated October 2017
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4019 IF 'OND El:
DPDSED ]A ELV:2i0BB.00'
REQUIRED SED .2 FT ROB6.0U) 'fltfa._6 1 1 In F.\
LTUT \ 1
fR.Ts 2."2„DC»2
MDFP�DEtiX
MD.M2,AELY2DBB�D ,
.. "- -ZING
GROurvD ELv 2D9x se ,
P2FT u
i p (zoas.BD)
_ mNLTRAnw HATE RATE
0\1\
FROPoBED BOTTOM OF RELY, ELV 23090.00'
EpumEDSEF_'GN zLFT (zcee oD7
INFILTRATION RATE
BOH-A BORTRG z2
PRO PoSEDBOTTOMOF INDB.V:2093.0U
RWPoS®BOTTOM OFMEDIAELV NI90.00'
REQUIRED SEPARATION:3FT (3OBB.00']
EXPLORATION LOCATION DIAGRAM
LEGEND Infiltration Testing
❑ Approximate Hand Auger Location James River Equipment
Mills River, Henderson County, North Carolina
ECS Project No. 31-3593-A

Appendix "C"

JAMES RIVER EXISTING
�0 �� 1,I ,1 l /1 111,I , I 1 11I11 I 1'I I II1 IIIt l,II 'III II 1I'I IIII 1III V�'a-9o"Pv�o`a,n�3o�"` `�♦ \\ l\�wl r\`—,\\ �� \ff III n � "I
I-E-,f"EEI. S ,E \CONDITIONS /I (Dn1'e
DRAINAGE AREA MAP
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/ III
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- j!0`\�8�
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SHAY POINT ti = EX
AREAE61,418 SF I I 1 / / / / / / �.Eo I 1
It / / / , / IIPERVIOUS`7.374 SF
/
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Appendix "D"

1S SS 3S 4S
DA-EX DA TO SCM-A DA TO CM-B B PASS
7P 5P
SCM-A SC -B
7L
DA-PR
Subcat Reach on Link Routing Diagram for HydroCAD-Update
Prepared by {enter your company name here}, Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC

Appendix "E"

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 6
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA-EX Runoff Area=661,415 sf 1.11% Impervious Runoff Depth=0.69"
Tc=8.9 min CN=70 Runoff=15.53 cfs 37,848 cf
Subcatchment 2S: DA TO SCM-A Runoff Area=225,834 sf 75.28% Impervious Runoff Depth=2.02"
Tc=5.0 min CN=91 Runoff=18.68 cfs 38,103 cf
Subcatchment 3S: DA TO SCM-B Runoff Area=284,847 sf 70.45% Impervious Runoff Depth=1.94"
Tc=5.0 min CN=90 Runoff=22.76 cfs 46,009 cf
Pond 4P: SCM-A Peak EIev=2,094.14' Storage=20,597 cf Inflow=18.68 cfs 38,103 cf
Outflow=1.14 cfs 38,103 cf
Pond 5P: SCM-B Peak EIev=2,092.60' Storage=18,853 cf Inflow=22.76 cfs 46,009 cf
Outflow=8.90 cfs 46,009 cf
Subcatchment 6S: BYPASS Runoff Area=161,407 sf 0.00% Impervious Runoff Depth=0.69"
Tc=7.5 min CN=70 Runoff=4.03 cfs 9,236 cf
Link 7L: DA-PR Inflow=12.55 cfs 93,348 cf
Primary=12.55 cfs 93,348 cf
Total Runoff Area = 1,333,503 sf Runoff Volume = 131,196 cf Average Runoff Depth = 1.18"
71.65% Pervious = 955,459 sf 28.35% Impervious = 378,044 sf

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: DA-EX
Runoff = 15.53 cfs @ 12.02 hrs, Volume= 37,848 cf, Depth= 0.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YR Rainfall=2.95"
Area (sf) CN Description
7,374
98 Paved parking, HSG C
654,041
70 Brush, Fair, HSG C
661,415
70 Weighted Average
654,041
98.89% Pervious Area
7,374
1.11 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 Direct Entry,
Subcatchment 1S: DA-EX
Hydrograph
7
6 15.53 cfs
5 - r
4 - V'
3
2 notT Arez=165 I ,
1 —
0
9 —
8 Tc 8. m n
7 _
6
5
4
3
2
1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2S: DA TO SCM-A
Runoff = 18.68 cfs @ 11.96 hrs, Volume= 38,103 cf, Depth= 2.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YR Rainfall=2.95"
Area (sf) CN Description
170,002
98 Paved parking, HSG C
55,832
70 Brush, Fair, HSG C
225,834
91 Weighted Average
55,832
24.72% Pervious Area
170,002
75.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
3
0
LL
Subcatchment 2S: DA TO SCM-A
Hydrograph
20
19 8.68 cfs
18 — r
17 M i I I F I I 1 ®t�ep=
1615 14
131211n
10
9
8
7
6
5
4
3
2
1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: DA TO SCM-B
Runoff = 22.76 cfs @ 11.96 hrs, Volume= 46,009 cf, Depth= 1.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YR Rainfall=2.95"
Area (sf) CN Description
200,668
98 Paved parking, HSG C
84,179
70 Brush, Fair, HSG C
284,847
90 Weighted Average
84,179
29.55% Pervious Area
200,668
70.45% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: DA TO SCM-B
Hydrograph
❑ Runoff
Time (hours)

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 10
Summary for Pond 4P: SCM-A
Inflow Area =
225,834 sf,
75.28% Impervious,
Inflow Depth = 2.02" for 1-YR event
Inflow =
18.68 cfs @
11.96 hrs, Volume=
38,103 cf
Outflow =
1.14 cfs @
12.66 hrs, Volume=
38,103 cf, Atten= 94%, Lag= 41.9 min
Primary =
1.14 cfs @
12.66 hrs, Volume=
38,103 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,094.14' @ 12.66 hrs Surf.Area= 18,990 sf Storage= 20,597 cf
Plug -Flow detention time= 623.8 min calculated for 38,103 cf (100% of inflow)
Center -of -Mass det. time= 623.8 min ( 1,425.3 - 801.5 )
Volume Invert
# 1 2,093.00'
UV01
Description
58,835 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,093.00
17,161
0 0
2,094.00
18,758
17,960 17,960
2,095.00
20,421
19,590 37,549
2,096.00
22,151
21,286 58,835
Device Routing
Invert
Outlet Devices
#1 Primary
2,089.50'
24.0" Round Culvert
L= 104.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,089.50' / 2,076.00' S= 0.1298 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,091.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,093.00'
1.000 in/hr Exfiltration over Surface area from 2,090.00' - 2,093.00'
Excluded Surface area = 0 sf
#4 Primary
2,094.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=1.14 cfs @ 12.66 hrs HW=2,094.14' (Free Discharge)
1=Culvert (Passes 0.26 cfs of 25.46 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.26 cfs @ 7.67 fps)
L3=Exfiltration (Passes 0.26 cfs of 0.40 cfs potential flow)
4=Broad-Crested Rectangular Weir (Weir Controls 0.88 cfs @ 1.05 fps)

HydroCAD-Update
Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 11
N
U
Pond 4P: SCM-A
Hyd rog raph
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 12
Summary for Pond 5P: SCM-B
Inflow Area = 284,847 sf, 70.45% Impervious, Inflow Depth = 1.94" for 1-YR event
Inflow = 22.76 cfs @ 11.96 hrs, Volume= 46,009 cf
Outflow = 8.90 cfs @ 12.06 hrs, Volume= 46,009 cf, Atten= 61 %, Lag= 5.9 min
Primary = 8.90 cfs @ 12.06 hrs, Volume= 46,009 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,092.60' @ 12.06 hrs Surf.Area= 12,873 sf Storage= 18,853 cf
Plug -Flow detention time= 290.8 min calculated for 46,006 cf (100% of inflow)
Center -of -Mass det. time= 290.8 min ( 1,096.9 - 806.1 )
Volume Invert
# 1 2, 091.00'
UV01
Description
38,255 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,091.00
10,684
0 0
2,092.00
12,024
11,354 11,354
2,093.00
13,433
12,729 24,083
2,094.00
14,912
14,173 38,255
Device Routing
Invert
Outlet Devices
#1 Primary
2,087.50'
24.0" Round Culvert
L= 70.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,087.50' / 2,078.00' S= 0.1357 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,089.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,091.00'
1.000 in/hr Exfiltration over Surface area from 2,088.00' - 2,091.00'
Excluded Surface area = 0 sf
#4 Primary
2,092.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=8.89 cfs @ 12.06 hrs HW=2,092.60' (Free Discharge)
1=Culvert (Passes 0.25 cfs of 27.03 cfs potential flow)
L2=Orifice/Grate (Passes 0.25 cfs of 0.28 cfs potential flow)
L3=Exfiltration (Exfiltration Controls 0.25 cfs)
4=Broad-Crested Rectangular Weir (Weir Controls 8.64 cfs @ 2.39 fps)

HydroCAD-Update
Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 13
N
U
Pond 5P: SCM-B
Hyd rog raph
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 6S: BYPASS
Runoff = 4.03 cfs @ 12.00 hrs, Volume= 9,236 cf, Depth= 0.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YR Rainfall=2.95"
Area (so CN Description
161,407 70 Brush, Fair, HSG C
161,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.5 Direct Entry,
Subcatchment 6S: BYPASS
Hydrograph
❑ Runoff
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)

HydroCAD-Update Type 11 24-hr 1-YR Rainfall=2.95"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 15
Summary for Link 7L: DA-PR
Inflow Area = 672,088 sf, 55.15% Impervious, Inflow Depth = 1.67" for 1-YR event
Inflow = 12.55 cfs @ 12.04 hrs, Volume= 93,348 cf
Primary = 12.55 cfs @ 12.04 hrs, Volume= 93,348 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 7L: DA-PR
Hyd rog raph
14
2.55 cfs
13 12.55 cfs
12
11
10
9
N 8
U
3 7
0
LL 6
5
4
3
2
1-
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
C Inflow
❑ Primary

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 16
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA-EX Runoff Area=661,415 sf 1.11% Impervious Runoff Depth=2.72"
Tc=8.9 min CN=70 Runoff=66.34 cfs 149,821 cf
Subcatchment 2S: DA TO SCM-A Runoff Area=225,834 sf 75.28% Impervious Runoff Depth=4.85"
Tc=5.0 min CN=91 Runoff=42.27 cfs 91,267 cf
Subcatchment 3S: DA TO SCM-B Runoff Area=284,847 sf 70.45% Impervious Runoff Depth=4.74"
Tc=5.0 min CN=90 Runoff=52.59 cfs 112,486 cf
Pond 4P: SCM-A Peak EIev=2,095.03' Storage=38,262 cf Inflow=42.27 cfs 91,267 cf
Outflow=21.28 cfs 91,267 cf
Pond 5P: SCM-B Peak EIev=2,093.55' Storage=31,695 cf Inflow=52.59 cfs 112,486 cf
Outflow=38.69 cfs 112,486 cf
Subcatchment 6S: BYPASS Runoff Area=161,407 sf 0.00% Impervious Runoff Depth=2.72"
Tc=7.5 min CN=70 Runoff=17.06 cfs 36,561 cf
Link 7L: DA-PR Inflow=75.71 cfs 240,314 cf
Primary=75.71 cfs 240,314 cf
Total Runoff Area = 1,333,503 sf Runoff Volume = 390,135 cf Average Runoff Depth = 3.51"
71.65% Pervious = 955,459 sf 28.35% Impervious = 378,044 sf

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: DA-EX
Runoff = 66.34 cfs @ 12.01 hrs, Volume= 149,821 cf, Depth= 2.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-YR Rainfall=5.89"
Area (sf) CN Description
7,374
98 Paved parking, HSG C
654,041
70 Brush, Fair, HSG C
661,415
70 Weighted Average
654,041
98.89% Pervious Area
7,374
1.11 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 Direct Entry,
N
U
3
0
E
Subcatchment 1S: DA-EX
Hydrograph
70
66.34 cfs
65
Type
II
24-
r
60
2-Y
Rin
II
.
"
55
_
50
3
45
[lull
Vol
,
40
U n
e
35
Td=8.9
min
3o
N=
0
2s
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: DA TO SCM-A
Runoff = 42.27 cfs @ 11.96 hrs, Volume= 91,267 cf, Depth= 4.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-YR Rainfall=5.89"
Area (sf) CN Description
170,002
98 Paved parking, HSG C
55,832
70 Brush, Fair, HSG C
225,834
91 Weighted Average
55,832
24.72% Pervious Area
170,002
75.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: DA TO SCM-A
Hydrograph
❑ Runoff
Time (hours)

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 3S: DA TO SCM-B
Runoff = 52.59 cfs @ 11.96 hrs, Volume= 112,486 cf, Depth= 4.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-YR Rainfall=5.89"
Area (sf) CN Description
200,668
98 Paved parking, HSG C
84,179
70 Brush, Fair, HSG C
284,847
90 Weighted Average
84,179
29.55% Pervious Area
200,668
70.45% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: DA TO SCM-B
Hydrograph
55 52.59 cfs
50
45 '
40
35 � �
30
25 N= 0
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 20
Summary for Pond 4P: SCM-A
Inflow Area =
225,834 sf,
75.28% Impervious,
Inflow Depth = 4.85" for 25-YR event
Inflow =
42.27 cfs @
11.96 hrs, Volume=
91,267 cf
Outflow =
21.28 cfs @
12.04 hrs, Volume=
91,267 cf, Atten= 50%, Lag= 5.0 min
Primary =
21.28 cfs @
12.04 hrs, Volume=
91,267 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,095.03' @ 12.04 hrs Surf.Area= 20,481 sf Storage= 38,262 cf
Plug -Flow detention time= 310.8 min calculated for 91,267 cf (100% of inflow)
Center -of -Mass det. time= 310.7 min ( 1,088.1 - 777.3 )
Volume Invert
# 1 2,093.00'
UV01
Description
58,835 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,093.00
17,161
0 0
2,094.00
18,758
17,960 17,960
2,095.00
20,421
19,590 37,549
2,096.00
22,151
21,286 58,835
Device Routing
Invert
Outlet Devices
#1 Primary
2,089.50'
24.0" Round Culvert
L= 104.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,089.50' / 2,076.00' S= 0.1298 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,091.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,093.00'
1.000 in/hr Exfiltration over Surface area from 2,090.00' - 2,093.00'
Excluded Surface area = 0 sf
#4 Primary
2,094.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=21.27 cfs @ 12.04 hrs HW=2,095.03' (Free Discharge)
1=Culvert (Passes 0.30 cfs of 28.42 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.30 cfs @ 8.92 fps)
L3=Exfiltration (Passes 0.30 cfs of 0.40 cfs potential flow)
4=Broad-Crested Rectangular Weir (Weir Controls 20.96 cfs @ 3.38 fps)

HydroCAD-Update
Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 21
N
U
Pond 4P: SCM-A
Hyd rog raph
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 22
Summary for Pond 5P: SCM-B
Inflow Area = 284,847 sf, 70.45% Impervious, Inflow Depth = 4.74" for 25-YR event
Inflow = 52.59 cfs @ 11.96 hrs, Volume= 112,486 cf
Outflow = 38.69 cfs @ 12.01 hrs, Volume= 112,486 cf, Atten= 26%, Lag= 3.3 min
Primary = 38.69 cfs @ 12.01 hrs, Volume= 112,486 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,093.55' @ 12.01 hrs Surf.Area= 14,247 sf Storage= 31,695 cf
Plug -Flow detention time= 144.1 min calculated for 112,486 cf (100% of inflow)
Center -of -Mass det. time= 144.1 min ( 925.2 - 781.1 )
Volume Invert
# 1 2, 091.00'
UV01
Description
38,255 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,091.00
10,684
0 0
2,092.00
12,024
11,354 11,354
2,093.00
13,433
12,729 24,083
2,094.00
14,912
14,173 38,255
Device Routing
Invert
Outlet Devices
#1 Primary
2,087.50'
24.0" Round Culvert
L= 70.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,087.50' / 2,078.00' S= 0.1357 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,089.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,091.00'
1.000 in/hr Exfiltration over Surface area from 2,088.00' - 2,091.00'
Excluded Surface area = 0 sf
#4 Primary
2,092.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=38.65 cfs @ 12.01 hrs HW=2,093.55' (Free Discharge)
1=Culvert (Passes 0.25 cfs of 29.99 cfs potential flow)
L2=Orifice/Grate (Passes 0.25 cfs of 0.33 cfs potential flow)
L3=Exfiltration (Exfiltration Controls 0.25 cfs)
4=Broad-Crested Rectangular Weir (Weir Controls 38.40 cfs @ 4.13 fps)

HydroCAD-Update
Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 23
Pond 5P: SCM-B
Hyd rog raph
52.59 cfs
55
50 ea e =
45 St r ge 3 ,6 5 f
40 38.69 cfs
35
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 6S: BYPASS
Runoff = 17.06 cfs @ 11.99 hrs, Volume= 36,561 cf, Depth= 2.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-YR Rainfall=5.89"
Area (so CN Description
161,407 70 Brush, Fair, HSG C
161,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.5 Direct Entry,
1
1
1
1
1
1
1
1
H 1
3
0
LL
Subcatchment 6S: BYPASS
Hydrograph
9
8 17.06 cfs
7 _
6
5 25 YR R inf 11= "
4 _
3
2
1
0
9
8 _
7
TU
5
4
3
2
1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type/1 24-hr 25-YR Rainfall=5.89"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 25
Summary for Link 7L: DA-PR
Inflow Area = 672,088 sf, 55.15% Impervious, Inflow Depth = 4.29" for 25-YR event
Inflow = 75.71 cfs @ 12.01 hrs, Volume= 240,314 cf
Primary = 75.71 cfs @ 12.01 hrs, Volume= 240,314 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Link 7L: DA-PR
Hyd rog raph
75.71 cfs
80 75.71 cfs
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
C Inflow
❑ Primary

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 26
Time span=0.00-180.00 hrs, dt=0.01 hrs, 18001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: DA-EX Runoff Area=661,415 sf 1.11% Impervious Runoff Depth=3.30"
Tc=8.9 min CN=70 Runoff=80.39 cfs 181,714 cf
Subcatchment 2S: DA TO SCM-A Runoff Area=225,834 sf 75.28% Impervious Runoff Depth=5.56"
Tc=5.0 min CN=91 Runoff=47.97 cfs 104,549 cf
Subcatchment 3S: DA TO SCM-B Runoff Area=284,847 sf 70.45% Impervious Runoff Depth=5.44"
Tc=5.0 min CN=90 Runoff=59.82 cfs 129,162 cf
Pond 4P: SCM-A Peak EIev=2,095.21' Storage=41,778 cf Inflow=47.97 cfs 104,549 cf
Outflow=26.67 cfs 104,549 cf
Pond 5P: SCM-B Peak EIev=2,093.71' Storage=33,962 cf Inflow=59.82 cfs 129,162 cf
Outflow=44.71 cfs 129,162 cf
Subcatchment 6S: BYPASS Runoff Area=161,407 sf 0.00% Impervious Runoff Depth=3.30"
Tc=7.5 min CN=70 Runoff=20.66 cfs 44,344 cf
Link 7L: DA-PR Inflow=90.79 cfs 278,055 cf
Primary=90.79 cfs 278,055 cf
Total Runoff Area = 1,333,503 sf Runoff Volume = 459,768 cf Average Runoff Depth = 4.14"
71.65% Pervious = 955,459 sf 28.35% Impervious = 378,044 sf

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 1S: DA-EX
Runoff = 80.39 cfs @ 12.01 hrs, Volume= 181,714 cf, Depth= 3.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-YR Rainfall=6.61"
Area (sf) CN Description
7,374
98 Paved parking, HSG C
654,041
70 Brush, Fair, HSG C
661,415
70 Weighted Average
654,041
98.89% Pervious Area
7,374
1.11 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.9 Direct Entry,
N
U
3
0
LL
Subcatchment 1S: DA-EX
Hydrograph
90
85 80.39 cfs
80
75 JF IF
70 - n a
65
60
55 �
50 Ruwff a th 3.3 "
45 win
40
35 N= 0
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 2S: DA TO SCM-A
Runoff = 47.97 cfs @ 11.96 hrs, Volume= 104,549 cf, Depth= 5.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-YR Rainfall=6.61"
Area (sf) CN Description
170,002
98 Paved parking, HSG C
55,832
70 Brush, Fair, HSG C
225,834
91 Weighted Average
55,832
24.72% Pervious Area
170,002
75.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: DA TO SCM-A
Hydrograph
❑ Runoff
Time (hours)

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 3S: DA TO SCM-B
Runoff = 59.82 cfs @ 11.96 hrs, Volume= 129,162 cf, Depth= 5.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-YR Rainfall=6.61"
Area (sf) CN Description
200,668
98 Paved parking, HSG C
84,179
70 Brush, Fair, HSG C
284,847
90 Weighted Average
84,179
29.55% Pervious Area
200,668
70.45% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
w
3
0
E
Subcatchment 3S: DA TO SCM-B
Hydrograph
65
59.82 cfs
60
55 n
50
45
40
35 '
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 30
Summary for Pond 4P: SCM-A
Inflow Area =
225,834 sf,
75.28% Impervious,
Inflow Depth = 5.56" for 50-YR event
Inflow =
47.97 cfs @
11.96 hrs, Volume=
104,549 cf
Outflow =
26.67 cfs @
12.03 hrs, Volume=
104,549 cf, Atten= 44%, Lag= 4.6 min
Primary =
26.67 cfs @
12.03 hrs, Volume=
104,549 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,095.21' @ 12.03 hrs Surf.Area= 20,776 sf Storage= 41,778 cf
Plug -Flow detention time= 278.8 min calculated for 104,543 cf (100% of inflow)
Center -of -Mass det. time= 278.9 min ( 1,052.6 - 773.7 )
Volume Invert
# 1 2,093.00'
UV01
Description
58,835 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,093.00
17,161
0 0
2,094.00
18,758
17,960 17,960
2,095.00
20,421
19,590 37,549
2,096.00
22,151
21,286 58,835
Device Routing
Invert
Outlet Devices
#1 Primary
2,089.50'
24.0" Round Culvert
L= 104.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,089.50' / 2,076.00' S= 0.1298 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,091.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,093.00'
1.000 in/hr Exfiltration over Surface area from 2,090.00' - 2,093.00'
Excluded Surface area = 0 sf
#4 Primary
2,094.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=26.64 cfs @ 12.03 hrs HW=2,095.20' (Free Discharge)
1=Culvert (Passes 0.31 cfs of 28.95 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.31 cfs @ 9.14 fps)
L3=Exfiltration (Passes 0.31 cfs of 0.40 cfs potential flow)
4=Broad-Crested Rectangular Weir (Weir Controls 26.33 cfs @ 3.64 fps)

HydroCAD-Update
Type 11 24-hr 50-YR Rainfall=6.61 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 31
Pond 4P: SCM-A
Hyd rog raph
47.97 cfs
50
45
r,
40
7
35
30
26.67 cfs
25
20
15
-x
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 32
Summary for Pond 5P: SCM-B
Inflow Area =
284,847 sf,
70.45% Impervious,
Inflow Depth = 5.44" for 50-YR event
Inflow =
59.82 cfs @
11.96 hrs, Volume=
129,162 cf
Outflow =
44.71 cfs @
12.01 hrs, Volume=
129,162 cf, Atten= 25%, Lag= 3.3 min
Primary =
44.71 cfs @
12.01 hrs, Volume=
129,162 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,093.71' @ 12.01 hrs Surf.Area= 14,480 sf Storage= 33,962 cf
Plug -Flow detention time= 130.3 min calculated for 129,154 cf (100% of inflow)
Center -of -Mass det. time= 130.3 min ( 907.7 - 777.4 )
Volume Invert
# 1 2, 091.00'
UV01
Description
38,255 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,091.00
10,684
0 0
2,092.00
12,024
11,354 11,354
2,093.00
13,433
12,729 24,083
2,094.00
14,912
14,173 38,255
Device Routing
Invert
Outlet Devices
#1 Primary
2,087.50'
24.0" Round Culvert
L= 70.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,087.50' / 2,078.00' S= 0.1357 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,089.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,091.00'
1.000 in/hr Exfiltration over Surface area from 2,088.00' - 2,091.00'
Excluded Surface area = 0 sf
#4 Primary
2,092.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=44.68 cfs @ 12.01 hrs HW=2,093.71' (Free Discharge)
1=Culvert (Passes 0.25 cfs of 30.46 cfs potential flow)
L2=Orifice/Grate (Passes 0.25 cfs of 0.33 cfs potential flow)
L3=Exfiltration (Exfiltration Controls 0.25 cfs)
4=Broad-Crested Rectangular Weir (Weir Controls 44.44 cfs @ 4.34 fps)

HydroCAD-Update
Type 11 24-hr 50-YR Rainfall=6.61 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 33
Pond 5P: SCM-B
Hyd rog raph
65 59.82 cfs
60
55
50
44.71 cfs r g e ,
45
40
35
30
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 6S: BYPASS
Runoff = 20.66 cfs @ 11.99 hrs, Volume= 44,344 cf, Depth= 3.30"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-YR Rainfall=6.61"
Area (so CN Description
161,407 70 Brush, Fair, HSG C
161,407 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.5 Direct Entry,
N
U
3
0
LL
Subcatchment 6S: BYPASS
Hydrograph
23
22
21 20.66 cfs
20 —
19 _
18
17
16 Runoff re
15 r
_
14
13 _
12
11
10
9 -
8
7
6
5
4
3
2
1 LILL",
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Runoff

HydroCAD-Update Type 11 24-hr 50-YR Rainfall=6.61"
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 35
Summary for Link 7L: DA-PR
Inflow Area = 672,088 sf, 55.15% Impervious, Inflow Depth = 4.96" for 50-YR event
Inflow = 90.79 cfs @ 12.01 hrs, Volume= 278,055 cf
Primary = 90.79 cfs @ 12.01 hrs, Volume= 278,055 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
1
N
U
3
0
LL
Link 7L: DA-PR
Hyd rog raph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
C Inflow
❑ Primary

Appendix "F"

Detained
Bypass
Total Area (sgft)
Impervious Area
Pervious Area
Impervious Area
Total Area (sgft)
Impervious percent
Runoff Volume in 1" Storm (cf)
Height in Pond/Stormtech chamber
Pond 1
225,834
170,002
55,832
76,656
75.3%
13,691
2,093.43
Pond 2
284,847
200,668
84,179
84,752
70.4%
16,237
2,091.80
TOTAL
510,681
370,670
140,011
-
76,656
1

HydroCAD-Update Type 11 24-hr WQV A Rainfall= 1. 49 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Pond 4P: SCM-A
Inflow Area =
225,834 sf,
75.28% Impervious,
Inflow Depth = 0.73" for WQV A event
Inflow =
7.04 cfs @
11.96 hrs, Volume=
13,775 cf
Outflow =
0.22 cfs @
14.05 hrs, Volume=
13,775 cf, Atten= 97%, Lag= 125.5 min
Primary =
0.22 cfs @
14.05 hrs, Volume=
13,775 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,093.43' @ 14.05 hrs Surf.Area= 17,843 sf Storage= 7,477 cf
Plug -Flow detention time= 366.6 min calculated for 13,775 cf (100% of inflow)
Center -of -Mass det. time= 366.6 min ( 1,197.2 - 830.5 )
Volume Invert
# 1 2,093.00'
UV01
Description
58,835 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,093.00
17,161
0 0
2,094.00
18,758
17,960 17,960
2,095.00
20,421
19,590 37,549
2,096.00
22,151
21,286 58,835
Device Routing
Invert
Outlet Devices
#1 Primary
2,089.50'
24.0" Round Culvert
L= 104.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,089.50' / 2,076.00' S= 0.1298 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,091.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,093.00'
1.000 in/hr Exfiltration over Surface area from 2,090.00' - 2,093.00'
Excluded Surface area = 0 sf
#4 Primary
2,094.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.22 cfs @ 14.05 hrs HW=2,093.43' (Free Discharge)
1=Culvert (Passes 0.22 cfs of 22.84 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.22 cfs @ 6.50 fps)
L3=Exfiltration (Passes 0.22 cfs of 0.40 cfs potential flow)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

HydroCAD-Update
Type 11 24-hr WQV A Rainfall= 1. 49 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 8
N
U
Pond 4P: SCM-A
Hyd rog raph
77.04cfs
7I fl w ra=2,84 f
ea e =
6
twaga_ 3-41
5
4
3
2
1
0.22 cfs
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type 11 24-hr WQV A Rainfall= 1. 49 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 4P: SCM-A
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2,093.00
0.00
5.00
0.00
0
2,093.00
0.00
10.00
0.04
48
2,093.00
0.02
15.00
0.18
7,409
2,093.42
0.22
20.00
0.08
5,668
2,093.33
0.22
25.00
0.00
2,980
2,093.17
0.21
30.00
0.00
58
2,093.00
0.02
35.00
0.00
0
2,093.00
0.00
40.00
0.00
0
2,093.00
0.00
45.00
0.00
0
2,093.00
0.00
50.00
0.00
0
2,093.00
0.00
55.00
0.00
0
2,093.00
0.00
60.00
0.00
0
2,093.00
0.00
65.00
0.00
0
2,093.00
0.00
70.00
0.00
0
2,093.00
0.00
75.00
0.00
0
2,093.00
0.00
80.00
0.00
0
2,093.00
0.00
85.00
0.00
0
2,093.00
0.00
90.00
0.00
0
2,093.00
0.00
95.00
0.00
0
2,093.00
0.00
100.00
0.00
0
2,093.00
0.00
105.00
0.00
0
2,093.00
0.00
110.00
0.00
0
2,093.00
0.00
115.00
0.00
0
2,093.00
0.00
120.00
0.00
0
2,093.00
0.00
125.00
0.00
0
2,093.00
0.00
130.00
0.00
0
2,093.00
0.00
135.00
0.00
0
2,093.00
0.00
140.00
0.00
0
2,093.00
0.00
145.00
0.00
0
2,093.00
0.00
150.00
0.00
0
2,093.00
0.00
155.00
0.00
0
2,093.00
0.00
160.00
0.00
0
2,093.00
0.00
165.00
0.00
0
2,093.00
0.00
170.00
0.00
0
2,093.00
0.00
175.00
0.00
0
2,093.00
0.00
180.00
0.00
0
2,093.00
0.00

HydroCAD-Update Type 11 24-hr WQV A Rainfall= 1. 49 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 10
Elevation Primary
(feet)
(cfs)
2,093.00
0.00
2,093.02
0.20
2,093.04
0.20
2,093.06
0.20
2,093.08
0.20
2,093.10
0.20
2,093.12
0.20
2,093.14
0.20
2,093.16
0.20
2,093.18
0.21
2,093.20
0.21
2,093.22
0.21
2,093.24
0.21
2,093.26
0.21
2,093.28
0.21
2,093.30
0.21
2,093.32
0.22
2,093.34
0.22
2,093.36
0.22
2,093.38
0.22
2,093.40
0.22
2,093.42
0.22
2,093.44
0.22
2,093.46
0.22
2,093.48
0.22
2,093.50
0.23
2,093.52
0.23
2,093.54
0.23
2,093.56
0.23
2,093.58
0.23
2,093.60
0.23
2,093.62
0.23
2,093.64
0.23
2,093.66
0.24
2,093.68
0.24
2,093.70
0.24
2,093.72
0.24
2,093.74
0.24
2,093.76
0.24
2,093.78
0.24
2,093.80
0.24
2,093.82
0.24
2,093.84
0.25
2,093.86
0.25
2,093.88
0.25
2,093.90
0.25
2,093.92
0.25
2,093.94
0.25
2,093.96
0.25
2,093.98
0.25
2,094.00
0.25
2,094.02
0.30
Stage -Discharge for Pond 4P: SCM-A
Elevation Primary
(feet)
(cfs)
2,094.04
0.39
2,094.06
0.50
2,094.08
0.64
2,094.10
0.79
2,094.12
0.96
2,094.14
1.14
2,094.16
1.34
2,094.18
1.55
2,094.20
1.77
2,094.22
2.01
2,094.24
2.26
2,094.26
2.52
2,094.28
2.80
2,094.30
3.09
2,094.32
3.39
2,094.34
3.70
2,094.36
4.03
2,094.38
4.36
2,094.40
4.71
2,094.42
5.07
2,094.44
5.45
2,094.46
5.83
2,094.48
6.23
2,094.50
6.64
2,094.52
7.07
2,094.54
7.50
2,094.56
7.95
2,094.58
8.40
2,094.60
8.87
2,094.62
9.37
2,094.64
9.88
2,094.66
10.41
2,094.68
10.95
2,094.70
11.50
2,094.72
12.06
2,094.74
12.64
2,094.76
13.24
2,094.78
13.84
2,094.80
14.46
2,094.82
15.01
2,094.84
15.56
2,094.86
16.12
2,094.88
16.68
2,094.90
17.25
2,094.92
17.83
2,094.94
18.42
2,094.96
19.01
2,094.98
19.62
2,095.00
20.22
2,095.02
20.82
2,095.04
21.43
2,095.06
22.04
Elevation
Primary
(feet)
(cfs)
2,095.08
22.66
2,095.10
23.29
2,095.12
23.92
2,095.14
24.56
2,095.16
25.20
2,095.18
25.84
2,095.20
26.50
2,095.22
27.15
2,095.24
27.82
2,095.26
28.49
2,095.28
29.16
2,095.30
29.84
2,095.32
30.53
2,095.34
31.22
2,095.36
31.91
2,095.38
32.61
2,095.40
33.32
2,095.42
34.03
2,095.44
34.74
2,095.46
35.46
2,095.48
36.19
2,095.50
36.92
2,095.52
37.65
2,095.54
38.39
2,095.56
39.14
2,095.58
39.89
2,095.60
40.64
2,095.62
41.40
2,095.64
42.17
2,095.66
42.93
2,095.68
43.71
2,095.70
44.49
2,095.72
45.27
2,095.74
46.05
2,095.76
46.85
2,095.78
47.64
2,095.80
48.44
2,095.82
49.25
2,095.84
50.06
2,095.86
50.87
2,095.88
51.69
2,095.90
52.51
2,095.92
53.34
2,095.94
54.17
2,095.96
55.00
2,095.98
55.84
2,096.00
56.69

HydroCAD-Update Type 11 24-hr WQV A Rainfall= 1. 49 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 11
Stage -Area -Storage for Pond 4P: SCM-A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2,093.00
17,161
0
2,093.05
17,241
860
2,093.10
17,321
1,724
2,093.15
17,401
2,592
2,093.20
17,480
3,464
2,093.25
17,560
4,340
2,093.30
17,640
5,220
2,093.35
17,720
6,104
2,093.40
17,800
6,992
2,093.45
17,880
7,884
2,093.50
17,960
8,780
2,093.55
18,039
9,680
2,093.60
18,119
10,584
2,093.65
18,199
11,492
2,093.70
18,279
12,404
2,093.75
18,359
13,320
2,093.80
18,439
14,240
2,093.85
18,518
15,164
2,093.90
18,598
16,092
2,093.95
18,678
17,024
2,094.00
18,758
17,960
2,094.05
18,841
18,899
2,094.10
18,924
19,844
2,094.15
19,007
20,792
2,094.20
19,091
21,744
2,094.25
19,174
22,701
2,094.30
19,257
23,662
2,094.35
19,340
24,627
2,094.40
19,423
25,596
2,094.45
19,506
26,569
2,094.50
19,590
27,546
2,094.55
19,673
28,528
2,094.60
19,756
29,514
2,094.65
19,839
30,504
2,094.70
19,922
31,498
2,094.75
20,005
32,496
2,094.80
20,088
33,498
2,094.85
20,172
34,505
2,094.90
20,255
35,515
2,094.95
20,338
36,530
2,095.00
20,421
37,549
2,095.05
20,508
38,572
2,095.10
20,594
39,600
2,095.15
20,681
40,632
2,095.20
20,767
41,668
2,095.25
20,854
42,708
2,095.30
20,940
43,753
2,095.35
21,026
44,802
2,095.40
21,113
45,856
2,095.45
21,199
46,914
2,095.50
21,286
47,976
2,095.55
21,373
49,042
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2,095.60
21,459
50,113
2,095.65
21,546
51,188
2,095.70
21,632
52,268
2,095.75
21,719
53,351
2,095.80
21,805
54,439
2,095.85
21,891
55,532
2,095.90
21,978
56,629
2,095.95
22,064
57,730
2,096.00
22,151
58,835

HydroCAD-Update Type 1124-hr WQV B Rainfall= 1. 51 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 23
Summary for Pond 5P: SCM-B
Inflow Area =
284,847 sf,
70.45% Impervious,
Inflow Depth = 0.69" for WQV B event
Inflow =
8.41 cfs @
11.96 hrs, Volume=
16,410 cf
Outflow =
0.24 cfs @
14.61 hrs, Volume=
16,410 cf, Atten= 97%, Lag= 158.6 min
Primary =
0.24 cfs @
14.61 hrs, Volume=
16,410 cf
Routing by Stor-Ind method, Time Span= 0.00-180.00 hrs, dt= 0.01 hrs
Peak Elev= 2,091.80' @ 14.61 hrs Surf.Area= 11,759 sf Storage= 9,001 cf
Plug -Flow detention time= 412.2 min calculated for 16,409 cf (100% of inflow)
Center -of -Mass det. time= 412.2 min ( 1,247.7 - 835.5 )
Volume Invert
# 1 2, 091.00'
UV01
Description
38,255 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2,091.00
10,684
0 0
2,092.00
12,024
11,354 11,354
2,093.00
13,433
12,729 24,083
2,094.00
14,912
14,173 38,255
Device Routing
Invert
Outlet Devices
#1 Primary
2,087.50'
24.0" Round Culvert
L= 70.0' Box, 00 wingwalls, square crown edge, Ke= 0.700
Inlet / Outlet Invert= 2,087.50' / 2,078.00' S= 0.1357 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Device 1
2,089.50'
2.5" Vert. Orifice/Grate C= 0.600
#3 Device 2
2,091.00'
1.000 in/hr Exfiltration over Surface area from 2,088.00' - 2,091.00'
Excluded Surface area = 0 sf
#4 Primary
2,092.00'
6.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.24 cfs @ 14.61 hrs HW=2,091.80' (Free Discharge)
1=Culvert (Passes 0.24 cfs of 24.25 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.24 cfs @ 7.14 fps)
L3=Exfiltration (Passes 0.24 cfs of 0.25 cfs potential flow)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

HydroCAD-Update
Type 1124-hr WQV B Rainfall= 1. 51 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 24
N
U
Pond 5P: SCM-B
Hyd rog raph
9 8.41 cfs
Inflow AIVE
8 ,
7
6
5
4
3
2
1
0.24 cfs
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180
Time (hours)
❑ Inflow
❑ Primary

HydroCAD-Update Type 1124-hr WQV B Rainfall= 1. 51 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 25
Hydrograph for Pond 5P: SCM-B
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
2,091.00
0.00
5.00
0.00
0
2,091.00
0.00
10.00
0.03
26
2,091.00
0.02
15.00
0.22
8,988
2,091.80
0.24
20.00
0.10
7,370
2,091.66
0.24
25.00
0.00
4,614
2,091.42
0.22
30.00
0.00
829
2,091.08
0.20
35.00
0.00
0
2,091.00
0.00
40.00
0.00
0
2,091.00
0.00
45.00
0.00
0
2,091.00
0.00
50.00
0.00
0
2,091.00
0.00
55.00
0.00
0
2,091.00
0.00
60.00
0.00
0
2,091.00
0.00
65.00
0.00
0
2,091.00
0.00
70.00
0.00
0
2,091.00
0.00
75.00
0.00
0
2,091.00
0.00
80.00
0.00
0
2,091.00
0.00
85.00
0.00
0
2,091.00
0.00
90.00
0.00
0
2,091.00
0.00
95.00
0.00
0
2,091.00
0.00
100.00
0.00
0
2,091.00
0.00
105.00
0.00
0
2,091.00
0.00
110.00
0.00
0
2,091.00
0.00
115.00
0.00
0
2,091.00
0.00
120.00
0.00
0
2,091.00
0.00
125.00
0.00
0
2,091.00
0.00
130.00
0.00
0
2,091.00
0.00
135.00
0.00
0
2,091.00
0.00
140.00
0.00
0
2,091.00
0.00
145.00
0.00
0
2,091.00
0.00
150.00
0.00
0
2,091.00
0.00
155.00
0.00
0
2,091.00
0.00
160.00
0.00
0
2,091.00
0.00
165.00
0.00
0
2,091.00
0.00
170.00
0.00
0
2,091.00
0.00
175.00
0.00
0
2,091.00
0.00
180.00
0.00
0
2,091.00
0.00

HydroCAD-Update Type 1124-hr WQV B Rainfall= 1. 51 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 26
Elevation Primary
(feet)
(cfs)
2,091.00
0.00
2,091.02
0.20
2,091.04
0.20
2,091.06
0.20
2,091.08
0.20
2,091.10
0.20
2,091.12
0.20
2,091.14
0.20
2,091.16
0.20
2,091.18
0.21
2,091.20
0.21
2,091.22
0.21
2,091.24
0.21
2,091.26
0.21
2,091.28
0.21
2,091.30
0.21
2,091.32
0.22
2,091.34
0.22
2,091.36
0.22
2,091.38
0.22
2,091.40
0.22
2,091.42
0.22
2,091.44
0.22
2,091.46
0.22
2,091.48
0.22
2,091.50
0.23
2,091.52
0.23
2,091.54
0.23
2,091.56
0.23
2,091.58
0.23
2,091.60
0.23
2,091.62
0.23
2,091.64
0.23
2,091.66
0.24
2,091.68
0.24
2,091.70
0.24
2,091.72
0.24
2,091.74
0.24
2,091.76
0.24
2,091.78
0.24
2,091.80
0.24
2,091.82
0.24
2,091.84
0.25
2,091.86
0.25
2,091.88
0.25
2,091.90
0.25
2,091.92
0.25
2,091.94
0.25
2,091.96
0.25
2,091.98
0.25
2,092.00
0.25
2,092.02
0.29
Stage -Discharge for Pond 5P: SCM-B
Elevation Primary
(feet)
(cfs)
2,092.04
0.38
2,092.06
0.49
2,092.08
0.63
2,092.10
0.78
2,092.12
0.95
2,092.14
1.13
2,092.16
1.32
2,092.18
1.53
2,092.20
1.75
2,092.22
1.99
2,092.24
2.24
2,092.26
2.50
2,092.28
2.78
2,092.30
3.07
2,092.32
3.37
2,092.34
3.68
2,092.36
4.00
2,092.38
4.33
2,092.40
4.68
2,092.42
5.04
2,092.44
5.42
2,092.46
5.80
2,092.48
6.20
2,092.50
6.61
2,092.52
7.03
2,092.54
7.47
2,092.56
7.91
2,092.58
8.37
2,092.60
8.84
2,092.62
9.33
2,092.64
9.84
2,092.66
10.37
2,092.68
10.91
2,092.70
11.46
2,092.72
12.02
2,092.74
12.60
2,092.76
13.19
2,092.78
13.80
2,092.80
14.42
2,092.82
14.96
2,092.84
15.51
2,092.86
16.07
2,092.88
16.63
2,092.90
17.20
2,092.92
17.78
2,092.94
18.37
2,092.96
18.96
2,092.98
19.56
2,093.00
20.17
2,093.02
20.77
2,093.04
21.37
2,093.06
21.99
Elevation
Primary
(feet)
(cfs)
2,093.08
22.60
2,093.10
23.23
2,093.12
23.86
2,093.14
24.49
2,093.16
25.13
2,093.18
25.78
2,093.20
26.43
2,093.22
27.09
2,093.24
27.75
2,093.26
28.42
2,093.28
29.09
2,093.30
29.77
2,093.32
30.46
2,093.34
31.15
2,093.36
31.84
2,093.38
32.54
2,093.40
33.24
2,093.42
33.95
2,093.44
34.67
2,093.46
35.39
2,093.48
36.11
2,093.50
36.84
2,093.52
37.58
2,093.54
38.32
2,093.56
39.06
2,093.58
39.81
2,093.60
40.56
2,093.62
41.32
2,093.64
42.08
2,093.66
42.85
2,093.68
43.62
2,093.70
44.40
2,093.72
45.18
2,093.74
45.97
2,093.76
46.76
2,093.78
47.55
2,093.80
48.35
2,093.82
49.16
2,093.84
49.97
2,093.86
50.78
2,093.88
51.60
2,093.90
52.42
2,093.92
53.24
2,093.94
54.07
2,093.96
54.91
2,093.98
55.75
2,094.00
56.59

HydroCAD-Update Type 1124-hr WQV B Rainfall= 1. 51 "
Prepared by {enter your company name here} Printed 10/4/2022
HydroCAD® 10.00-24 s/n 05122 © 2018 HydroCAD Software Solutions LLC Page 27
Stage -Area -Storage for Pond 5P: SCM-B
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2,091.00
10,684
0
2,091.05
10,751
536
2,091.10
10,818
1,075
2,091.15
10,885
1,618
2,091.20
10,952
2,164
2,091.25
11,019
2,713
2,091.30
11,086
3,266
2,091.35
11,153
3,821
2,091.40
11,220
4,381
2,091.45
11,287
4,943
2,091.50
11,354
5,510
2,091.55
11,421
6,079
2,091.60
11,488
6,652
2,091.65
11,555
7,228
2,091.70
11,622
7,807
2,091.75
11,689
8,390
2,091.80
11,756
8,976
2,091.85
11,823
9,565
2,091.90
11,890
10,158
2,091.95
11,957
10,754
2,092.00
12,024
11,354
2,092.05
12,094
11,957
2,092.10
12,165
12,563
2,092.15
12,235
13,173
2,092.20
12,306
13,787
2,092.25
12,376
14,404
2,092.30
12,447
15,025
2,092.35
12,517
15,649
2,092.40
12,588
16,276
2,092.45
12,658
16,907
2,092.50
12,729
17,542
2,092.55
12,799
18,180
2,092.60
12,869
18,822
2,092.65
12,940
19,467
2,092.70
13,010
20,116
2,092.75
13,081
20,768
2,092.80
13,151
21,424
2,092.85
13,222
22,083
2,092.90
13,292
22,746
2,092.95
13,363
23,413
2,093.00
13,433
24,083
2,093.05
13,507
24,756
2,093.10
13,581
25,433
2,093.15
13,655
26,114
2,093.20
13,729
26,799
2,093.25
13,803
27,487
2,093.30
13,877
28,179
2,093.35
13,951
28,875
2,093.40
14,025
29,574
2,093.45
14,099
30,277
2,093.50
14,173
30,984
2,093.55
14,246
31,694
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2,093.60
14,320
32,409
2,093.65
14,394
33,126
2,093.70
14,468
33,848
2,093.75
14,542
34,573
2,093.80
14,616
35,302
2,093.85
14,690
36,035
2,093.90
14,764
36,771
2,093.95
14,838
37,511
2,094.00
14,912
38,255

Appendix "G"

Project Stormwater Calculations -Collection
Project Name: Jurisdiction: Henderson County
James River Project Number: 539621
PIPE CALCULATIONS
Pipe
Name
Up
Invert
Down
Invert
Pipe
Size
Pipe
Material
Length
Slope
DRAINAGE
of
UPSTREAM FLOW
DESIGN FLOW
RESULTS
OUTLET PROTECTION CALCS
Da to Inlet
Da to Inlet
C Value
TOC
Izs
q inlet
structure
structure
I Upstream q
Total q
Flow Depth
Velocity
d50 Stone Size
I Apron Thickness
Pad Length
Pad Width
P.1
2116.0'
2115.0'
15.0 in
HDPE
35 ft
2.9%
10,576 sf
0.2 ac
0.41
5 min
8.1
0.81 cfs
0.011
none
none
0.00 cfs
0.81 cfs
2.7 in
5.5 fps
6 in
9 in
10 ft
14 ft
P.2
2111.3'
2108.5'
18.0 in
HDPE
121 ft
2.3%
33,821 sf
0.8 ac
0.95
5 min
8.1
5.97 cfs
0.011
none
none
0.00 cfs
5.97 cfs
7.0 in
9.3 fps
6 in
9 in
loft
15 ft
P.3
2100.0'
2094.0'
36.0 in
HDPE
25 ft
24.0%
0.0 ac
8.1
0.00 cfs
0.011
SW.3
SWA
31.55 cfs
1
31.55 cfs
7.3 in
30.9 fps
12 in
18 in
20 ft
29 ft
PA
2104.0'
2092.0'
36.0 in
HDPE
42 ft
28.6%
0.0 ac
8.1
0.00 cfs
0.011
SW.1
SW.2
39.62 cfs
39.62 cfs
7.8 in
35.3 fps
12 in
18 in
20 ft
29 ft

Project Stormwater Calculations -Collection
Project Name: Jurisdiction: Henderson County
James River Project Number: 539621
SWALE CHART
SWALE CALCULATIONS
Swale
Name
Up
Invert
Down
Invert
Side
Slope - Z
�btm width
b(ft)
Length
Slope
DRAINAGE
I of
DESIGN FLOW
RESULTS
Da to Inlet
Da to Inlet
C Value
TOC
1 125
q swale
[Upstream q
Total q
Flow Depth
Velocity
Sheer Stress
Reinforcement
SW.1
2114.0'
2103.0'
3.0
1.0 ft
1074 ft
1.0%
187,092 sf
4.3 ac
0.76
5 min
8.1
26.44 cfs
0.025
0.00 cfs
26.44 cfs
14.8 in
4.6 fps
0.79
NAG SC150
SW.2
2111.0'
2103.0'
3.0
1.0 ft
426 ft
1.9%
77,909 sf
1.8 ac
0.91
5 min
8.1
13.18 cfs
0.025
0.00 cfs
13.18 cfs
9.6 in
4.8 fps
0.94
NAG SC150
SW.3
2111.0'
2100.0'
3.0
1.0 ft
591 ft
1.9%
152,915 sf
3.5 ac
0.91
5 min
8.1
25.88 cfs
0.025
0.00 cfs
25.88 cfs
12.8 in
5.7 fps
1.24
NAG SC150
SW.4
2114.0'
2100.0'
3.0
1.0 ft
243 ft
5.8%
40,182 sf
0.9 ac
0.76
5 min
8.1
5.68 cfs
0.025
0.00 cfs
5.68 cfs
5.0 in
6.0 fps
1.51
NAG SC150

�R=
JAMES RIVER EQUIPTMENT
SKIMMER SEDIMENT BASIN SIZING CHART
Basin
Drainage Area / Flow Calcs.: I Min. Size Calcs.:
Basin Storage Dimensions:
Spillway Calcs.:
#:
Drainage area (ac.)
Weighted
C:
2yr
intensity:
25yr
intensity:
Q2"242.47
Min. Surface
Area (ft)
Min. Volume
(ft)
Bottom
Elevation:
Width (ft):
Length (ft.):
Area
:
(ft):
Depth
(ft.):
Volume
ft3 :
Dewatering
Time (hrs.):
Number of
Skimmers:
Skimmer
Size:
Skimmer
Orifice Size:
Ponding
Elevation:
Emergency
SpillwayEl.:
Emergency
Spillway Dim.:
Emergency
Spillway V(f/s):
Water
Depth (ft):
Free -board
(ft):
Top of
Dam El.:
Total:
Disturbed:
To
Bottom:
To
Bottom:
A
4.45
4.34
0.40
5.24
7.07
�15.
4,052.1
7,812.0
2072.0'
S5.0
47.0
110.0
102.0
6,050.0
2.0
10,844.0
48 hours
1
2.5 in
2.Oin
2074.0'
2074.5'
7.0' X 2.0'
1.78
0.76
1.24
2076.5'
B
7.26
7.09
0.40
5.24
7.07
6,614.1
12,762.0
2090.0'
144.0
135.0
92.0
78.0
13,248.0
2.0
23,778.0
48 hours
1
3.0 in
2.4in
2092.0'
2092.5'
11.0' X 2.0'
1.85
0.78
1.72
2095.0'
Skimmer Sediment Basin Design Notes:
1. Sediment Basins have been designed in accordance with the North Carolina Erosion
and Sediment Control Planning and Design Manual Standard (Revision number
6/06) Standard number 6.64
2. Maximum Drainage Area = 10 Acres
3. Minimum Volume = 1800 ft' per Acre of Disturbed Area.
4. Minimum Surface Area = 325 ftZ per Q10 (cfs) of peak inflow.
5. Dewatering time is from 24 to 72 hours
6. Each basin requires 3 baffles
BN0KS0
l N G A S S C C i AT E S
17 Arlington Street I Asheville, NC 2W 1 U&2324700
General Notes:
Date: 09/14/2022
Calculations By: ZAW

Appendix "H"