SW1240701_Stormwater Narrative_20240913

EROSION AND SEDIMENTATION CONTROL PLAN FOR:
SHEETZ, INC.
ASHEVILLE AIRPORT
NEW AIRPORT ROAD
FLETCHER, NC 28732
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11/30/.714
April 30, 2024
LE&D PROFESSIONALS,PC
River Run Executive Offices
Suite B
110 Exchange Street
Danville,VA 24541
Office: [phone]
LE&D Project No.23-034-Boll

Table of Contents
NARRATIVE 3
EROSION & SEDIMENT CONTROL PRACTICES 4
CONSTRUCTION SEQUENCE 5-7
CALCULATIONS 8-13
USGS QUAD MAP 14
SOIL SURVEY 15

EROSION AND SEDIMENTATION CONTROL PLAN 4-30-24
SHEETZ,INC.—NEW STORE
NEW AIRPORT ROAD,FLETCHER,NC 28732
PURPOSE: The purpose of this project is to construct a new Sheetz Store, 18 pump stations, and
corresponding parking lot. The project construction also includes: (1)Installation of
erosion control measures, (2) Grading, (3)Utility installation, (4)Building
construction, (5)Paving and(6)Re-stabilization of all disturbed areas.
SITE DATA: The 11.49 acre(9.63 acres disturbed) site is located on New Airport Road and
Airport Park Road in Fletcher,NC. The pre-developed site contains mostly
impervious area in the vicinity of the Sheetz store and mostly forested area in the new
parking lot area. The site has flat to moderate slopes. The site drains to the southeast to
an existing creek and west to an existing pond near New Airport Road.Properties
adjacent to the site are commercial to the northeast and industrial to the east,New
Airport Road to the west,Airport Park Road to the north,and Fanning Bridge Road to
the south.
SOILS: According to the web soil survey for Buncombe County,North Carolina the soil
classification of the site is Clifton sandy loam(CsC),Urban land(UhE), and
Hayesville loam(HyC).

EROSION& SEDIMENT CONTROL PRACTICES
1. Sediment Fence-6.62: To be installed around on downgrade side perimeter of disturbed area and
of stockpiles to intercept and detain sediment from sheet runoff of disturbed areas during
construction and prevent it leaving the site, not for concentrated flows.
2. Temporary Block& Gravel Inlet Protection-6.52: To be installed around all newly constructed
and existing drainage inlets to intercept and detain sediment from disturbed areas during
construction operations in order to prevent sediment from entering the storm pipe system.
3. Porous Baffles-6.65: Porous barriers installed inside temporary sediment basin to reduce velocity
of runoff and allow settling of sediment before leaving the site.
4. Concrete Washout Container: To be installed near the construction entrance/exit to receive wash
water from concrete trucks and concrete tools. The purpose of the container is to collect and retain
concrete solids and concrete wash water for proper disposal.
5. Temporary Sediment Basin-6.61: To installed in the southern corner of the site to retain sediment
on the construction site for most of the new parking lot, and prevent sedimentation in off-site
streams, lakes, and drainageways. It will allow large amounts of sediment to settle out of
construction runoff before it enters the storm pipe system.
6. Temporary/Permanent Seeding-6.10/6.11: To stabilize denuded areas during grading operations
and after land disturbance is completed.
7. Temporary Diversion-6.20: To be installed along east edge of disturbed area to direct runoff into
the sediment basin.

CONSTRUCTION SEQUENCE- SHEETZ, INC. -NEW STORE
NEW AIRPORT ROAD,FLETCHER,NC 28732
PHASE 1 -CONSTRUCTION SEQUENCE:
1. OBTAIN SESC PERMIT THEN HOLD PRE-CONSTRUCTION MEETING.
2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE AND PREFORM STREET
CLEANING DAILY AS NECESSARY.
3. CONTRACTOR IS TO INSTALL ALL SILT FENCE AND INLET PROTECTION PER THIS
SHEET.
4. CONTRACTOR TO INSTALL TEMPORARY SKIMMER BASIN AS SHOWN ON THIS
SHEET PRIOR TO ANY OTHER DISTURBANCE BEING DONE.
5. STABILIZE TEMPORARY MEASURES.
6. ONCE THE BASIN IS IN AND ALL PHASE 1 EROSION CONTROL MEASURES ARE IN
PLACE, THE CONTRACTOR CAN COMMENCE WITH THE DEMOLITION AND
CLEARING OF THE TREES WITHIN THE CLEARING LIMITS AS NEEDED FOR
CONSTRUCTION.
7. BEGIN ROUGH GRADING.
8. INSTALL TEMPORARY DIVERSIONS AS GRADING PROCEEDS.
9. INSTALL TEMPORARY SEEDING AND MULCHING TO ALL DISTURBED AREAS.
10. MAINTAIN EROSION CONTROL MEASURES.
PHASE 2-CONSTRUCTION SEQUENCE:
1. MAINTAIN PHASE 1 EROSION& SEDIMENT PROTECTION MEASURES.
2. COMPLETE ROUGH GRADING.
3. PROCEED WITH INSTALLATION OF THE STORM DRAIN SYSTEM.
4. INSTALL INLET PROTECTION ON STORM DRAIN AS REQUIRED.
5. INSTALL OUTLET STABILIZATION ON STORM DRAIN AS REQUIRED.
6. COMPLETE FINISH GRADING.
7. INSTALL UTILITY SERVICE LINES.
8. INSTALL CURB AND GUTTER.
9. INSTALL STONE BASE COURSE IN AREAS TO RECEIVE PAVING.
10. INSTALL ALL PAVING.
11. INSTALL LANDSCAPING PER LANDSCAPING PLAN.
12. SPREAD TOPSOIL ON AREAS TO RECEIVE PERMANENT SEEDING. TOPSOIL SHALL
BE SPREAD AT A RATE OF 500 CY PER ACRE, TOTAL OF ABOUT 1000 CY.
13. INSTALL PERMANENT SEEDING. WHERE NOTED, PERMANENT SEEDING MAY
NEED TO BE INSTALLED VIA HYDROSEEDING. PERMANENT SEEDING SHALL BE A
CONSERVATION MIX CONSISTING OF CREEDING RED FESCUE, KENTUCKY
BLUEGRASS, ANNUAL RYEGRASS, PERENNIAL RYEGRASS, (SPECIFIC MIX ITEM#
ERNMX-114) AT A RATE OF 100 LBS PER ACRE, TOTAL OF 200 LBS.
14. IMMEDIATELY AFTER PERMANENT SEEDING, MULCH (STRAW) SEEDED AREAS
AT A MINIMUM OF 80% COVERAGE. IDEALLY, MULCH SHOULD BE APPLIED TO
ALL SEEDED AREAS.
15. IF SOIL TEST IS NOT PERFORMED, INSTALL GROUND LIMESTONE AT A RATE OF 75
LBS PER 1000 SF, TOTAL OF 6500 LBS.
16. INSTALL 5-10-10 FERTILIZER TO SEEDED AREAS AT A RATE OF 40 LBS PER ACRE,

TOTAL OF 80 LBS.
17. REMOVE TEMPORARY DIVERSIONS WHEN UPSTREAM AREAS ARE STABILIZED
AND STABILIZE AREAS WITH PERMANENT SEEDING.
18. REMOVE SEDIMENT FROM SEDIMENT BASIN. CONSULT WITH BUNCOMBE
COUNTY SITE DEVELOPMENT PRIOR TO REMOVAL OF SEDIMENT BASIN.
19. REMOVE ALL REMAINING EROSION & SEDIMENT PROTECTION MEASURES WHEN
DISTURBED AREAS ARE STABILIZED.
20. STABILIZE ALL AREAS WHERE EROSION & SEDIMENT PROTECTION MEASURES
WERE REMOVED.
PHASE 3 -CONSTRUCTION SEQUENCE:
1. INSTALL TEMPORARY CONSTRUCTION ENTRANCE AND PREFORM STREET
CLEANING DAILY AS NECESSARY.
2. CONTRACTOR IS TO INSTALL ALL SILT FENCE AND INLET PROTECTION PER THIS
SHEET.
3. STABILIZE TEMPORARY MEASURES.
4. ONCE ALL PHASE 3 EROSION CONTROL MEASURES ARE IN PLACE, THE
CONTRACTOR CAN COMMENCE WITH THE ASPHALT DEMOLITION WITHIN THE
CLEARING LIMITS AS NEEDED FOR CONSTRUCTION.
5. BEGIN ROUGH GRADING.
6. INSTALL TEMPORARY SEEDING AND MULCHING TO ALL DISTURBED AREAS.
7. MAINTAIN EROSION CONTROL MEASURES.
PHASE 4-CONSTRUCTION SEQUENCE:
1. MAINTAIN PHASE 3 EROSION& SEDIMENT PROTECTION MEASURES.
2. COMPLETE ROUGH GRADING.
3. BEGIN BUILDING CONSTRUCTION WHEN PERMITS ARE OBTAINED.
4. PROCEED WITH INSTALLATION OF THE STORM DRAIN SYSTEM.
5. INSTALL INLET PROTECTION ON STORM DRAIN AS REQUIRED.
6. INSTALL OUTLET STABILIZATION ON STORM DRAIN AS REQUIRED.
7. COMPLETE FINISH GRADING.
8. INSTALL UTILITY SERVICE LINES.
9. INSTALL CURB AND GUTTER.
10. INSTALL STONE BASE COURSE IN AREAS TO RECEIVE PAVING.
11. INSTALL ALL PAVING.
12. INSTALL LANDSCAPING PER LANDSCAPING PLAN.
13. SPREAD TOPSOIL ON AREAS TO RECEIVE PERMANENT SEEDING. TOPSOIL SHALL
BE SPREAD AT A RATE OF 500 CY PER ACRE, TOTAL OF ABOUT 500 CY.
14. INSTALL PERMANENT SEEDING. WHERE NOTED, PERMANENT SEEDING MAY
NEED TO BE INSTALLED VIA HYDROSEEDING. PERMANENT SEEDING SHALL BE A
CONSERVATION MIX CONSISTING OF CREEDING RED FESCUE, KENTUCKY
BLUEGRASS, ANNUAL RYEGRASS, PERENNIAL RYEGRASS, (SPECIFIC MIX ITEM#
ERNMX-114) AT A RATE OF 100 LBS PER ACRE, TOTAL OF 100 LBS.
15. IMMEDIATELY AFTER PERMANENT SEEDING, MULCH (STRAW) SEEDED AREAS
AT A MINIMUM OF 80% COVERAGE. IDEALLY, MULCH SHOULD BE APPLIED TO
ALL SEEDED AREAS.

16. IF SOIL TEST IS NOT PERFORMED, INSTALL GROUND LIMESTONE AT A RATE OF 75
LBS PER 1000 SF, TOTAL OF 6500 LBS.
17. INSTALL 5-10-10 FERTILIZER TO SEEDED AREAS AT A RATE OF 40 LBS PER ACRE,
TOTAL OF 40 LBS.
18. REMOVE ALL REMAINING EROSION & SEDIMENT PROTECTION MEASURES WHEN
DISTURBED AREAS ARE STABILIZED.
19. STABILIZE ALL AREAS WHERE EROSION & SEDIMENT PROTECTION MEASURES
WERE REMOVED.
20. PERFORM COMPLETE SITE CLEAN-UP.

SKIMMER BASIN - SHEETZ AT ASHEVILLE AIRPORT
TOTAL DISTURBED AREA= 2.13 Ac.
TOTAL DRAINAGE AREA= 2.13 Ac.
C = 0.45 FOR UNIMPROVED CLEARED AREA
Q10= 6.7478 CFS
I = 7.04 IN/HR
REQUIRED VOLUME = (1800 Cf/Ac) x TOTAL DISTURBED AREA
REQUIRED VOLUME = (1800 Cf/Ac) x 2.13 Ac. = 3834 Ft3
REQUIRED SURFACE AREA = 435*(Qio)
REQUIRED SURFACE AREA= 435 x 6.748
REQUIRED SURFACE AREA = 0.07 Ac. = 2935 Ft2
REQUIRED SURFACE AREA= (L x W) 76.62 Ft x 38.31 Ft = 2935 Ft2
PROVIDE SURFACE AREA= (L x W) 90 Ft x 35 Ft = 3150 Ft2
PROVIDED DEPTH = 2 Ft.
PROVIDED VOL.=[((LTOP x WTOP)+(LBorroM x WBOTTOM))/2] x DEPTH
PROVIDED VOL.= [( 90 x 35 ) + ( 82 x 27 ) / 2] x 2
PROVIDED VOL.= Ft3
PROVIDED WEIR WIDTH = 18 FT
NOTES:
1) PIT SIDE SLOPES TO BE 2H:1V
2) DIMENSIONS GIVEN ARE TOP DIMENSIONS

SHEETZ, INC. TEMP.SKIMMER BASIN
ASHEVILLE, NC
4/15/24
Calculate Skimmer Size
Basin Volume to be Drained in
Cubic Feet(Dry Volume) 2,908 Cu.Ft Skimmer Size 1.5 Inch
Days to Drain* 2 Days Orifice Radius 0.7 Inch[es]
Orifice Diameter 1.4 Inch[es]
`In NC assume 3 days to drain
Estimate Wet Volume of Basin Length Width
Top of water surface in feet 86 31 Feet VOLUME 2440 Cu.Ft.
Bottom dimensions in feet 82 27 Feet
Depth in feet 1 Feet

NEW SHEETZ STORE-ASHEVILLE AIRPORT-FLETCHER, NC DATE: 7/14/23
C=0.30 LANDSCAPED OUTLET PROTECTION DESIGN WORKSHEET MANNINGS n= 0.013
C=0.90 IMPERVIOUS C=0.80 GRAVEL 10 YEAR STORM RAINFALL INTENSITY= 7.04 IN/HR
PIPE OR PIPE/RD THEO. V PART SEG-
FROM TO INLET D.A. ROOF TOTAL INLET PIPE PIPE-TIME RUNOFF INLET PIPE CxA TOTAL INLET PIPE TOTAL PIPE PIPE ACTUAL FULL LENGTH MENT I
UPPER LOWER
DRAIN D.A. COEF. CxA CxA FLOW FLOW FLOW DIA. PIPE DIA. PIPE TIME
POINT POINT IMP GRAVEL GRASS D.A. TIME TIME OF CONC. SLOPE OF PIPE INVERT INVERT
AC AC AC. AC. AC. (MIN) (MIN) (MIN) (CFS) (CFS) (CFS) (FT/FT) (IN) (IN) (FT/SEC) (FT) (MIN) (FT) (FT)
MH-7-EW-8 0.00 0 0.00 1.66 1.66 5.0 0.0 5.0 0.98 0.000 1.627 1.627 0.00 11.45 11.45 0.0013 27.0 30 2.87 51.88 0.3 2141.25 2141.18
CB-15-ES-16 0.39 0 0.00 0.00 0.39 5.0 0.0 5.0 0.98 0.351 0.000 0.351 2.47 0.00 2.47 0.0178 9.4 15 5.14 174.00 0.6 2140.59 2137.50
OCS-26-ES-27 FROM HYDROCAD 2.65 0.0072 11.4 30 3.74 94.00 0.4 2098.68 2098.00

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Ryan Gatewood
Checked By: Date: 4/30/2024
Company: LE&D Professionals,PC
Project Name: New Sheetz Store-Asheville Airport
Project No.: 23-034-B011
Site Location(City/Town) Town of Fletcher,NC
Culvert Id. EW-8
Total Drainage Area(acres) 1.66
Step 1. Detennine 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.) 30
Tailwater depth(in.) 3
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 11.45
Velocity(ft./s) 2.87
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 d5D 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 d5o,(ft.) 0.5 1
Minimum apron length,La(ft.) 5 6
Apron width at pipe outlet(ft.) 7.5 7.5
Apron shape
Apron width at outlet end(ft.) 7.5 4.9
Step 4. Determine the maximum stone diameter
dm, =1.5xd,
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 1.5
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d,,,,„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
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 overfills exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Ryan Gatewood
Checked By: Date: 4/30/2024
Company: LE&D Professionals,PC
Project Name: New Sheetz Store-Asheville Airport
Project No.: 23-034-B011
Site Location(City/Town) Town of Fletcher,NC
Culvert Id. ES-16
Total Drainage Area(acres) 0.39
Step 1. Detennine 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.) 15
Tailwater depth(in.) 0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 2.47
Velocity(ft./s) 5.14
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 d5D 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 d5o,(ft.) 0.5 1
Minimum apron length,La(ft.) 5 6
Apron width at pipe outlet(ft.) 3.75 3.75
Apron shape
Apron width at outlet end(ft.) 6.25 3.65
Step 4. Determine the maximum stone diameter
dm, =1.5xd,
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 1.5
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d,,,,„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
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 overfills exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Ryan Gatewood
Checked By: Date: 4/30/2024
Company: LE&D Professionals,PC
Project Name: New Sheetz Store-Asheville Airport
Project No.: 23-034-B011
Site Location(City/Town) Town of Fletcher,NC
Culvert Id. ES-27
Total Drainage Area(acres) 3.87
Step 1. Detennine 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.) 30
Tailwater depth(in.) 3
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 2.65
Velocity(ft./s) 3.74
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 d5D 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.) 0.5 1
Minimum apron length,La(ft.) 5 6
Apron width at pipe outlet(ft.) 7.5 7.5
Apron shape
Apron width at outlet end(ft.) 7.5 4.9
Step 4. Determine the maximum stone diameter
dm, =1.5xd,
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 1.5
Step 5. Determine the apron thickness:
Apron thickness=1.5 x
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 2.25
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 overfills exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.

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USDA Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Soil Map—Buncombe County,North Carolina,and Henderson County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at scales
Area of Interest(AOI) Q Stony Spot ranging from 1:12,000 to 1:20,000.
Soils 44 Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet Spot Enlargement of maps beyond the scale of mapping can cause
,^w. Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
p Soil Map Unit Points contrasting soils that could have been shown at a more detailed
Special Line Features
Special Point Features scale.
(9 Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
cs Borrow Pit measurements.
Transportation
X Clay Spot Rails Source of Map: Natural Resources Conservation Service
0 Closed Depression Web Soil Survey URL:
ti Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
X Gravel Pit US Routes
040 Maps from the Web Soil Survey are based on the Web Mercator
,. Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
• Lava Flow accurate calculations of distance or area are required.
Background
46 Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
iRk Mine or Quarry
Soil Survey Area: Buncombe County,North Carolina
O Miscellaneous Water Survey Area Data: Version 21,Sep 13,2023
Q Perennial Water Soil Survey Area: Henderson County, North Carolina
v Rock Outcrop Survey Area Data: Version 24,Sep 13,2023
Saline Spot Your area of interest(AOI)includes more than one soil survey
area.These survey areas may have been mapped at different
Sandy Spot scales,with a different land use in mind,at different times,or at
Severely Eroded Spot different levels of detail.This may result in map unit symbols,soil
properties,and interpretations that do not completely agree
• Sinkhole across soil survey area boundaries.
3) Slide or Slip Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
oa Sodic Spot
Date(s)aerial images were photographed: Apr 1,2022—May 9,
2022
i\ Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Soil Map—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 10/31/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Soil Map—Buncombe County,North Carolina,and Henderson County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CsC Clifton sandy loam,8 to 15 4.4 57.8%
percent slopes
Ud Udorthents,loamy 0.8 11.1%
UhE Udorthents-Urban land 1.6 21.6%
complex,2 to 50 percent
slopes
Subtotals for Soil Survey Area 6.9 90.5%
Totals for Area of Interest 7.6 100.0%
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
HyC Hayesville loam,7 to 15 0.7 9.5%
percent slopes
Subtotals for Soil Survey Area 0.7 9.5%
Totals for Area of Interest 7.6 100.0%
USDA Natural Resources Web Soil Survey 10/31/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4