SW1220301_Stormwater Management Report_20220622

STORMWATER MANAGEMENT REPORT
FOR
ASHEVILLE REGIONAL AIRPORT
TERMINAL EXPANSION - CONTRACTOR STAGING AREA
FLETCHER, NORTH CAROLINA
INITIAL SUBMITTAL: MARCH 2O22
REVISION 1: JUNE 2022
STORMWATER ENGINEER:
AULICK ENGINEERING, LLC
DAVID A. SKURKY, P.E.
600 PARK OFFICES DRIVE, SUITE 300
DURHAM, NC 27709
SEAL
040195
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AULICK ENGINEERING LLC
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it HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION

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..................................................................................6
2.3 Operation and Maintenance Manual.................................................................................6
2.4 Design Software and Manuals............................................................................................6
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, Erosion Control Sheets & Details
Appendix D
- Operation and Maintenance Manual
Appendix E -
Supplemental EZ Storm
Appendix F -
BUA Exhibit
Appendix G
- Water of the U.S. Delineation Report

Section 1 PROJECT OVERVIEW
1.1 Narrative
The Asheville Regional Airport Terminal Expansion — Contractor Staging Area project includes the
construction of a new parking lot, staging areas, and associated grading, drainage, landscaping and
erosion control.
This report includes the computations that show compliance with the NCDEQ High Density Project. A
Primary SCM (Bioretention cell ) 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
Airport Road (3S° 26' 17.43" N. 82° 32' 13.40"Wl.
The area that includes airport related operations
encompasses approximately 580 acres. For a larger
vicinity map, see Appendix A. The Asheville
Regional Airport Terminal Expansion — Contractor
Staging Area project site is located on an existing
pad graded area in the eastern portion of the
airport, located along Airport Road.
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
a<� Asheville
Regional
Airport
0
is grass, gravel, forest, and impervious. The
proposed land use will impervious (parking lot) with a small amount of grass for landscaping and
bioretention.
As shown in the FEMA FIRM 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 bioretention cell is proposed as a primary stormwater conveyance
measure (SCM). The rough outline of the permanent bioretention area 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 bioretention design grades. No mechanical
stabilization will occur. The cost of the bioretention area 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 cell.
3
AVL TERMINAL EXPANSION -CONTRACTOR STAGING AREA
INITIAL SUBMITTAL: MARCH 2O22
STORMWATER MANAGEMENT REPORT

Section 2
HYDROLOGY
2.1 Project Methodology
In order to qualify for a primary Stormwater Conveyance Measure (SCM) for a Bioretention, several
minimum design criteria (MDC) must be met. The recommendations will also be met to maximum
extent practical.
MDC 1 Separation from the SHWT
Boring logs for the parking lot did not observe water levels at 10ft depths so the season high water
table is assumed to be deeper than 10ft below ground. Therefore, the lowest point of the
bioretention cell will be a minimum of two feet above the SHWT.
MDC 2 Maximum Ponding Depth for Design Volume
The maximum ponding depth for the bioretention cell is 12 inches.
MDC 3 Peak Attenuation Volume
The maximum depth of the entire cell is 18 inches for peak attenuation. See plans with spillways
at the 12 inch depth and the overall dam height of 18 inches.
MDC 4 Underdrain
An underdrain with internal water storage is designed. See plan view on SW-01 and details on
SW-02 and SW-03 showing the underdrain location and details.
MDC 5 Media Depth
The media depth is 36 inches, see detail on SW-02 showing media depth.
MDC 6 Media Mix
The media shall be a homogeneous soil mix engineered media blend with approximate volumes
of:
(a) 75 to 85 percent medium to coarse washed sand (ASTM C33, AASHTO M 6/M 80,
ASTM C330, AASHTO M195, or the equivalent)
(b) 8 to 15 percent fines (silt and clay); and
(c) 5 to 10 percent organic matter (such as pine bark fines).
See detail on SW-02 showing media mix.
MDC 7 Media P-Index
The phosphorus index (P-index) for the media shall not exceed 30 in NSW waters as defined in
15A NCAC 02B .0202 and shall not exceed 50 elsewhere.
MDC 8 No Mechanical Compaction
The media shall not be mechanically compacted. It is recommended to either water it or walk on
it as it is placed. This note is on the detail, sheet SW-02.
AVL TERMINAL EXPANSION -CONTRACTOR STAGING AREA
INITIAL SUBMITTAL: MARCH 2O22
STORMWATER MANAGEMENT REPORT

MDC 9 Maintenance of Media
The bioretention cell shall be maintained in a manner that results in a drawdown of at least one
inch per hour at the planting surface. This is accomplished by not installing until the end of the
project phase, installing the correct soil type as outlined above, and not mechanically compacting.
MDC 10 Planting Plan
Not applicable due to sod.
MDC 11 Mulch
Water will enter the bioretention at less than 3 fps (see Recommendation 1 narrative below).
Therefore, sod is proposed in the bioretention area.
MDC 12 Clean -Out Pipes
A minimum of one clean -out pipe shall be provided on each underdrain line. Clean out pipes shall
be capped. As seen on plan and details, sheets SW-01 through SW-04, a cleanout is provided in
the bioretention cell.
Recommendation 1 Dispersed Flow or Energy Dissipation
The parking lot runoff will enter the bioretention via pipe flow from the parking lot into a
proposed forebay. The forebay spillway is spread over 40ft at 6inches depth, resulting in an
outlet velocity into the bioretention of less than 3 fps.
Recommendation 2 Pretreatment
The parking lot runoff will enter the bioretention via pipe flow from the parking lot into a
proposed forebay. The forebay will be 24 inches deep.
The Rational Method was used for the parking lot design on the development. The Intensity Duration
Frequency (IDF) curve for Fletcher, NC below was used for the calculations:
■■■■■■■■■■■■ .
■■■■■■■■■■■■
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■.�■■■■■■■■■■ .
■ow=
5
AVL TERMINAL EXPANSION -CONTRACTOR STAGING AREA INITIAL SUBMITTAL: MARCH 2O22
STORMWATER MANAGEMENT REPORT

The following runoff coefficients were also used for hydraulic (storm inlet, pipe) analysis of this
project:
c = 0.30 (Grass, HSG B)
c = 0.95 (Impervious area)
Design Volume
The design volume for a bioretention cell is equivalent to the volume that is contained above the planting
surface to the invert of the bypass mechanism for the design storm. See below for volume calculations:
Design Volume
- Required
Drainage
Impervious
IA
Rv
Rp (Design
Design Volume
Basin
Area
Area
(Impervious
(0.05 * 0.9
Storm Depth)
(3630 * Rp * Rv * A)
(ac)
(ac)
Fraction)
* W
(in)
(cf)
Bioretention 1
1.69
1.36
0.80
0.77
1.0
4,750
Design Volume
- Provided
Design Volume
Surface Area
Depth
Design Volume
Basin
Required
Provided
Provided
Provided
cf
sf
ft
(cf)
Bioretention 1
4,750
5,332
1.0
5,812
2.2 Drainage & Erosion Control Design
15" and 18" RCP are proposed along the curb and gutter of on the west and east sides of the parking
lot. Both lines collect water via curb inlets and travel south. At the southern edge of the parking lot,
the eastern line turns west to tie into the western line. From there, an 18" RCP sends all of this parking
lot drainage to a proposed forebay which will then spill into the bioretention area. Additionally, an
18" RCP is proposed from the bioretention outlet control structure. This 18" RCP will tie into
an existing inlet. These pipes have been designed to safely convey the 25-year storm. Pipe capacity
computations can be found on sheet SW-02 of the stormwater plans (Appendix Q.
2.3 Operation and Maintenance Manual
The bioretention area 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
6
AVL TERMINAL EXPANSION —CONTRACTOR STAGING AREA INITIAL SUBMITTAL: MARCH 2O22
STORMWATER MANAGEMENT REPORT

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

a
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Woodside rV
Hills
is Enka Village
Candler
�' Btltmore
8 Forest
0
F
Bern Creek
x5
Seaverdam
Royal Pines
• Avery Creek
Arden
�Asheville
RegioAirport
Regional
Fletcher
'31
rp
Naples
River
Mountain
Home
VICINITY MAP
NTS
Goodlwk
Swannanoa Op
x1
CT
Fairview
Fruitland
OIGtR
Mautttai
Garton
0
7a
Edneyville

Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina
N
N
360380 360420 360460 360500 360540 36W80
35° 26' 23" N
o I
Utz
M
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NJG�C
0
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35° 26' 10" N�
360340 360380 360420 360460 360500 360540 3605W
3
m
N Map Scale: 1:1,850 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 25 50 100 150
Feet
0 50 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: L TM Zone 17N WGS84
UsDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
N
N
360 20
35° 26' 23" N
0
Ry
Y
b
1 n
ff y i
35° 26' 10" N
360620
3
M
3/3/2022
Page 1 of 5

Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r r
A
r r
A/D
w4e
B
~
B/D
r .r
C
rwr
C/D
D
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
o C
C/D
D
0 Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
r US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at scales
ranging from 1:12,000 to 1:20,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Buncombe County, North Carolina
Survey Area Data: Version 19, Jan 21, 2022
Soil Survey Area: Henderson County, North Carolina
Survey Area Data: Version 22, Jan 21, 2022
Your area of interest (AOI) includes more than one soil survey
area. These survey areas may have been mapped at different
scales, with a different land use in mind, at different times, or at
different levels of detail. This may result in map unit symbols, soil
properties, and interpretations that do not completely agree
across soil survey area boundaries.
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 3, 2020—May 7,
2020
USDA Natural Resources Web Soil Survey 3/3/2022
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
shiftina of mao unit boundaries may be evident.
U� Natural Resources Web Soil Survey 3/3/2022
� 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
complex, 8 to 15
percent slopes
B
2.0
11.7%
0.5%
Ud
Udorthents, loamy
C
0.1
UhE
Udorthents-Urban land
complex, 2 to 50
percent slopes
A
9.3
54.1%
Ux
Urban land
3.3
19.4%
Subtotals for Soil Survey Area
14.7
85.6%
Totals for Area of Interest
17.1
100.0%
Map unit symbol F
Map unit name
Rating
Acres in AOI F Percent of AOI
HyC
Hayesville loam, 7 to 15
percent slopes
C
2.5
14.4%
Subtotals for Soil Survey Area
2.5
14.4%
Totals for Area of Interest
17.1
100.0%
USDA Natural Resources Web Soil Survey 3/3/2022
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 3/3/2022
Conservation Service National Cooperative Soil Survey Page 5 of 5

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6/20/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fletcher, North Carolina, USA*
Latitude: 35.4347°, Longitude:-82.53740
Elevation: 2145.24 ft**
* source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I 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)
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 12.3
(3.95-4.87) (4.72-5.80) (5.64-6.95) 1 (6.32-7.81) 1 (7.20-8.94) 1 (7.86-9.79) 1 (8.52-10.7) 1 (9.16-11.6) 1 (9.92-12.8) 1 (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) 1 (5.06-6.24) 1 (5.74-7.12) 1 (6.26-7.80) 1 (6.77-8.50) 1 (7.25-9.19) 11 (7.85-10.1) 1 (8.30-10.9)
15-min 2.92 3.50 4.22 4.75 5.44
(2.63-3.24) 1 (3.16-3.88) 1 (3.80-4.70) 1 (4.27-5.26) 1 (4.85-6.02)
30-min 2.00 2.41 3.00 3.44 4.03
(1.80-2.22) 1 (2.18-2.68) 1 (2.70-3.34) 1 (3.09-3.81) 1 (3.59-4.46)
5.- 6
6.46
6.96
7.61
8.10
(5.28-6.58)
1 (5.70-7.16) 11
(6.10-7.73)
1 (6.59-8.50)
1 (6.94-9.10)
4.48
4.5
5.42
6.05
6.56
(3.98-4.96)
1 (4.37-5.48)
1 (4.75-6.02)
1 (5.24-6.77)
1 (5.62-7.37)
60-min 1.25 1.51 1.92 2.24 2.68 3.04 3.41 3.80 F 4.34 F 4.79
(1.12-1.39) 1 (1.37-1.68) 1 (1.73-2.14) 1 (2.01-2.48) 1 (2.39-2.97) (2.69-3.36) (3.01-3.78) 11 (3.33-4.22) (3.76-4.85) 11 (4.10-5.38)
2-hr 0.729 0.885 1.12 1.30 1.56 1.77 2.00 2.23 2.56 2.83
(0.655-0.809) (0.796-0.980) (1.00-1.24) 1 (1.16-1.44) 1 (1.39-1.73) (1.56-1.97) (1.75-2.22) 11 (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 (1.25-1.60) 1 (1.40-1.80) 1 (1.60-2.11) 1 (1.76-2.37)
6-hr 0.325 0.387 0.477 0.554 0.666 0.761 0.864 0.976 1.14 1.27
(0.297-0.358) (0.353-0.425) (0.435-0.524) (0.503-0.609) (0.600-0.732) (0.680-0.835) (0.764-0.951) (0.853-1.08) (0.978-1.26) 1 (1.08-1.42)
12-hr 0.204 0.243 0.298 0.342 0.404 0.454 I 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) (0.457-0.553) (0.502-0.614) (0.563-0.702) (0.609-0.773)
24-hr 0.121 0.145 0.179 .2 006 .2 043 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 I 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) F(O.145-0.169 ( 0.160-0.188) (0.175-0.207) (0.196-0.234 ( 0.212-0.255)
3-day 0.051 0.061 0.074
(0.048-0.055) (0.057-0.066) (0.069-0.079)
4-day 0.041 0.049 0.058
(0.038-0.044) (0.045-0.052) (0.054-0.062)
0.084
0.098
0.109
0.120
0.131
0.147
F 0.159
(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)
0.066
0.076
0.084
0.093
0.101
0.112
0.121
(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 (0.025-0.029) (0.030-0.035) (0.036-0.041) (0.041-0.047) (0.047-0.054)
10-day F F0.022 0.026 0.031 0.034 0.040
(0.021-0.023) (0.024-0.027) (0.029-0.033) (0.032-0.037) (0.037-0.042)
0.056
F 0.062
0.067
0.075
0.081
(0.052-0.060)
(0.057-0.066)
(0.062-0.072)
(0.069-0.081)
(0.074-0.088)
0.044
0.048
0.052
0.057
0.0 22
(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)
P�-�day]F 0.012 0.014 0.016
(0.011-0.013) (0.013-0.015) (0.015-0.017)
[Wd7ay 0.010 0.012 0.014
(0.010-0.011) (0.011-0.013) (0.013-0.014)
0.018
0.020
0.021
0.023
0.024
0.025
0.027
(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)
0.015
0.016
0.017
0.018
0.019
0.020
0.020
(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) (0.016-0.01
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven 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
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.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
100.000
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.43471, Longitude:-82.53741
---------- ............. ---------
-------------
0.001
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0 001 i I i I I I I I I i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created {GMT}: Thu Jun 20 13:16:24 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— I D-min —
3-day
I5-min —
4-day
— 30�-min —
7-day
— 60-min —
10-eay
— 2-nr —
20-day
— 3-hr —
34-day
— 6-hr —
45-day
— 12-hr —
6o-eay
— 24-hr
https:Hhdsc.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
VIIIUa
WR.—
Fletcher.
Fanlll �� AF
MILLS .,.
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3km
soff— 2mi
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r Johnson Ci—" 1�1
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https:Hhdsc.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
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
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6/20/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fletcher, North Carolina, USA*
Latitude: 35.4347°, Longitude:-82.53740
Elevation: 2145.24 ft**
* source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I 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 25 50 100 200 500 1000
0.365 0.435 0.521 0.587 0.673 0.738 0.804 0.870 0.955 1.02
5-min
(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)
F--O.-58-4-71 0.695 0.835 0.939 1.07 1.18 1.28 1.38 1.51 1.61
10-min
(0.526-0.649) (0.628-0.772) (0.752-0.928) (0.843-1.04) (0.956-1.19) 1 (1.04-1.30) 1 (1.13-1.42) 1 (1.21-1.53) (1.31-1.69) (1.38-1.81)
0.729 0.874 1.06 1.19 1.36 1.49 1.62 1.74 1.90 2.02
15-min
(0.657-0.811) (0.789-0.971) (0.951-1.17) 1 (1.07-1.32) 1 (1.21-1.50) 11 (1.32-1.65) 1 (1.43-1.79) (1.53-1.93) (1.65-2.13) (1.74-2.28)
1.00 1.21 1.50 1.72 2.01 2.24 2.47 2.71 3.03 3.28
30-min
(0.901-1.11) (1.09-1.34) (1.35-1.67) (1.55-1.91) (1.80-2.23) 1 (1.99-2.48) (2.18-2.74) (2.37-3.01) (2.62-3.38) (2.81-3.69)
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) 11 (2.01-2.48) 1 (2.39-2.97) 11 (2.69-3.36) 1 (3.01-3.78) (3.33-4.22) (3.76-4.85) (4.10-5.38)
1.46 1.77 2.24 2.60 3.13 3.55 3.99 4.47 5.13 5.67
2-hr
(1.31-1.62) (1.59-1.96) (2.00-2.47) (2.33-2.88) (2.77-3.47) (3.13-3.93) 1 (3.49-4.43) (3.88-4.96) (4.39-5.73) (4.81-6.37)
1.56 1.88 2.36 2.75 3.33 3.80 4.31 4.86 5.65 6.30
3-hr
(1.41-1.75) (1.70-2.10) (2.12-2.62) (2.46-3.06) (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 2.32 2.86 3.32 3.99 4.56 5.18 5- 6.82 7.64
(1.78-2.14) (2.11-2.55) (2.60-3.14) (3.01-3.65) (3.59-4.38) 1 (4.07-5.00) 11 (4.57-5.69) 1 (5.11-6.44) (5.86-7.56) (6.48-8.52)
2.46 2.93 3.59 4.12 4.87 5.47 6.09 6.74 7.65 8.36
12-hr
(2.26-2.68) (2.69-3.20) 1 (3.30-3.92) 1 (3.78-4.50) 1 (4.44-5.31) 1 (4.97-5.97) 1 (5.50-6.66) 1 (6.05-7.40) (6.78-8.45) (7.34-9.31)
2.91 3.49 4.29 4.94 5.82 6.54 7.28 8.05 9.12 9.97
24-hr
(2.69-3.15) 1 (3.24-3.79) 1 (3.97-4.66) 1 (4.56-5.34) 1 (5.36-6.30) 1 (6.00-7.07) 1 (6.65-7.86) 1 (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) 1 (3.84-4.45) 1 (4.67-5.42) 1 (5.33-6.19) 1 (6.23-7.25) 11 (6.94-8.11) 1 (7.67-9.00) 1 (8.40-9.93) (9.39-11.2) (10.2-12.2)
3.69 4.39 5.32 6.04 7.03 7.82 8.62 9.44 10.6 F-1-1.-4
3-day 1
(3.44-3.96) 1 (4.10-4.72) 1 (4.95-5.71) 1 (5.62-6.48) 1 (6.52-7.54) 1 (7.22-8.39) (7.93-9.27) (8.65-10.2) (9.60-11.4) (10.3-12.4)
3.92 4.67 5.60 6.34 7.33 8.10 8.89 9.68 10.7 11.6
4-day
(3.66-4.19) (4.35-5.00) (5.22-5.99) (5.90-6.78) (6.80-7.84) 1 (7.50-8.67) (8.20-9.53) (8.90-10.4) (9.81-11.6) ( 10.5-12.5)
4.57 5.42 6.50 7.36 8.52 9.44 10.4 11.3 12.6 13.7
7-day
(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)
5.23 6.19 7.34 8.25 F 9.49 F 10.5 11.4 12.4 13.8 14.8
10-day
(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 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
8.72 10.2 11.7 12.8 14.2 15.3 16.2 17.2 18.3 19.1
30-day
(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)
11.1 13.0 14.6 15.8 F 18.3 1 F-19-2---20.1iF-21.1 21.8
45-day
(10.6-11.6) (12.3-13.6) (13.9-15.3) (15.0-16.6) (16.4-18.1) (17.4-19.2) 1 (18.2-20.2) 1 (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) (20.2-22.4) J (22.9-25.6) J (23.5-26.3)
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:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.4347&Ion=-82.5374&data=depth&units=engIish&series=pds 1/4

6/20/2019
Precipitation Frequency Data Server
PDS-based depth -duration -frequency (DDF) curves
Latitude: 35.43471, Longitude:-82.5374
25
4
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20
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Ld
2
iL
0 I
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created {GMT}: Thu Jun 20 13:13:29 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— 16-min —
3-day
15-min —
4-day
— 30�-min —
7-day
— 60-min —
10�-eay
— 2-nr —
20-day
— 3-hr —
30-day
— 6-hr —
45-tlay
— 12-hr —
6o-eay
— 24-hr
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?lat=35.4347&Ion=-82.5374&data=depth&units=engIish&series=pds 2/4

6/20/2019
Precipitation Frequency Data Server
JRuyn� r���ca
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 3/4

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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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APPENDIX B
AIRPORT LAYOUT PLAN (ALP)

APPENDIX C
STORMWATER SHEETS & DETAILS

O
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BIORETENTION STAGE/STORAGE
= EI t Storage
( t:l
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0.00
0.10
�1GG.G0
.533
0.20
21GG.70
1,1)G6
0.30
21.E0
0.40
2166.90
2.133
0.50
2167.D1D
2.666
0,GG0
21G7,10
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0.70
21G7.2-0
3,732
0.90
21G7.30
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2167.41)
4.739
1.DD
2167.50
5.331
1.05
2167.55
5.635
1.10
21G7,Gr0
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1.15
21G7.95
G,241
1.20
21G7.70
G,5v
1.25
2197.75
S.wl
1.w
2167.30
7.1.51
1.35
2167.35
7,45L
1.40
21G}7,90
7,757
1.45
21G7.95
2,C60
1.50
21G8.00
2,3G3
PER THE'REPORT FOR PRELIMINARY WETLAND ASSESSMENT' BY S&ME, INC. DATED FEBRUARY 23, 2022, NO
JURISDICTIONAL WETLANDS OF THE U.S. WERE IDENTIFED IN THE SUBJECT PROPERTY. APPENDIX G OF THE
STORMWATER REPORT INCLUDES THE 2022 ASSESSMENT. IDENTITY AND QUALIFICATIONS OF THE DETERMINATORS
CAN BE FOUND IN THIS REPORT.
O�
�a �? m •♦
`n N \
z�•��
NOTES:
1. CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION ACTIVITY. UTILITY
LOCATIONS PROVIDED HEREIN ARE FOR PLANNING PURPOSES ONLY.
2. CONTRACTOR SHALL MAINTAIN AND PROTECT ALL EXISTING SIGNS, LIGHTS, EXISTING UTILITIES AND CIRCUITS
UNLESS OTHERWISE NOTED ON THE PLANS OR UNTIL REQUIRED TO BE REMOVED.
3. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES IN THE PLANS AND SHALL
NOT PROCEED UNTIL CLARIFICATION IS PROVIDED.
4. THE CONTOUR INTERVAL ON THE PLAN SHEET IS 1.0 FT.
5. CONTRACTOR IS RESPONSIBLE FOR FIELD VERIFYING SUITABILITY OF TIE-INS TO EXISTING STRUCTURES.
6. NON -EROSIVE FLOWS ARE LEAVING THE SITE.
DROP INLET
GRATE ELEV.=2168.30'
18" INV.IN=2160.9'
SS MANHOLE
RIM ELEV.=2170.38'
INV.=2157.6'
0' 15' 30' 60' 90,
ill =30'
OHE OBE OHS
OHE� OHE- OHE
1 ► N �\ BIORETENTION AREA, SEE DETAILS SW-02 & SW-03
X 2175 2166 1
y S_ 2168 1 `` ►'
.- 4
x/ 217 \ 2168
/ e 2166.5
/ 2173 \ \ \ 4" PERFORATED UNDERDRAIN @0.5% `
O
TPED \ / PRE-TREATMENT FOREBAY
x 2172 \\ \ \
IN,BELL SOUTH
r X UNDERGROUND
FIBER OPTIC
X g ABLE MARKER e' // OCS -
/ INVERT 162.0, RIM 2167.25.
SEE DETAIL 04 \ \
ADA
r -
TDP
S
k � 2169 ('1 ^/ 2165_ � � / TPED \ \ELECTRICA� \
S1 S L PFIIFSTAL 1
I S-3 2168 45LF@10.0% , �
CURB INLET 0 PHALT J�^PEDESTAt
ELECTRICAL _ MULCHED
x ELEV.=2165.25' U ` TRANS _ _ _ PATCH S AREAS
INV.=2165.9' J---------17 \ - _�� `--J�---r�71 \p_ PROOFJ
�S- - - - - - - - - - - - - - --- C-tE$TI Per--��-----�--------- c-� \ FOR'ENCI OSU G
_ - - - -
TEA FOR�'E•�CH \
X ALK iFi ;T .•E %'..:. : . ' • • . e . DESTAC-' ' : ' ' v • . i . • .. d
CROSSWALK
. \
A 15" RCP ~ , '' .• SS`
TDP WRIGHT BROTHERS WAY ELECTRIC/
Qn CURB INLET ----- -
SS MANHOLE I
RIM ELEV.=2166.99' J
INV.=2157.0
INV. OUT=2154.9'
CURB INLET
GRATE ELEV.=2163.82'
INV. I N=2152.70"
RIM ELEV.=2163.22'
INV. IN=2154.7'
INV. IN=2154.13'
INV. OUT=2153.85'
>too,.
sheville
REGIONAL AIRPORT
1
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
�``��� C A Rol
.
a° �4FE's's�o�
SEAL -
- 040195 -
gNGINE�`� .y
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
O 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
STORMWATER PLAN
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: 1" = 30' AS NOTED
REVISIONS:
NO. DATE BY DESCRIPTION
1 06/01/22 NCDELM COMMENTS
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
MARCH 2O22
STATE LICENSE #
N.C. C-2450
PROJECT NO.
2021.0076.01
g
sw-01

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S-6
TOP OF DAM ELEV. 2168.0
INLET PIPE
RIP RAP FOREBAY, BOTTOM
ELEV.: 2165.0
GEOTEXTILE
FABRIC
4" UNDERDRAIN PERFORATED
PIPE @ 0.5% SLOPE,
WRAPPED IN #57 STONE WITH
FILTER FABRIC
SPILLWAY INTO BIORETENTION,
ELEV.: 2167.5
CLEANOUT
PEAK ATTENUATION
VOLUME
=°II,IIL, ■
ill._..._.
SEE MEDIA MIX
SPECS BELOW
OUTLET CONTROL STRUCTURE,
SEE DETAIL SW-04.
RISER CREST ELEV.:2167.25
POND BOTTOM
(PLANTING SURFACE)
ELEV.: 2166.5
DESIGN VOLUME
36"
wNE1IL■I
_.■.
... ::
ill._..._..
NO MECHANICAL COMPACTION
DO NOT MECHANICALLY
COMPACT THE MEDIA. WATER OR
WALK ON IT AS IT IS PLACED.
Simple Method for Runoff Volume - Required
Drainage
Impervious
]A
Rv
RD, Design
Design Volume
Basin
Area
Area
�imperviou
10.05 0.9
storm Depth)
(3630 * R6 * Rv * A)
lac"
lac,
s Fraction),
i3J
(in)
(Cf)
Bioretention 1
'-.6
.36
0.80
0.77
1.0
4,750
SOD
TOP OF DAM ELEVATION
2168.0
EMERGENCY SPILLWAY ONLY
WHERE SHOWN ON THE
PLANS. SEE DETAILS 2167.5
• i i •
• �1 VJv � VJV � v�
INV OUT: 2162.0
TIE TO EXISTING
CURB INLET. INV
IN. 2157.5
45 LF OUTLET PIPE. 18"
RCP, 10.0% SLOPE
Bloretention Cell - Provided
Design Volume
Surface Area
Depth
Design Volume
Basics
Required
Provided
Provided
Provided
(Cf)
(sf)
(ft)
(Cf)
Bioretention 1
4,750
5,332
1.0
5,812
BIORETENTION SECTION VIEW A -A
N.T.S.
BIORETENTION MAINTANENCE:
• WATERING: PLANTS SHOULD BE SELECTED TO BE TOLERANT OF THE BIORETENTION FACILITY'S PARTICULAR CONDITIONS. WATERING MAY BE REQUIRED TO INITIALLY
ESTABLISH THE VEGETATION. WATERING SHOULD NOT BE REQUIRED AFTER ESTABLISHMENT (ABOUT 2 TO 3 YEARS). HOWEVER, WATERING MAY BE REQUIRED DURING
PROLONGED DRY PERIODS AFTER PLANTS ARE ESTABLISHED.
• EROSION CONTROL: INSPECT FLOW ENTRANCES, PONDING AREA, AND SURFACE OVERFLOW AREAS PERIODICALLY. REPLACE SOIL, PLANT MATERIAL, AND/OR MULCH IN
AREAS WHERE EROSION HAS OCCURRED. EROSION PROBLEMS SHOULD NOT OCCUR WITH PROPER DESIGN EXCEPT DURING EXTREME WEATHER EVENTS. IF EROSION
PROBLEMS DO OCCUR, THE FOLLOWING ISSUES SHOULD BE RE —ASSESSED: FLOW VOLUMES FROM THE CONTRIBUTING DRAINAGE AREA AND BIORETENTION SIZE; FLOW
VELOCITIES AND GRADIENTS WITHIN THE BIORETENTION FACILITY; FLOW DISSIPATION AND EROSION PROTECTION METHODS IN THE PRETREATMENT AND IN —FLOW AREAS. IF
SEDIMENT IS DEPOSITED IN THE BIORETENTION FACILITY, IMMEDIATELY DETERMINE THE SOURCE, REMOVE EXCESS DEPOSITS, AND CORRECT THE PROBLEM.
• PLANT MATERIAL: DEPENDING ON PLANTS SELECTED AND AESTHETIC REQUIREMENTS, OCCASIONAL PRUNING AND REMOVAL OF DEAD PLANT MATERIAL MAY BE NECESSARY.
BE CAREFUL TO PRUNE TREES AND SHRUBS TO MAINTAIN LINES OF SIGHT IN PARKING LOTS AND ALONG ROADWAYS. NCDOT STATES: "SHRUBS MUST BE KEPT LOW, AND
TREES AND LARGE SHRUBS UNDER —TRIMMED SUFFICIENTLY TO PERMIT CLEAR SIGHT IN THE AREA BETWEEN 2 FEET AND 6 FEET ABOVE ROADWAY ELEVATIONS. REPLACE
ALL DEAD PLANTS. HOWEVER, IF SPECIFIC PLANTS CONSISTENTLY HAVE A HIGH MORTALITY RATE, ASSESS THE CAUSE AND REPLACE WITH APPROPRIATE SPECIES. PERIODIC
WEEDING IS NECESSARY UNTIL GROUNDCOVER PLANTS ARE ESTABLISHED. WEEDING SHOULD BECOME LESS FREQUENT IF AN APPROPRIATE PLANT DENSITY HAS BEEN
ESTABLISHED.
• NUTRIENTS AND PESTICIDES: THE SOIL MEDIA AND PLANT MATERIAL SHOULD HAVE BEEN SELECTED FOR OPTIMUM FERTILITY, PLANT ESTABLISHMENT, AND GROWTH WITHIN
THE PARTICULAR CONDITIONS OF EACH BIORETENTION FACILITY. NUTRIENT AND PESTICIDE INPUTS SHOULD NOT BE REQUIRED AND WILL DEGRADE THE POLLUTANT
PROCESSING CAPABILITY OF THE BIORETENTION FACILITY, AS WELL AS CONTRIBUTE TO ADDITIONAL POLLUTANT LOADING TO RECEIVING WATERS. BY DESIGN, BIORETENTION
FACILITIES ARE TYPICALLY SPECIFIED IN WATERSHEDS WHERE PHOSPHOROUS AND NITROGEN LEVELS ARE OFTEN ELEVATED. THEREFORE, THESE SHOULD NOT BE LIMITING
NUTRIENTS WITH REGARD TO PLANT HEALTH. IF IN QUESTION, HAVE THE SOIL ANALYZED FOR FERTILITY. ADDITION OF COMMERCIAL FERTILIZER OR COMPOST TO
BIORETENTION WILL LIKELY RESULT IN NUTRIENT EXPORT FROM THE BED.
• MULCH: REPLACE MULCH ANNUALLY
IN BIORETENTION FACILITIES WHERE
HEAVY
METAL DEPOSITION IS LIKELY (E.G., DRAINAGE AREAS THAT INCLUDE
COMMERCIAL/INDUSTRIAL USES, PARKING
LOTS, OR ROADS). METAL 'HOT SPOTS'
OCCUR
WHERE WATER ENTERS THE BED. IN RESIDENTIAL OR OTHER SETTINGS WHERE
METAL DEPOSITION IS NOT A CONCERN,
REPLACE OR ADD MULCH AS NEEDED TO
MAINTAIN
A 2 TO 4—INCH DEPTH.
• FILTERING CAPACITY: WHEN THE FILTERING CAPACITY DIMINISHES SUBSTANTIALLY (E.G., WHEN WATER PONDS ON THE SURFACE FOR MORE THAN 12 HOURS), REMEDIAL
ACTIONS MUST BE TAKEN. IF THE WATER STILL PONDS FOR MORE THAN 12 HOURS, THE TOP FEW INCHES OF MATERIAL SHOULD BE REMOVED AND REPLACED WITH
FRESH MATERIAL. THE REMOVED SEDIMENTS SHOULD BE DISPOSED OF IN AN ACCEPTABLE MANNER (E.G., LANDFILL) OR LAND APPLICATION. IF THAT DOES NOT SOLVE
THE PROBLEM, MORE EXTENSIVE REBUILDING IS REQUIRED. IF THE BED HAS FILTER FABRIC INSTALLED UNDER THE MEDIA AND ABOVE THE WASHED ROCK, THE FILTER
FABRIC MAY BE CLOGGED WITH SEDIMENT. IF CLOGGED FILTER FABRIC IS PRESENT, THE BED WILL NEED TO BE REBUILT.
BIORETENTION SOIL/PLANTING REQUIREMENTS:
MINIMUM MEDIA DEPTH
THE MINIMUM DEPTH OF THE MEDIA DEPENDS ON THE DESIGN OF THE CELL AS FOLLOWS:
(A) ALL CELLS WITH TREES AND SHRUBS: 36 INCHES;
(B) CELLS WITHOUT TREES AND SHRUBS:
(II) WITH INTERNAL WATER STORAGE: 30 INCHES.
MEDIA MIX
THE MEDIA
SHALL
BE HOMOGENOUS SOIL MIX ENGINEERED MEDIA BLEND WITH APPROXIMATE VOLUMES OF:
(A) 75
TO 85 PERCENT
MEDIUM TO COARSE WASHED SAND (ASTM C33, AASHTO M 6/M 80, ASTM C330,
AASHTO
M 195, OR
THE EQUIVALENT);
(B) 8
TO 15
PERCENT
FINES (SILT AND CLAY); AND
(C) 5
TO 10
PERCENT
ORGANIC MATTER (SUCH AS PINE BARK FINES)
MEDIA P-INDEX
1. THE PHOSPHORUS INDEX (P—INDEX) FOR THE MEDIA SHALL NOT EXCEED 30 IN NSW WATERS AS DEFINED IN
15A NCAC 02B .0202 AND SHALL NOT EXCEED 50 ELSEWHERE.
OTHER MEDIA NOTES
1. THE MEDIA SHALL NOT BE MECHANICALLY COMPACTED. IT IS RECOMMENDED TO EITHER WATER IT OR WALK
ON IT AS IT IS PLACED.
2. THE BIORETENTION CELL SHALL BE MAINTAINED IN A MANNER THAT RESULTS IN A DRAWDOWN OF AT LEAST
ONE INCH PER HOUR AT THE PLANTING SURFACE.
PLANTING PLAN
1. FOR BIORETENTION CELLS WITH VEGETATION OTHER THAN SOD, THE PLANTING PLAN SHALL BE DESIGNED TO
ACHIEVE A MINIMUM OF 75 PERCENT PLANT COVERAGE AT FIVE YEARS AFTER PLANTING. THE MAXIMUM
COVERAGE WITH TREE OR SHRUB CANOPY SHALL BE 50 PERCENT AT FIVE YEARS AFTER PLANTING. IF SOD
IS USED, THEN IT SHALL BE A NON —CLUMPING, DEEP—ROOTED SPECIES.
2. FOR BIORETENTION CELLS WITH VEGETATION OTHER THAN SOD, TRIPLE SHREDDED HARDWOOD MULCH SHALL
BE USED FOR THE PORTION OF THE CELL THAT WILL BE INUNDATED. MULCH SHALL BE UNIFORMLY PLACED
TWO TO FOUR INCHES DEEP.
(A) MULCH TO BE PERIODICALLY RENEWED TO MAINTAIN A TWO TO FOUR INCH DEPTH. THE IDEAL TIME TO
REAPPLY MULCH IS IN THE LATE SPRING AFTER THE SOIL HAS WARMED. EVERY FEW YEARS, MULCH
SHOULD BE REMOVED AND REPLACED.
■
s evi e
REGIONAL AIRPORT
ri
AVC1`40N
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
CARO
SEAL _
040195 -
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
,.........,..,.
0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
STORMWATER
DETAILS
NO. 1
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: N.T.S. AS NOTED
REVISIONS:
NO. DATE BY DESCRIPTION
1 06/01/22 NCDELM COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: MARCH 2O22
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SW-02

CLEAN -OUT PIPE. PVC PIPES
WITH GLUED CLEAN -OUT
FITTINGS WITH SCREW TYPE
CAPS THAT EXTEND AT
LEAST 2FT ABOVE THE
SURFACE OF THE BED
SEE SOIL/PLANTING
-- REQUIREMENTS FOR FILTER
Z�� 1 MEDIA ON SHEET SW-02
N\
PRE-TREATMENT FOREBAY
BOTTOM ELEV. 2165.0
TOP ELEV. 2168.0
RIPRAP SPILLWAY FROM
FOREBAY, 40FT WIDE,
ELEV. 2167.5
15" RCP
0
Q
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0
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0
Q
i
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C7
z
ry
Lu
Lu
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Y
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J
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J
D
Q
U
SOD BIORETENTION BOTTOM
AND SIDE SLOPES
BIORETENTION PLAN VIEW
N.T.S.
-4" PERFORATED UNDERDRAIN @0.5%
A
EMERGENCY SPILLWAY,
ELEVATION 2167.5
OCS INVERT OUT 2162.0, RIM 2167.25.
SEE DETAIL SW-04
u
s ELECTRICAL
PFnFRTAL
45 LF @ 10.0%
ELECTRICAL
PEDESTAL
s R(
s El
s\
F(
TIE INTO EXISTING ss _
STRUCTURE,
p v v ° p
INVERT IN: 2157.5 s
V ° � S �7
/ cc;"
0 \ _ Ssi Ste'
0' 15' 30' 60' 90'
1 " = 30'
>too.
sheville
REGIONAL AIRPORT
ri
AVC40N
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
�< .
SEAL
040195 -
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
STORMWATER
DETAILS
NO. 2
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: 1" = 10' AS NOTED
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: MARCH 2O22
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SW-03

TRASH RACK REQUIRED ON TOP OF STRUCTURE. TRASH
RACK SHALL BE APPROVED BY THE ENGINEER PRIOR TO
CONSTRUCTION. SEE THIS SHEET FOR DETAILS.
8" 36„ 8" 8" 36„ 8"
#4 @ 8" VERT. E.F.
d e e
d e d a
4
ee • a
2" CLR. .d
(TYP.) •; ° .:. #4 @ 8" VERT. E.F.
.d d
MANHOLE STEPS @ 1'-2" CTS
d • d .
4" UNDERDRAIN a e e `
CONNECTION WITH
IWS, SEE DETAIL �a TYP.
SW-02
°e
ROUNDED ENTRANCE
• FLOW
STONE BEDDING
r 12„
„
12" J
6
TOP OF
STRUCTURE
HIGH
DENSITY
POLYETHYLENE
STRUCTURAL
P LASTI C
mimisiolmimini
Now
ii
01
No
A
TOP VIEW
TRASH RACK MANUFACTURED
BY PLASTIC SOLUTIONS INC.
877-877-5727 OR APPROVED
EQUAL. TRASH RACK SHALL
HAVE A REMOVABLE ACCES
HATCH AND SHALL BE BOLTED
TO THE CONCRETE STRUCTURES
PER MANUFACTURER'S
INSTRUCTIONS. /
CONCRETE RISER
OUTLET PIPE
° 4 :e A.
SECTION X-X
N.T.S.
TRASH RACK SPACING SET BY
PLASTIC SOLUTIONS INC.
/1
ELEV. A
OUTLET PIPE
#5 @ 8" E.W.
TOP & BOTTOM
TRASH RACK ASSEMBLY
C
mmmm
mmmm
TOP VIEW
5.25'
12" J 6„
STONE BEDDING
SECTION Y-Y
OUTLET CONTROL STRUCTURE
N.T.S.
Leaving
Structure
Q10 Q10
N.T.S.
Leaving
Structure
Q25 Q25
DA 1
S-1
3.91
3.91
4.49
4.49
SYSTEM
DA 2
S-2
1.21
5.11
1.38
5.87
DA 3
S-3
0.58
9.22
0.67
10.58
1
DA4
S-4
1.19
1.19
1 1.36
1.36
DA 5
S-5
2.34
3.52
r 2.68
4.04
PRE -CAST CONCRETE
STRUCTURE OR AN APPROVED
EQUAL IS ACCEPTABLE. ALL
ORIFICE AND WEIR ELEVATIONS
SHALL BE MAINTAINED.
2167.25
#4 @ 8" VERT. E.F.
#4 @ 8" VERT. E.F.
4" UNDERDRAIN
CONNECTION WITH
IWS, SEE DETAIL
SW-02
2162.0
N
#5 @ 8" E.W. TOP & BOTTOM
STRUCTUR
E NUMBER
STRUCTURE
Gate Elevevation (Single)
S-1
15" 1 nv Out
S-2
Grate Elevation (Single)
15" Inv In
18" 1 nv Out
S-3
Grate Elevation (Single)
18"1nvIn
18" 1 nv Out
S-4 IGrate Elevation (Single)
15" 1 nv Out
S-5 Grate Elevation (Single)
15" Inv In
15" 1 nv Out
69.4
65.99
68.98
65.53
65.43
68.10
65.20
65.10
7198
66.25
69.24
65.80
65.70
PIPE
STRUCTURE
NUMBER
S-1 TO S-2
15" RCP
Class V
93 LF
n=0.013
4.49 Q25
0.50% Slope
capacity_
4.57 OK
S-2 TO S-3
18" RCP
Class V
45 LF
n=0.013
5.87 Q25
0.50% Slope
capacity_
7.43 OK
S-3 TO S-5
24" RCP
Class V
19 LF
n=0.013
10.58 Q25
0.50% Slope
capacity:
15.99 OK
S-4 TO S-5
15" RCP
Class V
90 LF
n=0.013
1.36 Q25
0.50% Slope
capacity:
4.57 OK
-5 TO -3
15" RCP
Class V
100 LF
n=0.013
4.04 025
0.50% Slope
ca acl _
4.57 OK
ULTIMATE CONDITION - HYDRAULIC GRADE LINE COMPUTATIONS
Proiect AVL -Contractor Staoino Area
INLET
STATION
(1)
UPSTREAM
INLET
Outlet
Water
Surface
Elev.
(2)
Do
in
(3)
Qo
cfs
(4)
Lo
ft
(5)
Sfo
%
(6)
Hf
It
(7)
JUNCTION LOSS
Ht
(16)
1.3
Ht
(17)
0.5
Ht
(18)
FINAL
H
(1-9)
Inlet
Water
Surface
Elev.
(20)
RIM
ELEV.
(21)
Vo
(8)
Ho
(g)
Qi
(10)
Vi
(11)
Qivi
(12)
2
Vi 12g
Hi
(13)
Angle
(14)
Hd
(15)
EX-01
Starting
Elevation 2153.90
2163.62
EX-02
2153,90
18.00
25.53
37.24
5.88
2.19
3.04
0.04
0.21
0,43
0.68
0.88
0.44
2.63
2156,53
2165.76
EX-03
15.00
3.05
6.29
19.21
0.61
90.00
EX-03
2156.63
15.00
3.05
233.19
0.22
0.52
6.29
0.15
0.23
0.00
0.38
0.50
0.25
0.77
2157.30
2165.76
EX-04
15.00
2.84
6.49
18.44
0.65
0.00
EX-04
2157,90
15.00
2.84
176.87
0.19
0.34
6.49
0.16
0.08
0,01
0.25
0.33
0.16
0.50
2158,40
2165.81
EX-05
15.00
2.53
3.83
9.70
0.23
5.00
EX-05
2161.30
15.00
2.53
104.90
0.15
0.16
3.83
0.06
0.06
0.01
0.12
0.15
0.08
0.24
2161.54
2165.90
EX-06
15.00
1.30
3.21
4.18
0.16
5.00
EX-06
2161,90
15.00
1,30
47.67
0.04
0.02
3.21
0.04
0.00
0.00
0.04
0.05
0.03
1 0,05
2161,95
2165.97
0
1.30
0.00
a.00
0.00
0.00
>V001. _",
sheville
00
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveoninc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ClA1RrO
.
Z.
SEAL
040195
�!!!lIlI11l1i4Y1`�l`
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
STORMWATER
DETAILS
NO. 3
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: N.T.S. AS NOTED
REVISIONS:
NO. DATE BY DESCRIPTION
1 06/01/22 WMM NCDELM COMMENTS
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
MARCH 2O22
STATE LICENSE # N.C. C-2450
TRASH RACK DRAINAGE CALCULATIONS PROJECT NO. 2021.0076.01
N.T.S.
SW-04

R!VIINAL EXPANSION PROS
ONTRACTOR STAGING AS
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\� •T LOCATION
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NOTE
ANY OFF -SITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A SITE WITH
AN APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER THE MINING ACT OF 1971, OR
A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT. TRASH/DEBRIS FROM
DEMOLITION ACTIVITIES OR GENERATED BY ANY ACTIVITIES ON SITE MUST BE DISPOSED OF AT A
FACILITY REGULATED BY THE DIVISION OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID
WASTE MANAGEMENT OR DIVISION OF WATER RESOURCES RULES AND REGULATIONS. [15A NCAC
4B .0110]
MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING EACH RAINFALL EVENT AND/OR NO LESS THAN ONCE EVERY WEEK.
2. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO ENSURE CONTINUED FUNCTION OF ALL
PRACTICES AS DESIGNED.
3. ALL SEEDED AREAS SHALL BE RE -SEEDED, FERTILIZED, AND MULCHED AS NECESSARY TO
ESTABLISH SUITABLE GROUND COVER, ACCORDING TO THE SEEDING AND MULCHING
SPECIFICATIONS.
4. SEDIMENT SHALL BE REMOVED FROM ALL TRAPS AND/OR BASINS ONCE ONE HALF OF THE
STORAGE VOLUME HAS BEEN USED.
5. THE ROCK WEIRS SHALL BE CLEANED AND/OR REPLACED WITH CLEAN ROCK ONCE SEDIMENT
BUILD UP PREVENTS PROPER DRAINAGE FROM THE TRAP.
6. CONTRACTOR TO PERFORM ROUTINE REVIEW OF THE SILT FENCES TO ENSURE PROPER
FUNCTION. FENCES TO BE CLEANED ONCE SEDIMENT DEPTH REACHES 6".
7. ADDITIONAL MAINTENANCE, AS REQUIRED BY NCDEQ AND THE ENGINEER, SHALL BE
COMPLETED AS DIRECTED.
MATTING NOTES
1. ALL DISTURBED AREAS WITHIN THE PROJECT LIMITS SHALL BE SEEDED PER
THE PLANS AND SPECIFICATIONS.
2. ALL DISTURBED AREAS WITHIN THE PROJECT LIMITS SHALL BE MULCHED PER
THE PLANS AND SPECIFICATIONS EXCEPT THE AREAS THAT SHALL BE
MATTED.
3. THE FOLLOWING AREAS SHALL BE MATTED:
A. ALL DEFINED DITCHES AS INDICATED IN THE PLANS AND DETAILS;
B. ALL BERMS AND SIDE SLOPES OF SEDIMENT BASINS;
C. ANY SLOPE EQUAL TO OR GREATER THAN A 3:1 SLOPE;
D. ANY BERM ABOVE A SLOPE EQUAL TO OR GREATER THAN A 3:1 SLOPE;
E. ANY AREA REQUIRED BY THE OWNER OR ENGINEER.
4. MATTING SHALL BE CURLEX II OR APPROVED EQUAL.
NCDEQ COMMENTS
1. THE DEVELOPER IS RESPONSIBLE FOR THE CONTROL OF SEDIMENT ON -SITE. IF THE APPROVED
EROSION AND SEDIMENTATION CONTROL MEASURES PROVE INSUFFICIENT, THE DEVELOPER
MUST TAKE ADDITIONAL STEPS NECESSARY TO STOP SEDIMENT FROM LEAVING THIS SITE (NCGS
113A-57(3)). EACH SEDIMENT STORAGE DEVICE MUST BE INSPECTED AFTER EACH STORM EVENT
(NCGS 113A-54.1 (e)). MAINTENANCE AND/OR CLEAN OUT IS NECESSARY ANYTIME THE DEVICE IS
AT 50% CAPACITY. ALL SEDIMENT STORAGE MEASURES WILL REMAIN ON SITE AND FUNCTIONAL
UNTIL ALL GRADING AND FINAL LANDSCAPING OF THE PROJECT IS COMPLETE (15A NCAC 04B
.0113).
2. ALL EXISTING DITCHES ON THIS PROJECT SITE ARE ASSUMED TO BE LEFT UNDISTURBED BY THE
PROPOSED DEVELOPMENT UNLESS OTHERWISE NOTED. THE REMOVAL OF VEGETATION WITHIN
ANY EXISTING DITCH OR CHANNEL IS PROHIBITED UNLESS THE DITCH OR CHANNEL IS TO BE
REGRADED WITH SIDE SLOPES OF 2 HORIZONTAL TO 1 VERTICAL OR LESS STEEP (15A NCAC 04B
.0124 (d)). BANK SLOPES MAY BE MOWED, BUT STRIPPING OF VEGETATION IS CONSIDERED NEW
EARTH WORK AND IS SUBJECT TO THE SAME EROSION CONTROL REQUIREMENTS AS NEW
DITCHES (NCGS 113A-52(6)).
3. THE DEVELOPER IS RESPONSIBLE FOR OBTAINING ALL PERMITS AND APPROVALS NECESSARY
FOR THE DEVELOPMENT OF THIS PROJECT PRIOR TO THE COMMENCEMENT OF THIS LAND
DISTURBING ACTIVITY. THIS COULD INCLUDE OUR AGENCY'S STORMWATER REGULATIONS AND
THE DIVISION OF WATER RESOURCES' ENFORCEMENT REQUIREMENTS WITHIN SECTION 401 OF
THE CLEAN WATER ACT, THE U.S. ARMY CORPS OF ENGINEERS' JURISDICTION OF SECTION 404 OF
THE CLEAN WATER ACT, THE DIVISION OF COASTAL MANAGEMENT'S CAMA REQUIREMENTS, THE
DIVISION OF SOLID WASTE MANAGEMENT'S LANDFILL REGULATIONS, THE ENVIRONMENTAL
PROTECTION AGENCY AND/OR THE U.S. ARMY CORPS OF ENGINEERS JURISDICTION OF THE CLEAN
WATER ACT, LOCAL COUNTY OR MUNICIPALITIES' ORDINANCES, OR OTHERS THAT MAY BE
REQUIRED. THIS APPROVAL CANNOT SUPERSEDE ANY OTHER PERMIT OR APPROVAL.
4. ADEQUATE AND APPROPRIATE MEASURES MUST BE PROPERLY INSTALLED DOWNSTREAM, WITHIN
THE LIMITS OF DISTURBANCE, OF ANY LAND DISTURBING ACTIVITY TO PREVENT SEDIMENT FROM
LEAVING LIMITS OF DISTURBANCE, ENTERING EXISTING DRAINAGE SYSTEMS, IMPACTING AN
ON -SITE NATURAL WATERCOURSE OR ADJOINING PROPERTY. (NCGS 113A-57)
TEMPORARY SEEDING SCHEDULE - SUMMER MIXTURE
SEEDING MIXTURE SPECIES RATE (LB/ACRE)
LESPEDEZA 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUDANGRASS MAY BE SUBSTITUTED AT A
RATE OF 50 LBS/ACRE.
SEEDING DATES
MOUNTAINS: MAY 15 - AUG. 15
PIEDMONT: MAY 1 -AUG. 1
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS, OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING SCHEDULE - FALL MIXTURE
SEEDING MIXTURE SPECIES
RYE GRAIN
RATE (LB/ACRE)
120
SEEDING DATES
MOUNTAINS: AUG. 15 - DEC. 15
PIEDMONT: AUG. 15 - DEC. 30
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS, OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LBS/ACRE OF
NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LBS/ACRE KOREAN (MOUNTAINS) LESPEDEZA OR KOBE (PIEDMONT AND
COASTAL PLAIN) IN LATE FEBRUARY OR EARLY MARCH.
TEMPORARY SEEDING SCHEDULE LATE WINTER /
EARLY SPRING MIXTURE
SEEDING MIXTURE SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA 50
(KOBE IN 50 PIEDMONT AND
COASTAL PLAIN, KOREAN IN MOUNTAINS)
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND BEYOND
JUNE.
SEEDING DATES
MOUNTAINS ABOVE 2,500 FEET: FEB 15 - MAY 15
MOUNTAINS BELOW 2,500 FEET: FEB 1 - MAY 1
PIEDMONT: JAN 1 - MAY 1
COASTAL PLAIN: DEC. 1 -APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS, OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
EROSION AND SEDIMENT CONTROL NOTES
1. THE CONTRACTOR SHALL PROVIDE SILT FENCE AND OTHER EROSION AND SEDIMENT CONTROL
DEVICES TO CONTROL SOIL EROSION DURING CONSTRUCTION. ALL DISTURBED AREAS SHALL
BE CLEANED, GRADED AND STABILIZED WITH GRASSING IMMEDIATELY AFTER CONSTRUCTION.
2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICAL (NO MORE THAT 14
DAYS) IN PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR
PERMANENTLY CEASED.
3. WHERE CONSTRUCTION ACTIVITY WILL RESUME ON A PORTION OF THE SITE WITHIN 21 DAYS
FROM WHEN ACTIVITIES CEASED, THEN STABILIZATION MEASURES DO NOT HAVE TO BE
INITIATED ON THAT PORTION OF THE SITE BY THE 14TH DAY AFTER CONSTRUCTION ACTIVITY
HAS CEASED.
4. CONTRACTOR'S TEMPORARY EROSION CONTROL - TEMPORARY DRAINS, SILT FENCING, AND
DRAINAGE DITCHES, ETC., NOT SHOWN ON THE PLANS, OR NOTED HEREIN, SHALL BE
INSTALLED BY THE CONTRACTOR TO INTERCEPT OR DIVERT SURFACE WATER RUNOFF WHICH
MAY AFFECT THE WORK AREAS. THESE DRAINS AND DITCHES SHALL BE MAINTAINED BY THE
CONTRACTOR THROUGHOUT THE DURATION OF THE CONTRACT. UPON COMPLETION, THE
CONTRACTOR SHALL RESTORE THE SITE TO ITS ORIGINAL CONDITION.
5. SPECIFICATIONS ARE PROVIDED AS OUTLINE REQUIREMENTS FOR THE CONTRACTOR TO
APPLY WATER, CHEMICALS, VEGETATION OR OTHER MATERIALS TO PREVENT THE
OCCURRENCE OF DUST WHICH WILL BE OBJECTIONABLE TO THE OPERATIONS/USERS OF THE
AIRPORT. CONTRACTOR SHALL ALSO BE OBLIGATED TO DISCONTINUE OPERATIONS WHICH
VIOLATE EXISTING LAWS AND REGULATIONS.
6. THE CONTRACTOR SHALL LIMIT AREAS OF DISTURBANCE AS MUCH AS POSSIBLE DURING THE
COURSE OF THE PROJECT, AND STABILIZE AREAS AS WORK IS COMPLETED. NO SEPARATE
MEASUREMENT WILL BE MADE FOR PAYMENT FOR AREAS REQUIRING SEEDING AND MULCHING
OUTSIDE OF THE LIMITS OF CONSTRUCTION, THIS WORK SHALL BE CONSIDERED INCIDENTAL
TO THE CONTRACT.
7. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED BY THE CONTRACTOR
EVERY SEVEN (7) DAYS OR AFTER EACH RAINFALL OCCURRENCE THAT EXCEEDS ONE-HALF
(1/2) INCH. DAMAGED OR INEFFECTIVE DEVICES SHALL BE REPAIRED OR REPLACED AS
NECESSARY BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
8. ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING
ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES
AND ALL DISTURBED AREAS HAVE BEEN STABILIZED. ADDITIONAL CONTROL DEVICES MAY BE
REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFFSITE
SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE
CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED.
9. THE CONTRACTOR MUST TAKE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO
THE PAVED ROADWAY CONSTRUCTION AREAS. THE CONTRACTOR SHALL DAILY REMOVE MUD,
SOIL OR ANY DEBRIS FROM THE PAVEMENT.
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REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
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KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
NOTES (SHEET 1 OF 3)
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY: J.C.W.
DRAWN BY: J.C.W.
CHECKED BY: J.M.M.
APPROVED BY: J.M.M.
DATE: FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-01

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d
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGOl CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
REQUIRED GROUND STABILIZATION TIMEFRAMES
STABILIZE WITHIN THIS
SITE AREA DESCRIPTION
MANY CALENDAR DAYS
TIMEFRAME VARIATIONS
AFTER CEASING LAND
(a) PERIMETER DIKES,
SWALES, DITCHES, ANE
7
NONE
PERIMETER SLOPES
(b) HIGH QUALITY WATER
7
NONE
(HQW) ZONES
(c) SLOPES STEEPER
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
THAN 3:1
7
NOT STEEPER THAN 2:1, 14 DAYS ARE
ALLOWED
-7 DAYS FOR SLOPES GREATER THAN WIN
LENGTH AND WITH SLOPES STEEPER THAN
4:1
(d) SLOPES 3:1 TO 4:1
14
-7 DAYS FOR PERIMETER DIKES, SWALES,
DITCHES, PERIMETER SLOPES AND HQW
ZONES
-10 DAYS FOR FALLS LAKE WATERSHED
-7 DAYS FOR PERIMETER DIKES, SWALES,
(e) AREAS WITH SLOPES
DITCHES, PERIMETER SLOPES AND HQW ZONES
FLATTER THAN 4:1
14
-10 DAYS FOR FALLS LAKE WATERSHED UNLESS
THERE IS ZERO SLOPE
NOTE: AFTER THE PERMANENT CESSATION OF CONSTRUCTION ACTIVITIES, ANY AREAS WITH
TEMPORARY GROUND STABILIZATION SHALL BE CONVERTED TO PERMANENT GROUND STABILIZATION
AS SOON AS PRACTICABLE BUT IN NO CASE LONGER THAN 90 CALENDAR DAYS AFTER THE LAST LAND
DISTURBING ACTIVITY. TEMPORARY GROUND STABILIZATION SHALL BE MAINTAINED IN A MANNER
TO RENDER THE SURFACE STABLE AGAINST ACCELERATED EROSION UNTIL PERMANENT GROUND
GROUND STABILIZATION SPECIFICATION
STABILIZE THE GROUND SUFFICIENTLY SO THAT RAIN WILL NOT DISLODGE THE SOIL. USE ONE OF THE
TECHNIQUES IN THE TABLE BELOW:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. SELECT FLOCCULANTS THAT ARE APPROPRIATE FOR THE SOILS BEING EXPOSED DURING
CONSTRUCTION, SELECTING FROM THE NC DWR LIST OFAPPROVED PAMS/FLOCCULANTS.
2. APPLY FLOCCULANTS AT OR BEFORE THE INLETS TO EROSION AND SEDIMENT CONTROL
MEASURES.
3. APPLY FLOCCULANTS AT THE CONCENTRATIONS SPECIFIED IN THE NC DWR LIST OFAPPROVED
PAMS/FLOCCULANTS AND IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS.
4. PROVIDE PONDING AREA FOR CONTAINMENT OF TREATED STORMWATER BEFORE
DISCHARGING OFFSITE.
5. STORE FLOCCULANTS IN LEAK -PROOF CONTAINERS THAT ARE KEPT UNDER STORM -RESISTANT
COVER OR SURROUNDED BY SECONDARY CONTAINMENT STRUCTURES.
EQUIPMENT AND VEHICLE MAINTENANCE
1. MAINTAIN VEHICLES AND EQUIPMENT TO PREVENT DISCHARGE OF FLUIDS.
2. PROVIDE DRIP PANS UNDER ANY STORED EQUIPMENT.
3. IDENTIFY LEAKS AND REPAIR AS SOON AS FEASIBLE, OR REMOVE LEAKING EQUIPMENT FROM
THE PROJECT.
4. COLLECT ALL SPENT FLUIDS, STORE IN SEPARATE CONTAINERS AND PROPERLY DISPOSE AS
HAZARDOUS WASTE (RECYCLE WHEN POSSIBLE).
5. REMOVE LEAKING VEHICLES AND CONSTRUCTION EQUIPMENT FROM SERVICE UNTIL THE
PROBLEM HAS BEEN CORRECTED.
6. BRING USED FUELS, LUBRICANTS, COOLANTS, HYDRAULIC FLUIDS AND OTHER PETROLEUM
PRODUCTS TO A RECYCLING OR DISPOSAL CENTER THAT HANDLES THESE MATERIALS.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. NEVER BURY OR BURN WASTE. PLACE LITTER AND DEBRIS IN APPROVED WASTE CONTAINERS.
2. PROVIDE A SUFFICIENT NUMBER AND SIZE OF WASTE CONTAINERS (E.G DUMPSTER, TRASH
RECEPTACLE) ON SITE TO CONTAIN CONSTRUCTION AND DOMESTIC WASTES.
3. LOCATE WASTE CONTAINERS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND
SURFACE WATERS UNLESS NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE.
4. LOCATE WASTE CONTAINERS ON AREAS THAT DO NOT RECEIVE SUBSTANTIAL AMOUNTS OF
RUNOFF FROM UPLAND AREAS AND DOES NOT DRAIN DIRECTLY TO A STORM DRAIN, STREAM
OR WETLAND.
5. COVER WASTE CONTAINERS AT THE END OF EACH WORKDAY AND BEFORE STORM EVENTS OR
PROVIDE SECONDARY CONTAINMENT. REPAIR OR REPLACE DAMAGED WASTE CONTAINERS.
6. ANCHOR ALL LIGHTWEIGHT ITEMS IN WASTE CONTAINERS DURING TIMES OF HIGH WINDS.
7. EMPTY WASTE CONTAINERS AS NEEDED TO PREVENT OVERFLOW. CLEAN UP IMMEDIATELY IF
CONTAINERS OVERFLOW.
8. DISPOSE WASTE OFF -SITE AT AN APPROVED DISPOSAL FACILITY.
9. ON BUSINESS DAYS, CLEAN UP AND DISPOSE OF WASTE IN DESIGNATED WASTE CONTAINERS.
PAINT AND OTHER LIQUID WASTE
1. DO NOT DUMP PAINT AND OTHER LIQUID WASTE INTO STORM DRAINS, STREAMS OR
WETLANDS.
2. LOCATE PAINT WASHOUTS AT LEAST 50 FEET AWAY FROM STORM DRAIN INLETS AND SURFACE
WATERS UNLESS NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE.
3. CONTAIN LIQUID WASTES IN A CONTROLLED AREA.
4. CONTAINMENT MUST BE LABELED, SIZED AND PLACED APPROPRIATELY FOR THE NEEDS OF SITE.
5. PREVENT THE DISCHARGE OF SOAPS, SOLVENTS, DETERGENTS AND OTHER LIQUID WASTES
FROM CONSTRUCTION SITES.
PORTABLE TOILETS
1. INSTALL PORTABLE TOILETS ON LEVEL GROUND, AT LEAST 50 FEET AWAY FROM STORM DRAINS,
STREAMS OR WETLANDS UNLESS THERE IS NO ALTERNATIVE REASONABLY AVAILABLE. IF 50
FOOT OFFSET IS NOT ATTAINABLE, PROVIDE RELOCATION OF PORTABLE TOILET BEHIND SILT
FENCE OR PLACE ON A GRAVEL PAD AND SURROUND WITH SAND BAGS.
2. PROVIDE STAKING OR ANCHORING OF PORTABLE TOILETS DURING PERIODS OF HIGH WINDS OR
IN HIGH FOOT TRAFFIC AREAS.
3. MONITOR PORTABLE TOILETS FOR LEAKING AND PROPERLY DISPOSE OF ANY LEAKED MATERIAL.
UTILIZE A LICENSED SANITARY WASTE HAULER TO REMOVE LEAKING PORTABLE TOILETS AND
REPLACE WITH PROPERLY OPERATING UNIT.
EARTHEN STOCKPILE MANAGEMENT
1. SHOW STOCKPILE LOCATIONS ON PLANS. LOCATE EARTHEN -MATERIAL STOCKPILE AREAS AT
LEAST 50 FEET AWAY FROM STORM DRAIN INLETS, SEDIMENT BASINS, PERIMETER SEDIMENT
CONTROLS AND SURFACE WATERS UNLESS IT CAN BE SHOWN NO OTHER ALTERNATIVES ARE
REASONABLY AVAILABLE.
2. PROTECT STOCKPILE WITH SILT FENCE INSTALLED ALONG TOE OF SLOPE WITH A MINIMUM
OFFSET OF FIVE FEET FROM THE TOE OF STOCKPILE.
3. PROVIDE STABLE STONE ACCESS POINT WHEN FEASIBLE.
4. STABILIZE STOCKPILE WITHIN THE TIMEFRAMES PROVIDED ON THIS SHEET AND IN
ACCORDANCE WITH THE APPROVED PLAN AND ANY ADDITIONAL REQUIREMENTS. SOIL
STABILIZATION IS DEFINED AS VEGETATIVE, PHYSICAL OR CHEMICAL COVERAGE TECHNIQUES
THAT WILL RESTRAIN ACCELERATED EROSION ON DISTURBED SOILS FOR TEMPORARY OR
PERMANENT CONTROL NEEDS.
NCGO I GROUND STABILIZATION AND MATERIALS HANDLING
(TYP.)
S
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
PS
11SANDBAGS (TYP.)
SIDE OR STAPLES
(TYP.
CLEARLY MARKED SIGNAGE SECTION A -A
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75% OF THE STRUCTURES CAPACITY.
PLAN &CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARLY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
.,,,AGS (TYP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT
PLAN
SANDBAGS(TYP.)
OR STAPLES
0 MIL
HIGH
COHESIVE 8
PLASTIC LINING
LOW FILTRATION
-1:1 SIDE SLOPE
SOIL BERM
I (TYP.)
SECTION B-B
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES
SHALL BE MAINTAINED WHEN THE LIQUID
AND/OR SOLID REACHES 75% OF THE
STRUCTURES CAPACITY TO PROVIDE
ADEQUATE HOLDING CAPACITY WITH A
MINIMUM 12 INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE NEEDS
TO BE CLEARLY MARKED WITH SIGNAGE
NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE WASHOUTS
1. DO NOT DISCHARGE CONCRETE OR CEMENT SLURRY FROM THE SITE.
2. DISPOSE OF, OR RECYCLE SETTLED, HARDENED CONCRETE RESIDUE IN ACCORDANCE WITH
LOCAL AND STATE SOLID WASTE REGULATIONS AND AT AN APPROVED FACILITY.
3. MANAGE WASHOUT FROM MORTAR MIXERS IN ACCORDANCE WITH THE ABOVE ITEM AND IN
ADDITION PLACE THE MIXER AND ASSOCIATED MATERIALS ON IMPERVIOUS BARRIER AND
WITHIN LOT PERIMETER SILT FENCE.
4. INSTALL TEMPORARY CONCRETE WASHOUTS PER LOCAL REQUIREMENTS, WHERE APPLICABLE.
IF AN ALTERNATE METHOD OR PRODUCT IS TO BE USED, CONTACT YOUR APPROVAL
AUTHORITY FOR REVIEW AND APPROVAL. IF LOCAL STANDARD DETAILS ARE NOT AVAILABLE,
USE ONE OF THE TWO TYPES OF TEMPORARY CONCRETE WASHOUTS PROVIDED ON THIS
DETAIL.
5. DO NOT USE CONCRETE WASHOUTS FOR DEWATERING OR STORING DEFECTIVE CURB OR
SIDEWALK SECTIONS. STORMWATER ACCUMULATED WITHIN THE WASHOUT MAY NOT BE
PUMPED INTO OR DISCHARGED TO THE STORM DRAIN SYSTEM OR RECEIVING SURFACE
WATERS. LIQUID WASTE MUST BE PUMPED OUT AND REMOVED FROM PROJECT.
6. LOCATE WASHOUTS AT LEAST 50 FEET FROM STORM DRAIN INLETS AND SURFACE WATERS
UNLESS IT CAN BE SHOWN THAT NO OTHER ALTERNATIVES ARE REASONABLY AVAILABLE. AT A
MINIMUM, INSTALL PROTECTION OF STORM DRAIN INLET(S) CLOSEST TO THE WASHOUT
WHICH COULD RECEIVE SPILLS OR OVERFLOW.
7. LOCATE WASHOUTS IN AN EASILY ACCESSIBLE AREA, ON LEVEL GROUND AND INSTALL A STONE
ENTRANCE PAD IN FRONT OF THE WASHOUT. ADDITIONAL CONTROLS MAY BE REQUIRED BY
THE APPROVING AUTHORITY.
8. INSTALL AT LEAST ONE SIGN DIRECTING CONCRETE TRUCKS TO THE WASHOUT WITHIN THE
PROJECT LIMITS. POST SIGNAGE ON THE WASHOUT ITSELF TO IDENTIFY THIS LOCATION.
9. REMOVE LEAVINGS FROM THE WASHOUT WHEN AT APPROXIMATELY 75% CAPACITY TO LIMIT
OVERFLOW EVENTS. REPLACE THE TARP, SAND BAGS OR OTHER TEMPORARY STRUCTURAL
COMPONENTS WHEN NO LONGER FUNCTIONAL. WHEN UTILIZING ALTERNATIVE OR
PROPRIETARY PRODUCTS, FOLLOW MANUFACTURER'S INSTRUCTIONS.
10. AT THE COMPLETION OF THE CONCRETE WORK, REMOVE REMAINING LEAVINGS AND DISPOSE
OF IN AN APPROVED DISPOSAL FACILITY. FILL PIT, IF APPLICABLE, AND STABILIZE ANY
DISTURBANCE CAUSED BY REMOVAL OF WASHOUT.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. STORE AND APPLY HERBICIDES, PESTICIDES AND RODENTICIDES IN ACCORDANCE WITH LABEL
RESTRICTIONS.
2. STORE HERBICIDES, PESTICIDES AND RODENTICIDES IN THEIR ORIGINAL CONTAINERS WITH
THE LABEL, WHICH LISTS DIRECTIONS FOR USE, INGREDIENTS AND FIRST AID STEPS IN CASE OF
ACCIDENTAL POISONING.
3. DO NOT STORE HERBICIDES, PESTICIDES AND RODENTICIDES IN AREAS WHERE FLOODING IS
POSSIBLE OR WHERE THEY MAY SPILL OR LEAK INTO WELLS, STORMWATER DRAINS, GROUND
WATER OR SURFACE WATER. IF A SPILL OCCURS, CLEAN AREA IMMEDIATELY.
4. DO NOT STOCKPILE THESE MATERIALS ONSITE.
HAZARDOUS AND TOXIC WASTE
1. CREATE DESIGNATED HAZARDOUS WASTE COLLECTION AREAS ON -SITE.
2. PLACE HAZARDOUS WASTE CONTAINERS UNDER COVER OR IN SECONDARY CONTAINMENT.
3. DO NOT STORE HAZARDOUS CHEMICALS, DRUMS OR BAGGED MATERIALS DIRECTLY ON THE
GROUND.
EFFECTIVE: 04/01 / 19
>too.
sheville
REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
-�o
0 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
NOTES (SHEET 2 OF 3)
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY: J.C.W.
DRAWN BY: J.C.W.
CHECKED BY: J.M.M.
APPROVED BY: J.M.M.
DATE: FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-02

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PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
SELF -INSPECTIONS ARE REQUIRED DURING NORMAL BUSINESS HOURS IN ACCORDANCE WITH THE
TABLE BELOW. WHEN ADVERSE WEATHER OR SITE CONDITIONS WOULD CAUSE THE SAFETY OF THE
INSPECTION PERSONNEL TO BE IN JEOPARDY, THE INSPECTION MAY BE DELAYED UNTIL THE NEXT
BUSINESS DAY ON WHICH IT IS SAFE TO PERFORM THE INSPECTION. IN ADDITION, WHEN A STORM
EVENT OF EQUAL TO OR GREATER THAN 1.0 INCH OCCURS OUTSIDE OF NORMAL BUSINESS HOURS,
THE SELF -INSPECTION SHALL BE PERFORMED UPON THE COMMENCEMENT OF THE NEXT BUSINESS
DAY. ANYTIME WHEN INSPECTIONS WERE DELAYED SHALL BE NOTED IN THE INSPECTION RECORD.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: THE RAIN INSPECTION RESETS THE REQUIRED 7 CALENDAR DAY INSPECTION REQUIREMENT.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC PLAN DOCUMENTATION
THE APPROVED E&SC PLAN AS WELL AS ANY APPROVED DEVIATION SHALL BE KEPT ON THE SITE. THE
APPROVED E&SC PLAN MUST BE KEPT UP-TO-DATE THROUGHOUT THE COVERAGE UNDER THIS
PERMIT. THE FOLLOWING ITEMS PERTAINING TO THE E&SC PLAN SHALL BE KEPT ON SITE AND
AVAILABLE FOR INSPECTION AT ALL TIMES DURING NORMAL BUSINESS HOURS.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. ADDITIONAL DOCUMENTATION TO BE KEPT ON SITE
IN ADDITION TO THE E&SC PLAN DOCUMENTS ABOVE, THE FOLLOWING ITEMS SHALL BE KEPT ON THE
SITE AND AVAILABLE FOR INSPECTORS AT ALL TIMES DURING NORMAL BUSINESS HOURS, UNLESS THE
DIVISION PROVIDES A SITE -SPECIFIC EXEMPTION BASED ON UNIQUE SITE CONDITIONS THAT MAKE
THIS REQUIREMENT NOT PRACTICAL:
(a) THIS GENERAL PERMIT AS WELL AS THE CERTIFICATE OF COVERAGE, AFTER IT IS RECEIVED.
(b) RECORDS OF INSPECTIONS MADE DURING THE PREVIOUS TWELVE MONTHS. THE PERMITTEE
SHALL RECORD THE REQUIRED OBSERVATIONS ON THE INSPECTION RECORD FORM PROVIDED BY
THE DIVISION OR A SIMILAR INSPECTION FORM THAT INCLUDES ALL THE REQUIRED ELEMENTS.
USE OF ELECTRONICALLY -AVAILABLE RECORDS IN LIEU OF THE REQUIRED PAPER COPIES WILL BE
ALLOWED IF SHOWN TO PROVIDE EQUAL ACCESS AND UTILITY AS THE HARD -COPY RECORDS.
3. DOCUMENTATION TO BE RETAINED FOR THREE YEARS
ALL DATA USED TO COMPLETE THE E-NOI AND ALL INSPECTION RECORDS SHALL BE MAINTAINED FOR A PERIOD
OF THREE YEARS AFTER PROJECT COMPLETION AND MADE AVAILABLE UPON REQUEST. [40 CFR 122.411
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
SEDIMENT BASINS AND TRAPS THAT RECEIVE RUNOFF FROM DRAINAGE AREAS OF ONE ACRE OR MORE SHALL USE OUTLET STRUCTURES THAT WITHDRAW WATER FROM THE SURFACE WHEN THESE DEVICES NEED TO BE
DRAWN DOWN FOR MAINTENANCE OR CLOSE OUT UNLESS THIS IS INFEASIBLE. THE CIRCUMSTANCES IN WHICH IT IS NOT FEASIBLE TO WITHDRAW WATER FROM THE SURFACE SHALL BE RARE (FOR EXAMPLE, TIMES WITH
EXTENDED COLD WEATHER). NON -SURFACE WITHDRAWALS FROM SEDIMENT BASINS SHALL BE ALLOWED ONLY WHEN ALL OF THE FOLLOWING CRITERIA HAVE BEEN MET:
(a) THE E&SC PLAN AUTHORITY HAS BEEN PROVIDED WITH DOCUMENTATION OF THE NON -SURFACE WITHDRAWAL AND THE SPECIFIC TIME PERIODS OR CONDITIONS IN WHICH IT WILL OCCUR. THE NON -SURFACE
WITHDRAWAL
SHALL NOT COMMENCE UNTIL THE E&SC PLAN AUTHORITY HAS APPROVED THESE ITEMS,
(b) THE NON -SURFACE WITHDRAWAL HAS BEEN REPORTED AS AN ANTICIPATED BYPASS IN ACCORDANCE WITH PART III, SECTION C, ITEM (2)(C) AND (D) OF THIS PERMIT,
(c) DEWATERING DISCHARGES ARE TREATED WITH CONTROLS TO MINIMIZE DISCHARGES OF POLLUTANTS FROM STORMWATER THAT IS REMOVED FROM THE SEDIMENT BASIN. EXAMPLES OF APPROPRIATE CONTROLS
INCLUDE
PROPERLY SITED, DESIGNED AND MAINTAINED DEWATERING TANKS, WEIR TANKS, AND FILTRATION SYSTEMS,
(d) VEGETATED, UPLAND AREAS OF THE SITES OR A PROPERLY DESIGNED STONE PAD IS USED TO THE EXTENT FEASIBLE AT THE OUTLET OF THE DEWATERING TREATMENT DEVICES DESCRIBED IN ITEM (C) ABOVE,
(e) VELOCITY DISSIPATION DEVICES SUCH AS CHECK DAMS, SEDIMENT TRAPS, AND RIPRAP ARE PROVIDED AT THE DISCHARGE POINTS OF ALL DEWATERING DEVICES, AND
(f) SEDIMENT REMOVED FROM THE DEWATERING TREATMENT DEVICES DESCRIBED IN ITEM (C) ABOVE IS DISPOSED OF IN A MANNER THAT DOES NOT CAUSE DEPOSITION OF SEDIMENT INTO WATERS OF THE UNITED
STATES.
NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. OCCURRENCES THAT MUST BE REPORTED
PERMITTEES SHALL REPORT THE FOLLOWING OCCURRENCES:
(a) VISIBLE SEDIMENT DEPOSITION IN A STREAM OR WETLAND.
(b) OIL SPILLS IF:
• THEY ARE 25 GALLONS OR MORE,
• THEY ARE LESS THAN 25 GALLONS BUT CANNOT BE CLEANED UP WITHIN 24 HOURS,
• THEY CAUSE SHEEN ON SURFACE WATERS (REGARDLESS OF VOLUME), OR
• THEY ARE WITHIN 100 FEET OF SURFACE WATERS (REGARDLESS OF VOLUME).
(C) RELEASES OF HAZARDOUS SUBSTANCES IN EXCESS OF REPORTABLE QUANTITIES UNDER SECTION
311 OF THE CLEAN WATER ACT (REF: 40 CFR 110.3 AND 40 CFR 117.3) OR SECTION 102 OF
CERCLA (REF: 40 CFR 302.4) OR G.S. 143-215.85.
(d) ANTICIPATED BYPASSES AND UNANTICIPATED BYPASSES.
(e) NONCOMPLIANCE WITH THE CONDITIONS OF THIS PERMIT THAT MAY ENDANGER HEALTH OR THE
ENVIRONMENT.
2. REPORTING TIMEFRAMES AND OTHER REQUIREMENTS
AFTER A PERMITTEE BECOMES AWARE OF AN OCCURRENCE THAT MUST BE REPORTED, HE SHALL
CONTACT THE APPROPRIATE DIVISION REGIONAL OFFICE WITHIN THE TIMEFRAMES AND IN
ACCORDANCE WITH THE OTHER REQUIREMENTS LISTED BELOW. OCCURRENCES OUTSIDE NORMAL
BUSINESS HOURS MAY ALSO BE REPORTED TO THE DEPARTMENT'S ENVIRONMENTAL EMERGENCY
CENTER PERSONNEL AT [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
o
Within 24 hours, an oral or electronic notification.
deposition in a
.
Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
•
If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
o
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
o
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
o
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
.
Within 24 hours, an oral or electronic notification.
with the conditions
o
Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(I)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
•
Division staff may waive the requirement for a written report on a
case -by -case basis.
EFFECTIVE: 04/01/19
>too.
sheville
REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
-�o
Awl
0 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
NOTES (SHEET 3 OF 3)
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY: J.C.W.
DRAWN BY: J.C.W.
CHECKED BY: J.M.M.
APPROVED BY: J.M.M.
DATE: FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-03

>too.
sheville
REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
-�o
0 p
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
PLAN - PHASE 1
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY:
J.C.W.
DRAWN BY:
J.C.W.
CHECKED BY:
J.M.M.
APPROVED BY:
J.M.M.
DATE:
FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-04

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PROPOSED TEMPORARY SILT
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LIMITS OF CONSTRUCTION
SF
NORTH
0 15' 30' 60'
SCALE: 1" = 30'
>too.
Asheville
REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
0 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
PLAN - PHASE 2
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY:
J.C.W.
DRAWN BY:
J.C.W.
CHECKED BY:
J.M.M.
APPROVED BY:
J.M.M.
DATE:
FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-05

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RIP RAP -CLASS B, o
FACED WITH # 57 c%)
4' MAX FILTER STONE
1. SILT FENCE STONE OUTLET SHALL BE INSTALLED ALONG PERIMETER OF THE
GRADING LIMITS AT 100 FOOT INTERVALS, LOW SPOTS AND AS ORDERED BY THE
ENGINEER. OUTLETS SHOULD ALSO BE INSTALLED AT OUTFALLS FOR TEMPORARY
SLOPE DRAINS OR COMBINATION OF OUTFALLS. DRAINAGE AREAS OF OUTLETS
SHOULD BE MINIMIZED AS PRACTICAL.
2. THE COST OF STONE SHALL BE INCIDENTAL TO SILT FENCE.
3. THIS METHOD IS TO BE USED ON BOTH SILT FENCE AND SPECIAL SEDIMENT
CONTROL FENCE.
SILT FENCE STONE OUTLET DETAIL
NOT TO SCALE
PUBLIC STREET /
EXISTING
PAVEMENT
do 50' MINIMUM
Mon
6" MINIMUM THICKNESS
\ FILTER FABRIC UNDER STONE
EXISTING GROUND
50' MINIMUM
PUBLIC STREET
/EXISTING PAVEMENT
1. A STABILIZED PAD OF RAILROAD BALLAST SHALL BE LOCATED WHERE TRAFFIC WILL ENTER OR
LEAVE A CONSTRUCTION SITE ON TO A PUBLIC STREET.
2. STONE TO BE 2" - 3" STONE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR
FLOWING OF SEDIMENT. STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY
MEASURES USED TO TRAP SEDIMENT.
4. ALL SEDIMENT SPILLED, DROPPED WASHED OR TRACKED ONTO PUBLIC STREETS MUST BE
REMOVED IMMEDIATELY.
5. WHEN NECESSARY, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A
PUBLIC STREET. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH
CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.
6. FILTER FABRIC SHALL BE MIRAFI 500 OR EQUAL.
STABILIZED CONSTRUCTION ENTRANCE DETAIL
NOT TO SCALE
18"
STEEL POST
WIRE MESH
FILTER FABRIC
p _ EXISTING
co Ili FvII I I- GROUND
N =III_ II I LINE
4" ANCHOR FABRIC AS SHOWN AND
COMPACT BACKFILL ABOVE IT
�C/%TIr%kI
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE
6' MAX. TRA STRENGTH FABRIC WITHOUT WIRE FENCE
ANCHOR FABRIC TO WIRE SEE NOTES REGARDING -
MESH WITH PLASTIC TIES MESH AND FABRIC
MIDWAY BETWEEN POSTS ATTACHMENT TO POSTS
MAX. WIRE �
FABRIC MESH
OPENING SIZE
= 36 SQ. IN.
FILTER FABRIC
6" (SEE NOTE 2)
ELEVATION
1 I" 1 "1 % ­11 IN"
SECTION A -A
PIPE OUTLET TO FLAT AREA -NO
WELL-DEFINED CHANNEL
r L/�IV
""„'T"'" ""'� r""T'"JG TO CENTER OF
41
o w cn
N U
SILT FENCE NOTES:
1. SEDIMENT ACCUMULATIONS SHALL BE REMOVED WHEN THE DEPOSITS REACH
APPROXIMATELY HALF THE HEIGHT OF THE FABRIC. SHOULD THE FILTER FABRIC
COLLAPSE, TEAR, DECOMPOSE, DETERIORATE OR BECOME INEFFECTIVE, IT SHALL BE
REPLACED IMMEDIATELY.
2. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR
POLYESTER CONFORMING TO ASTM D 6461 AND SHOULD CONTAIN ULTRAVIOLET RAY
INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS EXPECTED USABLE
CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0° F TO 102° F.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE MIN. 14 GAUGE
WIRE FENCE WITH MAX. MESH SPACING OF 6 INCHES.
4. IF EXTRA STRENGTH FABRIC IS UTILIZED (ASTM D 4641), WIRE MESH IS OPTIONAL.
5. POSTS SHALL BE 1.33 LB/LF STEEL WITH MIN. LENGTH OF 5 FEET AND PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
6. ATTACH WIRE MESH TO POST WITH MIN. 4 WIRE OR PLASTIC TIES.
7. ATTACH FILTER FABRIC TO EACH POST WITH MIN. 3 WIRE OR PLASTIC TIES WITHIN THE
TOP 8 INCHES OF THE FABRIC.
8. CONSTRUCT FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE
FILTER FABRIC ONLY TO A SUPPORT POST WITH 4 FEET MIN. OVERLAP TO THE NEXT
POST.
9. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
10. THE USE OF SILT FENCE TO ENCOMPASS OR ENCIRCLE DRAINAGE INLETS AND
STRUCTURES IS PROHIBITED. ANY DAMAGED CAUSED BY THE USE OF SILT FENCE NOT
SPECIFICALLY ALLOWED SHALL BE REPAIRED BY THE CONTRACTOR AT NO COST TO THE
OWNER.
11. AT NO TIME SHALL SILT FENCE BE PLACED WITHIN CONCENTRATED FLOW, EXISTING OR
PROPOSED DITCHES, OR TEMPORARY DITCHES AND CONVEYANCE MEASURES.
TEMPORARY SILT FENCE
NOT TO SCALE
SECTION A -A
PIPE OUTLET TO
WELL-DEFINED CHANNEL
KET
1. La IS THE LENGTH OF THE RIPRAP APRON.
2. D = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS
THAN 6".
3. IN A WELL DEFINED CHANNEL, EXTEND THE APRON UP THE
CHANNEL BANKS TO AN ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF THE BANK, WHICHEVER
IS LESS.
4. A FILTER BLANKET, OR FILTER FABRIC, SHOULD BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
RIPRAP OUTLET PROTECTION
NOT TO SCALE
RIPRAP CHART
STR. NO.
OUTLET DESCRIPTION
PIPE SIZE (IN)
RIPRAP CLASS
RIPRAP DEPTH (D) (IN)
La FT
W FT
S-6
OUTLET PROTECTION
18"
CLASS B
8.1"
9
10.5
S-7
OUTLET PROTECTION
15"
CLASS B
8.1"
8.0
9.25
RIPRAP OUTLET PROTECTION CONSTRUCTION
SPECIFICATIONS
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS THE
REQUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT ANY FILL
REQUIRED IN THE SUBGRADE TO THE DENSITY OF THE SURROUNDING
UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE ON UNDISTURBED SOIL
MAY ALSO BE FILLED BY INCREASING THE RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED GRADING
LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REQUIREMENTS AND BE
PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING INSTALLATION.
REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND PLACING ANOTHER PIECE
OF FILTER CLOTH OVER THE DAMAGED AREA. ALL CONNECTING JOINTS SHOULD
OVERLAP A MINIMUM OF 1 FT. IF THE DAMAGE IS EXTENSIVE, REPLACE THE
ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT. CARE SHOULD BE TAKEN TO AVOID
DAMAGING THE FILTER FABRIC.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE MAXIMUM
STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH QUARRY STONE. IT SHOULD BE HARD,
ANGULAR, HIGHLY WEATHER -RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON GRADE AS SHOWN ON PLAN WITH NO OVERFALL AT THE
END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL WITH
THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING STREAM
AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A CURVE IS NEEDED
TO FIT SITE CONDITIONS, PLACE IT IN THE UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED AREAS WITH
VEGETATION. MAINTENANCE INSPECT RIPRAP OUTLET STRUCTURES AFTER
HEAVY RAINS TO SEE IF ANY EROSION AROUND OR BELOW THE RIPRAP HAS
TAKEN PLACE OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL
NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
10. EXISTING FLARED END SECTIONS SHOWN ON THE PLANS SHALL HAVE THE
EXISTING OUTLET OR INLET PROTECTION MAINTAINED THROUGHOUT THE
ENTIRE DURATION OF THE PROJECT. AT THE BEGINNING OF THE PROJECT, IF
THE EXISTING OUTLET OR INLET PROTECTION IS IN SATISFACTORY CONDITION,
THE OUTLET AND INLET PROTECTION SHALL BE MONITORED. IF THE EXISTING
OUTLET OR INLET PROTECTION IS NOT IN SATISFACTORY CONDITION OR NEEDS
TO BE ADDRESSED TO MEET NCDEQ REQUIREMENTS, THE CONTRACTOR SHALL
ADD THE REQUIRED RIPRAP TO MEET THE REQUIREMENTS.
11. ALL RIPRAP SHALL BE CONSIDERED INCIDENTAL TO THE COST OF THE SKIMMER
BASIN.
00 >f
010
e e
REGIONAL AIRPORTT
e
i
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSV[LLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
0 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
DETAILS (SHEET 1 OF 3)
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY:
J.C.W.
DRAWN BY:
J.C.W.
CHECKED BY:
J.M.M.
APPROVED BY:
J.M.M.
DATE:
FEBRUARY 2022
STATE LICENSE #
N.C. C-2450
PROJECT NO.
2021.0076.01
SHEET NUMBER
EC-06

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NOTES:
DEWATERING
CONCRETE BLOCK
�-- 2:1 SLOPE, GRAVEL FILTER
lAirnr cInnrrni
16"
METAL P
BAFFLE DETAIL
TOP OF BAFFLE SHOULD BE 6"
HIGHER THAN THE BOTTOM OF
THE EMERGENCY SPILLWAY
"HOG WIRE" TO BE A MIN.
OF 6" X 6" SQUARE MESH
NOTES
1. DRIVE STEEL FENCE POST AT LEAST 18" INTO
THE GROUND.
2. WOOD POSTS ARE NOT ACCEPTABLE.
3. USE STAPLES 1' APART TO ATTACH FABRIC
TO "HOG WIRE".
4. BAFFLE SPACED AS PER PLAN (BAFFLES TO
BE SPACED AT A MINIMUM OF 10' APART).
5. DIVERSION SWALES SHALL ENTER THE BASIN
SO THAT THE FLOW IS DIRECTED THROUGH
AT LEAST TWO LENGTHS OF BAFFLES.
6. BAFFLES SHALL BE CONSIDERED INCIDENTAL
TO THE COST OF THE SKIMMER BASIN.
4' MAX. BETWEEN
POSTS
BAFFLE TO CONSIST OF A
COMBINATION OF SOIL AND
COCONUT FIBRE WEAVE
BLOCK AND GRAVEL INLET PROTECTION " "
., ,..
NOT TO SCALE BOTTOM OF BAFFLE PLACED IN �\,0 + +', ,'.'.`.
A 6" DEEP TRENCH AND THEN
FILLED SOIL AND COMPACTED
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE ON THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCH BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF THE BLOCK AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL
SUPPORT AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO
SUBSEQUENT ROWS BY PLACING 2x4 WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2-INCH OPENING OVER ALL
BLOCK OPENING TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4-TO 1/2-INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON A
2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
BAFFLE DETAIL FOR USE IN BASINS
NOT TO SCALE
COMPACTED BERM
SEED AND MULCH
AFTER CONSTRUCTION
2'-0"
MIN. NATURAL
2 GROUND
FLOW — LINE
12" MIN.
\ \ \ \ \ \ 2 — — — —
\/�\/��/�\/��\//�\//�\//i\/\
SEED AND MULCH CHANNEL /\\%\\ / \\�\/ 6-0" (TYP.)
AFTER DIGGING
TEMPORARY DIVERSION DITCH
NOT TO SCALE
sheville
00
REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
0 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
DETAILS (SHEET 2 OF 3)
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY:
DRAWN BY:
CHECKED BY: J.M.M.
APPROVED BY: J.M.M.
DATE: FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-07

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"'"TER ENTRY UNIT
"C" ENCLOSURE
PVC END CAP PERSPECTIVE VIEW PVC VENT PIPE
SCHEDULE 40 PVC PIPE ---\
/-- SCHEDULE 40 PVC PIPE
000 00 WATER SURFACE
PVC END CAP
PVC PIPE 1/2 " DIA.
PVC TEE HOLES IN UNDERSIDE
FLEXIBLE
HOSE
M10191R11XTIT1
BOTTOM SURFACE
SKIMMER DETAIL
NOT TO SCALE
ORIFICE PLATE
PVC TEE
SKIMMER BY W. FAIRCLOTH
OR APPROVED EQUAL
FRONT VIEW
SKIMMER CHART
BASIN ID
DRAINAGE AREA (ACRES)
DISTURBED AREA
BASIN SIZE*
SKIMMER SIZE
ORIFICE SIZE
(ACRES)
VOLUME (CF)
(IN)
(IN)
NOA
1.69
1.69
7,555
2
1.25
SEDIMENT
CLEAN OUT
ELEVATION
_WATER_ELEVA_TLON25�-Y]R EVENL2165_32
WATER ELEVATION 10-YR EVENT: 2165.20'
— — — — — — — — — — — — — — — — — —
INSTALL BAFFLES
(SEE BAFFLE DETAIL)
IN BASIN AND LOCATE
PER PLAN LAYOUT
TOP OF DAM ELEV.: 2168'
SPILLWAY CREST ELEV: 2167'
Y I
CLEAN OUT
STAKE
BOTTOM OF BASIN —J
CINDER BLOCK FOR
SKIMMER TO REST ON
SKIMMER (SEE DETAIL)
`YNAIIk
12"
T
REMOVABLE TRASH RACK IS OPTIONAL
FOR EASE IN MAINTENANCE.
TRASH RACK
WELDED TO RISER
6" ORIFICE
INVERT ELEV.
2164'
- CONCRETE ANCHOR(S)
TEMPORARY SKIMMER BASIN NO. 1
NOT TO SCALE
3
15" OUTFALL RCP
(SEE CHART)
ANTI -SEEP COLLARS
SIZE, QUANTITY AND
SPACING VARIES
INVERT
ELEV. A
36" DIAMETER
REINFORCED
CONCRETE RISER
TOP WIDTH VARIES
(SEE PLANS)
3
11
INVERT
ELEV. B
SKI
TO BE REN
AFTER CONVE
6" ORIFICE NOW
OPEN AFTER
n/>nn /rmclIllKI
RISER STRUCTURE
PLAN VIEW
BASIN DATA BLOCK
BASIN ID
RISER SIZE
OUTFALL PIPE
OUTFALL PIPE
OUTFALL PIPE
Y
H
Z
TOP ELEV.
SPILLWAY ELEV.
SPILLWAY WIDTH
BOTTOM ELEV.
REQUIRED VOLUME
PROVIDED
REQUIRED
SURFACE AREA
PROVIDED
SURFACE AREA
PIPE INVERT
PIPE INVERT
SEDIMENT BASIN
DIAMETER
LENGTH
SLOPE
(CF)
VOLUME (CF)
(SF)
(SF)
ELEV. A
ELEV. B
TOP WIDTH (FT)
NO.1
36"
15"
54.79'
2.72%
5'
4'
3'
2168'
2167'
12'
2164'
3,042
7,555
3,078
3,902
2164'
2162.51'
44.0'
>too,"
sheville
00
REGIONAL AIRPORT
e
AVCON, INC.
ENGINEERS & PLANNERS
10115 KINCEY AVENUE, SUITE
140 HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
100% SUBMITTAL
NOT RELEASED FOR
CONSTRUCTION
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
--moo
0 0
KEY PLAN
TERMINAL EXPANSION PROJECT
CONTRACTOR STAGING AREA
EROSION AND
SEDIMENT CONTROL
DETAILS (SHEET 3 OF 3)
kii—
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: AS NOTED
REVISIONS:
DESIGNED BY:
DRAWN BY:
CHECKED BY: J.M.M.
APPROVED BY: J.M.M.
DATE: FEBRUARY 2022
STATE LICENSE # N.C. C-2450
PROJECT NO. 2021.0076.01
SHEET NUMBER
EC-08

APPENDIX D
OPERATION AND MAINTENANCE MANUAL

NCDEQ Stormwater Desiqn Manual
Nc- Environmental
Quality
A-7. SCM Operation & Maintenance
• 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
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

Environmental
NCDEQ Stormwater Design Manual 1C.
Quality
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

Environmental
NCDEQ Stormwater Design Manual KC
Quality
Table 1: Required Inspection Frequency for SCMs
Monthly and within 24 hours after every water
quality storm (greater than 1.5 inches in
Coastal Counties and greater than 1.0 inch
elsewhere)
Quarterly and within 24 hours after every water
quality storm (greater than 1.5 inches in
Coastal Counties and greater than 1.0 inch
elsewhere)
Stormwater Wetlands
Wet Detention Basins
Bioretention Cells
Level Spreaders
Infiltration Devices
Sand Filters
Extended Dry Detention Basins
Permeable Pavement
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

Environmental
NCDEQ Stormwater Design Manual KC
Quality
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

Environmenm!
NCDEQ Stormwater Design Manual Quality
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 11 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.
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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
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cases, sediment may have to be removed from the shoreline by using backhoes, grade-alls, 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
d ry.
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.
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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.
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Table 2: Vegetation Maintenance for SCMs
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.
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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.
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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
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Maintenance
Bioretention maintenance requirements are typical landscape care procedures and include:
• Watering: Plants should be selected to be tolerant of the bioretention facility's particular
conditions. Watering may be required to initially establish the vegetation. Watering
should not be required after establishment (about 2 to 3 years). However, watering may
be required during prolonged dry periods after plants are established.
Erosion Control: Inspect flow entrances, ponding area, and surface overflow areas
periodically. Replace soil, plant material, and/or mulch in areas where erosion has
occurred. Erosion problems should not occur with proper design except during extreme
weather events. If erosion problems do occur, the following issues should be re-
assessed: flow volumes from the contributing drainage area and bioretention size; flow
velocities and gradients within the bioretention facility; flow dissipation and erosion
protection methods in the pretreatment and in -flow areas. If sediment is deposited in the
bioretention facility, immediately determine the source, remove excess deposits, and
correct the problem.
Plant Material: Depending on plants selected and aesthetic requirements, occasional
pruning and removal of dead plant material may be necessary. Be careful to prune trees
and shrubs to maintain lines of sight in parking lots and along roadways. NCDOT states:
"Shrubs must be kept low, and trees and large shrubs under -trimmed sufficiently to
permit clear sight in the area between 2 feet and 6 feet above roadway elevations.
Replace all dead plants. However, if specific plants consistently have a high mortality
rate, assess the cause and replace with appropriate species. Periodic weeding is
necessary until groundcover plants are established. Weeding should become less
frequent if an appropriate plant density has been established.
Nutrients and Pesticides: The soil media and plant material should have been selected
for optimum fertility, plant establishment, and growth within the particular conditions of
each bioretention facility. Nutrient and pesticide inputs should NOT be required and will
degrade the pollutant processing capability of the bioretention facility, as well as
contribute to additional pollutant loading to receiving waters. By design, bioretention
facilities are typically specified in watersheds where phosphorous and nitrogen levels are
often elevated. Therefore, these should not be limiting nutrients with regard to plant
health. If in question, have the soil analyzed for fertility. Addition of commercial fertilizer
or compost to bioretention will likely result in nutrient export from the bed.
• Mulch: Replace mulch annually in bioretention facilities where heavy metal deposition
is likely (e.g., drainage areas that include commercial/industrial uses, parking lots, or
roads). Metal `hot spots' occur where water enters the bed. In residential or other
settings where metal deposition is not a concern, replace or add mulch as needed to
maintain a 2 to 4-inch depth.
Filtering Capacity: When the filtering capacity diminishes substantially (e.g., when
water ponds on the surface for more than 12 hours), remedial actions must be taken. If
the water still ponds for more than 12 hours, the top few inches of material should be
removed and replaced with fresh material. The removed sediments should be disposed
of in an acceptable manner (e.g., landfill) or land application. If that does not solve the
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problem, more extensive rebuilding is required. If the bed has filter fabric installed under
the media and above the washed rock, the filter fabric may be clogged with sediment. If
clogged filter fabric is present, the bed will need to be rebuilt.
Figure 5: Soil Probe Showing a Profile of Bioretention Cell Media
Figure 6: Examples of When to Perform Maintenance
Replace gravel when it has become
clogged with sediment
Replace mulch when it becomes thin
or is taken over by grass. Manually or
mechanically remove grass — do not spray
herbicide!
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Sample Operation and Maintenance Provisions
Important operation and maintenance procedures:
• Immediately after the bioretention cell is established, the plants will be watered twice
weekly if needed until the plants become established (commonly six weeks).
• Snow, mulch or any other material will NEVER be piled on the surface of the bioretention
cell.
• Heavy equipment will NEVER be driven over the bioretention cell.
• Special care will be taken to prevent sediment from entering the bioretention cell.
• Once a year, a soil test of the soil media will be conducted.
• After the bioretention cell is established, Inspect it once a quarter. 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.
• Remove top layer of fill media when the pool does not drain quickly. Based on the media
specification, the pool should drain within 24 hours.
Table 6: Sample Operation and Maintenance Provisions for Bioretention Cells
The entire bioretention cell Trash/debris is present. Remove the trash/debris.
The perimeter of the
bioretention cell
The inlet
Areas of bare soil and/or
erosive gullies have formed
Blocking/Clogging?
The pipe is cracked or
otherwise damaged (if
applicable).
Erosion is occurring in the
swale (if applicable).
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Unclog the pipe. Dispose of the
sediment off -site.
Replace or repair the pipe.
Regrade the swale if necessary
and provide erosion control
devices such as reinforced turf
matting or riprap to avoid future
problems with erosion.
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Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean
applicable). stone.
Flow is bypassing pretreatment Regrade if necessary to route all
area and/or gullies have flow to the pretreatment area.
formed. Restabilize the area after grading.
Sediment has accumulated to a Search for the source of the
depth greater than three inches. sediment and remedy the problem
if possible. Remove the sediment
and restabilize the pretreatment
The pretreatment system area.
Plant material
Erosion has occurred
Weeds are present.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand.
Best professional practices Prune according to best
show that pruning is needed to professional practices
maintain optimal plant health. Maintain lines of sight between 2'-
6'.
Plants are dead, diseased or
dying.
Weeds are present.
Best professional practices
show that pruning is needed to
maintain optimal plant health.
Determine the source of the
problem: soils, hydrology,
disease, etc. Remedy the problem
and replace plants. Provide a one-
time fertilizer or lime application to
establish the ground cover if a soil
test indicates it is necessary.
Remove the weeds, preferably by
hand. If an herbicide is used, wipe
it on the plants rather than
spraying.
Prune according to best
professional practices. Maintain
lines of sight
Bioretention cell vegetation Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology,
disease, etc. Remedy the problem
and replace plants. Provide a one-
time fertilizer application to
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Bioretention cell mulch and
media
The underdrain, filter fabric
element, and outlet system
The receiving water
Tree stakes/wires are present
six months after planting.
Mulch is breaking down or has
floated away.
Soils and/or mulch are clogged
with sediment.
establish the ground cover if a soil
test indicates it is necessary. If sod
was used, check to see that it was
not grown on clay or impermeable
soils. Replace sod if necessary.
Remove tree stake/wires (which
can kill the tree if not removed).
Spot mulch if there are only
random void areas. Replace
whole mulch layer if necessary.
Remove the remaining much and
replace with triple shredded hard
wood mulch at a maximum depth
of four inches.
Determine the extent of the
clogging - remove and replace
either just the top layers or the
entire media as needed. Dispose
of the spoil in an appropriate off -
site location. Use triple shredded
hard wood mulch at a maximum
depth of four inches. Search for
the source of the sediment and
remedy the problem if possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in the toxic soils shall be removed,
soil media. disposed of properly and replaced
with new planting media.
Clogging has occurred
Clogging has occurred
The drop inlet is damaged
Erosion or other signs of
damage have occurred at the
outlet.
Wash out the underdrain system.
Clean out the drop inlet. Dispose
of the sediment off -site.
Repair or replace the drop inlet.
Contact the NC Division of Water
Resources.
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APPENDIX E
SUPPLEMENTAL EZ STORM

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1
Project Name
2
Project Area (ac)
3
Coastal Wetland Area
4
Surface Water Area (<
Terminal Expansion Project - Contractor Staging Area
1.85
5 Ils this project High or Low Density? High
6 1 Does this Droiect use an off -site SCM? No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided (feet)
N/A
8
Will the vegetated setback remain vegetated?
N/A
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
1
13
Wet Pond
14
Stormwater Wetland
15
Permeable Pavement
16
1 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
23
StormFilter
24
Silva Cell
25
Bayfilter
26
1 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.
Signature of Designer
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
5
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
4
Type of SCM
Bioretention
Bioretention
5
Total drainage area (sq ft
74052
74052
6
Onsite drainage area (sq ft)
74052
74052
7
Offsite drainage area (sq ft
0
0
8
Total BUA in project (sq ft)
59548 sf
59548 sf
9permitting)
New BUA on subdivided lots (subject to
s ft
10
New BUA not on subdivided lots (subject to
permitting) (sf)
59548 sf
59548 sf
11
Offsite BUA (sq ft
12
Breakdown of new BUA not on subdivided lots:
Parking (sq ft
59548 sf
59548 sf
Sidewalk (sq ft)
Roof (sq ft
Roadway (sq ft)
Future (sq ft
Other, please specify in the comment box
below (sq ft)
13
New infiltrating permeable pavement on
subdivided lots (sq ft
14
New infiltrating permeable pavement not on
subdivided lots (sq ft)
15
Existing BUA that will remain (not subject to
ermitting) (sq ft
16
Existing BUA that is already permitted (sq ft)
17
Existing BUA that will be removed (sq ft
18
Percent BUA
80%
80%
19
Design storm inches
1.0 in
1.0 in
20
Design volume of SCM (cu ft)
5812 cf
5812 cf
21
Calculation method for design volume
Simple Method
Simple Method
ADDITIONAL INFORMATION
22
Please use this space to provide any additional information about the
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, 1.85 acres, was used when determining built upon area
values.

BIORETENTION CELL
area n
2 1Minimum required treatment volume
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 side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion
(10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the
design volume?
Yes
g
lWhat 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
General MDC (10)?
N/A
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 designed by an NC licensed professional?
Yes
BIORETENTION
CELL MDC FROM 02H .1 552
18
SHWT elevation (fmsl)
<2160.4
19
Bottom of the bioretention cell (fmsl)
2162.50
20
Ponding depth of the design storm (inches)
5 in
21
Surface area of the bioretention cell (square feet)
4861 sf
22
Design volume of SCM cu ft
5812 cf
23
Is the bioretention cell used for peak attenuation?
Yes
24
Depth of peak attenuation over planting surface (in)
18 in
25
Height of peak attenuation outlet above the planting surface (in)
12 in
26
Infiltration rate of the in situ soil (inch/hour)
N/A
27
Diameter of the underdrain pipes (if applicable)
4 in
28
Does the design include Internal Water Storage (IWS)?
Yes
29
if so, elevation of the top of the IWS (fmsl)
2165
30
Elevation of the planting surface (fmsl)
2166.5
31
What type of vegetation will be planted? (grass, trees/shrubs,
other)?
Grass
32
Media depth (inches)
36 in
33
Percentage of medium to coarse washed sand by volume
75-85%
34
Percentage of fines (silt and clay) by volume
8-15%
35
Percentage of organic matter by volume
5-10%
36
Type of organic material
Pine Bark Fines
37
Phosphorus Index (P-Index) of media (unitless)
<30
38
Will compaction be avoided during construction?
Yes
39
Will cell be maintained to a one inch/hour standard?
Yes
40
Depth of mulch, if applicable (inches)
Sod
41
IType of mulch, if applicable
Sod
42
How many clean out pipes are being installed?
1
43
1 ype ot pretreatment that will be use
ore ay
ADDITIONAL INFORMATION
44 Please use this space to provide any additional information about
the bioretention cell(s):
(9) The method of dewatering the bioretention area is the outlet control
structure.
Bioretention 2 9:26 AM 6/6/2022

APPENDIX F
11_\ *:/:I I:1 k

EGIONAL AIRPORT PROPERTY, WHICH HAS
ROPERTY AREA OF 900AC. FOR THE PURPOSE
F OUR CALCULATIONS, THE LIMITS OF OU
ONSTRUCTION (1.85AC) WERE USED WHE
ETERMINING BUILT UPON AREA VALUES.
1� ; f✓
r /-
PROPOSED ON -SITE PARKING: 59,548 SF
0
o
IMPERVIOUS SURFACE AREA CALCULATIONS
ON -SITE PARKING (SF): 59,548
EXISTING BUA (SF): 0
TOTAL IMPERVIOUS AREA (SF): 59,548
TOTAL IMPERVIOUS AREA (AC): 1.36
TOTAL PROJECT AREA (AC): 1.85 (SEE NOTE 1)
PROJECT PERCENT OF IMPERVIOUS AREA:
(TOTAL IMPERVIOUS AREA / TOTAL PROJECT AREA) X 100
1.36 AC / 1.85 AC X 100
=%i R
*7 *1 Zl� N�IZ
�s
� ss
�t ss,
SS-O--
- - - - - - - \ PROJECT AREA: 1.85AC I r
*AIRFIELD
LICK ENGINEERING LLC BUILT -UPON -AREA MAP 60' 0' 60' 120'
TORMWATER I HYDRAULICS I EROSION CONTROL FOR
& CIVIL SITE I CONSTRUCTION SERVICES
ASHEVILLE REGIONAL AIRPORT 1" = 60'
TERMINAL EXPANSION PROJECT - CONTRACTOR STAGING AREA

APPENDIX G
WATERS OF THE U.S. DELINEATION REPORT

=0
February 23, 2022
Hensel Phelps
61 Terminal Drive, Suite 1
Fletcher, North Carolina 28732
Attention: Mr. Tanner McLellan
Reference: Report for Preliminary Wetland Assessment
AVL Parking Lot B Site
Fletcher, Buncombe County, North Carolina
S&ME Project No. 22410026
Dear Mr. McLellan:
S&ME, Inc. (S&ME) has conducted a preliminary wetland assessment on the requested site. These services
were performed in general accordance with S&ME Proposal 22410026 dated February 15, 2022.
Background Information
We understand that a newly planned parking lot (Lot B) will be used by Hensel Phelps as a construction
staging/laydown area during the terminal project. The site for Lot B is bordered by Wright Brothers Way
to the west, Aviation Way to the north, Terminal Drive to the south, and a wooded strip to the east. The
site is currently a gravel parking lot being used primarily for construction equipment. A preliminary
wetland assessment was requested as part of the development process.
The subject property is depicted on the attached United States Department of Agriculture (USDA) Soil
Conservation Service (SCS) Buncombe County soil survey map (Figure 1), United States Geologic Service
(USGS) Topographic Exhibit (Figure 2), 2017 Color Aerial and Topographic Exhibit (Figure 3), LIDAR
Exhibit (Figure 5), National Wetland Inventory Exhibit (Figure 6), National Hydrography Dataset Exhibit
(Figure 7), and FEMA Floodplain Exhibit (Figure 8).
Scope of Services
Preliminary Jurisdictional Wetland Assessment
The preliminary jurisdictional wetland assessment consisted of reviewing the attached Figures 1 through
3 and 5 through 8 for potential wetlands or streams and then 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
hydric soils with oxidized root channels in the upper 12 inches of the soil profile, water borne deposits,
S&ME, Inc. 13201 Spring Forest Road I Raleigh, NC 276161 p 919.872.2660 1 f 919.876.39581 www.smeinc.com

Report for Preliminary Wetland Assessment
AVL Parking Lot B Site
Fletcher, Buncombe County, North Carolina
S&ME Project No. 22410026
=0
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 February 21, 2021, 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, a USACE data form was completed documenting the plant,
soil and hydrology findings which is included in Appendix I. The area where the data form was recorded
is shown on the attached Feature Exhibit Figure 4 labeled as DP-1.
Findings
According to the attached Figures 1 through 8, there are no hydric soils, streams, wetlands or floodplains
identified on the property. No wetlands or streams were identified within the subject property during our
site visit and therefore, it is our opinion that the entire site contains uplands. Site photographs
documenting the conditions on -site are included in Appendix II.
Recommendations
In order to receive regulatory confirmation of our findings, a Jurisdictional Determination (JD) request
would need to be submitted to the USACE after which a site meeting may need to be conducted. S&ME
can provide these services if requested.
February 23, 2022 2

Report for Preliminary Wetland Assessment
AVL Parking Lot B Site
Fletcher, Buncombe County, North Carolina 111
S&ME Project No. 22410026 E
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 Exhibit
Figure 2: USGS Topographic Quadrangle Exhibit
Figure 3: 2017 Color Aerial and Topographic Exhibit
Figure 4: Feature Exhibit
Figure 5: LIDAR Exhibit
Figure 6: National Wetland Inventory Exhibit
Figure 7: National Hydrography Dataset Exhibit
Figure 8: FEMA Floodplain Exhibit
Appendix I: USACE Data Point
Appendix II: Site Photographs (1 through 8)
February 23, 2022 3

Figures

�.'s. ' r
o
0 1
4
4
a n,�
a
0 Project Site
Wetlandsk
WETLANDS
® Estuarine and Marine Deepwater
0 Estuarine and Marine Wetland'
Freshwater Emergent Wetland
Q '
Freshwater Forested/Shrub Wetland"
Freshwater Pond _R
y:
o Lake
0
N Other
N Riverine
5 REFERENCE:
GIS BASE LAYERS WERE OBTAINED FROM THE 2019 NCONEMAP AERIAL ORTHOIMAGERY m�
~ LAYER AND THE USFWS NATIONAL WETLANDS INVENTORY REST SERVICE. THIS MAP IS
a FOR INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED ARE f 0 500 1,000
F:.
APPROXIMATED. THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION, UNLESS STATED
OTHERWISE. (FEET)
0Mom
SCALE: FIGURE NO.
NATIONAL WETLAND INVENTORY EXHIBIT 1 " = 500 '
DATE:
III E AVL PARKING LOT B 2-22-22 6
ASHEVILLE REGIONAL AIRPORT PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410026

I
z REFERENCE:
GIS BASE LAYERS WERE OBTAINED FROM THE 2019 NCONEMAP AERIAL ORTHOIMAGERY
Y LAYER AND THE USGS NATIONAL HYDROLOGY DATASET. THIS MAP IS FOR NHD Waterbody
a INFORMATIONAL PURPOSES ONLY. ALL FEATURE LOCATIONS DISPLAYED AREAAPPROXIMATED. THEY ARE NOT BASED ON CIVIL SURVEY INFORMATION, UNLESS STATED +_ r Project Site
OTHERWISE.
0
SCALE: FIGURE NO.
NATIONAL HYDROGRAPHY DATASET EXHIBIT 1 " = 1,000 '
DATE:
III E AVL PARKING LOT B 2-22-22 7
ASHEVILLE REGIONAL AIRPORT PROJECT NUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 22410026

Appendix I

U.S. Army Corps of Engineers OMB Control #: 0710-xxxx, Exp: Pending
WETLAND DETERMINATION DATA SHEET — Eastern Mountains and Piedmont Region Requirement Control Symbol EXEMPT.
See ERDC/EL TR-07-24; the proponent agency is CECW-CO-R (Authority. AR 335-15, paragraph 5-2a)
Project/Site: AVL Parking Lot B City/County: Asheville/Buncombe Sampling Date: 2/21/2022
Applicant/Owner: Asheville Regional Airport State: NC Sampling Point: DP-1
Investigator(s): W. Cole Section, Township, Range:
Landform (hillside, terrace, etc.): hillslope Local relief (concave, convex, none): none Slope (%):
Subregion (LRR or MLRA): LRR N, MLRA 130B Lat: 35.43792 Long:-82.53689 Datum: NAD83
Soil Map Unit Name: Clifton -Urban land complex, 8-15% 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 No X 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 (136)
_Surface Water (Al) _True
Aquatic Plants (614)
_Sparsely Vegetated Concave Surface (138)
_ High Water Table (A2) —Hydrogen
Sulfide Odor (C1)
—Drainage Patterns (1310)
_Saturation (A3) _Oxidized
Rhizospheres on Living Roots (C3)
_Moss Trim Lines (1316)
—Water Marks (131) —Presence
of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
_Sediment Deposits (132) _Recent
Iron Reduction in Tilled Soils (C6)
_Crayfish Burrows (C8)
_Drift Deposits (133) _Thin
Muck Surface (C7)
_Saturation Visible on Aerial Imagery (C9)
_Algal Mat or Crust (134) _Other
(Explain in Remarks)
_Stunted or Stressed Plants (D1)
_ Iron Deposits (135)
—Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (137)
—Shallow Aquitard (D3)
—Water-Stained Leaves (139)
Microtopographic Relief (D4)
Aquatic Fauna (1313)
FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
X Depth (inches):
Water Table Present? Yes No
X Depth (inches):
Saturation Present? Yes No
X 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-SG, JUL 2018 Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point: DP-1
Absolute
Dominant
Indicatc
Tree Stratum (Plot size: 50*50 )
% Cover
Species?
Status
1. Pinus echinata
40
Yes
UPL
2. Quercus alba
30
Yes
FACU
3. Quercus rubra
20
Yes
FACU
4. Oxydendrum arboreum
10
No
UPL
5.
6.
7.
100
=Total Cover
50% of total cover:
50 20% of total cover:
20
Sapling/Shrub Stratum (Plot size: 50*50
)
1. Rhododendron catawbiense
20
Yes
FACU
2. Ilex opaca
10
Yes
FACU
3.
4.
5.
6.
7.
8.
9.
50% of total cover: 15
Herb Stratum (Plot size: 10*10 )
1. Polystichum acrostichoides
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
50% of total cover: 10
Woody Vine Stratum (Plot size: 10*10 )
1. Smilax rotundifolia
2.
3.
4.
5.
30 =Total Cover
20% of total cover: 6
20 Yes FACU
20 =Total Cover
20% of total cover: 4
5 Yes FAC
5 =Total Cover
50% of total cover: 3 20% of total cover: 1
Remarks: (Include photo numbers here or on a separate sheet.)
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 1 (A)
Total Number of Dominant
Species Across All Strata: 7 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 14.3% (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species x 1 =
FACW species x 2 =
FAC species x 3 =
FACU species x 4 =
UPL species x 5 =
Column Totals: (A) (B)
Prevalence Index = B/A =
Hydrophytic Vegetation Indicators:
_ 1 - Rapid Test for Hydrophytic Vegetation
_2 - Dominance Test is >50%
3 - Prevalence Index is :53.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must be
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft
(1 m) tall.
Herb - All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody Vine - All woody vines greater than 3.28 ft in
height.
Hydrophytic
Vegetation
Present? Yes No X
ENG FORM 6116-4-SG, 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
0-6
7.5YR 4/3
100
Loamy/Clayey
6-12
2.5YR 6/4
100
Loamy/Clayey
12-18
2.5YR 5/6
100
Loamy/Clayey
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains.
Hydric Soil Indicators:
_ Histosol (Al)
_ Histic Epipedon (A2)
—Black Histic (A3)
—Hydrogen Sulfide (A4)
—Stratified Layers (A5)
_ 2 cm Muck (A10) (LRR N)
—Depleted Below Dark Surface (A11)
_Thick Dark Surface (Al2)
_Sandy Mucky Mineral (S1)
—Sandy Gleyed Matrix (S4)
—Sandy Redox (S5)
—Stripped Matrix (S6)
Dark Surface (S7)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_Thin Dark Surface (S9) (MLRA 147, 148)
—Loamy Mucky Mineral (F1) (MLRA 136)
_ Loamy Gleyed Matrix (F2)
_ Depleted Matrix (F3)
_ Redox Dark Surface (F6)
—Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
_ Umbric Surface (F13) (MLRA 122, 136)
—Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147, 148)
2Location: PL=Pore Lining, M=Matrix
Indicators for Problematic Hydric Soils3:
_ 2 cm Muck (A10) (MLRA 147)
—Coast Prairie Redox (A16)
(MLRA 147, 148)
—Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
—Red Parent Material (F21)
(outside MLRA 127, 147, 148)
—Very Shallow Dark Surface (F22)
Other (Explain in Remarks)
31ndicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Hydric Soil Present? Yes No X
ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont — Version 2.0

Appendix II

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view of the site looking north towards gravel parking
view of the site looking east from the intersection of
erminal Drive and New Airport Road.
nother view of the site looking north towards gravel
arking area.
8 view of the site looking north of the intersection of
Terminal Drive and New Airport Road.
AVL Parking Lot B Site Photographs SWE Project No. 22410026
III E Fletcher, Buncombe County, North Carolina Taken by: W. Cole I Date Taken: 02/21/22
2