SW1230601_Stormwater Report_20231030

I
STORMWATER MANAGEMENT REPORT
FOR
ASHEVILLE REGIONAL AIRPORT
SOUTH PARKING LOT
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FLETCHER, NORTH CAROLINA
INITIAL SUBMITTAL: APRIL 2023
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REVISION 1: OCTOBER 2023 \\ .\�.sSR. (/ ,
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STORMWATER ENGINEER: = •
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AULICK ENGINEERING, LLC O' .•FNGINc's .
DAVIDA.SKURKY, P.E. ', 9/�' •• . c�`� �`
600 PARK OFFICES DRIVE,SUITE 300 ',,, Alil'SK
DURHAM, NC 27709
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TABLE OF CONTENTS
Section 1 PROJECT OVERVIEW
1.1 Narrative 3
1.2 Introduction and Site Description 3
1.3 Construction Sequence and Cost 3
Section 2 HYDROLOGY
2.1 Project Methodology 4
2.2 Drainage and Erosion Control Design 8
2.3 Operation and Maintenance Manual 8
2.4 Design Software and Manuals 8
Appendices REFERENCE MATERIAL
Appendix A- Vicinity, Soil Survey, FEMA Maps and NOAA Rainfall Data
Appendix B- Airport Layout Plan (ALP)
Appendix C- Stormwater Sheets& Details, Drainage Computations
Appendix D- Operation and Maintenance Manual
Appendix E- Supplemental EZ Storm
Appendix F- BUA Exhibit
Appendix G -Water of the U.S. Delineation Report
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AVL SOUTH PARKING LOT NITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORMWATER MANAGEMENT REPORT

Section 1 PROJECT OVERVIEW
1.1 Narrative
The Asheville Regional South Parking Lot project includes the construction of a new parking lot,
driveway, sidewalk, and associated grading, drainage, landscaping and erosion control.
This report includes the computations that show compliance with the NCDEQ High Density Project.A
Secondary SCM (Dry Pond) will be used to treat the stormwater runoff from the proposed site.
1.2 Introduction and Site Description
The site is located at Asheville Regional Airport in Fletcher, NC,south of Asheville, North Carolina near
New Airport Road (35° 25' 42.94" N, 82° 32'
6.81"W).
The area that includes airport related operations
encompasses approximately 900 acres. For a larger
vicinity map, see Appendix A. The Asheville South
Parking Lot project site is located is a wooded area Asheville
in the southwest region of the airport,located along Regional
New Airport Road. Airport
For hydrologic planning purposes, the site is
comprised of Hydrologic Soil Group (HSG) B soils.
Appendix A contains the NRCS Soil Survey Maps for
the parking lot. The existing land use of the project
is grass, gravel, forest, and impervious. The
proposed land use will impervious(parking lot, driveway,and sidewalk) and grass for landscaping and
bioretention.
As shown in the FEMA FIRMs 3700964300K and 3700964300K (January 6, 2010) in Appendix A, the
disturbance is not located within 200ft of a FEMA floodplain.
1.3 Construction Sequence and Cost
As explained later in the report, a dry detention pond is proposed as a secondary stormwater
conveyance measure(SCM).The rough outline of the permanent dry detention pond will occur during
the grading phase of the project and a portion of it will be used as a temporary sediment trap to
protect downstream receiving stormwater systems from construction activity. After the site is
stabilized, the sediment trap will be cleaned out and re-graded to final dry detention pond design
grades. No mechanical stabilization will occur.The cost of the dry detention pond is unknown at this
time and will be finalized during bidding. The Asheville Regional Airport will be the end-user and
responsible for annual inspection, maintenance and repairs of the system. Section 2.3 discusses the
operation and maintenance of the pond.
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AVL SOUTH PARKING LOT INITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORM WATER MANAGEMENT REPORT

Section 2 HYDROLOGY
2.1 Project Methodology
In order to qualify for a secondary Stormwater Conveyance Measure (SCM) for a Dry Pond, several
minimum design criteria (MDC) must be met. The recommendations will also be met to maximum
extent practical.
NCDEQ Stormwater Design Manual Appendix E-4 Airports, Table 1 "SCMs that do not Pond Water
with Suggestions for Airport Application". Below is a list justifying why the suggest SCMs were
implausible for this site:
Bioretention Cell requires 2ft of separation between its bottom and the SHWT along with a
minimum of 2.5ft of soil underneath the surface layer. According to the soil report, SHWT was
found 1-5ft below the surface.Therefore, with the required depth of soil and bedrock so shallow
beneath the surface, a bioretention cell is not plausible.
Infiltration System requires 2ft of separation between its bottom and the SHWT.According to the
soil report, SHWT was found 1-5ft below the surface. Therefore, a layer of stone would not be
plausible which is insufficient for an adequate infiltration system.
Sand Filter requires 1-2ft of separation between its bottom and the SHWT along with a minimum
of 1.5ft of filter bed + 1ft of sand above the underdrain pipe. According to the soil report, SHWT
was found 1-5ft below the surface. Therefore, with the required amount of filter bed + sand, a
sand filter is not plausible.
Rainwater Harvesting is infeasible because the proposed project is only a parking lot that does
not include a building, so roof drainage will not occur on the site.
Permeable Pavement is not feasible with the amount of snow at this location. Airport
maintenance requires salts and deicers for safety precautions. The use of these additives is
prohibited for permeable pavement and therefore makes this SCM infeasible.
Treatment Swale (Secondary) the minimum inlet to outlet flow length of 100ft could not be
achieved due to the limited green space that this project provides.
Neither a Wet Pond nor a Stormwater Wetland are recommended at airports. These SMCs create
standing water that attracts wildlife that pose safety risks as they may damage aircrafts. See Figure 3
in Appendix E-4 of the NCDEQ Stormwater Design Manual for data relating to this potential hazard.
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AVL SOUTH PARKING LOT INITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORM WATER MANAGEMENT REPORT

Below are the MDC for the proposed Dry Pond SCM, and how they have either been met or could
not be met:
MDC 1:Separation from the SHWT
The existing ground surface(EGS)elevation is 2081, and the estimated SHWT depth from the EGS
is 20 inches, meaning the estimated depth is at 2079.3. The dry pond bottom elevation is 2080.5,
therefore,the lowest point of the dry pond will be at least 6 inches above the SHWT.
MDC 2:Temporary Pool Depth
There is no temporary pool in this dry detention pond due to its location at an airport (See
Appendix E-4 of the NCDEQ Stormwater Design Manual, therefore the maximum depth of 10ft is
not a concern.
MDC 3: Uniform Grading and Positive Drainage
The bottom of the dry pond will be graded uniformly to flow toward the outlet control structure
without low or high spots, per the grading pond and detail.
MDC 4: Location of Inlet(s) and Outlet
The inlets and outlet of the pond are in a manner that will avoid short circuiting.The outlet control
structure is the furthest point of the pond thus providing the longest flow path of water until the
outlet location. See appendix C for outlet protection calculations performed by AVCON.
MDC 5: Pretreatment
A forebay is provided as pretreatment to settle sediment and prevent erosion before the runoff
enters the dry detention pond.
MDC 6: Drawdown Time
The pond outlet control structure has an 2.5" orifice to provide drawdown of 40 hours. The
calculations show an orifice size of 2.3", but a 2.5" will be used for constructability. See
calculations below:
Drawn Down Calcs
Draw Qavg Start
Vol Vol Vol g Draw Down
Down Qavg Ext. Qcp. Havg A Detention
Pond ID Provided Bottom Top C (ft/ Orifce and
Time (cfs) Det. (cfs) (ft) (ft^2) Orif/Weir
(cf) Elev. Elev. s^2) Elevation
(hr) (cfs) @ Elev.
Dry Pond 27,195 2080.5 2084.5 40 0.19 0.0 0.19 2.0 0.6 32.2 0.028 2.3 @ 2080.5 2084.5
MDC 7: Protection of the Receiving Stream
The addition of the parking lot, sidewalk, and roads results in an increase of 5.49acres of
impervious in the onsite drainage area. 0.16 acres of this proposed impervious will bypass the
pond. The pond detention resulted in a decrease of the post project flow rate in the 1 year, 24-
hour storm. See delineations and flow rates in the following tables:
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AVL SOUTH PARKING LOT INITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORM WATER MANAGEMENT REPORT

PRE-CONSTRUCTION
Grassed Forest
Total I mperv.
Drainage Area Area (HSG B) (HSG B) C CN Tc
(AC) 0.95 0.30 0.15 (min)
98 69 55
Pre 1 6.80 0.10 0.92 5.88 0.18 58 10
Pre 2 326.46 166.49 152.14 7.82 0.63 83 60
POST-CONSTRUCTION
Grassed Forest
Total I m pe rv.
Drainage Area Area (HSG B) (HSG B) C CN Tc
(AC) 0.95 0.30 0.15 (min)
-
98 69 55
Post 1(to Dry Pond) 6.80 5.43 1.37 0.00 0.82 92 5
Post 2 (Pond Bypass) 326.46 166.65 151.98 7.82 0.62 83 60
TOTAL 333.26 172.08 153.36 7.82
Drainage area 2 includes the addition of 0.16ac of impervious surface.This 0.16ac will bypass the
drainage area 1 dry pond SCM. Drainage area 2 is shown in these tables and on sheet SW-06 to
show that this 0.16ac of proposed impervious will not change the existing curve number in this
basin and therefore result in no adverse impacts at the study point or downstream. The 0.16ac
increase is within a 326.5ac watershed, so the increase is negligible. This drainage area 2 is not
included in the Supplemental EZ form or the Stormwater Management Permit Application form
as it is not a drainage area to a proposed SCM.
PEAK FLOW RATES
Storm Return Pre-Construction Post-Construction Post Project
Study Point Frequency Flow Total Flow Total Decrease
(yr) (cfs) (cfs) (%)
1 1 1.0 0.6 46.3
MDC 8: Outlet
There is no permanent pool in this dry detention pond due to its location at an airport. A trash
rack is provided to prevent trash and debris from entering the outlet system.
MDC 9:Vegetation
A note on detail sheet SW-03 with the MDC 9 dry pond vegetation requirements as show in the
manual. Fescue is proposed in the parking lot landscape areas and the dam.
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AVL SOUTH PARKING LOT INITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORM WATER MANAGEMENT REPORT

Recommendation 1: Freeboard
The pond will provide more than one foot of freeboard above the design pool elevation. The
elevation of the design pool volume is 2083.2 and the pond top of dam is 2086.0.
The dry pond was designed to treat all of the proposed parking lot.See below for volume calculations,the
proposed dry pond will provide adequate volume per the table below:
Design Volume - Provided
Design Volume Design Volume
Drainage Area Required Provided
(cf) (cf)
Dry Pond 18,644 27,195
Dry Pond
Proposed
Stage Elev
Storage
ft ft (cf)
0.0 2080.5 0
0.5 2081.0 207
1.5 _ 2082.0 3,215
2.5 _ 2083.0 10,369
3.5 2084.0 21,096
4.0 _ 2084.5 27,195
4.5 2085.0 33,294
5.0 _ 2085.5 40,160
5.5 2086.0 47,025
The Rational Method was used for the parking lot design on the development. Onsite drainage
calculations were performed by AVCON and not Aulick Engineering.The Intensity Duration Frequency
(IDF) curve for Fletcher, NC below was used for the calculations.:
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AVL SOUTH PARKING LOT INITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORM WATER MANAGEMENT REPORT

I tc•Mw
2L00 2100 1e.n
1iD0 10_00 ;,
15.50 _ _ 15A0 2S Y,
1200 - 1200 18-Yr
S AD 9.00 S n
Om 5A0 2 Y.
3.00 3.0o 115
0m 1 0,00
0 5 10 15 20 25 30 75 40 45 50 55 W
Tine(mil)
The following runoff coefficients were also used for hydraulic (storm inlet, pipe) analysis of this
project:
c=0.15 (Forest, HSG B)
c=0.30 (Grass, HSG B)
c=0.95 (Impervious area)
2.2 Drainage& Erosion Control Design
Drainage designed was performed by AVCON but a brief description is provided here. 24" RCP and
36" RCP is proposed along the west edge of the parking lot.Stormwater runoff from the entire parking
lot will sheet flow into curb inlets along the west edge. Water will then be conveyed through the 24"
RCP and eventually 36" RCP into a dry pond forebay, then into the dry pond itself. Stormwater will
outfall from the dry pond into the existing creek through an OCS and 18" RCP. These pipes have been
designed to safely convey the 25-year storm. AVCON pipe capacity computations can be found in
Appendix C3.
2.3 Operation and Maintenance Manual
The dry pond requires maintenance in order to work properly. An O&M plan has been developed and
can be found in Appendix D.
2.4 Design Software and Manuals
The following design software programs were used in analysis and development of the stormwater
and documents:
• Hydraflow Hydrographs for AutoCAD Civil 3D 2021
• AutoCAD Civil 3D 2021
• Microsoft Office 2021
The following design manuals and literature were used in analysis and development of the stormwater
documents:
• NCDEQ Storm water Design Manual—2017 Edition
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AVL SOUTH PARKING LOT INITIAL SUBMITTAL:APRIL 2023,REVISION 1:OCTOBER 2023
STORM WATER MANAGEMENT REPORT

APPENDIX A
VICINITY MAP, SOILS SURVEY, FEMA MAPS & NOAA RAINFALL
DATA

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Airport Viewing Area ?S a Asheville Airport
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2-star hotel
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Parking Lot 9
Mercedes-Benz
of Asheville 9
Mercedes-Benz dealer
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Civil Air Patrol Q AZ Car Rental
a Asheville Airport ®,
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O D 9 Carolina Clean Machine
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Greater Asheville o Auto Collision Bre
Regional Airport... O Wingate b \
Wyndham Fletcher at...9 '
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2-star hotel \
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Asheville Asheville Airport
stonal Parking Garage y
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Airport 9 ...,
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-Asheville Regional...
Google ,.
3.
7 Map data 82023 Google
VICINITY MAP
N.T.S.
1-26 -> New Airport Road (280) (0.5 miles) ->Terminal Drive
(0.4 miles) -> Rental Car Drive (0.3 miles)

3 Hydrologic Soil Group—Buncombe County, North Carolina,and Henderson County,North Carolina Q3Q�
N
M M
N N
W W
360200 360300 360403 360500 360600 360700 360800 360900 361000
35°25'56"N m"iwcf ins y eii°•w i 35°25'56"N
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35°25'18"N . -- , - Ill i - 35°25'18"N
360200 360300 360400 360.530 360600 360700 360803 360900 361000
3 3
Map Scale:1:5,780 if printed on A portrait(8.5"x 11")sheet.
" Meters
N 0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 4/6/2023
111-1-111 Conservation Service National Cooperative Soil Survey Page 1 of 5

Hydrologic Soil Group—Buncombe County,North Carolina,and Henderson County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at scales
Area of Interest(AOI) G C/D ranging from 1:12,000 to 1:20,000.
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Buncombe County, North Carolina
Survey Area Data: Version 20,Sep 8,2022
• • C/D
Soil Survey Area: Henderson County, North Carolina
• • D Survey Area Data: Version 23,Sep 8,2022
• w Not rated or not available Your area of interest(AOI)includes more than one soil survey
Soil Rating Points area.These survey areas may have been mapped at different
scales,with a different land use in mind,at different times,or at
O A different levels of detail.This may result in map unit symbols,soil
O A/D properties,and interpretations that do not completely agree
across soil survey area boundaries.
• B
Soil map units are labeled(as space allows)for map scales
• B/D 1:50,000 or larger.
Date(s)aerial images were photographed: Apr 1,2022—May 9,
2022
USDA Natural Resources Web Soil Survey 4/6/2023
Conservation Service National Cooperative Soil Survey Page 2 of 5

Hydrologic Soil Group—Buncombe County,North Carolina,and Henderson County, North Carolina
MAP LEGEND MAP INFORMATION
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.
USDA Natural Resources Web Soil Survey 4/6/2023
Conservation Service National Cooperative Soil Survey Page 3 of 5

Hydrologic Soil Group—Buncombe County, North Carolina,and Henderson County, North
Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CuC Clifton-Urban land B 6.8 4.6%
complex,8 to 15
percent slopes
TmB Tate-Urban land B 3.2 2.1%
complex,2 to 8
percent slopes
TmC Tate-Urban land B 3.2 2.2%
complex,8 to 15
percent slopes
Ud Udorthents,loamy C 48.4 32.5%
UhE Udorthents-Urban land A 64.1 43.0%
complex,2 to 50
percent slopes
Ux Urban land 20.8 14.0%
W Water 0.7 0.5%
Subtotals for Soil Survey Area 147.3 98.9%
Totals for Area of Interest 149.0 100.0%
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Ko Kinkora loam C/D 1.7 1.1%
Subtotals for Soil Survey Area 1.7 1.1%
Totals for Area of Interest 149.0 100.0%
USDA Natural Resources Web Soil Survey 4/6/2023
Conservation Service National Cooperative Soil Survey Page 4 of 5

Hydrologic Soil Group—Buncombe County, North Carolina,and Henderson County, North
Carolina
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 4/6/2023
Conservation Service National Cooperative Soil Survey Page 5 of 5

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM LEGEND
ZOAE
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arcertned.Lone AR...tee S.Me former ikma a..system le
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greater..
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Buncombe liount5 /..•.•..]OTHER FLOOD AREAS
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DATUM INFORMATION 0r:tied Ardas •.,
r EOM X arees o.OS'S emus!arena rm.ben Of 1%ernual mama nom
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370031 . •„, SI7500 FEET eft ederape depths of less than 1 hot or enth dranage awe a.1
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. .,
Idnitimilie Coma, I 5 =OTHER AREAS
of INS.ORSBO ellipsoid.Differences In datum,ellipsoid,pnleolon or Universal
Smosrcrrc Mercator sores used In the praludion Of FIRMS.1"Ca M.o. ‘.... (mineoretrcaled Areas ‘,
i 8cf4e 0 Mess le.88.4 snares en,namennese.automate.
lunsdetions May reeult In elighl...al diffemnoes In map Nature.woes 370031
lunedictIonal boundadea.These<Memnon do nal Med.e.....rcy of thie a I
FIRM.All coordinaNs on Me map are In U.S.Suomy Feet,where 1 U.S.Seamy -.--..--_______oo
Fool•12005027 Menem. ,. .: -"ZONE% \\.....--, \
,
i EM]COASTAL BARRIER RESOURCES SYSTEM MORS)AREAS
F:•.;;.j OTHERVMSEPR::::::„..REAS...(01:13)
F.0 e.ations or thls map are referenced.Me North Amencen Vedas.Datum r.'-'‘
ri
1 <EPS areaa.0..are nons............eni le Poe..FOsexes....
Of 1886(NAVD BB).The.de.ele.Nne MUst be...pared to encl.end '.• \ :• o, '''''rrurasaa no an oa,or (\,,,.. ..)grOun”levellOne Wotan.tO Me eaMO Vert.,MUM.An aVerage CI.
between NAVD 88 end the Nal.al Geode.Ver1.1 Datum of 1828 NOVO 20) \:• .\ :•i"a, /-_-•
ii,
\ r
cans sed oneeemdey
i '''''.i,
,,, _has bean computed for each North Ca..,men,.1.off.wn Men mop. (\ C:Alt
lo the NOVO 20 flood elevations that were not revised during the Oreatbn Of 8116 '8;',
statewlde formal FIRM.The offsets for arch county shown on thls FIRM penal ZONE X 9,Ix
are shown In Ma rcra.1.1.rn offeet table below.Where a county boundary and :\:i.I •:‘'''''
1=1,_ _::::::::_:.7.....7„,:::......„.:..:_____.=.....:........1,....,_
a...In source with unrevised NOVO 20 flood olevatrcne aro coine.nt,an '• .,,.•:: "''''"
udNelual mrset has Peen...wed and applied during the Creagan Of this 52', 45'
Statewide fennel FIRM.See Section 6.1 Of the accompanying Flood insuran. •,. . ' ...Al ID ,
'',.,.- , ----513".", s.Rees 81•8men.delay anal.reef
n of Neogene benv.n
InformatIon for bench mar.shown on thls map,Meese cont.the North
Carolina Geode.Survey el the address shown below.you may also contact the . . _ BUNCOMBE COUNTY
,,
,,,,1\
I
.., ...
infommtion ServIces Branch of.NatIonal GeodMic Survey at MOM 11942,12, HENDERSON COUNTY ....-___
i North Carolina Gerceto Survey [Am. Ver8carDebre Va.VD d2 1.\.2,7,L5:•.::\:.i..1.\::!,,ii,5, 2 Henderson Counts -'------'--7----.-- , BUNCOMBE COUNTy L,'.1 m•s7 88.'2,288- 1.1=7=7....'........a
, L.nineorpormed Areas- -5 ....e 555%55',,,,AN-ops.F.,--=-,0 -'12,,,,A HENDERSON COUN, ,.,1
Raleigh,NC 27•601
(818)13248M ;i. 370125 '"""'''T :=FIZrZZNE1200T.etrea'It='''''''"'
hq,,,,,,nous.state,no,u, ,„....i.,„,,,,,,,,o.N,r,,r,.,,,.,,, e2 ...:..\.,..\• : -- \.., ,...i,A4P,STA A
;''' 1111441il '..,-.....,....„,‘ .....8
..\ 1 \ S IISIGS,LH
‘4, 16s , ZONE X i,.sone,...8 dor more...mom
All tree.bled In the Flood Havarel Data Table bel.were Studled by .....0 n'ti=n8aaaa.1 ONE X • ' '--
detailed M.0818..inq field Suniey.Other 80Cd hazard date Shawl On thle '''''. ''.:\...... 1.:Ar z Al,map may neve been embed using either a coaStal analySIS Or IIMIted detal. •,, '..i.i."
Marine analyele.Nide Information on the 11.0.0 SO..etudled by dieee
analyses Is contained In me Flood Insurance StUdY NV.. '.•••,.i.:1.:\.,;
L ,,
,
e
$ 8184.LONE AE
.'V ,, IS •1.1 5 m.8,8.
M l 6'l
FLOOD HAZARD DATA TABLE ..Y,".".'
.... .. . ' \ -0 •P
zr. 174. ,„„,, CI 1 gIfeTZT ,or • •• : :' ij e,,,, To,ii ofrIctc188- yi 49 o....24,,,t, mane.
' ''''%';'''' ....'„:4t.. ,tEri,..:.°. rti7 •- • •, • (--- '-,
\•. . , •.....,._..,‘„,.or Milk Ili oir i "So 2165*, -••
FRENCH BROAD RIVER 370025
ON erc,SM NA .2.0.1. IAN /
arc Mi.. . las" MO
ZONE X/
Me ee0,322 NA ,..,, Ne I lenders.,Connie • ,4,..., tl,t,. ZONE X
pll.Si\..
we me,. NA 2.0.56.0 We •• . Unincorporated Armlet• 7--5i
Meg .MAN . NA 2.0a7.• e. 370125 \, '5.`..2ed"-•••••
/8.
UM an,108 NA atice.o tom \
HIGGINS BRANCH :: , ,/
• .1 •ZONE X • .., , A 122
.F130402 ,,
ZONE X
011 2128 NO 2.080.0 01 M1 . AIRPORT.•
DO5617 -
O. 2120 010 _ 2.080.4 de II.
\
. 2,201 a20 SP. se'Is
0,, ,,,,,,, .D ",D_ le,,2 oK.e..00rEE-r / I InincOrpOrated Areas
„ 2129 1 AO ri 2
370125 , AVL ARP Neguna,,OcEoRSOsN,COUNI, 21. ORMIORTII
a45 4,574 am _ 22,113.2 .„
MO 6144 020 .1188 16/10 ,,-.,/,.,..:....,,./.-•.. -, 7 ''''.,,,4:\
,
\ .FB.0090
\ MB OUN,
°8,.8 I•eile SCALE I.=SW 88.SAM
.8 e,e,S 0.0 2.122.2 16/10
\ -:..,,'-::::_, C.) Buncombe Count, "....,g,
. Ceel eeD adroe re r. " .s • Unincorporated Arent ZONE AE--22.t ,__. .__. .__.
°es arcs .68 2.142e M/24 . ,,-
/ ;• '2 0..v,000,000R _,"-----\\ '''' \\.° 8
0 370031 1 torne„a 0 Li't ma ma an
hot ,,,, aith ydy,y lomi B 122 '81,1
0 ,,,,,,. ;•i
FB0403 11111 PANEL 9663K
-')
'." ' ' ' • Parking Lot , .,. -......,,,.,.
„.
.g-ck_. -1111 FIRM
.
ZONE X *.•'.'•• '''''' .
/ : I 0,8 or Mill,River , '•, 1,.....
ti...
..,.
,t.-.. .. X FLOOD INSURANCE RATE MAP
dm'
)
/° )
17:9_ pNAONRE:9643H CAROLINA
I i e CM YAP OIDEXFOR FIRM,
1'I1T II 4EN'Erif:JOCAC"'"'
,
‘17
. U1111180810raltd Arens...
• _ . ... ..,
-no8.68,,,,. 370125 ete'rogay""ono JOINS PANEL 9642 hej;7.7,. ,,,.„.0.
...lean..Tomo, mon leo 4
I;
,..
oh)
NOTES TO USERS
,. ott=""Tot ,P"'". ,'"'",'"' 1°47,.7, Z,I,=2Z17,1=',==1=====" WP REPOSITORY'
CID
arcetniry'r:14"e'tiositary shounithe'oons.Z1 Mr P.N.uplre:raTillionerlanea:d irconnatOn on...crime.specter'.A 1.....coon .prercous FiRel may have be.adiusted to conform to these new stream channel Refer lo feting of Mep Repose...Map indea or we 111.11..........
iltst:,' is information. .nliguratiOn.As a result.F1.Profiles end Floo.ay Data tables in.Flo.Insurer.
0 EFFECTIVE DATE OF Ft0ODISISDPANCE RATE MOP PANEL
Base map infonnelion and geospatial dale Load to develop this FIRM were obtained horn verious Sturly repon lwran=Mars autrcotalive hydrae.drce,Fn.ruled stream Glen.disternos.
To o.ln more arca.intonation SI areas where.se Flood ENseliona.BFEN andor oreanrcations,...Ins Me ea...local community.,state end federal agencies,and. ...an.amet a shown on tn.map 0
IcElomlosep endgrIgeahtniacvyle F Aploagoretdnn ecInrys sh,uFirpEa nbNceIAebo lml.R PaeMni e t MhSeat.p.,FtoeIf oNfo rNas hp roCdaurcoeld tnrougn a unique DbeInettelant.,d are7Ldifd mMiITtreA df oVoDdeE t:ia.niVle hd7e.eVF..logo ndr=a Hnag zpatre1d1y1p 1,oDspe=tse.o nalnr1yZ dano1nrd:Ss1hu=omumldpe r.y Oeb7fe S=used 116ac:s st.h eT nremseoslee sBoF uEtrcs ea roef
RMwd . 8c.ons.ide.red.M.e p.na..red b-.y tohrec elo feodr deoevne-mlooprnment so,r Minaet emaeste F BmEo.MapA..b.Saesee Cmgoeaumon t.ys oie.maafi gmceaer.yt ins.s 2 w,1e02re Ppalena.se ordn ewrh tioc ht heea.se ocoe mratme.ly,pr.i nst e ldoc Rataepd
Index foMr an overview map of the.unty sn owing the ' ,PNm08IS
.m8M.8.eA8nPRmy
EV.S0re.E D N...........M.YtAe.rP NUM Be Ee
lR
t .ew . p . n pded o ppg se 3,33. JANUARY 6,2010 3700964300K
e
long term approach of hoodplain management to.crease.costs Base map..tures Mown on.map,such as ow..Mts.are bas.on Me moet up-to- Program in general,please ull 1.871.FELIA NAP.1.87.338.282,or vieit the FEMA w.site at
map flosdplain areas al Me local Mvel.As a pad of this&lot the State of
0
North Carolina has foined in a C.perating Teo..State agreement with ..-
ilmIted detailed methods are provH.In.EIS report for this jurisdIction.1.EIS report also heatiwww.nollcodnepecom or cornea the FENA Map.vice Censer A I-Pea-SS.P.M0. p.ne wribers cr web.,
www.ncfloodmaps.com provides instructions for determining a Poo.,ealnp ron.smoarnmant vrrchs.flooring infernal.On ell MIS.08:81.1$en.iet.with 1.FIRM TINFEMA Map Service Center rosy SI.ni,onh Carolina
sources MudiodbylMiled detall.rwthods also be reeet.by Fax et 1430-358-93.20 end es webs.at isaggrams...ma Ors NC DIM.of Erne•gen,Management Nebo.Fbodln.ranc•Rogram
, . Federal kmergenes Management Agencs_a

OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM LEGEND
a JOINS 1 SO,
>a, FLOOO HAZARD AREAISFHAs�sUBJEC'
as L OB9°° nor
Nd�W LL Wo wnFF•
NE
M0000FE
BUNCOMBE R \ h ,--FROM D Th\ Hu /� a sm�o i
I. +f df ORB \\ II ll, f / IA ZONE Are ewe
I in <ated5re, ,?0011 >lo
loon tll heat
/parklngLot ZONE% a 05ag _ rem
e ONE% • N \ I ,Ito ill,: BEAR a n determined For areas of alluv al armn prates..From td,fusualy snag!flow on °ve
new p gvP', '1•.-s.� 3701132 Piz m9 )n�sl IOW AR Be.Free Hae.A I rw r 1A,
••
'y. P� II I County O r[}' z\p `SI?v »cod M•
v,eretwfl000 comat mesrom n rem
. eRury rtri t ne AR
� I 1 nor ohm- Ala 21 un p nd Area zOi • ea prey.Mod.from o Ile an,.o,a
<S,noD< a.save &\ I "?IS\ � ® 3711125 '5d , J BOW AH from ax an-ua enure r/ CN'comemcmcA rnrar xA "" ZONE AE j 1 0 J' ZONE X systemfreed protereon urge...c con.no Base Flood Elm
ZONE • EMI ZONE VEdelonamed
}y r // / o a»nnead wvmn whodbnnan twaw adore eau ow E.
_ prdenad ow by a f
47
1 r r pb �s •\ / ZONE% 1 \ E%. - cos.,.m
-rl my rz / ,�= \ ZONEX I FLOODWAY AREAS IN ZONE AE
�� � o Bd.w..p..�.da�n�anare t�r
aNT.
a COUNT. , ' .( q m t.•.1 OTMER FArects LOOD,. a��a� m„, wa
DATUM INFORMATION ZONE AE - /(� / ..'-' y �H, / _ a wsn average and mnn s wmedeeoot by or
Momm1%annual c
ear State eas les
ctf¢ M1yp41,1.� / .. L c
szo )me Datum >w t! ... R vim D
casedellipsoid.Differencesd n n Universal / OTHER AREAS
ons bourrams Theseose Mercator zones differ may result in slight encesArmco dlN differences in apf b aaamh / / to st0025 Rsc ® \ f-� \ -5 1. Awn»m Rmwew..mw.e..e.wwrswewdwNar
in the production of FIRM. t thisT/ s, r y w • n mrMo Area cease ore oaxnnww
eareas
scow / i?011?5 u.LL �nr+r' r+r '+; A .
All coordinate.on thre map are n U.S.Survey Feel where t accuracy
Surrey / u. f r \ •\ s.---� `ii{{FF COASTAL BARRIER RESOURCES SYSTEM(CMS)AREA:
ZONE X
r" / 0 \I - ---- , 1` :A OTHERWISE PROTECTED AREAS(OPAs)
levalions on this pre 3 'lines n nll'1e1che' II - nC \
CMS wwawoPAa.s nemnN'�muwmnnadpesmmep.dw Rood Revd.
•( anon must be compaEh a m Vertical
e re my '� \ 3?056X 1 p, d',r, \\
gene ,ru1z� / �\ �',
n NAVbne erenmd to National MGecdem Ve reme crma Oewm miOpB�NGVO 0) r
in computed for each Nacre Carmna county.The onset was t appliedn 07 ZONE \ \./'
pvy \ \ \ \ / .r.n.wounm.wry
!CVO 26 flood elevations that were not revived during the sereon of �
6'
le format FIRM. dd r --
The onsets for each county shown co this FIRM pane ' " ✓
wn ulna wdb OaNm ousel table CYow.Where ecoucty boundary and 1 J /sr/ne souse with unreM»d Novo ie mod.vat one am co nctlem an oea --> // /•
�` The Sac.nred Hare area red.,
a offset h..been calculated and applied during we credmn m ml. _ e...Foe
le format FIRM.S»Section 01 Y me accompanying Flood!neurones uxcnu hn c ux I�///'''��� V
reDodm abmin NNMflMortnetlm on we conwrYon of YeHmne betwe» ZONE `,
a"a NGVDpB TB=rreirrem e1:1 =441lon sod Z1r1" I-"4___, \ ar sass.new."rocs,amn
lion for bench maks mown on the map Please contact the Norlh / \ I'r. mselasArnss�vmo cewm<r,we
e GeodetiSur,at we address shown below.You may else contact the as3° 0 / I d.\,�:hn \ O n »re raw lava
Ibn b.at V.m the Natlom Geodetic Survey Y(i01))1BJp10 \ /1"
1 I / - \ / vo-or ire. io dro"+q=mernrerc,rena.,,,ens Noose tyre
\ ss os'o are row more.mxn,
•
NC 2)001 Bmaw.raen J5 Ian ear!!fl sream,F1FSZOXE Ina Slate Plane wirer sore
333830 BM6510x
% \ ag 1 of l'Ivtchvr ,sL ' /'
Ore Pore..no! e o—a / an
ams I' d'M Fbotl H rd D Table below we studied by _ !?IDM1X Foy ( vt • / BM... erw'"n'w'•
.to imwr nos no.cov,
d d field Ow flood hazard data shore n thnalysis or limited is ` D oH� \/
•a nacontain.More in information
e Fbotl ens on thece Thad.. s studied by.ese ZONE AE y, \ m tudy reportya EV / \ •
3 e5Ha5® mmmutun.ea•
ts,s
FLOOD HAZARD DATA TABLE my have been derived using ereer a coastal am """"" a ZONE% Lea"ewna D Q•/ _.
i
• VyCaEEKne a.n.we® e.oemrwrwem s- p e I t </�J� I .. ZONE
3, w1N
aASF BR Zomo* orsrna 1 •/</:.••.i. Henderson Cot nb
CH BROAD RIVER 11 P % `1n /! •
Unincorporated Areas
%n 3701>5
R0.R, \ \
FM. �b
INB BRANCH Ns P,roM6 Mm0 \ µ 1x \ 9V V _ b
Rel MO BWSB ter II \re O r \ o,", E \\ -. ZONE
SH RP bO iEET N xu uaoeocre I' e' ONE AE ..II^III'.Rc 3�0 151 I3 se aa'ao^
030 F1yAn 00. -a "s
Ian me 2,omB ,ens hr. A aw ,p°"`� u.I� OPoD D.
y
:N NB Ba a NtH MAR.SCALE,••.!» n:.BON
pAR " '� n •
xApe WO soNc 5vu �) ® " y„. - n .'.. ,� °�'
aY CREEK OREN DG0659 I cc" O'N _.,,,,,.
tH 0 ,50 ]00
An ,AeB c nlN / r we ono act a acts doe = 51
NJELL CREEK } t noun pw\� I Air HENS( 1vTr —o®
°BBy `° ES.
PANEL 9642K
3. . �B ZONE 1 • v �� F�
me.ee_r Toe oFMIIIaRiver i �� FIRM
.m..w......,..".era...n..,....mrm"m.�arrar.h..n�.n....w" t3?OOn5 \ • I II We ( Q
cone / \ / AE ' I nhp t ti.\v,,. 1` x - »,s
i)l_c FLOOD INSURANCE RATE
nor ZONE -- � �6 ® NORTH CAROLINA
f co co PANEL 9642
\ n�uen. ..... .. PxELur «NwlxmXro
�___ ,e jyr� t sun
an 000 FEET t v •
f •
� . ... .. .\........... .r) 1 rwMM1 D I�l
NpppprElTgy- DNB PANEL9B, » `" ,gogggogogygyryweawwgr m. .R
NOTES TO USERS
TVS map le for use In admindbdp Ms NMbnY P.Insure.Prop..It EON nd»weeedy pen,Fbotl Mune Areas may be et by hood conbY ebnmrw. usmore ONlHd me...ere.charnel cmnOurNans than Pose moan MAP REPOSITORY
Identify all areas weledbhootlw0.»dlculaM from howl drainage eoacea memYl size.The urw m wrero Study report far Ms PrvowFFgRVM for inleludWdN.w B�aOplalm haven Amwryatnd were transferred Iran React NlnpdMap Repo4lalwsent»Imwo Nes tlM'fMww MlolMrmscom
flymas repo»ory snwH»exultedro pmapleupage oraes of onlwehwm Rotor monro nos cowim ePlwectIon nelmlee of T.
ems hue ppdwe oubb ben were
Flood o
mil" /1�q IMamNon F t or guanaco.As y �1
I..gk,' - t�9.U• In lyre detailed information s p a offie t is FIRM
MPomn°eral1 imagery ouse.retread
y Bunc Buncombe
venous Study report.n("bRh mum on were Mar EFFECTIVE DATE Cr FLoo01NSLRANCE RATE MAP PANEL
e m
enctior
The
z..r.nnm nor., { m� Elevations n .. wanre by h`hgeci rpm Yssiren ors m'k a.Imryrm.dY rem E ocroeERz3BM `�
»eWey n<n on i e Flood w°:•h:'Yen"'anm"where `toe Flood Fo»ed'Pr » oetlwa: .�,e County natn.Sanderson mm.nizaoi':ne m: » __ er'eY`°ae :Th�Nm w,
Summary m 6tlewalx Eewticos tads PxueevMe'to the asps rented Map an aver ry EFFECTIVE MTEIS)OF RENMOH31 i0 THSPNiEL
contalned.a. the Rood Limited ran Sludy(FS)repo tire accompanies FRM.Uaem shore wAomm the Buncombe Imagery is In..and O»epYN date wen'» map panels commYnry map rwoery atlarsear and a Listing c Cornmeal'w lade uaweswaea wary
betel Flood lmuwnm RYa Map(FIRM)was pmtluce0 wmu0M1eunp» be aware th06FEss wen on the FIRM repnemt rounded sMo600,elevelone.Thew BFE.are un. /.met FEM ee map soakage.wen mongerd Re Prefer, eneleh�Net..Flees Innuaea Progern rates Pp wen wmmunb as wYl as a aping ear the JANUARY B.2010 Allen _
partnership between the Slate of North Carollre end the Federelinterred flood mwmrpe rYlm mmww only anE mount me, In t as the We coons of erente(Or Mr aWI11ona Imonmarge abeer bane are-epergne. m Ia w meseamiat diggerWhen earn mmmunny a located
0I07 Age,)FEMA) a Slate m Noah caolba lens Ire flood
elevation in onct.with.a FIRM for flood Ynw111 ram prwnme In the HS mood Wrong]be Pne a0w de ma or questions concerning the National Flees Insurance NAP REVISED MAP M.
3aae reapw re�a anrrn on mla map.sure ore aarpore Bret.ere eased on them p
�eme e w mmnwmllm with the FlaMr«vexesammnmrmpn.hwrornocdplYn manage.. II you lure w.Yln vpmmdnmalM>emarorarenta®mhn.•aan„u.mapYm JONUARY41070 370096
a mach m rasldm matted by Ip most general,qw.e wlilm-FPeMA mAr�nan-me-:ei))pr.,Yt tI.IFEMA waslbm
!Mooing. Boon or regulatory nddtlw. ahem p we F rorflooding.deam. m by as corporate80010 Program one. a 0m.y m b do ednrmn.y Men Hmrr ?.
t..lain areas pad the
attar the Stare of rulings were .a crow ens and on
between roe amnmatlThe was pea nde be SiWyw ibr mrc urar CD
_
Carolina has 1p and oeperet rg Techn cot State wnn n hydra.conetler»ens Ww� yea,current N Stuff report Letter on(LOMR)or Letter c Map
to produre and maintain the digital FIRM. Rccd»ym re,p�s„,»naps,deb M where ent(LOBMA!even preen m tns panel,and I sa
cod.dryml no nmonymecmo»I wascrmted a woumon nth.'statan»Irmm FRM. a»,. Manage,.a Be Nasma Floodnarance Program at de Moog
were
rem d detailed M.O.ere e�tlM»nw the EIS ieorl for Nehtltl m Tea EIS�ePvoe ¢m,oacr.adNtn phone se avertsmw
www.ncfloodmaps.com P„a readied edmemma yusing non-encroachment wren. D also Se reamed ley ra.Y;aodnr�620 red'aw...shhwrlwwe maeren..m:`�� (NC 9t9))son of
fEergency Memm°ment0AMP m500LS1e-0020...nal rim.anmmmhrewanm \ Z Federal Emergency Management Al

6/20/2019 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
n`\ Location name: Fletcher,North Carolina,USA* +`noonecin
Latitude:35.4347°, Longitude:-82.5374° a
Na. "I Elevation:2145.24 ft** i �i
*source:ESRI Maps k,,,.. <:p`
**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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.38 5.22 6.25 7.04 8.08 8.86 9.65 10.4 11.5 I 12.3
(3.95-4.87) (4.72-5.80) (5.64-6.95) (6.32-7.81) (7.20-8.94) (7.86-9.79) (8.52-10.7) (9.16-11.6) (9.92-12.8) (10.5-13.8)
10-min 3.50 4.17 5.01 5.63 6.43 7.06 7.67 8.27 9.07 9.68
(3.16-3.89) (3.77-4.63) (4.51-5.57) (5.06-6.24) (5.74-7.12) (6.26-7.80) (6.77-8.50) (7.25-9.19) (7.85-10.1) (8.30-10.9)
15-min 2.92 3.50 4.22 4.75 5.44 5.96 6.46 I 6.96 7.61 8.10
(2.63-3.24) (3.16-3.88) (3.80-4.70) (4.27-5.26) (4.85-6.02) (5.28-6.58) (5.70-7.16) (6.10-7.73) (6.59-8.50) (6.94-9.10)
30-min 2.00 2.41 3.00 3.44 4.03 4.48 4.95 5.42 6.05 6.56
(1.80-2.22) (2.18-2.68) (2.70-3.34) (3.09-3.81) _(3.59-4.46) (3.98-4.96) (4.37-5.48) (4.75-6.02) (5.24-6.77) (5.62-7.37)
60-min 1.25 1.51 1.92 2.24 2.68 3.04 3.41 3.80 4.34 4.79
(1.12-1.39) (1.37-1.68) (1.73-2.14) (2.01-2.48) (2.39-2.97) I (2.69-3.36) I (3.01-3.78) I (3.33-4.22) (3.76-4.85) I (4.10-5.38)
2-hr 0.729 0.885 1.12 1.30 1.56 1.77 2.00 1 2.23 1 2.56 I 2.83
(0.655-0.809) (0.796-0.980) (1.00-1.24) (1.16-1.44) (1.39-1.73) (1.56-1.97) (1.75-2.22) (1.94-2.48) (2.20-2.86) (2.40-3.18)
3-hr 0.520 0.626 0.786 0.916 1.11 1.26 1.43 1.62 1.88 2.10
(0.469-0.581) (0.564-0.698) (0.706-0.873) (0.820-1.02) (0.982-1.23) (1.11-1.41) (1.25-1.60) (1.40-1.80) (1.60-2.11) (1.76-2.37)
6-hr 0.325 0.387 0.477 1 0.554 0.666 0.761 1 0.864 0.976 1.14 1.27
(0.297-0.358) (0.353-0.425) (0.435-0.524)1(0.503-0.609)1(0.600-0.732)1(0.680-0.835) (0.764-0.951) (0.853-1.08) (0.978-1.26) (1.08-1.42)
12-hr 0.204 0.243 0.298 0.342 0.404 0.454 0.506 0.560 0.635 0.694
(0.188-0.223) (0.223-0.265) (0.274-0.325) (0.314-0.373) (0.368-0.440) (0.412-0.496)1(0.457-0.553) (0.502-0.614) (0.563-0.702) (0.609-0.773)
24-hr 0.121 0.145 0.179 0.206 0.243 0.273 0.303 0.335 0.380 0.415
(0.112-0.131) (0.135-0.158) (0.166-0.194) (0.190-0.223) (0.223-0.262) (0.250-0.295) (0.277-0.328) (0.305-0.362) (0.342-0.411) (0.371-0.450)
2-day 0.072 0.086 0.105 0.120 0.140 0.157 0.174 0.192 0.216 0.235
(0.067-0.078) (0.080-0.093) (0.097-0.113) (0.111-0.129) (0.130-0.151) (0.145-0.169)1(0.160-0.188)1(0.175-0.207)1(0.196-0.234) (0.212-0.255)
3-day 0.051 0.061 0.074 0.084 0.098 0.109 0.120 0.131 0.147 0.159
(0.048-0.055) (0.057-0.066) (0.069-0.079) (0.078-0.090) (0.091-0.105) (0.100-0.117) (0.110-0.129) (0.120-0.141) (0.133-0.158) (0.144-0.172)
4-day 0.041 0.049 0.058 0.066 0.076 1 0.084 0.093 0.101 0.112 0.121
(0.038-0.044) (0.045-0.052) (0.054-0.062) (0.061-0.071) (0.071-0.082) (0.078-0.090) (0.085-0.099) (0.093-0.108) (0.102-0.120) (0.110-0.130)
7-day 0.027 0.032 0.039 0.044 0.051 I 0.056 0.062 0.067 0.075 0.081
(0.025-0.029) (0.030-0.035) (0.036-0.041) (0.041-0.047) (0.047-0.054) (0.052-0.060) (0.057-0.066) (0.062-0.072) (0.069-0.081) (0.074-0.088)
10-day 0.022 0.026 0.031 0.034 0.040 0.044 0.048 0.052 0.057 0.062
(0.021-0.023) (0.024-0.027) (0.029-0.033) (0.032-0.037) (0.037-0.042) (0.041-0.046) (0.044-0.051) (0.048-0.055) (0.053-0.061) (0.057-0.066)
20-day 0.015 0.017 0.020 0.022 0.025 0.027 0.030 0.032 0.034 0.036
(0.014-0.016) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.026-0.029) (0.028-0.031) (0.030-0.033) (0.032-0.036) (0.034-0.038),
30-day 0.012 0.014 0.016 0.018 0.020 0.021 0.023 0.024 0.025 0.027
(0.011-0.013) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.022) (0.021-0.024) (0.022-0.025) (0.024-0.027) (0.025-0.028)
45-day 0.010 0.012 0.014 0.015 0.016 0.017 0.018 0.019 0.020 0.020
(0.010-0.011) (0.011-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.018-0.021) (0.019-0.021)
60-day 0.009 0.011 0.012 0.013 0.014 0.015 0.015 0.016 0.017 0.017
(0.009-0.010) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.016-0.018)
1 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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 1/4

6/20/2019 Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.4347°, Longitude: -82.5374°
100.000 , I , , , r -
Average recurrence
interval
-- 10.000 `- _ (years)
•
2
47 1.000 -..... — 5
a
c • — 10
C — 25
+, 0.100 -... -
a - _ — 100
•� - -- — 200
N
o_ 0.010 -- 500
— 1000
0.001 —_I
c c c c 6- I 6- 6- >, >,>, >. >, >, >, >,>.
.F .- ' '� . L L L L L 43
43
/0 N r0 ro ro ro Z
IA 0 -I rn lD r-1 fV N f�1 r- O N
I rfl cr ID
Duration
100.000 r I
10.000
_c
--- Duration
71 1.000 - — 5-min — 2-day
c — — 10-mn — 3-day
c ___ — 15-nun — 4-day
▪ 0-100 ^ • - — 30-min — 7-day
.- 60�rnn 10 day
'w — 2-fir — 20-day
a 0.010 - - — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu Jun 20 13:16:24 2019
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 2/4

6/20/2019 Precipitation Frequency Data Server
Arden^;/ _
•�I
ASHEVILLE
RGNL A!R p0 R7�Iown
,6;e fir' I Fletcher'. I
racii '
MILLS a +
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3km
�.
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Naples
Large scale terrain
Kingsport• Bristol
Johnson City• 0
Winston-Saler
Knoxville
• ^` G
t., Mt Mitchell
ty (-0 'Asheville
NORTH C.
t. I •Charlc
ti
toga • e
Greenville
lookm ` CLITH CARO
60mi
Large scale map
— - Kingsport Eristrl
tip Johnson City
• inston-E
pZtylll ��-
shevilte
artot,
Greenville El-
100km
60mi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 3/4

6/20/2019 Precipitation Frequency Data Server
KingsRort_•_Bnstol
ohnso/n Cif
• / Winston-'
Knoxville
•
Ashrnl ,
C harlot
iga
Greenville
•
100km
60mi \�
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?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 4/4

6/20/2019 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
-`\ Location name: Fletcher,North Carolina,USA* +` , '�`
Latitude:35.4347°, Longitude:-82.5374° i
none
1%. "I Elevation:2145.24 ft** i
*source:ESRI Maps k,,,, <:p`
131
**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)
Duration
1 2 5 10 I 25 50 100 200 500 1000
5-min 0.365 0.435 0.521 I 0.587 0.673 0.738 0.804 0.870 0.955 I 1.02
(0.329-0.406) (0.393-0.483) (0.470-0.579) (0.527-0.651) (0.600-0.745) (0.655-0.816) (0.710-0.891) (0.763-0.966),(0.827-1.07) (0.878-1.15)
10-min 0.584 0.695 0.835 0.939 1.07 1.18 1.28 1.38 1.51 1.61
(0.526-0.649) (0.628-0.772) (0.752-0.928) (0.843-1.04) (0.956-1.19) (1.04-1.30) (1.13-1.42) (1.21-1.53) (1.31-1.69) (1.38-1.81)
15-min 0.729 0.874 1.06 1.19 1.36 I 1.49 1.62 1.74 1.90 2.02
(0.657-0.811) (0.789-0.971) (0.951-1.17) (1.07-1.32) (1.21-1.50) (1.32-1.65) (1.43-1.79) (1.53-1.93) (1.65-2.13)I (1.74-2.28)
30-min 1.00 1.21 1.50 1.72 2.01 2.24 2.47 2.71 3.03 3.28
(0.901-1.11) (1.09-1.34) (1.35-1.67) (1.55-1.91) , (1.80-2.23) (1.99-2.48) (2.18-2.74) (2.37-3.01) (2.62-3.38) (2.81-3.69)
60-min I 1.25 1.51 1.92 2.24 2.68 3.04 3.41 3.80 4.34 4.79
(1.12-1.39) (1.37-1.68) (1.73-2.14) I (2.01-2.48) (2.39-2.97) I (2.69-3.36) (3.01-3.78) (3.33-4.22) (3.76-4.85) (4.10-5.38)
2-hr 1.46 1.77 2.24 2.60 3.13 I 3.55 3.99 4.47 5.13 5.67
I (1.31-1.62) (1.59-1.96) (2.00-2.47) (2.33-2.88) -(2.77-3.47) (3.13-3.93) (3.49-4.43) (3.88-4.96) (4.39-5.73) (4.81-6.37)
3-hr 1.56 1.88 2.36 2.75 3.33 3.80 4.31 1 4.86 5.65 6.30
(1.41-1.75) (1.70-2.10) (2.12-2.62) (2.46-3.06) 1 (2.95-3.70) (3.35-4.23) (3.76-4.79) (4.19-5.41) (4.80-6.34) (5.29-7.11)
6-hr 1.95 1 2.32 2.86 1 3.32 3.99 4.56 5.18 5.85 6.82 7.64
(1.78-2.14) (2.11-2.55) (2.60-3.14) I (3.01-3.65) (3.59-4.38) (4.07-5.00) (4.57-5.69) (5.11-6.44) (5.86-7.56) (6.48-8.52)
12-hr 2.46 2.93 3.59 4.12 4.87 5.47 6.09 6.74 7.65 8.36
I (2.26-2.68) (2.69-3.20) (3.30-3.92) (3.78-4.50) (4.44-5.31) (4.97-5.97) (5.50-6.66) I (6.05-7.40) (6.78-8.45) (7.34-9.31)
24-hr 2.91 3.49 4.29 4.94 5.82 6.54 7.28 L 8.05 9.12 9.97
(2.69-3.15) (3.24-3.79) (3.97-4.66) (4.56-5.34) (5.36-6.30) , (6.00-7.07) (6.65-7.86) (7.31-8.70) (8.21-9.87) (8.90-10.8)
2-day 3.46 4.13 5.03 5.75 6.74 7.54 8.36 9.20 10.4 11.3
(3.22-3.73) I (3.84-4.45) I (4.67-5.42) (5.33-6.19) (6.23-7.25) (6.94-8.11) (7.67-9.00) (8.40-9.93) (9.39-11.2) (10.2-12.2)
3-day 3.69 4.39 5.32 6.04 7.03 7.82 8.62 9.44 10.6 11.4
(3.44-3.96) (4.10-4.72) (4.95-5.71) (5.62-6.48) (6.52-7.54) (7.22-8.39) (7.93-9.27) I (8.65-10.2) (9.60-11.4)I (10.3-12.4)
4-day 3.92 4.67 5.60 6.34 7.33 8.10 I 8.89 9.68 10.7 11.6
(3.66-4.19) (4.35-5.00) (5.22-5.99) (5.90-6.78) (6.80-7.84) (7.50-8.67) (8.20-9.53) (8.90-10.4) (9.81-11.6) (10.5-12.5)
7-day 4.57 5.42 6.50 7.36 8.52 9.44 10.4 11.3 12.6 13.7
(4.27-4.89) (5.07-5.82) (6.07-6.97) (6.86-7.88) (7.92-9.11) (8.75-10.1) (9.59-11.1) (10.4-12.1) (11.5-13.6) (12.4-14.7)
10-day 5.23 6.19 7.34 8.25 9.49 10.5 11.4 12.4 13.8 14.8
(4.93-5.56) (5.83-6.58) (6.92-7.81) (7.77-8.77) (8.90-10.1) (9.79-11.1) (10.7-12.2) (11.6-13.2) (12.7-14.7) (13.6-15.9)
20-day 7.11 8.36 9.71 10.8 12.1 13.2 r 14.2 15.1 16.4 17.4
(6.72-7.51) (7.91-8.84) (9.18-10.3) (10.2-11.4) (11.4-12.8) (12.4-13.9) (13.3-15.0) (14.2-16.0) (15.3-17.4) (16.1-18.5)
30-day 8.72 10.2 11.7 12.8 14.2 15.3 16.2 17.2 18.3 19.1
(8.28-9.20) (9.72-10.8) (11.1-12.3) (12.2-13.5) (13.5-15.0) (14.4-16.1) (15.3-17.1) (16.2-18.1) (17.2-19.4) (17.9-20.3)
45-day 11.1 13.0 14.6 15.8 17.3 18.3 19.2 20.1 21.1 21.8
(10.6-11.6) (12.3-13.6) (13.9-15.3) (15.0-16.6) (16.4-18.1) (17.4-19.2) I (18.2-20.2) (19.0-21.1) (20.0-22.2) (20.6-23.0)
60-day 13.3 15.5 17.3 18.6 20.2 21.3 22.3 23.2 24.2 24.9
(12.7-14.0) (14.8-16.3) (16.5-18.2) (17.8-19.6) (19.2-21.3) I (20.2-22.4) (21.2-23.5) (22.0-24.4) (22.9-25.6) (23.5-26.3)
1 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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 1/4

6/20/2019 Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.4347°, Longitude: -82.5374°
25 t I I 1 1 1
Average recurrence
interval
20 (years)
c — 1
1: 1: 1
•..... . ._ — 50
V
•
v — 100
o_ — 200
5 _ 500
_1 — 1000
0 --t— t t i i i i i i
-5. E •� � •� r0 r0 /0 L L L L L N r0 l0 l0 r0 �0
IA O� � rn lD r-1 fV N AI� O N rfl .7IDD
Duration
25
20 .
c .
•._ Duration
_C
•
ani 15 - — 5-min — 2-day
c
— 10-min — 3-day
O • 15-rn1n — 4-day
r6 10 — 30-min — 7-day
'G --- • — 60-min — 10-day
v •
a` •
— 2fir — 20-day
5 - • —J — 3fir - 30-day
_ - ----- _ _ — 6fir - 45-day
— 12-hr — 60-clay
0, i t t t t i I I — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu Jun 20 13:18:29 2019
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 2/4

6/20/2019 Precipitation Frequency Data Server
Arden^;/ _
•�I
ASHEVILLE
RGNL I,
A!R p0 R7�
6;e fir' I Fletcher'. I
racii '
MILLS a +
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3km
�.
2mi r.
_Naples
Large scale terrain
Kingsport• Bristol
Johnson City• 0
Winston-Saler
Knoxville
• 0,0
^` G
A/ 5' Mt Mitchell
ty (-0 1 'Asheville
NORTH C.
t. I •Charlc
ti
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100km ` CLITH CARO
60mi
Large scale map
— - Kingsport Erist,l
tip Johnson City
• inston-E
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shevilte
artot,
Greenville
100km
60mi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 3/4

6/20/2019 Precipitation Frequency Data Server
___‘------ KingsRort_•_Bnstol
Johnso
/n Ci
• / Winston-'
Knoxville
. •
Ashrnl ,
C harlot
iga
Greenville 0 .
•
III
100km
60mi 4�
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?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 4/4

APPENDIX B
AIRPORT LAYOUT PLAN (ALP)

40}�� `-J „UNCOMBE C UNTY
no BUNCOMBE COUNTY HENDERSON COUNTY WINDSHEAR,aI- O P•ce ED TERMINAL C' FRTy� .....
�OCMWOOD ROq�� - / \ 'C, `" • -- -_ MEATS • Z 0 4 W/VR
• y� � SYSTEM LLW
NEW ROCKW MOD ROAD ,0 \\ -„,•.w rn:PR,,,,,,,:..s,,,,..0PoSE L "" A Z= AND NOSN AE A.KING,LnOMMERyeFw'O :•`..........„.„._
V-`--�.IIIU 1 O� RUNWAY
a35.2°32E SOBS' MAGNETIC
�J HENDERSON COUNTY ELEVA :2,1108 LOW N DECLINATION
0 9p` _
I
' IAL so
( PROPOSED AIR TRAFF NTR / ND •N{iE '..•- UILS :. ,i JD PROPOSED PARKI GD $ POINT ei
\ f /, MULTI-USE[II ���TT�.^� _ � -- I ,TOWER(ATCT)AND CRITIC A / / /'.- �"I__''/' 1, I III].._ n1""- [III] - PROPOSEO.ARFF p] - �" / PROPOSE•D , PROPOSED COMMERCIAL AND ❑` _ :ILITATIONc&,�. ONON-AERONAUTICAL MULTI-USE Q / PROPERTY RELEASE -'� PROPOSED COMMERCI- • IMPRO TS -./^'�``-..,,� -- O [III] _ .��� REQUIRED'FOR NCDOT ROW `\ / FVEHICLE LANE / [I •*""^� <•�,� PROPOSED GENERAL 1, ► - (. r [I] ,MINGB 'J Ril AVIATION DEVELOPMENT „� a Z = o ��T�- CKrillibl• PROP SED RUNWAYS END
- - [III) -nna w� �4� [I�� _ .4 L (ACT 1 p - LAT 035°25'32.87"N5,""` „_ EXPANDED""` `I _ -- - x 15 \- _�_ __- [II] / /- ` �NDDM�� • CON. 82°32'14.70"W
*aE_-_ ROAD FUEL FARM .0 - / / H - / ,, _ �''• OSED MMERCIAL] D ELEV. 2,1 .8
-L. j iv.
p [III] "' _r' O �Mir
� ERON' TICAL MUL II K 41bf [I]1
_ �1 7 I ! � 10 L r _ 1. 8/ �� 0 •
/ PROPOSED RUNWAY 35
' //2 p ' ! +) _'_ GiE- l - �_ �, - [ • o o -• *AL-
O T, RUNWAY PROTECTION ZONE )V�
-UNWAY 16 PR ZONE Cw 1 }_ • [Q� -�,.__ r ,.. ���
/ Q0(9�> v ... 40 'I y [IL '� a o0 '�M � �/ VISIBILITY<3/4 MILE
b .( I � f_• _ � I II ifi8 F
4 MILE o o I. /y I _ ,,:.2„
(1000 x1750'x 2,500')
(1,000xl.7sox25oo) •[]� 1 _� ® � - �I � / �� p]
o �' iQ� ) no
PROPOSED RUNWAY 17 END �./ 5 CS O O I��O.[]p, I�U' °'., -I E - i
m 'J �r l 0lRUNWAY 34 PROTECTION 1JJJ II:� Im �� R mr ,) / J \' ZONE VISIBILITY<3/4
LAT:35'26 47.13 N oo MILE
CON:82°32'48 04'W o ° - __� L x z,
PROPOSED RUNWAY
ELEV 2,164.4 o i� . / (1 000 x 1]50' S00)
iR LK
��i Pz o 0 4 D n )e :: TilifierikIff 1` . ,. _ " J/ / ppZ�-AONE NRUNWAY is END - -F PRIMARY-_SURFACE �'�, 35 a ° o SOS 67 ,�312 YLAT:35°25'4]39"N ' " GOLF COURSE
RUNWAY PROTECTION ZONE `� - • ,_ -.A `7 , ❑�®VISIBILITY<3/4 MIKE Z2 CON:82°32'41.19"W - ^TOFA - ITOFA - - r A F -- �� TOFA J(1,000'x 1,750'X2,50 ELEV:2,1644 HIGH POINT vc-a0 L -. I� - -- - - _ -
E o - '� FAQ � <®� _[I] IRE ROFA ... ROFA Ir"R ROFA ROFA 1
1JER ORN i - ."-� ., 5 �� \�,9 r- - _....... lig
Ofi�_ Iw��" MALSR
-
SUM VG /�' -R7I:ihIL7.1 n„ isz ,.:....,......oW�` ..L��G1�li� 1r i; II= -- LF�
-
O� ti ��•AiR A9_' A6 ,. • A5 •Z'�..a A4 OFZ OFZ A2 Ai f- I --:_-_-_-_-1
--
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(",], rsi.��l �4-H__-WIC - _ C
• Rr
12
z. \' ' '
7i96P2...i4KI-
: �'� OPOSED�RU BEAR G S20 05 33 E RUNWAY 17 35 I11IGi MALSR \ ,��. _ _ •R - - - - __ __
E IN ° g,l '.1 l-
IWS f'� '�® =MW OFZ I7� Of -o: • o DPP �� I
,aD AIRPO' ��ia■, •' a(CA uFz R.c� B�' . RSA
9p i�1 f� �Irk 1 I Ei .. _ iEc: !*�` �R'� r'�y I I
SERVICE•.AD i�u�l 1,1 �1�_ - J,l R I A- .� _ _
M V° RUNWAY 34 � �p _ vA •r �`' - uF -- 6 - I. I I
•,♦ RUN AV 16
LOCALIZER 1.8
Tcn--- --- 0 - - L
/ �� iiA TO - - Tx TTNRE TO OFA -�
A
e`_ V VG as J- -A-
' -'' - ACE 4 .... --- I OC Z�
_ 1, I !' "
TEMPORARY.�'> ry ..., i BRL • -R! BRL _/�1�•R -'��__
• 1- RPZ / 5.0
/ Ee AY \` GLIDE SLOPE ,T,•.,, 25. / VG os 25' -a 25' PRIMARY SURFACE __- o k ':.�5mr.
r'r 1 - \_�C � �PZ c
- / °ORo CRITICAL AREA
¢ �° �� ' '✓ A' PROPOSED RELOCATED _y -_ y'- I �.((
1 T°'� • / \ ter "ROPOSED GLIDESLOPE
> O ./ F F a a / RUNWAY 16-34 -ARP - CRITICAL AREA
^-.,. EU LAT:35.26 10.30 N - • -
C / ..OO_ _• PROPOSED / l '� y'�_ r C .c, X/ ,rv\ L051 82.32 30.50 �.^/ ] /
Q \ tOGV LEVEL DSHEAR -�,
e GLIDESLOPE �/ �L I,I� ! RUNWAY 34 PART TI
O t1 ALERT SYS EM LLWAS d RELOCATE ) X` / PROPOSED, •! f APPROACH SURFACE •
GLEN ,�O ( „CRITICAL AREA / '/ PAPI4 LOW LEVEL WINDSHEAR `PROPOSES-A� / �11 / : OCATE .SO) /
BRIDGE ROAD$E _ �, • I)� II] O eJe'e'e'e'e'e'e'e'e'e' ALERT SYSTEM LLWAS LAT:35°26'09. l� 't, L •/ AND IRIT AL AiA •RECISION INSTRUMENT
O Q < ( ) LON:82°32'31.34" RELOCATE O _ PROPOSED 50:1 APP.s' H INNER(10,000)
Z �t�, / / VASI 4 O COMMERCIAL AND 0,111 40:1 APPROACH.. R(40,000')
-UNWAV 16 PART]] ¢ i / - G` / /�///i/// [] Q.� NON-AERONAUTICAL VISIBILITY< „LE `
AP•IOA 5HSURFACE LL 'll i A 4 2\ ~�p (} O O OQ / - T c / PROPOSED TEMPORARY YYY�������, 1♦ a� BUNCOMBE COUNTY 000x 16,000'z60,000' ,
O VO b //// / __ / MULTI-USE (1,
PRECISIO t * O [U] ��
1 APPROACH INN 10.000 t ° f n ` ,:
.STRUMENT ll
401 PROACH OUTER(-1 LOOj -L Y, ,_ RUNWAY FUTURE WEST SIDE - T� - _ __I
<3/4 MI- -.! 0 0 / ,. / / - Y/PARALLEL TAXIWAY °� "P ,....-.-
VISIBILITY ---"
(1,000 x 16,000 x 50,000') t - ry _/ _ / _ ° ] -
/ PROPOSED AIR CARGO / 0 } ',` JET L��
O� y '4 / J G C_, I ,; HENDERSON COUNTY =w
O Q '"� <' a ., DEVELOPMENT AREA
O t } ,-� "" PO ~ PROPOSED RUNWAY 35
PROPOSED RUNWAY O / - '1�- - - [U] L O
PART 77 APPROACH SURFACE � 4,1 � �- v'/r / j� m„ � NgP o PART 77 APPROACH SURFACE
PRECISION INSTRUMENT V •'.. ;j'` " 04O J U PRECISION INSTRUMENT
50:1 APPROACH INNER 10,000' O O •e TRAFFIC CIRCLE P z
ti PROPOSED +x'= }[ F ° 50:1 APPROACH INNER(10,000')
( ) 2C /l �, m*!ay R�`�� / NCDOT PROJECT / �� O y 40:1 APPROACH OUTER 40,000'
40:1 APPROACH OUTER(40,000') '" ti /,l/T OMMERGIAL AND / ,L(U p ^m roq ��_ /.- ( )
VISIBILITY<3/4 MILE �O NON-COMMERCIAL / to , �/ ��/ d '_ >� • j�� j - _! /f'� VISIBILITY<3/4 MILE
1,000'x 16,000'x 50,000' MULTI-USE / n0 • '^""„„m�„_ ! (1,000'x 16,000'x 50,000')
[DI P'' Om L -
`IVERVIEWOR14, 2.------ ART „ // r/ f
'
'''''-'-'- '-'<1:-_,-,-'-'17'
mn 01 .
('S, i:,
FRENCH BROADA R y 0 ( �\
•
I--- RIVE
BUNCOMBE COUNTY 11 t
7 HENDERSON COUNTY �` ----s(` \t j /� li' �� 1 �'`, I) ` t
FACILITIES TABLE
EXISTING PROPOSED MODIFICATIONS OF DESIGN STANDARDS DEVELOPMENT PROGRAM
IL RUNWAY DATA TABLE a REF FACILITY NAME TOP REF FACILITY NAME 1 TOP ELEV NO, STANDARD MODIFIED FAA STANDARDS EXISTING CONDITION PROPOSED ACTION DATE APPROVED AERONAUTICAL STUDY PHASE I DEVELOPMENT ) [I] 1
RUNWAY 16/34 RUNWAY 17/35 ELEV (EST.) 1 RUNWAY LONGITUDINAL GRADE <0.5%1ST QUARTER 80.5%1ST QUARTERRELOCATE RUNWAY AUGUST 18,4578 ATL-603:7288:8-07-73
DESCRIPTION 16 NWrvTErvnrvcEo ICE BUILDING * A TRTRAFFIECWPJHSa NIIIO 2 RUNWAY TO TAXIWAY SEPARATION 400 325 BPS RUNWAY AUGUST18, 78 ATL-603:7288:8-07-73 PHASE II DEVELOPMENT I [II] 1
EXISTING PROPOSED
RUNWAY END COORDINATES(NAD 83) (AVIATION WAY)FF BTO
ER(Arcr)pIp .._ PHASE III DEVELOPMENT [III] I
6)35•s' S•s' LEGEND
93 p.39'N p.13'N VEHICLE STORAGE HANGARS°° NON-STANDARD CONDITIONS AIRPORT DATA TABLE ULTIMATE DEVELOPMENT I IU] 1
Q• LATITUDE (34)35.2993.12•N (35)35.25'32.87•N DESCRIPTION 1 EXISTING 1 PROPOSED ULTIMATE 16B MAINTENANCE STORAGE D GARS IIII _.
16)82°32'4].19"W n 02•ar48.04"w -_ _ - _ _ WITH OFFICE(MNOBERGH LANE) DEVELOPMENT[u] _, NO. NONSTANDARD CONDITION EXISTING CONDITION FAA STANDARD AIRPORT DATA EXISTING PROPOSED
LONGITUDE ( ( I AIRPORT PROPERTY LINESAME
(34)02°32'13.85"W (35)02.32114.70.W AIRPORT SURVEILLANCE RADAR20 T-HANGARS3(20UNIT)(T-ANGAR ROW) * F DEVELOPMENT[III] -2 1 RUNWAY LONG GRADE -1.0%1ST OUARTER(RW 34) 30..I ST QUARTER ELEVATION(MS, 2,165' SAME = ASHEVILLE REGIONAL AIRPORT
21 OFFICE BUILDING(AVIATION WAY) . G
PART CATEGORY OTHER THAN UTILITY SAME ( ) SAME SAME 30 BULK HANGAR(LINDBERGH LANE)
* H COMMERCIAL/NON-AERONAUTIC.O -= REPARATION 325' 400' AIRPORT
o (16)<y4 MILE (1])<y4 MILE CRITICAL AREA 2 RUNWAY TO TPXIWAY REFERENCE POINT(NA003)
APPROACH MINIMUMS RUNWAY CENTERLINE SAME LATITUDE 35.26'10.30"N 35°26'09.99"N
(31)<3I4 MILE (35)<3I4 MILE
£�+ PART Ti SURFACE SAME I LONGITUDE 62°32'30.50'W 62°32'31.34"W
MEAN MAX.TEMPERATURE HOTTEST APPROVED DATE
Bn 116150:1 117150:1 PAVEMENT 31 CONVENTIONAL HANGAR(AVIATION WAY) * H MULTI-USE DEVELOPMENToN-NON-AERONAUTICAL i MONTH 833 F SAME
APPROACH SURFACE SLOPEPARKING.COMMERCIAL,N lu)AER °
(34)sO:+ (35)50:+ BUILDING RESTRICTION LINE(BRL) ADT ROTATING BEACON,SEGMENTED CIRCLE, NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
BRL BRL SAME HANGAR WITH OFF * ARO AIRPORT TERMINAL AREA NAVAIDS SAME
10 RUNWAY WIDTH 150' SAME 35 OFFICE AVIATION wan J MULTIUSE DEVELOPMENT IU)cu -s NOTES LORIMAR-SMALL-LOPE DIVISION OF AVIATION
RUNWAY SAFETY AREA(RSA) RSA RSA SAME FBO OFFICE BUILD AND HANGAR NPIAS SERVICE LEVEL PRIMARY-SMPLL-HUB SAME
RUNWAY LENGTH 8,001' SAME 40 TT-HANGAR ROW)'NG * K FUEL FARM IIIII -' 1. FAA'S APPROVAL OF THIS AIRPORT LAYOUT PLAN(ALP)REPRESENTS COMMERCIAL SERVICE
DISPLACED THRESHOLD NONE NONE RUNWAY OBJECT FREE AREA(ROFA) ROFA ROFA SAME STATE SERVICE LEVEL OM AIR CARRIER IC SAME
95, GAR N2(+7UNRI ITHANGAR ROW) ACCEPTANCE OF THE GENERAL LOCATION OF THE FUTURE FACILITIES
'a SURFACE ASPHALT-GROOVED SAME RUNWAY PROTECTION ZONE RPZ RPZ SAME 21es DEPICTED.DURING THE PRELIMINARY DESIGN PHASE,THE AIRPORT OWNER IS AIRPORT REFERENCECODE(ARC) GIII SAME APPROVED DATE
TSTR ING/TERMINAL DRIVE) REQUIRED TO SUBMITFST APPROVAL THE FINAL LOCATIONS,HEIGHTS AND TAXIWAY LIGHTING MITL SAME
PAVEMENT STRENGTH(LBS) OBSTACLE FREE ZONE(OFZ) OFZ OFZ SAME 4 BUILDING DRIVE) EXTERIOR FINISHES OF STRUCTURES.FANS CONCERNS ARE OBSTRUCTIONS, FEDERAL AVIATION ADMINISTRATION
v LO IMPACT ON ELECTRONIC AIDS AND ADVERSE EFFECT ON CONTROLLER W TAXIWAY MARKING ENHANCED SAME
SINGLE WHEEL 160.000 SAME
9' DUAL WHEEL 1fi0.000 SAME TAXIWAY OBJECT FREE AREA(TOFA) 70fA TOFU SAME 45
HANGAR(AVIATION WAY) OF AIRCRAFTGROUND MOVEMENTSWHICH COULD
ADVERSELY AFFECT THE SAFETY EFFICIENCY OR UTILITY OF THE AIRPORT
BO TLAWGAR 81 IT-HANGAR RO0I *
TAXIWAY SAFETY AREA(TSAI TSA TSA SAME$ DUAL TANDEM 260.000 SAME
BUILDING(ATCT EL 2226) gals 2. ALL ELEVATIONS ARE IN FEET ABOVE MEAN SBA LEVEL(MSC). APPROVED DATE
d RUNWAY LIGHTING HIRL SAME PRECISION OBJECT FREE ZONE(POFZI POf7 ♦1„"1��'V SAME 61 (TERMINAL DRIVE/
RUNWAY MARKING PRECISION SAME x x x x x x x 85 RENTAL CAR MAINTENANCE FACILITY * ALL ELEVATIONS ARE IN ACCORDANCE WITH NATIONAL MAP ACCURACY
FENCE SAME (RENTAL CAR DRNE) 3 STANDARDS.SPOT ELEVATIONS AND GROUND CONTOURS ARE DERIVED FROM
EFFECTIVE GRADIENT(%) 0.87 SAME AERIAL PHOTOGRAMMERTY AND ARE APPROXIMATE.GROUND SURVEYS ARE
FLOODWAY(100-YEAR) - NA NA 07 (TERMINAL DRIVE) * RECOMMENDED TO VERIFY ACCURACY, 500 0 500 1000
MAXIMUM GRADE 02) UTILITY BUILDING
LINE OF SIGHT VIOLATIONS GROUND ELEVATION CONTOURS / BO (TE
NA NA RMINAL wiNEI VAULT * 4. ALL LATITUDE AND LONGITUDE COORDINATES ARE NAD 83,
IRE(16 KNOTS)99.9193 SAME TREE LINE NA NA 70 PARKING TOLL PLAZAITERMIN.L DRIVE) * 5 SURVEYS OBTAINED FROM SCALE:1"=500' FEET
WIND COVERAGE(%) VFR:(16 KNOTS)99.51% SAME NON AERONAUTICAL DEVELOPMENT SAME s] RENTAL CARMGNHE CEFACIUTV * WOOLPERT.IINC..SURVEY DATE NOVEMBER 29,2011.
0 (RENTPL CAR AINEI
ALL WEATHER(16 KNOTS)GR OS% SAME fi. WETLANDS FROM LLASHEVIA REGIONAL AIRPORT RUNWAYASSESSMENT
RECONSTRUCTION LPN
GLIDESLOPE CRITICAL AREA - -- -- -- - SAME FORTPBLE OFF CE BU LD NG AND NEW PARALLELTAX WAY ENVIRONMENTAL ASSESSMENT DRAFT THE LPA
3 ry61MALSRRELS 71.17" (n)MusRRELSPAP174 91 (vmGHTBRorHERGWAn * GROUP AVIATION CONSULTANTS MAY 201, REVISIONS BY APP. DATE
-�-^ -^- RENTAL CAR READY/
CENTERLINE LIGHTING CEMERLINE LIGHTING LOCALIZER CRITICAL AREA SAME_ AIRPORT LAYOUT DRAWING
Q VISUAL APPROACH AIDS (34)MALS1/(M S,VASI(Ig (35)MPLSR NLL11 VASI(V4L1. _ _ ___ _ BOOTH * 7, THERE ARE NO KNOWN OFZ OBJECT PENETRATIONS,
___ _ RETURN SERVICE BOO
E Ca
n TDZBCEMERLINE LIGHTING TDZBCEMERLINE LIGHTING AIRPORT BUILDINGS HANGAR(31 AND.
INSTRUMENT APPROACH AIDS (16)ILS,GPS (IT)ILS,GPS UNUSABLE PAVEMENT IT04-xZ xx- NA NA 104 (WRIGHT BROTHERS VIA.IL t * 8. THERE ARE NO KNOWN THRESHOLD SITING SURFACE ITSS)PENETRATIONS.
(34)ILS,GPS (35)ILS,GPS WETLANDS HANGAR WITHGFFIDE 2181 9. ALL FUTURE DEVELOPMENT MUST MEET THE FULL DESIGN STANDARDS LISTED ASHEVILLE REGIONAL AIRPORT
AIRPORT REFERENCE CODE(ARC) r""s✓ •- x' 'r I NA NA 12° ONRIr(BROTHERS WAn IN FAA AC 150/5300-13.
AIRCRAFT ROTATING BEACON f� SAME ARDW3IGHTBRDHERGWAY, 2.,BB ASHEVILLE, NORTH CAROLINA
NG 737-]f10 LN ,+ HANG 10.THE BUILDING RESTRICTION LINEE((BRLOSHOULD BE LOCATED ON AN AIRPORT
HI RUNWAY SAFETY AREA(RSA)DIM. x , BOSAME 57 WIND CONE/MDSMCK @/g @ I> SAME 13a OFFICE
FIGHTBILDING BROTHERS 2'+� LAYOUT PLAN TO IDENTIFY SUT LE CATIONS FOR BUILDING AREAS ON
2 1 AIRPORT PROPERTY.THE BRL IS DEPICTED BASED ON FAR PART n SURFACE
t, RUNWAY OBJECT FREE AREA(ROFAI DIM. 800'x10,W+' SAME AIRPORT REFERENCE POINT(ARP) 4> Y NA 136 (AR FRAWRIGHT BROTHEFT RESCUE 8, EFIGHTIN FACILITY * FOR A DEVELOPMENT MUST
FURTHER RUNWAY CENTERLINE.SPECIFIC SITEMead SHEET
'. )(WRIGHT BROTHERS WA.G DEVELOPMENT MUST BE FURTHER EVALUATED BASED ON TOP ELEVATION OF T`�,.`
E OBSTACLE FREE ZONE(OFZ)DIM, 40013 9,401' SAME AUTOMATED SURFACE OBSERVING SYSTEMS(ASOS) O SAME SAME 140 CONVENTIONAL HANGAR PI 2..8 PROPOSED STRUCTURE.IT IS RECOMMENDED THAT THE BRL ENCOMPASS /'�
nL PRECISION OBSTACLE FREE ZONE(POFZ)DIM. 200'x800' SAME a BULK HANGAR(WRIGHT BROTHERS WAY) THERUEDFONWAY RAIRPORTTRAFFROTECTION ESTHEROLTOWEUNWAY ISILEARLINESOBIL,ZONE, SIGHTS �Unt 3
MEDIUM INTENSITY APPROACH LIGHTING SYSTEM WITH REQUIRED FOR CONTROL TOWER CLEAR LINES OF SIGHT.
(i6)2,164.4 (1]12,164.4 RUNWAY ALIGNMENT INDICATOR LIGHTS(MALSR) n/° n/} SAME * DELTA AIRPORT
8A RUNWAY END ELEVATIONS(MSL) 220 AIRPORT SURVEILLANCE RADAR 11.LEGEND ELEMENTS REPRESENT DEPICTIONS ON DRAWING,BUT MAY VARY IN
(24)2,110.8 (35)2110.8 PRECISION APPROACH PATH INDICATOR(PAR) l0000 I.•o NA BUILDING AND HANGAR * SIZE DUE TO SCALING ON DRAWING. CONSULTANTS,INC. OF
o- MAX.ELEVATION(MSC) 2,164.4 SAME 12GEOMETRICS DEVELOPED AND APPROVED PRIOR TO THE PUBLICATION OF
(18)2,1844 (17)21844 VISUAL APPROACH SLOPE INDICATOR(VAS/) 8 SAME SAME - DRAWN BY: MY SCALE: 1°=500
3W MG ELEVATIONI I 912 RENTAL CAR FUEL FARM * ADVISORY CIRCULAR 150I5300-13APRO �'I
g,' (24)2,140.0 (25)2,140.0 LOW LEVEL WINDSHEAR ALERT SYSTEM(LLWAS) 0 SAME SAME A ELEVATIONS NOT AVAILABLE CHECKED BY: RGL DATE: MARCH 2013

APPENDIX C
STORMWATER SHEETS & DETAILS, DRAINAGE
COMPUTATIONS

r 1 e 1
1 Al port Vlewing lA ee FEZ Asheville Airport
Z—c
_N �;¢ .lei heville
_ ® �o �1
1 s \\ \ REGIONAL AIRPORT
s p
a AVC4
apple 1 ree Preownned 7
0' 75' 150' 300' 450' d z
J Super by Wyndham pr.
MC Aeration amevale AirPon
1"=150' a „..„..1 0�
...„ „, A AVCON INC.
v ENGINEERS&PLANNERS
Parking Lot Menxdes8enz \ `p
YY 10115 XMCEY AVENUE,SUITE
aramze eeelle
140 FNNTERSVILLE,NC 280'16
L.4 Mcceae dealer I' •
OFFICE
8 OFF v
4-9008
www.avconme.com
AsheillCCm6 > ®Ac r"AnItrapla„
\\i O
1 y g RELEASED FOR
'p z 9Carana Glean Maohme '�`{\\ CONSTRUCTION
Greater Asnevillen ! l'A nso9 •e r
Nl oColli Br:
Regional Airport... a Wingate by \(\ va CA 'a:
Wyndham Fletahe t.� \ - ,4'AN �ROz�
2-star ~ 2CZ..4:c&I SSyp Hy`o
•
"s.\ Q C..
SEAL 1:
's� I V�1 3 i 040195
5� ,' III
Alle9iantQ o 1 ,'"4(i RL. ,
\ %.�O A.SKV.1"
noo
Asheville Asheville GQ.)rt •
N Regional Parking Garage y .,
N • Airport 'Q w z 1-26 —>NEW AIRPORT ROADTr (280) `
Hertz Car Rental TER INAL(DRIVE0.5 I(054 MILES) e
) —>
eo -Asheville Regional. VICINITY?MAP ->RENTAL CAR DRIVE(0.3
(9 GoogleAS H EVI L L E
0 - N.T.S. MILES)
N REGIONAL AIRPORT
o k LL _ — — -- — . — — FLETCHER
% O w ' - - -- -- _._.._. NORTH CAROLINA
om »sa n�._ - --••-
� k ��w� �r.,� n1`,c
pO '���•�• • .. ��`iI` 11
Tk ......._ _
St Yr )�, A - �� _ �= s- 7 .�-��� �� KEY PLAN
co gl '�. ; _ E �f P �- � .c ��`► ' ���`1\ ram•.�`© :
7 _
.3t.. 1 - _ t ,, _ —g. —1`may"' .
dic
c.
w �I � � '- ;! Nook,�Q\ SOUTH PARKING AREA
Li
o \\I
'Lli . . ' _,...sir -4111‘ . • • . . • - • . • • • . . • . .
•
*` EXISTING CONDITIONS
0 aoO4I * • '''
4.... 4.,:;r''' . •00,.•.;, '''' Pi VII . . . . . . . A
_1 tliklur S.
dp , •�f .111 * * '^n • // ��- ATTENTION:
_ +III -- © •Z�r ** \\\
THIS DOCUMENT CONTAING PRIVILEGED AND PROPRIETARY
e— Q • INFORMATION,ALL OF WHICH IS EXPRESSLY PROVIDED BYAVCON,INC.,
. ' . ic lit$11,
' . • FORUSE BYTHEINTENDEO RECmIENT,ANOFORA SPECIFICPURPOSE.
N • • '• ,' ! • '' I % DISTaRIBUTIION,REPRODUCTIONI OR OTHER USE OF THIS DOCUMENT,IN
Q • I • • _ ! � I WHOLE OR IN PART,IS STRICTLY PROHIBITED
o - .
SCALE:1"=150' AS NOTED
•
o • i ! REVISIONS:
> ` + • NO. DATE BY DESCRIPTION
o III ,.. , .Tr
+ 1
I— li'r4•
O + !
•
e
z • sil" i > + j
+ • +! ' . © DESIGNED BY: W.M.M.
v �" o. • !©tj O DRAWN BY: W.M.M.
z ! ! V 1` • • © CHECKED BY: D.A.S.
Lli w �•! APPROVED BY: D.A.S.
DATE: JUNE 2023
w •
+ ° • !+
n +O + + t i STATE LICENSE# N.C.C-2450
v PROJECT NO. 2022.0157.02B
siallin !
s ,j SHEET NUMBER

e 1 / 1
STORMWATER NOTES:
1. CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION
Design Volume-Require ACTIVITY. UTILITY LOCATIONS PROVIDED HEREIN ARE FOR PLANNING PURPOSES ONLY. i r
2. CONTRACTOR SHALL MAINTAIN AND PROTECT ALL EXISTING SIGNS, LIGHTS, EXISTING UTILITIES C4:
Drainage Impervious IA Rv RD(Design DesignVolume /Basin Area Area Dos*o.s AND CIRCUITS UNLESS OTHERWISE NOTED ON THE PLANS OR UNTIL REQUIRED TO BE REMOVED. Zu SheviIIe
(Imperviou ( storm Depth) (3630*RD*Rv*A) 3. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES IN THE
(Ac) (Ac) sl=racoon) •I) (in) (d) PLANS AND SHALL NOT PROCEED UNTIL CLARIFICATION IS PROVIDED. 1
Dry Pond 6.80 5.33 0.78 0.75 1.0 18,644 4. THE CONTOUR INTERVAL ON THE PLAN SHEET IS 1.0 FT. REGIONAL AIRPORT
5. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING SUITABILITY OF TIE—INS TO EXISTING 0' 10' 20' 40' 60'
STRUCTURES. I
AV C ON
Design Volume-Provided 6. NON—EROSIVE FLOWS ARE LEAVING THE SITE.
Design Volume Design Volume 1"=20'
Drainage Area Required Provided
(cf) (cf) WETLAND DELINEATION NOTES: AVCON,INC.
PER THE 'JURISDICTIONAL WETLAND AND STREAM REPORT — AVL SOUTH PARKING LOT' BY S&ME, ENGINEERS&PLANNERS
Dry Pond 18,644 27,195 INC. DATED JULY 21, 2022, JURISDICTIONAL WETLANDS OF THE U.S. WERE IDENTIFED IN THE 10115140 KKNTERSAVENUE,
nVE NcSUI R
SUBJECT PROPERTY. THESE AFOREMENTIONED WETLANDS ARE LOCATED AROUND THE MOST OFFICE(704)0544008
PEAK FLOW RATES NORTHERN SIDE OF THE PROPOSED PARKING LOT. SEE APPENDIX G OF THIS PROJECT'S ASSOCIATED —,"�"�N—
STORMWATER REPORT FOR THE 2022 WETLANDS REPORT. IDENTITY AND QUALIFICATIONS OF THE RELEASED FOR
Storm Return Pre-Construction Post-Construction Post Project DETERMINATORS CAN BE FOUND IN THIS REPORT. CONSTRUCTION
yPoint Frequency Flow Total Flow Total Decrease MITIGATION EFFORTS ARE UNDERWAY AND 401 / 404 APPLICATIONS ARE UNDER REVIEW AS OF
(yr) (cfs) fs) (/) JUNE 2023.
1 .6 4fi.3 1 ,,2`�sossio,
QQ �<': 2
' SEAL =
040195
Wr / / / _— �
/ InvInv;0ut2077.63' •,O Ill nqq.
\ ( �" OUTLET /oA s•�,.
—
_ _ ___ __ - 1 i CONTROL ,!/�-
-- - --- _--- --- - ----' _----- -- - STRUCTURE,SEE � �`
---- � - — DETAIL SHEET / --� ASHEVILLE N
"'~ ��41O _ — _ - -•- _- SW-03 _-- REGIONAL AIRPORT
M ---. - ---"ik\
Ilio -=- - --- -- �'l� �� .w- - -- -- �4T - -$ - - - )PO .__- FLETCHER
�/ ,..... .�� -� ip- 10FT POND DAM, -
---iiiiimiwimmapo— � 1 ��� _ ____ ~� 10;10 - ' TENANCE _ NORTH CAROLINA
,,
s ,_
II�r --ACCESS j-i A3 1.1.111_� 10FT WIDE SPILLWAY .���( l o BOTTOM ELEV.2084.5 1r •� \ ii \ / 36'R /— / / \ 0 Imo_
arei
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SW-02

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NOTE:THE DRY DETENTION POND DAM,INCLUDING FRONT
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z N.T.S.
3 DATE: JUNE 2023
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STATE LICENSE# N.C.C-2450
I
OUTLET CONTROL STRUCTURE PROJECT NO. 2022.0157.02B
N.T.S.
SHEET NUMBER
SW-03

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TRASH RACK SPACING SET BY
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J000 - 'I / . WHOLE OR IN PART,IS STRICTLY PROHIBITED
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D STATE LICENSE# N.C.C-2450
g ORIFICE STAND PIPE DETAIL PROJECT NO. 2022.0157.02B
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N.T.S.
SHEET NUMBER
SW-04

NOTE 1:THIS PROJECT IS WITHIN ASHEVILLE REGIONAL AIRPORT IMPERVIOUS SURFACE AREA CALCULATIONS
PROPERTY,WHICH HAS A PROPERTY
AREA OF 900AC.FOR THE PURPOSED OF PROPOSED ON-SITE STREET(SF):82,139 Nibs'
OUR CALCULATIONS,THE LIMITS OF PROPOSED ON-SITE PARKING(SF):152,552 I
PROPOSED ON-SITE SIDEWALKS(SF):4,043 h e v l le
OUR CONSTRUCTION(10.97 AC)WERE0' 75' 150' 300' 450' i
-_ =U -e N TOTAL PROPOSED IMPERVIOUS(SF):238,734 REGIONAL AIRPORT
AREA VALUES.THE 0.12 AC OF ON-SITE EXISTING BUA(SF):25,411
SURFACE WATER AREA RESULTS IN A TOTAL IMPERVIOUS AREA(SF):264,145 1"=150'
"TOTAL PROJECT AREA"OF 10.85AC. TOTAL IMPERVIOUS AREA(AC):6.06
TOTAL PROJECT AREA(AC):10.85(SEE NOTE 1) I A AC 0111
_PROJECT PERCENT OF IMPERVIOUS AREA: - —
(TOTAL IMPERVIOUS AREA/TOTAL PROJECT AREA)X 100 �
6.06 AC / 10.85 AC X 100 // AVCON,INC.
ENGINEERS&PLANNERS
55.9/ 10115IQNCEV AVENUE,SUITE
/ I I / 140 OFFICEHUNTERSVILLE,NC 380]8
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SW-05

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PRE-CONSTRUCTION POST-CONSTRUCTION 1 DRAINAGE AREA 2 INCLUDES THE ADDITION OF 0.16AC OF IMPERVIOUS i
Grassed Forest Grassed Forest SURFACE.THIS 0.16AC WILL BYPASS THE DRAINAGE AREA 1 DRY POND SCM. z- _y C �
Total Imperv, Total Imperv. s h ev i l l e
(H5G B) jHSG B) Tc (H5G B) (HSG B) Tc DRAINAGE AREA 2 IS SHOWN IN THESE TABLES AND MAP TO SHOW THAT THIS
Drainage Area Area C CN Drainage Area Area C CN 0.16AC OF PROPOSED IMPERVIOUS WILL NOT CHANGE THE EXISTING CURVE
ILK). 0.95 0.30 0.15 min (AC) 0.95 0.30 0.15 min I NUMBER IN THIS BASIN AND THEREFORE RESULT IN NO ADVERSE IMPACTS AT 1 REGIONAL AIRPORT
98 69 55 98 69 55 1 1 THE STUDY POINT OR DOWNSTREAM.THIS DRAINAGE AREA 2 IS NOT INCLUDED
IN THE SUPPLEMENTAL EZ FORM OR STORMWATER MANAGEMENT PERMIT 0' 125' 250' 500' 1000'
Pre 1 6.80 0.10 0.92 5.88 0.18 58 10 Post 1(to Dry Pond) 6.80 5.43 1.37 0.00 0.82 92 5 APPLICATION FORM AS IT IS NOT A DRAINAGE AREA TO A PROPOSED SCM.
Pre 2 326.46 166.49 152.14 7.82 0.63 83 60 Post 2(Pond Bypass) 326.46 166.65 151.98 7.82 0.62 83 60 1"=250' AV G O N
TOTAL 333.26 166.59 153.06 13.70 TOTAL 333.26 172.08 153.36 7.82
AVCOKINCEVAV INC.
ENGINEERS&PLANNERS
140 UNTERSAVENUE,NOTE
140 RUNTERSVILLE,NC '18 80
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7 � --T y i F .��'�{ 1 •• FOR USE BY THE INTENDED RECIPIENT AND FORA SPECIFIC PURPOSE.
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Tiy TTy O / •
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-/ // ` NO. DATE BY DESCRIPTION
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:, /� ,!!•O, �� 1 10/25/23 WMM NCDELM COMMENTS
c,)
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' DESIGNED BY: W.M.M.
of " ' `� .�l� / DRAWN BY: W.M.M.
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w 1� / - /� APPROVED BY: D.A.S.
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DATE: JUNE 2023
W `o �'' //
O // STATE LICENSE# N.C.C-2450
Ni /// ,\ PROJECT NO. 2022.0157.02B
.rod.-AF.,T,,,
U `Q SHEET N MBER
n SW-06

GI through sss
SS GRATE 2095.15 S-1705-2 Class ill 410 425 Meets Meets
0.5016 Slope PunnIng
Running
Flow Flow
INV.OUT 2091.50 3.65 18 21.00 Length CFS Total CFS Total plpe Slope CFS 410 @5
S2 GRATE 2095.25 S-2705-3 Class IV S1 2.10 2.10 2.42 2.42 5-2 TO S3 18" 0.50% .44 Yes Yes
INV.IN 2091.40 3.86 18" 0.50% Slope S3/3 0.5016 7. Yes Yes
INV.OUT 2091.20 405 18 21.00 Length
S3 GRATE 2095.25 S-3705-0 Class ill S6 4.19 14.62 4.81 16.28 S6 TO S2 24" 0.6516 1826 Yes Yes
INV.IN 2091.09 4.16 18" 0.75% Slope 0.50% 29.08 Yes Yes
INV.OUT 2090.59 4.66 18 27.00 Length
6 Yes Yes
S4 GRATE 2094.00 S-4705-5 Class III S]0 444 31.10 509 3569 TOG. 30" 0.80% 3.09 Yes Yes
INV.IN 2090.39 3.61 18" 0.50% Slope -11/12/13 0.50% 47.28
INV.OUT 2089.89 4.11 24 12s.00 Length S14 6.08 38.67 6.98 44.39
S5 GRATE 2094.00 S-5705-6 Class III 40.35 46.31 G.TO S35 36" 0.5016 47.28 Yes Yes
INV.IN 2089.26 4.74 24" 0.50% Slope
INV.OUT 2089.06 4.94 24 1 .00 Length
S6 GRATE 2093.30 S67O S-) Class III
0.6.% Slope
INV.OUT 2088.24 5.06 24" 125.00 Length
S) GRATE 2092.50 S-)TO S-8 Class III
INV.IN 2087.43 S.07 24" 0.509E Slope
INV.OUT 2087.23 5.27 30 1 .00 Length
S8 GRATE 209180 S-870 S-9 Class III
0.509E Slope
INV.OUT 2086.40 5.40 30 125.00 Length
S9 GRATE 209305 5-9 TO S-10 Class ill
0.6.% Slope
INV.OUT 2085.58 5.47 30 12s.00 Length
S10 GRATE 2090.35 S107O S-11 Class ill
0.80% Slope
INV.OUT 2084.56 5.99 30 66.00 Length
S11 GRATE 2090.20 Sll TO S-12 Class ill
0.50% Slope
INV.OUT 2083.83 6.37 36" 21.00 Length
S12 GRATE 2090.15 S127O S-13 Class ill
0.50% Slope
INV.OUT 2083.53 6.62 36" 20.00 Length
S13 GRATE 2090.60 S137O S-14 Class ill
0.5U% Slope
INV.OUT 2083.23 7.37 36 1..00 Length
S14 GRATE 2090.00 S147O S-15 Class ill
0.50% Slope
INV.OUT 2082.40 9.60 36" 47.00 Length
S15 FES
INV.OUT 2082.17
3-16 SEI INV.OUT 20T9.00 S14 TO515 Class69% Slope
24 64.00 Length
FES
SST INV.OUT 2076.00 24"
S18 9 Class IV ExIstIng 18" GOO. 23.57 cfs
cfs
INV..OUT 2087.39 12.61 24" 300.00 Length S19 24" 1.25% 25.53 cfs
INV.IN 208139 4.11 24" 1.25. Slope
INV.OUT 2080.39 5.11 24" 28.00 Length
G20 FES
INV.OUT 2080.04
S-21 2 Class IV E 0.5396 16.56 cfs
Slope cfs
INV.OUT 2086.60 13.40 24" 263.00 Length 5-22 24 0.95% 19.78 cfs
G. Slope
INV.OUT 2078.84 6.66 24" 47.00 Length
S-23 FES
INV.OUT 2078.49
G. GRATE 2090.00 S247O S-25 Class ill
0.9496 Slope
INV.OUT 2082.00 8.00 24" 53.00 Length
S25 FES Existing)2" 1.82. 58278 cfs 20882 585
INV.OUT 208750 24Existing
96 0.5T1% cfs 2082
Total 1273.02 2083.236
S26 GRATE 2097.75 S267O S-22 Class ill Existing 72" 0.61696 332.97 cfs 2084.1.
INV.IN 2093.21 4.54 3.55% Slope Existing 0.740% cfs 2087.5476
INV.OUT 2090.71 9.W 36 20.00 Length Total 2 697.92
S27 MANHOLE 2100.00 S277O S-28 Class ill Existing 22" 2.67596 693.87 cfs
INV.IN 2088.10 1130 0.8. Slope Existing 2.6T5% cfs
INV.IN 2090.00 Total 2 1389.74
INV.OUT 2087.85 12.15 96 585.00 Length
2098.71
INV.OUT 2083.17
S29 MANHOLE 2090.00 S297O S-30 Class ill
12% Slope
INV.OUT 2084.00 6.00 24" 81.00 Length
S30 FES
INV.OUT 2083.00
S31 HEADWALL S31 TO S-32 Class ill
INV.OUT 2082.00 84 0.83% Slope
120.00 Length
S32 H.DWALL
INV.OUT 2081.00 04"
3-33 CURB INLET 2083.50 3-33 T05-0 0 30016 Slope
INV.OUT 2078.00 5.50 18 34.00 Length
3-34 lass ill
INV. LE 2083.25 20T/.66 5.59 534 5-35 1.0016 Slope
INV.OUT 2074.16 9.09 24" 47.00 Length
FES
3-35 INV.OUT 2073.69 24"
S36 4 Class IV
EX INV.IN 2096.10 3.90 24" 2.0096 Slope
INV..OUT 2086.60 13.40 24" 26300 Length
INV.IN 208134 4.16 24" 0.7596 Slope
INV.OUT 2078.84 6.66 24" 47.00 Length

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JMM Date:
Checked By: TDB Date: 5/25/2023
Company: AVCON
Project Name: Asheville Regional Airport-South Parking
Area
Project No.: 2022.0157.02
Site Location(City/Town) Fletcher,NC
Culvert Id. S-15
Total Drainage Area(acres) 6.166
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 36
Tailwater depth(in.) 0.6
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 35.56
Velocity(ft./s) 7.33
Step 2. Based on the tailwater conditions determined in step 1.enter Figure
8.06a or Figure 8.06b.and determine d50 riprap size and minimum apron length
(L.,). The d50 size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.6 0.3
Minimum apron length,Le(ft.) 20 13
Apron width at pipe outlet(ft.) 9 9
Apron shape Trapezoid Trapezoid
Apron width at outlet end(ft.) 23 8.2
Step 4. Determine the maximum stone diameter:
d.. =1.5xdw
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.9 0.45
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d
Minimum TW Maximum TW
Apron Thickness(ft.) 1.35 0.675
Step 6. Fit the riprap apron to the site by making it level for the nunimtun
length, L, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 0
Outlet w • Do a Return to Main Worksheet
pipe
diameter(Do) 1
,. o\Pp5 F.....U.L:...
1i ater<0.5Do /
�to r ._• r D�Mo
M`‘‘
a,� a
zn I s °
' . � - f. . ,i 3
= -� III"'r
o � of� ♦ `.-
" ii6 Ni1F.rY"••tD 2 fn
' • • 401.14, A 4,,„,,,r,,....,..,-,
I
3 5 10 20 50 100 200 500 1000
Discharge((t3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(T.<0.5 5ameter).
Rev.11.93 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JMM Date:
Checked By: TDB Date: 5/25/2023
Company: AVCON
Project Name: Asheville Regional Airport-South Parking
Area
Project No.: 2022.0157.02
Site Location(City/Town) Fletcher,NC
Culvert Id. S-17
Total Drainage Area(acres)
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter.it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,Do(in.) 24
Tailwater depth(in.) 0.4
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 31.09
Velocity(ft./s) 9.9
Step 2. Based on the tailwater conditions determined in step 1,enter Figure
8.06a or Figure 8.06b.and determine dso riprap size and minimum apron length
(L.). The d5.0 size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.6 0.2
Minimum apron length,Le(ft.) 18 9
Apron width at pipe outlet(ft.) 6 6
Apron shape Trapezoid Trapezoid
Apron width at outlet end(ft.) 20 5.6
Step 4. Determine the maximum stone diameter:
d =1.5 x dw
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.9 0.3
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d
Minimum TW Maximum TW
Apron Thickness(ft.) 1.35 0.45
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, L.. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 0
Outlet w Do a Return to Main Worksheet
pipe
diameter(Do) 1 f
/
i water<0.5D0 /
o1Pp‘o bo F.....U.L:...
r
i � p.
f• a�
Ve4" iI. r✓h/� I�M tl
.. ,. ./ /, ? 'rP.
i'. ` �
J1i1-
01 -
✓ f
z o
10
vc5
I ! I , 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(T.<0.5 dameter).
Rev.12'93 8.06.3

APPENDIX D
OPERATION AND MAINTENANCE MANUAL

Environmental
NCDEQ Stormwater Design Manual Quality
A-7. SCM Operation & Maintenance
Chapter Contents
• Access & Maintenance Easements
• Inspection & Maintenance Agreements
• Inspection & Maintenance Record Keeping
• Maintenance Responsibilities
• Providing for Maintenance Expenses
• Emergency Maintenance
• Debris & Litter Removal
• Sediment Removal & Disposal
• Stability & Erosion Control
• Maintenance of Mechanical Components
• Vegetation Maintenance
• Maintenance of the Aquatic Environment
• Insect Control
• Maintenance of Other Project Features
The Importance of Maintaining SCMs
SCMs are crucial in protecting water quality from the impacts of development. However, no
matter how well they are designed and constructed, SCMs will not function correctly nor
remain attractive unless they are properly operated and maintained. Maintenance problems
with SCMs are also less costly to correct when they are caught early.
Regular inspection and maintenance is an ongoing regulatory responsibility for most required
SCMs—These responsibilities typically include regular inspections throughout the year,
maintaining inspection records, and often annual inspections and reporting. A qualified
professional should conduct SCM inspections. NC State University offers a SCM Inspection
and Maintenance Certification Program: http://www.bae.ncsu.edu/topic/bmp-im/ There are
also many companies in NC that specialize specifically in SCM inspection and maintenance.
This chapter will discuss the logistical issues associated with SCM operation and
maintenance as well as provide an overview of some of the typical tasks associated with
maintaining most SCMs. Each of the individual SCM chapters in this manual also include a
table explaining specific inspection and maintenance activities required for a particular SCM
to ensure its proper functioning.
A-7. SCM Operation & Maintenance 1 Revised: 2-11-2018

NCDEQ Stormwater Design Manual Environmental
Access and Maintenance Easements
SCMs on private property should have access and maintenance easements to provide
the legal authority for inspections and maintenance activities. The location and
configuration of easements should be established during the design phase and be
clearly shown on the design drawings. The entire footprint of the SCM system should be
included in the access and maintenance easement, plus an additional ten or more feet
around the SCM to provide enough room for the equipment and activities necessary to
complete maintenance tasks. This SCM system includes components such as the side
slopes, forebay, riser structure, SCM device, and basin outlet, dam embankment, outlet,
and emergency spillway.
Access and maintenance easements should be designed and constructed considering
the maintenance tasks that may be needed. If heavy equipment will be necessary to
perform maintenance tasks (such as for devices with a forebay that will require
sediment clean-out), typically a roadway with a minimum width of ten feet to the SCM
needs to be available. Easements are usually held by the person responsible for the
SCM facility, whether an individual, a corporation, or a government. Easements for
SCMs that are not publicly maintained require provisions that allow the permitting entity
access for inspection and maintenance.
Inspection & Maintenance Agreements
SCM facilities are typically built, owned and maintained by non-governmental entities. To insure
proper long-term maintenance, an Inspection and Maintenance Agreement should be part of the
design plans for any SCM. For regulatory purposes, authorities may require that these
agreements be signed and notarized. An Inspection and Maintenance Agreement will typically
include the following:
• The frequency of inspections that are needed (based on the type of SCM proposed).
• The components of the SCM that need to be inspected.
• The types of problems that may be observed with each SCM component.
• The appropriate remedy for any problems that may occur.
Sample Inspection and Maintenance Agreement provisions are included at the end of each
SCM chapter. The most effective Inspection and Maintenance Agreements are site- specific for
the SCM components that are used on the site as well as any conditions that are unique to the
site (for example, the presence of steep slopes that should be inspected for soil stability).
A-7. SCM Operation & Maintenance 2 Revised: 2-11-2018

ntal
NCDEQ Stormwater Design Manual EnvirQualay
onmental
Table 1: Required Inspection Frequency for SCMs
Inspection Frequency SCM
Monthly and within 24 hours after every water Stormwater Wetlands
quality storm (greater than 1.5 inches in Wet Detention Basins
Coastal Counties and greater than 1.0 inch Bioretention Cells
elsewhere)
Level Spreaders
Infiltration Devices
Quarterly and within 24 hours after every water Sand Filters
quality storm (greater than 1.5 inches in Extended Dry Detention Basins
Coastal Counties and greater than 1.0 inch Permeable Pavement
elsewhere) Rooftop Runoff Management
Filter Strips
Grassed Swales *
Restored Riparian Buffers *
*Although these devices require quarterly inspection, mowing will usually be done at more frequent intervals
during the growing season.
To summarize Table 1, devices that include vegetation in a highly engineered system require
inspection monthly and after large storm events to catch any problems with flow conveyance or
vegetative health before they become serious. All other SCMs should be inspected at least
quarterly and after large storm events.
When required, signed and notarized Inspection and Maintenance Agreements should be
recorded with the appropriate Register of Deeds. The responsible party should keep a copy of
the Inspection and Maintenance Agreement along with a current set of SCM plans at a known
set location. It is also crucial that these documents be passed on when responsibility for
maintenance is transferred to a different party.
Inspection & Maintenance Record Keeping
All inspection and maintenance activities should be recorded. One easy way to do this is to
create an Inspection and Maintenance checklist based on the Inspection and Maintenance
Agreement. The checklist, at a minimum, should include the following:
• Date of inspection.
• Condition of each of the SCM elements.
• Any maintenance work that was performed (as well as who performed the work).
• Any issues noted for future maintenance (sediment accumulating, vegetation needing
pruning or replacement, etc.).
A-7. SCM Operation & Maintenance 3 Revised: 2-11-2018

NCDEQ Stormwater Design Manual Environmental
Each SCM should have its own maintenance record. Records should be kept in a log in a
known set location. Any deficient SCM elements noted in the inspection should be corrected,
repaired or replaced in a timely manner. Some deficiencies can affect the integrity of structures,
safety of the public, and the function of the SCM.
Major repairs or maintenance work should include the same level of inspection and
documentation as original installations. Inspection checklists and record logs should be kept in
a known set location.
Maintenance Responsibilities
As stated in the section above, maintenance is usually the responsibility of the owner, which in
most cases is a private individual, corporation, or home owner's association. Simple
maintenance items such as minor landscaping tasks, litter removal, and mowing can be done by
the owner, or can be incorporated in conventional grounds maintenance contracts for the overall
property.
Although a non-professional can undertake many maintenance tasks effectively, a professional
should be consulted periodically to ensure that all needs of the SCM facility are met. Some
elements that would benefit from professional judgment include structures, outlets,
embankments, and dams by a professional engineer, as well as plant system health by an
appropriate plant professional. Some developing problems may not be obvious to the untrained
eye.
In addition, it is advisable to have professionals do the more difficult or specialized work. Filling
eroded areas and soil-disturbing activities, such as re-sodding or replanting vegetation, are
tasks that are best assigned to a professional landscaping firm. If the work is not done properly
the first time, not only will the effort have been wasted, but also the facility may have been
damaged by excessive erosion. Grading and sediment removal are best left to professional
contractors. Appropriate professionals (e.g. SCM maintenance specialists, professional
engineers, aquatic plant specialists, etc.) should be hired for specialized tasks such as
inspections of vegetation and structures.
Providing for Maintenance Expenses
The expenses associated with maintaining a SCM are highly dependent on the SCM type and
design. However, the most important factor that determines the cost of SCM maintenance is the
condition of the drainage area upstream of the SCM. If a drainage area conveys a high load of
sediment and other pollutants to a SCM, the cost of maintaining the SCM will increase
dramatically. Preventing pollution in the drainage area as much as possible will reduce the cost
of SCM maintenance.
A funding mechanism should be created and maintained at a level that provides adequate
funding to pay for the maintenance expenses over the lifetime of the SCM. One option is to
A-7. SCM Operation & Maintenance 4 Revised: 2-11-2018

NC Environmental
NCDEQ Stormwater Design Manual Qaality
establish an escrow account, which can be spent solely for sediment removal, structural,
biological or vegetative replacement, major repair, or reconstruction of the SCMs. In the case of
a residential subdivision, the escrow account could be funded by a combination of an initial
payment by the developer and regular contributions by the homeowners' association. For an
example of how to legally structure such an account, please see the Phase II model stormwater
ordinance at the Stormwater Program web site. Routine maintenance costs may be relatively
easy to estimate, and include the expenses associated with the following activities:
• Conducting SCM inspections at the intervals shown in Table 1.
• Maintaining site safety, including any perimeter fences and other access inhibitors (trash
racks or pipe grates).
• Removing trash.
• Removing sediment that has accumulated in any components of the SCM.
• For infiltration-type systems, maintaining the filtering media and cleaning or replacing it
when necessary.
• Restoring soils to assure performance.
• Mowing turf grasses or maintaining other types of ground covers
• Controlling weeds and other invasive plants
• Pruning woody vegetation.
• Thinning desired vegetation
• Replacing dead vegetation.
• Stabilizing any eroding side slopes.
• Repairing damaged or eroded outlet devices and conveyance systems.
• Repairing embankments, dams, and channels due to erosion or rodents.
Emergency maintenance costs are more difficult to estimate. They depend on the frequency of
occurrence and the nature of the problem, which could vary from storm erosion repairs to
complete failure of a structure.
Emergency Maintenance
Maintenance after floods and other emergencies requires immediate mobilization. It can include
replanting and repairs to structures. Living systems are likely to need at least minor repairs after
emergencies. Following an emergency such as a flood, standing water may pose health risks
because of mosquitoes. Mosquito control should be considered if this becomes a problem.
For all installations, obstructions and debris deposited during storm events should be removed
immediately. Exceptions include debris that provides habitat and does not damage vegetation or
divert currents to, from, or in the SCM. In fact, because of the high quality habitat that can be
found in woody debris, careful re-positioning rather than complete removal may be desirable.
There may be instances where debris is even added. Such locations should be noted so that
this debris is not accidentally removed. Educating adjacent property owners about the habitat
benefits of debris and vegetation can decrease requests for removal.
A-7. SCM Operation & Maintenance 5 Revised: 2-11-2018

ntal
NCDEQ Stormwater Design Manual EnvirQuality
onmental
Debris & Litter Removal
Regularly removing debris and litter is well worth the effort and can be expected to help in the
following ways:
• Reduce the chance of clogging in outlet structures, trash racks, and other facility
components.
• Prevent damage to vegetated areas.
• Reduce mosquito breeding habitats.
• Maintain facility appearance.
• Reduce conditions for excessive surface algae.
• Reduce the likelihood of stagnant pool formation.
Special attention should be given to removing floating debris, which can clog outlet devices and
risers.
Sediment Removal & Disposal
Sediment gradually accumulates in many SCMs. For most SCMs, accumulated sediment must
eventually be removed. However, removal intervals vary so dramatically among facilities that no
"rules of thumb" are applicable. The specific setting of a SCM is important in determining how
often sediment must be removed. Important factors that determine rates of sedimentation
include the current and future land uses upstream and the presence of other sediment-trapping
SCMs upstream.
Before installing a SCM, designers should estimate the lifetime sediment accumulation that the
SCM will have to handle. Several time periods may be considered, representing expected
changes in land use in the watershed. To estimate sediment accumulation, first, an estimate of
the long term sediment load from upstream is needed, then an estimate of SCM sediment
removal efficiency (see Sections 3.0 and 4.0). The analysis of watershed sediment loss and
SCM efficiency can be expedited by using a sediment delivery computer model.
The frequency of sediment removal is then based on the sediment accumulation rate described
above versus the amount of sediment storage volume that is inherently provided in the SCM
without affecting treatment efficiency or stormwater storage volume. Again, the frequency of
sediment removal is SCM and site specific, and could be as frequent as every couple years, or
longer than 15-25 years. The volume of sediment needing to be removed and disposed of per
dredging cycle is the volume calculated above multiplied by any density or dewatering factors,
as appropriate.
Wet sediment is more difficult and expensive to remove than dry sediment. Ideally, the entire
facility can be drained and allowed to dry sufficiently so that heavy equipment can operate on
the bottom. Provisions for draining permanent pools should be incorporated in the design of
water impoundments where feasible. Also, low flow channels and outlets should be included in
all SCMs to bypass stormwater flow during maintenance. However, in many impoundments,
periodic rainfall keeps the sediment soft, preventing access by heavy equipment. In these
A-7. SCM Operation & Maintenance 6 Revised: 2-11-2018

NC Environmental
NCDEQ Stormwater Design Manual Qaality
cases, sediment may have to be removed from the shoreline by using backhoes, grade-ails, or
similar equipment.
Proper disposal of the sediment removed from a SCM must be considered. It is least expensive
if an onsite area or a nearby site has been set aside for the sediment. This area should be
located outside of the floodplain to prevent migration of the sediment if flooding occurs prior to
stabilization. If such a disposal area is not set aside, transportation and landfill tipping fees can
greatly increase the cost of maintaining the SCM, especially where disposal of wet sediment is
not allowed in the local landfill., Often, the material must be dewatered before disposal, which
again adds more cost and requires land area where wet material can be temporarily placed to
dry.
Sediment removal is usually the largest single cost of maintaining a SCM facility so the
necessary funds should be allocated in advance. Since sediment removal costs are so site
specific and dependent on disposal plans, it is difficult to provide good estimates. Actual
estimates should be obtained during the design phase of the SCM from sediment removal
contractors based on the planned situation. The estimates should include: mobilization
expenses, sediment removal expenses, material transport expenses (if applicable), and
disposal expenses (if applicable).
Stability & Erosion Control
The best way to promote soil stability and erosion control is to maintain a healthy ground cover
in and around SCMs. Areas of bare soil quickly erode, potentially clogging the facility with
sediment and threatening its integrity. Therefore, bare areas must be re- stabilized as quickly as
possible. Newly seeded areas should be protected with mulch and/or an erosion mat that is
securely staked. For SCM's that rely on filtration, such as bioretention facilities, it is critical that
adjacent soils do not contaminate the selected media during or after construction. If the site is
not permanently stabilized with vegetation when the filter media is installed, the best design
practice is to specify sod or other robust erosion control practices for all slopes in and
immediately around the SCM.
Erosion more often occurs in or around the inlet and outlet of SCM facilities and should be
repaired as soon as possible.
The roots of woody growth such as young trees and bushes in embankments are destabilizing
and may result in premature failure if unchecked. Consistent mowing of the embankment
controls stray seedlings that take root. Woody growth, such as trees and bushes, further away
from the embankment should not pose a threat to the stability of the embankment and can
provide important runoff filtering benefits. Trees and bushes may be planted outside
maintenance and access areas.
Animal burrows also diminish the structural integrity of an embankment. Muskrats, in particular,
burrow tunnels up to 6 inches in diameter. Efforts should be made to control animal burrowing.
Burrows should be filled as soon as possible.
A-7. SCM Operation & Maintenance 7 Revised: 2-11-2018

Environmental
NCDEQ Stormwater Design Manual Qaality
Maintenance of Mechanical Components
SCMs may incorporate mechanical components that need periodic attention. For example,
valves, sluice gates, fence gates, locks, and access hatches should be functional at all times.
The routine inspection, exercising, and preventive maintenance on such mechanical
components should be included on a routine inspection and maintenance checklist.
Vegetation Maintenance
Vegetation maintenance is an important component of any maintenance program. The grasses
and plants in all SCMs, but particularly in vegetative SCMs such as filter strips, grass swales,
restored riparian buffers, bioretention facilities, and stormwater wetlands, require regular
attention. The development of distressed vegetation, bare spots, and rills indicates that a SCM
is not functioning properly. Problems can have many sources, such as:
• Excessive sediment accumulation, which clogs the soil pores and produces anaerobic
conditions.
• Nutrient deficiencies or imbalances, including pH and potassium.
• Water-logged conditions caused by reduced soil drainage or high seasonal water table.
• Competition from invasive weeds.
• Animal grazing
The soil in vegetated areas should be tested every other year and adjustments made to sustain
vigorous plant growth with deep, well-developed root systems. Aeration of soils is
recommended for filter strips and grassed swales where sediment accumulation rates are high.
Ideally, vegetative covers should be mown infrequently, allowing them to develop thick stands of
tall grass and other plant vegetation. Also, trampling from pedestrian traffic should be
prevented.
Areas immediately up and downstream of some SCM plant installations are more likely to
experience increased erosion. Properly designed, located, and transitioned installations
experience may reduce accelerated erosion. All erosion should be repaired immediately to
prevent spreading.
Table 2 below describes some typical vegetation maintenance. It is important to note that
specific requirements related to some management practices, such as those performed within
buffers, must be followed. In addition, any vegetation that poses threats to human safety,
buildings, fences, and other important structures should be addressed. Finally, vegetation
maintenance activities typically change as the project ages.
A-7. SCM Operation & Maintenance 8 Revised: 2-11-2018

Environmental
NCDEQ Stormwater Design Manual Quality
Table 2: Vegetation Maintenance for SCMs
Maintenance Instructions
Activity
Replacement All dead plants should be removed and disposed of. Before vegetation that
of Dead has failed on a large scale is replaced, the cause of such failure should be
Plants investigated. If the cause can be determined, it should be eliminated before
any reinstallation.
The objective of fertilizing at a SCM is to secure optimum vegetative growth
rather than yield (often the objective with other activities such as farming).
Fertilization Infertile soils should be amended before installation and then fertilized
periodically thereafter. Fertilizer can be composed of minerals, organic
matter(manure), compost, green crops, or other materials.
Watering of the vegetation can often be required during the germination
and establishment of the vegetation, as well as occasionally to preserve the
Irrigation/ vegetation through drought conditions. This can typically be accomplished
Watering by pumping water retained in the SCM or from the stream, installing a
permanent irrigation system or frost-proof hose bib, or using portable water
trucks.
Mulching should be used to maintain soil temperature and moisture, as
Mulching well as site aesthetics. A half-inch layer is typically adequate. Ideally, mulch
should be removed before winter to prevent an infestation of rodents.
Weeding is often necessary in the first growing season, particularly if
herbaceous grasses are out-competing the young woody vegetation growth.
The need for weeding may be largely eliminated by minimizing the amount
Weeding of seed used for temporary erosion control. Weeding may also be required
if, over time, invasive or undesirable species are entering the site and out-
competing plants that are specifically involved in the treatment of the
stormwater.
Cultivating/ Hoeing is often required to loosen overly compacted soil and eliminate
Hoeing weeds that compete with the desirable vegetation.
Pruning Pruning is used to trim to shape and remove dead wood. It can force single-
shoot shrubs and trees to assume a bushier configuration.
A-7. SCM Operation & Maintenance 9 Revised: 2-11-2018

NCDEQ Stormwater Design Manual Environmental
Thinning dense vegetation may be necessary to thrive, to maintain open areas of
water as well as aesthetics, increase the vigor of individual specimens, to reduce
Thinning flow obstructions, and to increase the ability of maintenance staff to access the
entire SCM. Tall maturing trees, for the most part, have no place in a SCM (except
for buffers) and should be removed as soon as possible.
Saplings of tall trees planted in or near the SCM may require staking. Care
Staking should be taken not to damage the tree's roots with stakes. Stakes should be
kept in place for 6 to 18 months, and the condition of stakes and ties should
be checked periodically.
Wound The wounds on any trees found broken off or damaged should be dressed
Dressing following recommendations from a trained arborist.
Disease Based on monitoring observations, either insecticides or(preferably)organic means
Control of pest and fungal control should be used.
Fencing and signage should be installed to warn pedestrians and to prevent
damage due to trampling. These measures are often most necessary during early
Protection phases of installation but may be required at any time. Measures for controlling
from Animal human foot traffic include signs, fencing, floating log barriers, impenetrable bushes,
& Human ditches, paths, and piled brush.Wildlife damage is caused by the animals browsing,
Foot Traffic grazing, and rubbing the plants. The use of chemical wildlife repellents should be
avoided. Fences and meshes can be used to deter entry to the SCM. Tree tubes
can be used to prevent damage to individual specimens.
Mowing of perennial herbaceous grasses and wildflowers, especially once seed
heads have set, promotes redistribution of seed for this self-sustaining system.
Mowing Mowing should be carefully controlled, however, especially when performed for
aesthetics. As adjacent property owners and customers in general learn more about
SCMs, their vision of what is aesthetically pleasing can change. Grasses, in
healthy herbaceous stands, should never be mown more than once per year.
Maintenance of the Aquatic Environment
An important yet often overlooked aspect of SCMs that maintain a permanent pool is the need
to regularly monitor and manage conditions to promote a healthy aquatic environment. An
indicator of excess nutrients (a common problem) is excessive algae growth in the permanent
pool of water. Often, these problems can be addressed by encouraging the growth of more
desirable aquatic and semi-aquatic vegetation in and around the permanent pool. The plants
selected should be tolerant of varying water levels and have a high capacity to incorporate the
specific nutrients associated with the problem. Unchecked algae growth may result in aesthetic
and odor problems and algae-laden water can be washed downstream during rain contributing
to nuisance odors and stresses in downstream aquatic habitat.
A-7. SCM Operation & Maintenance 10 Revised: 2-11-2018

NCDEQ Stormwater Design Manual Environmental
Insect Control
Under the right conditions, ponded water can become a breeding ground for mosquitoes. Many
mosquito problems can be minimized through proper design and maintenance. The best control
technique for SCMs that maintain a permanent pool of water is to ensure that the design
discourages mosquito breeding habitat and encourages mosquito predators. Research at NC
State University has shown that Mosquitofish (Gambusia holbrooki) can be effective in the
control of mosquito populations in SCMs. This may include establishing combinations of deep
and shallow areas that encourage Mosquitofish as well as avoiding overhanging trees and other
vegetation that creates shade conducive to mosquito breeding and discourages dragonflies,
birds, bats, and other desirable predators. In larger basins, fish, which feed on mosquito larvae,
can be stocked. Additionally, splash aerators can be employed to prevent stagnant water,
however, this requires electricity at the site, increases maintenance costs and must be properly
designed so as to not decrease the settling efficiency of the SCM. Where feasible, SCMs may
incorporate a source of steady dry weather flow to reduce stagnant water.
Maintenance of Other Project Features
All other devices and features associated with the SCM should be monitored and maintained
appropriately. These additional items could affect the safety or aesthetics of the facility, which
can be as important if not more important than the operational efficiency of the facility. Such
items could include:
• Fences
• Access roads
• Trails
• Lighting
• Signage (e.g. no trespassing, emergency notification contact information, etc.)
• Nest boxes
• Platforms
• Watering system
A-7. SCM Operation & Maintenance 11 Revised: 2-11-2018

Environmental
NCDEQ Stormwater BMP Manual Quality
Maintenance
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry extended
detention basin.
- Immediately after the dry extended detention basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly six
weeks).
- No portion of the dry extended detention pond will be fertilized after the first initial
fertilization that is required to establish the vegetation.
- I will maintain the vegetation in and around the basin at a height of approximately six
inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
Table 1: Sample Operation and Maintenance Provisions for Dry Ponds
Potential problems:
How to remediate the
BMP element: p problem:
The entire BMP Trash/debris is present. Remove the trash/debris.
Regrade the soil if necessary to
remove the gully, and then
The perimeter of the dry pond Areas of bare soil and/or plant a ground cover and water
erosive gullies have formed. until it is established. Provide
lime and a one-time fertilizer
application.
The pipe is clogged. Unclog the pipe. Dispose of
the sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
The inlet device: pipe or swale
Regrade the swale if necessary
to smooth it over and provide
Erosion is occurring in the erosion control devices such as
swale. reinforced turf matting or riprap
to avoid future problems with
erosion.
C-12. Dry Pond 6 Revised: 1-3-2017

0.
Environmental
NCDEQ Stormwater BMP Manual Quality
Search for the source of the
Sediment has accumulated to a sediment and remedy the
depth greater than the original problem if possible. Remove
design depth for sediment the sediment and dispose of it
storage. in a location where it will not
cause impacts to streams or
the BMP.
The forebay Provide additional erosion
protection such as reinforced
Erosion has occurred. turf matting or riprap if needed
to prevent future erosion
problems.
Remove the weeds, preferably
Weeds are present. by hand. If pesticide is used,
wipe it on the plants rather than
spraying.
Search for the source of the
sediment and remedy the
Sediment has accumulated to a problem if possible. Remove
depth greater than the original the sediment and dispose of it
design sediment storage depth. in a location where it will not
cause impacts to streams or
the BMP.
The main treatment area Water is standing more than 5 Check outlet structure for
days after a storm event. clogging. If it is a design issue,
consult an appropriate
professional.
Weeds and noxious plants are Remove the plants by hand or
growing in the main treatment by wiping them with pesticide
area. (do not spray).
Shrubs have started to grow on Remove shrubs immediately.
the embankment.
Evidence of muskrat or beaver Use traps to remove muskrats
activity is present. and consult a professional to
remove beavers.
The embankment
A tree has started to grow on Consult a dam safety specialist
the embankment. to remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional shows
C-12. Dry Pond 7 Revised: 1-3-2017

NCDEQ Stormwater BMP Manual EnvironmentalQuality
that the embankment needs
repair.
Clean out the outlet device.
Clogging has occurred. Dispose of the sediment off-
site.
The outlet device/The The outlet device is damaged Repair or replace the outlet
receiving water device.
Erosion or other signs of
damage have occurred at the Contact the local NCDEQ
outlet impacting the receiving Regional Office for assistance.
stream or wetlands.
8 Revised: 1-3-2017

APPENDIX E
SUPPLEMENTAL EZ STORM

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name i South Parking Area
2 Project Area(ac) 10.97
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0.12
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 30
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond 1
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Dave Skurky,Chief Stormwater Engineer
28 Organization: Aulick Engineering,LLC
29 Street address: 600 Park Offices Dr.
30 City,State,Zip: Durham,NC,27709
31 Phone number(s): 919-819-4242
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1
4 Type of SCM Dry Pond
5 Total drainage area(sq ft) 296375
6 Onsite drainage area(sq ft) 296375
7 Offsite drainage area(sq ft) 0
8 Total BUA in project(sq ft) 264145 sf 257530 sf
New BUA on subdivided lots(subject to permitting)
9 (sq ft)
New BUA not on subdivided lots(subject to
10 permitting)(sf) 238734 sf 232119 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) 152552 sf 152552 sf
-Sidewalk(sq ft) 4043 sf 4043 sf
-Roof(sq ft)
-Roadway(sq ft) 82139 sf 75524 sf
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft) 25411 sf 25411 sf
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 87%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 18644 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
This project is within Asheville Regional Airport property,which has a property
area of 900ac.For the purposes of our calculations,the limits of our
construction minus the surface waters on-site, 10.85 acres,was used when
determining built upon area values.

DRY POND
1 Drainage area number 1
2 Minimum required treatment volume(cu ft) 18644 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered No
side slopes?
Are the inlets,outlets,and receiving stream protected from erosion
7 Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Drawdown Orifice
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with No
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM desi ned b an NC licensed rofessional? Yes
DRY POND MDC FROM 02H.1062
18 SHWT elevation(fmsl) 2080
19 Elevation of the bottom of the dry pond(fmsl) 2080.5
20 Distance from bottom to SHWT(feet) 0.5ft
21 Elevation of the temporary pool during the design storm(feet) 2083 ft
22 Ponding depth of the design storm(feet) 3 ft
23 Will the dry pond be uniformly graded to flow toward the outlet? Yes
24 Is a low flow channel being provided? No
25 Are the inlet(s)and outlet located in a manner that avoids short- Yes
circuiting?
26 Will berms or baffles be provided to increase the flow path? No
27 What method of pretreatment will be provided? Forebay
28 Design volume of SCM(cu ft) 27,195
29 Diameter of drawdown orifice(in) 3 in
30 Drawdown time for the temporary pool(hours) 40
Does the pond minimize impacts to the receiving channel from the 1-
31 Yes
yr,24-hr storm?
32 Is there a small permanent pool near the orifice to prevent clogging? No
33 Will the outlet be designed to prevent clogging? Yes
34 Are the dam and embankment planted in non-clumping turf grass? Yes
35 Species of turf that will be used on the dam and embankment Fescue
36 Will trees and shrubs be prevented from growing on the dam and Yes
embankment?
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
37 dry pond(s):
There is no permanent pool proposed in the SCM,this is acceptable per Part
E-4 of the Manual.
Dry Pond 3 12:36 PM 10/24/2023

APPENDIX F
BUA EXHIBIT

NOTE 1:THIS PROJECT IS WITHIN ASHEVILLE REGIONAL AIRPORT IMPERVIOUS SURFACE AREA CALCULATIONS
PROPERTY,WHICH HAS A PROPERTY
AREA OF 900AC.FOR THE PURPOSED OF PROPOSED ON-SITE STREET(SF):82,139 Nibs'
OUR CALCULATIONS,THE LIMITS OF PROPOSED ON-SITE PARKING(SF):152,552 I
PROPOSED ON-SITE SIDEWALKS(SF):4,043 h e v l le
OUR CONSTRUCTION(10.97 AC)WERE0' 75' 150' 300' 450' i
-_ =U -e N TOTAL PROPOSED IMPERVIOUS(SF):238,734 REGIONAL AIRPORT
AREA VALUES.THE 0.12 AC OF ON-SITE EXISTING BUA(SF):25,411
SURFACE WATER AREA RESULTS IN A TOTAL IMPERVIOUS AREA(SF):264,145 1"=150'
"TOTAL PROJECT AREA"OF 10.85AC. TOTAL IMPERVIOUS AREA(AC):6.06
TOTAL PROJECT AREA(AC):10.85(SEE NOTE 1) I A AC 0111
_PROJECT PERCENT OF IMPERVIOUS AREA: - —
(TOTAL IMPERVIOUS AREA/TOTAL PROJECT AREA)X 100 �
6.06 AC / 10.85 AC X 100 // AVCON,INC.
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,.^'fie]] fff ,AP® , / / INFORMATION,ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON,INC.,
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SW-05

APPENDIX G
WATERS OF THE U.S. DELINEATION REPORT

s
III =
November 30, 2022
AVCON
10115 Kincey Avenue, Suite 140
Huntersville, North Carolina 28078
Attention: Mr. James Moose
Reference: Jurisdictional Wetland and Stream Report
AVL South Parking Lot
Fletcher, Buncombe County, North Carolina
S&ME Project No. 22410080
Dear Mr. Moose:
S&ME, Inc. (S&ME) has conducted a preliminary jurisdictional wetland and stream assessment in general
accordance with S&ME Proposal No. 22410080 dated July 21, 2022.
Background Information
We understand that a new parking area is to be constructed at the south end of the existing Asheville
Regional Airport property. This proposed parking area is bordered to the north by a Marathon Gas
Station, to the east by Airport Road, and to the south and west is Rental Car Road and the rental car
storage and maintenance area.The total site area is about 15.5 acres and is wooded with a drainage
feature along the western side of the site and crossing the site near the southern end. A roadway was
cleared through the western side of the site and mostly follows along the eastern side of the drainage
feature.
The property is depicted on the attached United States Department of Agriculture (USDA) Soil
Conservation Service (SCS) Buncombe County Soil Survey Exhibit (Figure 1), United States Geologic
Service (USGS) Topographic Exhibit (Figure 2), Color Aerial and Topographic map (Figure 3), LIDAR
Exhibit (Figure 5), National Wetlands Inventory (NWI) Exhibit (Figure 6), National Hydrography Dataset
(NHD) Exhibit (Figure 7) and Federal Emergency Management Act (FEMA) Flood Zone Exhibit (Figure 8).
Scope of Services
Preliminary Jurisdictional Wetland and Stream Assessment
The preliminary jurisdictional wetland assessment consisted of traversing the site to assess soils,
vegetation, and hydrology in search of areas that meet the minimum criteria for jurisdictional wetlands as
described by the procedures set forth in the United States Army Corps of Engineers (USACE) "Wetlands
Delineation Manual" (January 1987— Final Report). Proof of wetland hydrology would be the existence of
S&ME, Inc. 3201 Spring Forest Road I Raleigh, NC 276161 p 919.872.2660 f 919.876.3958I www.smeinc.com

Jurisdictional Wetland and Stream Report
AVL South Parking Lot
Fletcher, Buncombe County, North Carolina I I I
S&ME Project No. 22410080
hydric soils with oxidized root channels in the upper 12 inches of the soil profile, water borne deposits,
drift lines, scour marks, drainage patterns, regional indicators of soil saturation, etc. It is important to note
that wetlands are also classified as waters of the US and regulated by the USACE under authority of the
Clean Water Act (33 USC 1344).
On November 21, 2022, multiple hand auger borings to assess the soil conditions for evidence of hydric
soil indicators and for wetland hydrology were performed in drainage areas and topographically concave
areas within the project boundary. In addition, USACE data forms were completed documenting the plant,
soil and hydrology findings of suspected wetland areas on-site, which are included as Appendix I.The
area where the data forms were recorded was located with a GPS receiver and is shown on the attached
Figure 4 labeled as DP-1 and DP-2.
The preliminary stream assessment consisted of examining features on the site using North Carolina
Department of Environmental Quality(NCDEQ) Division of Water Resources (DWR) stream evaluation
techniques contained in the NCDEQ-DWR publication, Identification Methods for the Origins of Intermittent
and Perennial Streams, v 4.11.
NCDWR Stream Identification Forms (Version 4.11) were completed for stream features identified on-site
and are included in Appendix II. The area where the stream forms were recorded were located with a
GPS receiver and is shown on the attached Figure 4 labeled as SF-1 through SF-3. Site photographs
documenting the conditions of features identified on-site are included in Appendix Ill.
Findings
The attached Figure 4 depicts the potentially jurisdictional wetlands and streams identified on-site.
Stream Feature S1, which was flagged from the outlet culvert that extends underneath Terminal Drive to
the inlet culvert that extends underneath Rental Car Drive is represented by Flags S1.1 through S1.69.This
stream feature is approximately 2020-feet in length and rated as a perennial stream on NCDWR Stream
Identification Form SF-1.
Stream Feature S2, which was flagged from the outlet culvert that extends underneath New Airport Road
to the confluence of stream Feature S1 is represented by Flags S2.1 through S2.8. This stream feature is
approximately 145-feet in length and rated as an intermittent stream on NCDWR Stream Identification
Form SF-2.
Stream Feature S3, which was flagged from the outlet culvert that extends underneath the Dunkin
Donuts/Marathon Gas Station parking lot to the confluence of stream Feature S1 is represented by Flags
S3.1 through S3.24.This stream feature is approximately 485-feet in length and rated as a perennial
stream on NCDWR Stream Identification Form SF-3.
Wetland Feature W1 is represented by Flags W1.1 through W1.4 and is approximately 0.004 acres in size.
November 30, 2022 2

Jurisdictional Wetland and Stream Report
AVL South Parking Lot
Fletcher, Buncombe County, North Carolina I I
S&ME Project No. 22410080
Wetland Feature W2 is represented by Flags W2.1 through W2.10 and is approximately 0.06 acres in size.
Recommendations
S&ME's jurisdictional wetland and stream assessment should be considered preliminary. A Jurisdictional
Determination (JD) request would need to be submitted to the USACE after which a site meeting would
need to be conducted to confirm our findings regarding wetlands and streams on-site. If requested,
S&ME can submit a proposal for these additional services.
Closing
S&ME appreciates the opportunity to provide natural resource services for this project. If you have any
questions please contact Walter Cole at 919-872-2660 or [e-mail].
Sincerely,
S&ME, Inc.
Walter Cole, LSS, REHS Thomas P. Raymond, PE
Senior Project Manager Senior Reviewer
Enclosed: Figure 1: USDA-SCS Buncombe County Soil Survey
Figure 2: USGS Topographic Quadrangle
Figure 3: Color Aerial and Topographic Map
Figure 4: Feature Exhibit
Figure 5: LIDAR Exhibit
Figure 6: National Wetland Inventory Exhibit
Figure 7: NHD Exhibit
Figure 8: FEMA Flood Zone Exhibit
Appendix I: USACE Data Forms
Appendix II: NCDWR Stream Identification Forms
Appendix III: Site Photographs
November 30, 2022 3

Figures

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REFERENCE: TmC:Tate-Urban land complex,8-15%slopes
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Y PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED.THEY ARE I . a a�
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SCALE: FIGURE NO.
iII USDA-NRCS SOIL SURVEY EXHIBIT 1 " = 500 '
dr DATE:
I I -- ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22 1
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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SCALE: FIGURE NO.
USGS TOPOGRAPHIC EXHIBIT 1 " = 500 '
DATE:
I I ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22 2
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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BASED ON CIVIL SURVEY INFORMATION,UNLESS STATED OTHERWISE. fil Protect Site I
SCALE: FIGURE NO.
iII COLOR AERIAL AND TOPOGRAPHIC EXHIBIT 1 " = 250 '
DATE:
I I - ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22 3
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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SCALE: FIGURE NO.
iII FEATURE EXHIBIT 1 " = 250 '
DATE:
I I -- ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22 4
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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11, DATE:
I I -- ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22 5
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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DATE:
III glI
ASHEVILLE REGIONAL AIRPORT SOUTH PARKING AREA 11 30 22 6
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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GIS BASE LAYERS WERE OBTAINED FROM THE 2019 NCONEMAP AERIAL
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SCALE: FIGURE NO.
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DATE:
I I -- ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22 7
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

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_-nt REFERENCE:
o
GIS BASE LAYERS WERE OBTAINED FROM THE 2019 NCONEMAP AERIAL Future Conditions 1%Annual Chance Flood Hazard
ORTHOIMAGERY LAYER AND THE FEMA FIRMETTE REST SERVICE. THIS MAP IS Area with Reduced Risk Due to Levee
Y FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED
o, ARE APPROXIMATED.THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION, Area with Risk Due to Levee
3 UNLESS STATED OTHERWISE.
a ee<-: tee'z Mr/
SCALE: FIGURE NO.
iII FEMA FLOOD ZONE EXHIBIT 1 " = 500 '
DATE:I I -- 8
ASHEVILLE REGIONAL AIRPORT - SOUTH PARKING AREA 11-30-22
TERMINAL DRIVE PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410080

Appendix I

U.S. Army Corps of Engineers OMB Control#:0710-0024,Exp:11/30/2024
WETLAND DETERMINATION DATA SHEET—Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ERDC/EL TR-12-9; the proponent agency is CECW-CO-R (Authority:AR 335-15,paragraph 5-2a)
Project/Site: Asheville Regional Airport South Parking Lot City/County: Fletcher/Buncombe Sampling Date: 11/2/22
Applicant/Owner: Asheville Regional Airport State: NC Sampling Point: DP-1
Investigator(s): Walter Cole, S&ME Section,Township, Range:
Landform (hillside,terrace,etc.): Toe Slope Local relief(concave,convex, none): Concave Slope(%): 5%
Subregion(LRR or MLRA): LRR N, MLRA 130A Lat: 35.429701 Long:-82.535914 Datum: NAD 83
Soil Map Unit Name: Tate-Urban Land Complex,2 to 8%slopes NWI classification: N/A
Are climatic/hydrologic conditions on the site typical for this time of year? Yes X No (If no,explain in Remarks.)
Are Vegetation , Soil ,or Hydrology significantly disturbed? Are"Normal Circumstances"present? Yes X No
Are Vegetation , Soil ,or Hydrology naturally problematic? (If needed,explain any answers in Remarks.)
SUMMARY OF FINDINGS—Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No Is the Sampled Area
Hydric Soil Present? Yes X No within a Wetland? Yes X No
Wetland Hydrology Present? Yes X No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators: Secondary Indicators(minimum of two required)
Primary Indicators(minimum of one is required;check all that apply) Surface Soil Cracks(B6)
Surface Water(A1) _True Aquatic Plants(B14) Sparsely Vegetated Concave Surface(B8)
_High Water Table(A2) _Hydrogen Sulfide Odor(C1) X Drainage Patterns(B10)
_Saturation(A3) Oxidized Rhizospheres on Living Roots(C3) _Moss Trim Lines(B16)
_Water Marks(B1) _Presence of Reduced Iron(C4) Dry-Season Water Table(C2)
_Sediment Deposits(B2) _Recent Iron Reduction in Tilled Soils(C6) Crayfish Burrows(C8)
_Drift Deposits(B3) _Thin Muck Surface(C7) Saturation Visible on Aerial Imagery(C9)
Algal Mat or Crust(B4) Other(Explain in Remarks) Stunted or Stressed Plants(D1)
Iron Deposits(B5) Geomorphic Position(D2)
Inundation Visible on Aerial Imagery(B7) Shallow Aquitard(D3)
X Water-Stained Leaves(B9) Microtopographic Relief(D4)
Aquatic Fauna(B13) FAC-Neutral Test(D5)
Field Observations:
Surface Water Present? Yes No Depth(inches):
Water Table Present? Yes No Depth(inches):
Saturation Present? Yes No Depth(inches): Wetland Hydrology Present? Yes X No
(includes capillary fringe)
Describe Recorded Data(stream gauge, monitoring well,aerial photos,previous inspections), if available:
Remarks:
ENG FORM 6116-4,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants. Sampling Point: DP-1
Absolute Dominant Indicator
Tree Stratum (Plot size: 40'X 40' ) %Cover Species? Status Dominance Test worksheet:
1. Acer rubrum 30 Yes FAC Number of Dominant Species
2. Liquidambar styraciflua 30 Yes FAC That Are OBL, FACW,or FAC: 3 (A)
3. Carpinus caroliniana 15 No _ FAC Total Number of Dominant
4. Ilex opaca 15 No FACU Species Across All Strata: 5 (B)
5• Percent of Dominant Species
6. That Are OBL, FACW,or FAC: 60.0% (A/B)
7. Prevalence Index worksheet:
90 =Total Cover Total%Cover of: Multiply by:
50%of total cover: 45 20%of total cover: 18 OBL species 0 x 1 = 0
Sapling/Shrub Stratum (Plot size: 40'X 40' ) FACW species 0 x 2= 0
1. Ligustrum sinense 15 Yes FACU FAC species 85 x 3= 255
2. Rosa multiflora 15 Yes FACU FACU species 45 x 4= 180
3. UPL species 0 x 5= 0
4. Column Totals: 130 (A) 435 (B)
5. Prevalence Index =B/A= 3.35
6. Hydrophytic Vegetation Indicators:
7. 1 -Rapid Test for Hydrophytic Vegetation
8. _ X 2-Dominance Test is>50%
9. 3-Prevalence Index is<_3.0'
30 =Total Cover 4-Morphological Adaptations'(Provide supporting
50%of total cover: 15 20%of total cover: 6 data in Remarks or on a separate sheet)
Herb Stratum (Plot size: ) _Problematic Hydrophytic Vegetation' (Explain)
1• 'Indicators of hydric soil and wetland hydrology must be
2. _ present, unless disturbed or problematic.
3. Definitions of Four Vegetation Strata:
4. _ Tree-Woody plants,excluding vines, 3 in.(7.6 cm)or
5. more in diameter at breast height(DBH), regardless of
6. - height.
7. Sapling/Shrub-Woody plants,excluding vines, less
8. than 3 in. DBH and greater than or equal to 3.28 ft
9. - (1 m)tall.
10. Herb-All herbaceous(non-woody)plants, regardless
11. of size,and woody plants less than 3.28 ft tall.
=Total Cover Woody Vine-All woody vines greater than 3.28 ft in
50%of total cover: 20%of total cover: height.
Woody Vine Stratum (Plot size: 40'X 40' )
1. Smilax rotundifolia 10 Yes FAC
2.
3.
4.
5.
Hydrophytic
10 =Total Cover Vegetation
50%of total cover: 5 20%of total cover: 2 Present? Yes X No
Remarks:(Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4,JUL 2018 Eastern Mountains and Piedmont-Version 2.0

SOIL Sampling Point: DP-1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color(moist) % Color(moist) % Type' Loc2 Texture Remarks
0-4 10YR 4/4 100 Loamy/Clayey
4-18 10YR 5/1 80 10YR 4/4 20 C M Distinct redox concentrations
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. 2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
Histosol(Al) Polyvalue Below Surface(S8)(MLRA 147, 148) _2 cm Muck(A10)(MLRA 147)
Histic Epipedon(A2) _Thin Dark Surface(S9)(MLRA 147, 148) Coast Prairie Redox(A16)
Black Histic(A3) _Loamy Mucky Mineral(F1)(MLRA 136) (MLRA 147, 148)
_Hydrogen Sulfide(A4) _Loamy Gleyed Matrix(F2) _Piedmont Floodplain Soils(F19)
_Stratified Layers(A5) X Depleted Matrix(F3) (MLRA 136, 147)
_2 cm Muck(A10)(LRR N) _Redox Dark Surface(F6) _Red Parent Material(F21)
_Depleted Below Dark Surface(A11) _Depleted Dark Surface(F7) (outside MLRA 127, 147, 148)
_Thick Dark Surface(Al2) _Redox Depressions(F8) Very Shallow Dark Surface(F22)
_Sandy Mucky Mineral(S1) Iron-Manganese Masses(F12)(LRR N, Other(Explain in Remarks)
Sandy Gleyed Matrix(S4) MLRA 136)
_Sandy Redox(S5) _Umbric Surface(F13)(MLRA 122, 136) 3lndicators of hydrophytic vegetation and
Stripped Matrix(S6) Piedmont Floodplain Soils(F19)(MLRA 148) wetland hydrology must be present,
Dark Surface(S7) Red Parent Material(F21)(MLRA 127, 147, 148) unless disturbed or problematic.
Restrictive Layer(if observed):
Type:
Depth(inches): Hydric Soil Present? Yes X No
Remarks:
ENG FORM 6116-4,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

U.S. Army Corps of Engineers OMB Control#:0710-0024,Exp:11/30/2024
WETLAND DETERMINATION DATA SHEET—Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT:
See ERDC/EL TR-12-9; the proponent agency is CECW-CO-R (Authority:AR 335-15,paragraph 5-2a)
Project/Site: Asheville Regional Airport South Parking Lot City/County: Fletcher/Buncombe Sampling Date: 11/2/22
Applicant/Owner: Asheville Regional Airport State: NC Sampling Point: DP-2
Investigator(s): Walter Cole, S&ME Section,Township, Range:
Landform (hillside,terrace,etc.): Foot Slope Local relief(concave,convex, none): Convex Slope(%): 5%
Subregion(LRR or MLRA): LRR N, MLRA 130A Lat: 35.429697 Long:-82.535745 Datum: NAD 83
Soil Map Unit Name: Tate-Urban Land Complex,2 to 8%slopes NWI classification: N/A
Are climatic/hydrologic conditions on the site typical for this time of year? Yes X No (If no,explain in Remarks.)
Are Vegetation , Soil ,or Hydrology significantly disturbed? Are"Normal Circumstances"present? Yes X No
Are Vegetation , Soil ,or Hydrology naturally problematic? (If needed,explain any answers in Remarks.)
SUMMARY OF FINDINGS—Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes No X Is the Sampled Area
Hydric Soil Present? Yes X No within a Wetland? Yes No X
Wetland Hydrology Present? Yes No X
Remarks:
HYDROLOGY
Wetland Hydrology Indicators: Secondary Indicators(minimum of two required)
Primary Indicators(minimum of one is required;check all that apply) Surface Soil Cracks(B6)
Surface Water(A1) _True Aquatic Plants(B14) Sparsely Vegetated Concave Surface(B8)
_High Water Table(A2) _Hydrogen Sulfide Odor(C1) _Drainage Patterns(B10)
_Saturation(A3) Oxidized Rhizospheres on Living Roots(C3) _Moss Trim Lines(B16)
_Water Marks(B1) _Presence of Reduced Iron(C4) Dry-Season Water Table(C2)
_Sediment Deposits(B2) _Recent Iron Reduction in Tilled Soils(C6) Crayfish Burrows(C8)
_Drift Deposits(B3) _Thin Muck Surface(C7) Saturation Visible on Aerial Imagery(C9)
Algal Mat or Crust(B4) Other(Explain in Remarks) Stunted or Stressed Plants(D1)
Iron Deposits(B5) Geomorphic Position(D2)
Inundation Visible on Aerial Imagery(B7) Shallow Aquitard(D3)
_Water-Stained Leaves(B9) Microtopographic Relief(D4)
Aquatic Fauna(B13) FAC-Neutral Test(D5)
Field Observations:
Surface Water Present? Yes No Depth(inches):
Water Table Present? Yes No Depth(inches):
Saturation Present? Yes No Depth(inches): Wetland Hydrology Present? Yes No X
(includes capillary fringe)
Describe Recorded Data(stream gauge, monitoring well,aerial photos,previous inspections), if available:
Remarks:
ENG FORM 6116-4,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants. Sampling Point: DP-2
Absolute Dominant Indicator
Tree Stratum (Plot size: 40'X 40' ) %Cover Species? Status Dominance Test worksheet:
1. Acer rubrum 30 Yes FAC Number of Dominant Species
2. Liquidambar styraciflua 15 Yes FAC That Are OBL, FACW,or FAC: 3 (A)
3. Prunus serotina _ 15 Yes _FACU Total Number of Dominant
4. Ilex opaca 15 Yes FACU Species Across All Strata: 8 (B)
5. Quercus rubra _ 10 No _ FACU Percent of Dominant Species
6. That Are OBL, FACW,or FAC: 37.5% (A/B)
7. Prevalence Index worksheet:
85 =Total Cover Total%Cover of: Multiply by:
50%of total cover: 43 20%of total cover: 17 OBL species 0 x 1 = 0
Sapling/Shrub Stratum (Plot size: 40'X 40' ) FACW species 0 x 2= 0
1. Ligustrum sinense 10 Yes FACU FAC species 55 x 3= 165
2. FACU species 65 x 4= 260
3. UPL species 0 x 5= 0
4. Column Totals: 120 (A) 425 (B)
5. Prevalence Index =B/A= 3.54
6. Hydrophytic Vegetation Indicators:
7. _1 -Rapid Test for Hydrophytic Vegetation
8. _ _2-Dominance Test is>50%
9. 3-Prevalence Index is<_3.0'
10 =Total Cover 4-Morphological Adaptations'(Provide supporting
50%of total cover: 5 20%of total cover: 2 data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 40'X 40' ) _Problematic Hydrophytic Vegetation' (Explain)
1. Polystichum acrostichoides 10 Yes FACU 'Indicators of hydric soil and wetland hydrology must be
2. present, unless disturbed or problematic.
3. Definitions of Four Vegetation Strata:
4. Tree-Woody plants,excluding vines, 3 in.(7.6 cm)or
5. more in diameter at breast height(DBH), regardless of
6. height.
7. _ Sapling/Shrub-Woody plants,excluding vines, less
8. than 3 in. DBH and greater than or equal to 3.28 ft
9. (1 m)tall.
10. Herb-All herbaceous(non-woody)plants, regardless
11. of size,and woody plants less than 3.28 ft tall.
10 =Total Cover Woody Vine-All woody vines greater than 3.28 ft in
50%of total cover: 5 20%of total cover: 2 height.
Woody Vine Stratum (Plot size: 40'X 40' )
1. Smilax rotundifolia 10 Yes FAC
2. Lonicera japonica 5 Yes FACU
3.
4.
5.
Hydrophytic
15 =Total Cover Vegetation
50%of total cover: 8 20%of total cover: 3 Present? Yes No X
Remarks:(Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4,JUL 2018 Eastern Mountains and Piedmont-Version 2.0

SOIL Sampling Point: DP-2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color(moist) % Color(moist) % Type' Loc2 Texture Remarks
0-8 10YR 4/4 100 Loamy/Clayey
8-18 10YR 5/1 90 10YR 4/4 10 C M Distinct redox concentrations
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. 2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
Histosol(Al) Polyvalue Below Surface(S8)(MLRA 147, 148) _2 cm Muck(A10)(MLRA 147)
Histic Epipedon(A2) _Thin Dark Surface(S9)(MLRA 147, 148) _Coast Prairie Redox(A16)
Black Histic(A3) _Loamy Mucky Mineral(F1)(MLRA 136) (MLRA 147, 148)
_Hydrogen Sulfide(A4) _Loamy Gleyed Matrix(F2) _Piedmont Floodplain Soils(F19)
_Stratified Layers(A5) X Depleted Matrix(F3) (MLRA 136, 147)
_2 cm Muck(A10)(LRR N) _Redox Dark Surface(F6) _Red Parent Material(F21)
_Depleted Below Dark Surface(A11) _Depleted Dark Surface(F7) (outside MLRA 127, 147, 148)
_Thick Dark Surface(Al2) _Redox Depressions(F8) Very Shallow Dark Surface(F22)
_Sandy Mucky Mineral(S1) Iron-Manganese Masses(F12)(LRR N, Other(Explain in Remarks)
Sandy Gleyed Matrix(S4) MLRA 136)
_Sandy Redox(S5) _Umbric Surface(F13)(MLRA 122, 136) 3lndicators of hydrophytic vegetation and
Stripped Matrix(S6) Piedmont Floodplain Soils(F19)(MLRA 148) wetland hydrology must be present,
Dark Surface(S7) Red Parent Material(F21)(MLRA 127, 147, 148) unless disturbed or problematic.
Restrictive Layer(if observed):
Type:
Depth(inches): Hydric Soil Present? Yes X No
Remarks:
ENG FORM 6116-4,JUL 2018 Eastern Mountains and Piedmont—Version 2.0

Appendix II

NC Division of Water Quality-Methodology for Identification of Intermittent and
Perennial Streams and Their Origins v. 4.11
NC DWQ Stream Identification Form Version 4.11
Date: 11/22/2022 Project/Site:AVL South Parking Lot Latitude:35.429440
Evaluator:W. Cole County: Buncombe Longitude:-77.535987
Total Points: Stream Determination (circle one) Other
Stream is at least intermittent 36 SF-1 @ S1.18
if>_ 19 or perennial if>_30" Perennial e.g. Quad Name:
A. Geomorphology (Subtotal = 17 ) Absent Weak Moderate Strong
1 a.Continuity of channel bed and bank 0 0 1 0 2 0 3 0
2. Sinuosity of channel along thalweg 0 0 1 0 2 0 3
3. In-channel structure: ex. riffle-pool, step-pool, 0 0 1 0 2 0 3
1 ripple-pool sequence
4. Particle size of stream substrate 0 0 1 0 2 0 3 0
5.Active/relict floodplain 0 0 1 0 2 0 3
6. Depositional bars or benches 0 Q 1 0 2 e 3
7. Recent alluvial deposits 0 0 1 () 2 Q 3
8. Headcuts 0 0 1 0 2 0 3
9. Grade control 0 0 0.50 1 ® 1.50
10. Natural valley 0 0 0.50 1 0 1.50
11. Second or greater order channel No=00 Yes=3 0
a artificial ditches are not rated;see discussions in manual
B. Hydrology (Subtotal = 12 )
12. Presence of Baseflow 0 0 10 2 0 3 0
13. Iron oxidizing bacteria 0 0 10 2 0 3
14. Leaf litter 1.50 10 0.50 00
15. Sediment on plants or debris 0 0 0.50 1 0 1.50
16. Organic debris lines or piles 0 0 0.50 1 0 1.50
17. Soil-based evidence of high water table? No=0 0 Yes=3 0
C. Biology (Subtotal = 7 )
18. Fibrous roots in streambed 30 2 0 10 0
19. Rooted upland plants in streambed 30 2 0 10 0
1 20. Macrobenthos(note diversity and abundance) 0 • 1® 2 3
21.Aquatic Mollusks 0 • 10 28 38
22. Fish 00 0.50 10 1.50
23. Crayfish 00 0.50 1 0 1.50
24.Amphibians 00 0.50 10 1.5
25.Algae 00 0.50 1 0 1.58
26.Wetland plants in streambed 0 FACW=0.7500BL= 1.500ther=0
"perennial streams may also be identified using other methods.See p.35 of manual.
Notes:
Sketch:
41

NC Division of Water Quality-Methodology for Identification of Intermittent and
Perennial Streams and Their Origins v. 4.11
NC DWQ Stream Identification Form Version 4.11
Date: 11/22/2022 Project/Site:AVL South Parking Lot Latitude:35.425831
Evaluator:W. Cole County: Buncombe Longitude:-77.534979
'
Total Points: Stream Determination (circle one) Other
Stream is at least intermittent 28.5 SF-2 @ S2.3
if>_ 19 or perennial if>_30" Intermittent e.g. Quad Name:
A. Geomorphology (Subtotal = 12 ) Absent Weak Moderate Strong
1a.Continuity of channel bed and bank 0 0 1 0 2 0 3
2. Sinuosity of channel along thalweg 0 0 1 ® 2 0 3
3. In-channel structure: ex. riffle-pool, step-pool, 0 ® 1 ® 2 0 3
1 ripple-pool sequence
4. Particle size of stream substrate 0 0 1 0 2 © 3 0
5.Active/relict floodplain 0 ® 1 ® 2 0 3
6. Depositional bars or benches 0 ® 1 0 2 0 3
7. Recent alluvial deposits 0 0 1 () 2 © 3
8. Headcuts 0 ® 1 0 2 © 3
9. Grade control 0 0 0.50 1 0 1.50
10. Natural valley 0 0 0.5®• 1 0 1.5®
11. Second or greater order channel No=0® Yes=3
a artificial ditches are not rated;see discussions in manual
B. Hydrology (Subtotal = 10.5 )
12. Presence of Baseflow 0 0 10 2 0 3
13. Iron oxidizing bacteria 0 0 10 2 ®• 3
14. Leaf litter 1.50 10 O. 00
15. Sediment on plants or debris 0 0 0.50 1 ® 1.50
16. Organic debris lines or piles 0 0 0.5® 1 0 1.50
17. Soil-based evidence of high water table? No=0 0 Yes=3 0
C. Biology (Subtotal = 6 )
18. Fibrous roots in streambed 3e 2 0 10 0
19. Rooted upland plants in streambed 30 2 0 10 0
1 20. Macrobenthos(note diversity and abundance) 0 400 1® 2 3
21.Aquatic Mollusks 0 • 10 2� 3g
22. Fish 00 0.50 10 1.50
23. Crayfish O® 0.50 1® 1.50
24.Amphibians OQ 0.50 10 1.5
25.Algae 0 C) 0.5 0 1 0 1.5g
26.Wetland plants in streambed 0 FACW=0.7500BL= 1.500ther=0
"perennial streams may also be identified using other methods.See p.35 of manual.
Notes:
Sketch:
41

NC Division of Water Quality-Methodology for Identification of Intermittent and
Perennial Streams and Their Origins v. 4.11
NC DWQ Stream Identification Form Version 4.11
Date: 11/22/2022 Project/Site:AVL South Parking Lot Latitude:35.429565
Evaluator:W. Cole County: Buncombe Longitude:-77.535658
Total Points: Stream Determination (circle one) Other
Stream is at least intermittent 30 SF 3 @ S3.24
if>_ 19 or perennial if>_30" Perennial e.g. Quad Name:
A. Geomorphology (Subtotal = 13.5 ) Absent Weak Moderate Strong
1a.Continuity of channel bed and bank 0 0 1 0 2 0 3
2. Sinuosity of channel along thalweg 0 ® 1 0 2 0 3
3. In-channel structure: ex. riffle-pool, step-pool, 0 0 1 0 2 0 3
1 ripple-pool sequence
4. Particle size of stream substrate 0 0 1 0 2 © 3 0
5.Active/relict floodplain 0 0 1 0 2 © 3
6. Depositional bars or benches 0 ® 1 0 2 0 3
7. Recent alluvial deposits 0 0 1 () 2 © 3 fp
8. Headcuts 0 0 1 0 2 © 3
9. Grade control 0 0 0.50 1 0 1.50
10. Natural valley 0 0 0.5®• 1 0 1.50
11. Second or greater order channel No=0® Yes=3
a artificial ditches are not rated;see discussions in manual
B. Hydrology (Subtotal = 10.5 )
12. Presence of Baseflow 0 0 10 2 0 3
13. Iron oxidizing bacteria 0 0 1 ®' 2 0 30
14. Leaf litter 1.50 10 0.50 00
15. Sediment on plants or debris 0 0 0.50 1 0 1.50
16. Organic debris lines or piles 0 0 0.50 1 0 1.50
17. Soil-based evidence of high water table? No=0 0 Yes=3 0
C. Biology (Subtotal = 6 )
18. Fibrous roots in streambed 30 2 0 10 0
19. Rooted upland plants in streambed 30 2 0 10 0
1 20. Macrobenthos(note diversity and abundance) 0 • 1 0 2 3
21.Aquatic Mollusks 0 • 10 28 38
22. Fish 00 0.50 10 1.50
23. Crayfish 00 0.50 1 0 1.50
24.Amphibians 00 0.50 10 1.5
25.Algae 0 0 0.5 0 1 0 1.58
26.Wetland plants in streambed 0 FACW=0.7500BL= 1.500ther=0
"perennial streams may also be identified using other methods.See p.35 of manual.
Notes:
Sketch:
41

Appendix III

- -- f '',`•-k'' ic--,,r, ,Autt..,-,, ., 1.,
r.lk . 0„,<!,,,,,i;:, :- : .
` ., 'I.,..lorlilimplro, 411, ".. .• -,-,=:‘: :,-k it
,. ,s , ' ,,,, i .., °-.,14te4' 4,iiiiiit ,OP,` 1 .:_ ,, —74,, :.,7 '
,./...r 7,,-; A
1 iew of stream Feature S1 and outlet culvert that extends 2 iew of stream Feature S1 looking downstream of outlet
underneath Terminal Drive at Flag S1.1. culvert that extends underneath Terminal Drive at Flag
S1.1.
Aa � ��
7...,,jt. 4,,,.,--1.„:„,,,,,,-.3i , , .-,,,,,,-, -7,- ,,,, , ,,,c-'4•N' ' '''1:'•:,•'7 os,'•.. .7.,::'4 ..' '' 'A.1144,..' :, -'):. 2.,
'� ° _ `
♦c,, a i•i ,1 '� i 4 � per
:�.\ gab . - h ` '!�' ,
_ i. % �. 5.• _
,.......i,,,,-.,,,,r,..,-,-,;•,..,,,,,-.„,,,,,,',-...1, •ilki„. ,...
#, 1 '. -
t,. 4 ` a - of
'4 0 ;-.,'• . t4,47 ,/...--_---a , ,. ._. -.,-s- .,* -..,
r,.
3 View of stream Feature S1 at Flag S1.18 looking 4 iew of stream Feature S1 at Flag S1.18 looking
upstream where NCDWR Stream Form (SF-1)was downstream where NCDWR Stream Form (SF-1)was
recorded. recorded.
a Asheville Regional Airport South Parking Lot Site Photographs S&ME Project No. 22410080
/1 I . Terminal Road, Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 11/21/22
1

i • y ,
h
N..
_ m jw y,r -
l- a - -, — _ ? :'1 - t �E•
View of stream Feature S1 looking upstream of inlet 5t 6 iew of stream Feature Si and inlet culvert that extends
culvert that extends underneath Rental Car Drive at Flag underneath Rental Car Drive at Flag S1.69.
S1.69.
3
iiiii; , • ,.,
610
le; • s►r _ Y,. At 1-r r: C•
s'• .s ` -r ax +� r 1
a ..,r f'. _
yam— —` 4' ',y �.:
'a a 7.12:. e4+1 +' K-,1
•► s .r�F i
,< e
"� i
"S'
\ tun \ ..^' i'4 _ '.
N # ' h 4 „sus r .4 *
`. _SAL ` _'Y, ` R _ a l •'.. f n ,a: "-`..•" 9_
fl. ,j r , ��yy
7. ' tAlt '
7 View of stream Feature S2 and outlet culvert that extends 8 iew of stream Feature S2 and inlet culvert that extends
underneath New Airport Road at Flag S2.1. underneath sewer access easement at Flag S2.2.
a Asheville Regional Airport South Parking Lot Site Photographs S&ME Project No. 22410080
/1 I . Terminal Road, Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 11/21/22
2

- ; ,,
F,
,,
,, ` a ~< i t r R ,.- ,. i
•
if
`:n ,,ii- xr"r Foy
i j T ,
v.
_A .tea -a -........... - yi. 'I` • .'l
9 View of stream Feature S2 and outlet culvert that extends 1 0 View of stream Feature S2 downstream of outlet culvert
underneath sewer access easement at Flag S2.3 where that extends underneath sewer access easement at Flag
NCDWR Stream Form SF-2 was recorded.. S2.3 where NCDWR Stream Form SF-2 was recorded.
t
0F 1p�_�
f! A'"1 - I
r3
..r
_ �
{, - . j_ A M
I 77 +.` �.fig I o�`�3 t r' y.S f`° ;:.Fy4� ��.� �� ..r1 ��'
-fig rr•' � ,` it 4. I-: .- a' "
.7f04.,
a;-•A 7s- , i", I 4'r 1 R 1 - f r'. to , / , `a� y.,^.:. -
4. ',.. 4
1 (%,
11 View of stream Feature S3 and outlet culvert that extends 12 iew of stream Feature S3 looking downstream of outlet
underneath Dunkin Donuts parking lot at Flag S3.1. culvert that extends underneath Dunkin Donuts parking lot
at Flag S3.1.
i Asheville Regional Airport South Parking Lot Site Photographs S&ME Project No. 22410080
/1 I . Terminal Road, Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 11/21/22
3

a r,ttw`y 1wv i i` _ t• - -C .7.F
• ` i'.` `� i R^ .L ' 4 *-J� .R.St '~4} :2r'_ .'J •. !Af 't 5�.-Y n.
•
*, y - 'S
1•
- z i - 'K „,,,.....4;.:,- -
+'c , 'x y
13 A view of stream Feature S3 at Flag S3.24 looking 14 A view of stream Feature S3 at Flag S3.24 looking
upstream where NCDWR Stream Form (SF-3)was downstream where NCDWR Stream Form (SF-3)was
recorded. recorded.
s � F i �7 1
L/\ - .c. 1& 4µ, v
.,...!,t..f4 .,
,: ,. --- ,11 . ,
r4,,t-..,_ __.,--.:-,..,..,„‘,..747, 7 ` ate, ,,. .„
, .....,,,.„,,
,,, ,„
--__. _. -_,..., -1,_.
r J T k� rN'J .-„...,,„:..,,..
r 54�.� ry j,M "' ( u it ,. - __ d ,,�+Rn - t .▪„ :. R
' : v A
. A
r x �� w'r a'7� �i .:+i s'; '� 1�?e/ 1 9'L ��J. ,r. S4 ,7. i.• 7"Z•}iT7Y
=_.a k, r,t .- 1E a 6r <, 'a\ ,. c,t`i '' t `,ate '":I' ;.q:ir?
(Y Ji# 4 '! �,. " �^- r�,. �%*�-. r" '' J* k a k^-vp�r. +d'� i
-`r F r lr•- .t i li ,y/: t � �' �``� tw..ow i`s . ` -aJ. �,'{
y+,.� 5 ;y. ,y � 5yy, z�' - ,al � � "�i"+Qd t ram".<
1, . , ,'< -f \ ;r x r s -:— e \ pus
4 1
-=,,'-". 1,4,:t:;,i4g,o...7' -,.„...:,::,.',-i',a..-t-y,:r1'' '4,'c,.1,i, ,',-- -....„*.--V't1' 4k,1,,,1„1:I1,-E
I.
1 ' i ' "bf'• - *'wy 7 _ 2 - 1:TV r- „df4,, �r}�'.s ,f'!.e •,' k-. _ ' tti
..�.+ \mow, a1- ` .: f r• -? ;.. Yr'. \I-! <. r k.
ott
f t, i i 4%14 ,, �4 %r y A - `i r �.
�. eft .1 in,
fi g►,-go.,. �� \yJp- , j..
4 View of wetland Feature W1 at Flag W1.1 looking toward 16 A view of stormwater control measure outlet culvert and
stream Feature S3. etland Feature W2 at Flag W2.1.
A Asheville Regional Airport South Parking Lot Site Photographs S&ME Project No. 22410080
/1 I . Terminal Road, Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 11/21/22
4

-- 4- er. ..— ! , , L .. ,i'., � i - it •15 4 ! .. N . r'I c h
. .': -;-,.4.-;-- ,,,,, ,, ... 1.,k, ' . re.,„„„,,,, -,,, ,,
� ,der r' 1",,. 3 al. +4 , .i ti sir' , ' # .
4.,t.. '' '', P,• ..+- �` .1F
lam .„4,
•
i a y: ma's s,.i. s A3` iY, H•s t.� i .. ` ..
'ir• •h i'f.Gi3t; .`' r + ,..1 ,'y+ %' .k t t. . ts•• 0, Al, ..L-r tf -.2\
' six 0 `,,.. ,`, .0 `, ����
‘c.02!.*:.:,„ : 11.4..! ,:,.. ...r.. ' ••i• 4 jot
- "* + '
r _ 4► i _- ~ i �� 7 ice , ,
t , 4 p ,
d w i t �'" •- *f ``p�
,..,, t• "9r :.L' yam ' s' t: ✓ . '• i 4w,
1 7 A view of the hydric soil located in wetland Feature W2 18 A view of the standing water located in wetland Feature
where USACE Data Point (DP-1)was recorded. W2 where USACE Data Point (DP-1)was recorded.
. - ",.'r y , ' r,,
, i- „>'� -fie -'E a i •i ' �
a k
5 .:tea l,., i 'd r • iJ% i.r'
7t �..
kreetA
fie - 4
_ x ) s T . 1 I_
..
J- y
r)y,,_:„..:: ,,,,,,,,..,,,.... ,�
, .
..,.,....„,,,,0.-- 4.,‘
if
•
\ v ''�'�� 6 'ti,;:.�i ,fir,( { _- `r .'�
1.
r - 1. '
19 A view of the water stained leaves and drainage patterns 20
located in wetland Feature W2 where USACE Data Point
(DP-1)was recorded.
� Asheville Regional Airport South Parking Lot Site Photographs S&ME Project No. 22410080
/1 I Terminal Road, Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 11/21/22
5