SW1210901_Stormwater Report_20220127

STORMWATER MANAGEMENT REPORT
FOR
ASHEVILLE REGIONAL AIRPORT
PARKING LOT D
FLETCHER, NORTH CAROLINA
INITIAL SUBMITTAL: SEPTEMBER 2021
REVISION #1: JAN UARY 2022
STORMWATER ENGINEER:
AULICK ENGINEERING, LLC
DAVID A. SKURKY, P.E.
600 PARK OFFICES DRIVE, SUITE 300
DURHAM, NC 27709
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i� HYDRAULICS & HYDROLOGY I EROSION CONTROL
Tm. 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, & Planting Plan
Appendix D - Operation and Maintenance Manual
Appendix E - Supplemental EZ Storm & Drainage Calculations
Appendix F - BUA Exhibit
Appendix G - Water of the U.S. Delineation Report

Section 1 PROJECT OVERVIEW
1.1 Narrative
The Asheville Regional Airport - Parking Lot D project includes the construction of a new parking lot,
Lot D, and associated grading, drainage, landscaping and erosion control.
This report includes the computations that show compliance with the NCDEQ High Density Project. A
Secondary SCM (Dry Pond) will be used to treat the stormwater runoff from the proposed site.
1.2 Introduction and Site Description
The site is located at Asheville Regional Airport in Fletcher, NC, south of Asheville, North Carolina near
Airport Road (35°26' 13.99" N. 92032' 8.39"W).
The area that includes airport related operations
encompasses approximately 580 acres. For a larger
vicinity map, see Appendix A. The Asheville
Regional Airport Parking Lot D project site is located
on an existing pad graded area in the eastern
portion of the airport, located along Airport Road.
It is just north of the Lot A project under permitting
in early 2020.
For hydrologic planning purposes, the site is
comprised of Hydrologic Soil Group (HSG) B soils.
Appendix A contains the NRCS Soil Survey Maps for
O �v
O
Asheville
o Regional
Airport
o -
the parking lot. The existing land use of the project
is grass, gravel, forest, and impervious. The proposed land use will impervious (parking lot) with a
small amount of grass for landscaping.
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 dry detention pond is proposed as a secondary stormwater
conveyance measure (SCM). The rough outline of the permanent dry detention pond will occur during
the grading phase of the project and a portion of it will be used as a temporary sediment trap to
protect downstream receiving stormwater systems from construction activity. After the site is
stabilized, the sediment trap will be cleaned out and re -graded to final dry detention pond design
grades. No mechanical stabilization will occur. The cost of the dry detention pond is unknown at this
time and will be finalized during bidding. The Asheville Regional Airport will be the end -user and
responsible for annual inspection, maintenance and repairs of the system. Section 2.3 discusses the
operation and maintenance of the cell.
3
ASHEVILLE REGIONAL AIRPORT - PARKING LOT D
INITIAL SUBMITTAL: SEPTEMBER 2021, REVISION 1: JANUARY 2022
STORMWATER MANAGEMENT REPORT

Section 2
HYDROLOGY
2.1 Project Methodology
In order to qualify for a secondary Stormwater Conveyance Measure (SCM) for a Dry Pond, several
minimum design criteria (MDC) must be met. The recommendations will also be met to maximum
extent practical.
NCDEQ Stormwater Design Manual Appendix E-4 Airports, Table 1 "SCMs that do not Pond Water
with Suggestions for Airport Application". Below is a list justifying why the suggest SCMs were
implausible for this site:
Bioretention Cell requires 2ft of separation between its bottom and the SHWT along with a
minimum of 2.5ft of soil underneath the surface layer. According to the soil report, bedrock was
found 3ft below the surface. Therefore, with the required depth of soil and bedrock so shallow
beneath the surface, a bioretention cell is not plausible.
Infiltration System requires 2ft of separation between its bottom and the SHWT. According to the
soil report, bedrock was found 3ft below the surface and a SHWT was not determined. Therefore,
only one foot of stone would be allowed which is insufficient for an adequate infiltration system.
Sand Filter requires 1-2ft of separation between its bottom and the SHWT along with a minimum
of 1.5ft of filter bed + 1ft of sand above the underdrain pipe. According to the soil report, bedrock
was found 3ft below the surface. Therefore, with the required about of filter bed + sand and
bedrock so shallow beneath the surface, a sand filter is not plausible.
Rainwater Harvesting is infeasible because the proposed project is only a parking lot that does
not include a building, so roof drainage will not occur on the site.
Permeable Pavement is not feasible with the amount of snow at this location. Airport
maintenance requires salts and de-icers for safety precautions. The use of these additives is
prohibited for permeable pavement and therefore makes this SCM infeasible.
Treatment Swale (Secondary) the minimum inlet to outlet flow length of 100ft could not be
achieved due to the limited green space that this project provides.
Neither a Wet Pond nor a Stormwater Wetland are recommended at airports. These SMCs create
standing water that attracts wildlife that pose safety risks as they may damage aircrafts. See Figure 3
in Appendix E-4 of the NCDEQ Stormwater Design Manual for data relating to this potential hazard.
Below are the MDC for the proposed Dry Pond SCM, and how they have either been met or could
not be met:
MDC 1 Separation from the SHWT
Boring logs for parking Lot D observed bedrock at approximately 3ft of depth so the season high
water table for Lot D was assumed to be deeper than 3ft below the ground. The dry pond is 1ft
deep, therefore, the lowest point of the dry pond will be greater than the minimum of 6 inches
above the SHWT.
4
ASHEVILLE REGIONAL AIRPORT - PARKING LOT D INITIAL SUBMITTAL: SEPTEMBER 2021, REVISION 1: JANUARY 2022
STORMWATER MANAGEMENT REPORT

MDC 2 Temporary Pool Depth
There is no temporary pool in this dry detention pond due to its location at an airport (See
Appendix E-4 of the NCDEQ Stormwater Design Manual, therefore the maximum depth of 10ft is
not a concern.
MDC 3 Uniform Grading and Positive Drainage
The bottom of the dry pond will be graded uniformly to flow toward the outlet control structure
without low or high spots, per the grading pond and detail.
MDC 4 Location of Inlet(s) and Outlet
The inlets and outlet of the pond are in a manner that will avoid short circuiting. The outlet control
structure is the furthest point of the pond thus providing the longest flow path of water until the
outlet location.
MDC 5 Pretreatment
An 8" gravel strip followed by a 3' grass strip are provided as pretreatment to settle sediment and
prevent erosion before the runoff enters the dry detention pond.
MDC 6 Drawdown Time
The pond outlet control structure has an 0.8" orifice to provide drawdown of 40 hours. See
calculations below:
Drawn Down Calcs
Vol
Vol
Vol
Draw
Qavg
g
Start
Down
Qavg
Ext.
Qcp.
Havg
A
Draw Down Orifce and
Detention
Pond ID
Provided
Bottom
Top
c
(ft/
Time
(cfs)
Det.
(cfs)
(ft)
(ft^2)
Elevation
Orif/Weir
(cf)
Elev.
Elev.
s^2)
hr
cfs
@ Elev.
Dry Pond
1,707
2154.0
2155.0
40
0.01
0.0
0.01
0.5
0.6
32.2
0.003
0.8 @ 2154.0
2155.0
MDC 7 Protection of the Receiving Stream
The post -development outfall flow rate is lower than the pre -development flow rate for the one-
year, 24-hour storm. Therefore, hydrologic impacts in the downstream areas will not be adversely
impacted. See flow rates below:
Pre -Construction
Post -Construction
Post Project
Storm Return
Study Point
Flow Total
Flow Total
Decrease
Frequency
(cfs)
(cfs)
W)
1
1
0.3
0.2
-13.8
MDC 8 Outlet
There is no permanent pool in this dry detention pond due to its location at an airport. A trash
rack is provided to prevent trash and debris from entering the outlet system.
MDC 9 Vegetation
A note has been added to detail sheet SW-03 with the MDC 9 dry pond vegetation requirements
as show in the manual. Fescue is proposed in the parking lot landscape areas and the dam.
5
ASHEVILLE REGIONAL AIRPORT— PARKING LOT D INITIAL SUBMITTAL: SEPTEMBER 2021, REVISION 1: JANUARY 2022
STORMWATER MANAGEMENT REPORT

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:
■ �On-�MENEMM�
The following runoff coefficients were also used for hydraulic (storm inlet, pipe) analysis of Lot D:
c = 0.30 (Grass, HSG B)
c = 0.95 (Impervious area)
2.2 Drainage & Erosion Control Design
A 15" RCP is proposed to the south of the parking lot to bypass flow from Access Lane around the
parking lot to the existing inlet E-0. Additionally, an 18" RCP is proposed from the dry detention pond
outlet control structure. This 18" RCP will tie into the existing inlet E-0 as well. These pipes have been
designed to safely convey the 25-year storm. Pipe profiles and Hydraflow Storm Sewers results can
be found on sheet SW-02 of the stormwater plans (Appendix Cl).
2.3 Operation and Maintenance Manual
The dry detention pond requires maintenance in order to work properly. An O&M plan has been
developed and can be found in Appendix D.
2.4 Design Software and Manuals
The following design software programs were used in analysis and development of the stormwater
and documents:
• Hydraflow Hydrographs for AutoCAD Civil 3D 2019
• Hydraflow Storm Sewers for Auto CAD Civil 3D 2017
• AutoCAD Civil 3D 2018
• Microsoft Office 2017
The following design manuals and literature were used in analysis and development of the stormwater
documents:
• NCDEQ Storm water Design Manual — 2017 Edition
6
ASHEVILLE REGIONAL AIRPORT - PARKING LOT D INITIAL SUBMITTAL: SEPTEMBER 2021, REVISION 1: JANUARY 2022
STORMWATER MANAGEMENT REPORT

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

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VICINITY MAP
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Hydrologic Soil Group —Buncombe County, North Carolina, and Henderson County, North Carolina
3
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N
W
360370 360410 360450
35° 26 ITIN
360490 360530 36W70 360610
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35° 26 9" N a ' 9L
360370 360410 360450 360490 360530 360570 360610
3
6D
N Map Scale: 1:1,980 if printed on A landscape (11" x 8.5") sheet.
Meters
N 0 25 50 100 150
Feet
0 50 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
UsDA Natural Resources Web Soil Survey
lim Conservation Service National Cooperative Soil Survey
i
UhE
T_
360650 360690
35° 269" N
360730 360770
N
2/7/2020
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 16, Sep 16, 2019
Soil Survey Area: Henderson County, North Carolina
Survey Area Data: Version 19, Sep 16, 2019
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 21, 2015—Nov
28, 2017
USDA Natural Resources Web Soil Survey 2/7/2020
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 2/7/2020
� 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
CSC
Clifton sandy loam, 8 to
15 percent slopes
B
0.4
0.7
2.9%
4.6%
CuC
Clifton -Urban land
complex, 8 to 15
percent slopes
B
Ud
Udorthents, loamy
C
0.9
5.7%
UhE
Udorthents-Urban land
complex, 2 to 50
percent slopes
A
4.4
28.2%
Ux
Urban land
1.8
11.3%
Subtotals for Soil Survey Area
8.2
15.5
52.6%
Totals for Area of Interest
100.0%
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
HyC
Hayesville loam, 7 to 15
percent slopes
C
7.4
47.4%
Subtotals for Soil Survey Area
7.4
47.4%
Totals for Area of Interest
15.5
100.0%
USDA Natural Resources Web Soil Survey 2/7/2020
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 2/7/2020
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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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
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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
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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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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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APPENDIX B
AIRPORT LAYOUT PLAN (ALP)

APPENDIX C
STORMWATER SHEETS & DETAILS

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GRATE:2,160.22' -- ----------
---C -- ----------------- 24" HDPE
INV (A): 2,155.1' I ------ -------
------------ ---------------
INV (B): 2,154.8'-----------INV (C): 2,154.fy' I I "'---------------
ASPHALT PAVEMENT HENDERSON COUNTY
ASPHALT PAVEMENTB AND GUTTER TYP) `V
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S 88007' 11 " E 284.60'
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— I/I CI
\ GRATE: 2,157.53'"
STORM MANHOLE INV: 2,153.4'
RIM: 2,157.90' I I (B)
INV (A): 2,152.9'
INV (B) 15" RCP: 2,153.1'
INV (C): 2,153.0'\\
OUT: 2,152.7' 1 �/ \ \ 2160 \ \ /
/C
4E.2161134I
,' I IN
INy (R): 2,1 9.7'
15" RCP
8
I \
STORM MANHOLE
RIM: 2,155.42:1 1(A)
INV (A): 2,150.51 1 / OTS \� 2157
INV (B): 2,150.8' 1 I CATV
OUT: 2,150.3' /
// I a 1 \ _ I I
CI \ 2 \ NV: 2,1 6•�'1 115" R CI
//�// I GRATE: 2,150.71' 1 1S \ �I 6 ,\\---------_-"i�f==0I = GRATE: 2,160.24'
/ / IN: 2,146.6' SATE: 2,153.01' \ _ /
/ B 18" �j _ _� / INV IN. 2,156.9'
( ) � I I vOUT: 2,146.3' RCP ,l15�d'%— — _ _ I
� _ — � /— — — —�_—_ \INV OUT: 2,156.9'
TDP GAS I \
(TYP)\T--�\
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ly II \ N \ 1 \
it it
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RIM: 2,152.80 I \\11=
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AIRPOF __\T\ PAR K RO;(aD
SANITARY\SEWER EASEMENT
///
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� REEK WATE\R AND SEWER [ ISTRICT
I I/
SSMH DI
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\
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GRATE: 2152.09'
RIM: 2,152.51
I
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GRATE: 2,152.69' \
\\ D.B. $��� PG. 821 \\
I I
INV:2150.4'
INV:2,150.4'
I I
------
---------------- ------ \ 24" CMP
II
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II
II
HENDERSON COUNTY
I
I I _ 9643-52-3284
I _ - GREATER ASHEVILLE REGIONAL
I AIRPORT AUTHORITY
I D.B.5565 PG. 1196
1 TRACT 2
DI 1
GRATE:2,150.71' I
IN: 2,146.6'
OUT: 2,146.3' I
N /
/
/ CI
/ GRATE:2,164.4
INV (A): 2,159. Jy
INV (ox. cn 4,
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ELEVATION: 2,162.67'
0' 10' 20' 40'
GRAPHIC SCALE IN FEET
i
i
so* hevi e
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
STORMWATER I HYDRAULICS EROSIONCONTROL
AIRFIELD & CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
.........\A CAR
1
SEAL
040195 -
\k
DAVID A. SKURKY, P.E.
NC SEAL #040195
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" = 20'
REVISIONS:
NO. DATE BY DESCRIPTION
1 01/24/22 WMM NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
i SW-00
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HENDERSON COUNTY
- - - 9643-52-3284
- - GREATER ASHEVILLE REGIONAL
AIRPORT AUTHORITY
D.B.5565 PG. 1196
1 TRACT 2
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TBM - 60d NAIL W/ SHINER
ELEVATION: 2,162.67'
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■
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Acz�GIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
STORMNRTER HYDRAULICS I EROSION CONTROL
AIRFIELD &CIVIL SITE I CONSTRl1CTION SERVICES
NOT RELEASED FOR
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DAVID A. SKURKY, P.E.
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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 " = 20'
REVISIONS:
NO.I DATE I BY I DESCRIPTION
1 1 01/24/22 1 WMM I NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
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heville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
—avconinc.—
ULICK ENGINEERING LLC
STORMWATER HYDRAULICS I EROSION CONTROL
AIRFIELD & C341L SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
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SEAL
040195 -
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DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
NO. DATE BY DESCRIPTION
1 01/24/22 WMM NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-02

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DRY DETENTION POND
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NOTE: THE DRY DETENTION POND DAM, INCLUDING FRONT
AND BACK EMBANKEMENT SLOPES SHALL BE PLANTED
WITH NON -(:I I IMPIN(, TI IRF (,RA.q. ANn TRFF4 ANn \A/c)ny
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AND DRAINAGE PLANS FOR
SIZE AND LOCATION. SEE
PIPE PROFILES FOR
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Acz�GIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
--coninc.com
ULICK ENGINEERING LLC
STORM—IR HYDRAULICS I EROSION CONTRDL
AIRFIELD &CIVIL SITE I CONSTRUCTION SERV-CES
NOT RELEASED FOR
CONSTRUCTION
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040195 -
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DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
NO. DATE BY DESCRIPTION
01/24/22 WMM NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-03

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GENERAL NOTES
USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE.
FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTS
ACCORDANCE WITH AASHTO M199.
ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12"
FROM THE TOP TO THE BOTTOM OF THE MANHOLE.
WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT
THE TOP OF THE MANHOLE FLUSH WITH THE GROUND AND A MINIMUM
OF 9" ABOVE THE GROUND AT OTHER LOCATIONS.
LIMIT DEPTH OF FILL TO 30'-0" FROM FINISH GRADE TO TOP OF
BOTTOM SLAB.
THE MIN. SLAB THICKNESS 'T' IS THE DIMENSION OF THE
THINNEST PORTION OF THE TOP/BOTTOM SLAB.
* TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS
A DISTINGUISHABLE TOP AND BOTTOM.
2' 0" D W T
r- 1
ALTERNATE CONE SECTION
'D'+2'W'
1" MIN ADDITIONAL
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IT, 1" MIN' USE MIN, AREA OF STEEL IN TOP
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EACHWAY/EACH FACE *.
FLAT TOP SLAB
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CLEAR OF BOTTOM FACE
PLACE BARS DIAGONAL
TO CORNERS (TYP.)
FRAME AND GRATES
STD. NO.
TRAFFIC BEARING
640.37
NONTRAFFIC BEARING:
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840.24
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840.33
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PLAN OF FRAME
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MIN.
MIN.
DIAMETER
WALL
TOP/BOTTOM
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THICKNESS
SLAB THICKNESS
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(IN.)
AS
MIN. CIRCUMFERENTIAL
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AREA OF STEEL
PER VERTICAL FT.
(SQ. IN.}
4 1 4 6 0.12
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LOCATE WALL REINFORCEMENT
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— SIDE OF OPENING (1" RISER
CLEAR OF BOTTOM FACE)
SEE STD. 040.54
FOR MANHOLE
RING AND COVER
7
4
MANHOLE OPTION
6" MAX. SPACING
OF CIRCUM. R/F
STEP STD.
NO. 840.66
AS
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USE MIN, AREA OF STEEL I REQUIRED)
~ I IN BASE SLAB OF
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FOOT EACH WAY
TYPICAL MANHOLE SECTION
SOLID COVER SHOWN PERFORATED. PERFORATED AVAILABLE
IF SPECIFIED.
STATE USE OF SYSTEM ON COVER
(I.E.: SEWER, STORM DRAIN, ELECTRICAL)
TOP OF COVER
A
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MINIMUM WEIGHTS - LBS.
FRAME - 180
COVER 120
TOTAL 300
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SANITARY SEWER MANHOLES.
SHEET 1 OF 1
SHEET 1 OF 1
84O.66
$40 . GG
sheville
000
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS& PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
STORMATER HYDRAJLICS I EROSION CONTROL
ARE ELD & CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
1�1ti11tiI[lI�'1`1rrrlrrrri
SEAL
040195A.
-
�rr/111111141114111
DAVID A. SKURKY, P.E.
INC SEAL #040195
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.
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-04

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6" PVC STAND PIPE WITH
ORIFICE END CAP
SEE DETAIL ON SW-06.
2" CLR
(TYP.)
STONE BEDDING
F_ 12"
„
12" J
6
TRASH RACK REQUIRED ON TOP OF STRUCTURE. TRASH
RACK SHALL BE APPROVED BY THE ENGINEER PRIOR TO
CONSTRUCTION. SEE SHEET SW-06 FOR DETAILS.
8„ 36„ 8„
#4 @ 8" VERT. E.F.
♦. a
A
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A 'n
a ` #4 @ 8" VERT. E.F.
'A
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♦ 1 12„
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e, °
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WITH AND
a CAP. SEE °
° DETAIL. ROUNDED ENTRANCE
a
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OUTLET PIPE
SECTION X-X
(SEE SIDE VIEW - GRATE DETAIL) N.T.S.
#5@8"E.W.
TOP & BOTTOM
1:
OUTLET CONTROL STRUCTURE
N.T.S.
8„ 36„ 8„
2155.0
J I VIVC uCuullNV
SECTION Y-Y
N.T.S.
PRE -CAST CONCRETE
STRUCTURE OR AN APPROVED
EQUAL IS ACCEPTABLE. ALL
ORIFICE AND WEIR ELEVATIONS
SHALL BE MAINTAINED.
0
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
—avconinc.—
ULICK ENGINEERING LLC
STORM—IR I HYDRAULICS I EROSION CONTROL
AIRFIELD & CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
CARO
11114111411111!!!!/�/
O;yq`-
SEAL
040195
DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
NO. DATE BY DESCRIPTION
1 01/24/22 WMM NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
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SCHEDULE 40 PVC
THREADED END CAP WITH
PVC THREADED PLUG
000
0000
SCHEDULE 40 0 0 0
PERFORATED PVC (6" MIN. 0000 o
DIA.) (3/8" HOLE DIA.) i
100001
SCHEDULE
40 PLUG
1000
0000 00
l000
0000
1000
0000
1000
Mum
45° BEND
TEE AND PIPE TO BE
PERFORATED TO WITHIN
3" OF WALL/STRUCTURE
CONCRETE WALL/OUTLET
STRUCTURE
ml
LON
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CONTRACTOR TO SECURE STAND
PIPE TO OUTLET CONTROL
STRUCTURE. STRAP OR OTHER
DEVICE SHALL BE WATER RESISTANT
AND SHALL BE APPROVED BY THE
ENGINEER PRIOR TO CONSTRUCTION.
SCHEDULE 40 SOLID
PVC (6" MIN. DIA.)
ORIFICE STAND PIPE DETAIL
N.T.S.
SCHEDULE 40 PVC
THREADED END CAP WITH
PVC THREADED PLUG
0.8"
3"
CLEAR
(MIN.)
SH RACK SPACING S
TRASH RACK
N.T.S.
6" DIAM. SCHEDULE 40 PVC
6" DIAM. SCHEDULE 40 PVC
THREADED END CAP
DRILL 0.8" DRAWDOWN ORIFICE HOLE IN
CENTER OF THREADED PLUG
FILL GAP BETWEEN STRUCTURE
AND PVC PIPE WITH MORTAR
ORIFICE END CAP DETAIL
N.T.S.
6" DIAM. PVC THREADED PLUG. PLUG MAY
BE PERIODICALLY REMOVED FROM END
CAP FOR CLEANING AND MAINTENANCE.
(DO NOT CEMENT PLUG TO END CAP)
1
>too"
sheville
REGIONAL AIRPORT
ILE
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
—avconinc.—
ULICK ENGINEERING LLC
STORMW.ATER HYDRAULICS I ER0519N CONTROL
AIRFIELD&CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
04
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SEAL
040195 -
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DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
NO. DATE BY DESCRIPTION
NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-06
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 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 NCGO1 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
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
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 stabilization is achieved.
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 of Approved 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 of Approved
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 tmeframes 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.
-,
NORTH CAR LII A
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STRUCTURE
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.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
>V*01. _",
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
3701IM-113 HYDR11111- I EROSION CCNTRDL
ARE ELD & CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
CA R rrrri
SEAL
040195 -
.4GINt�-�.
�rrl11111114111"
DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-01

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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. Any time 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 3 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
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.
-
:"� NORTH CAROLINA
�, tx
1P Envil"Dnme!' tal Quality
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 documented in the manner
described:
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&5C 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&5C
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&5C 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
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency 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 30 days. 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.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
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).
(a) 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.
(b) Anticipated bypasses and unanticipated bypasses.
(c) 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 Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
e
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.
.
Within 24 hours, an oral or electronic notification. The notification
(b) Oil spills and
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
a
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
•
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
+
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
a
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(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(l)(6).
Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO I SELF -INSPECTION, RECORDKEEPING AND'TkEPORTING
EFFECTIVE: 04/01/19
>Y001. _"'
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
STORMATER HYDRAJLICS I EROSION CONTROL
AIRF'.ELD & CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
CA r!!!i
SEAL
040195 -
�r!l11111114111"
DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-02

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EROSION CONTROL MAINTENANCE CONTACT:
NAME: GREATER ASHEVILLE REGIONAL AIRPORT AUTHORITY
PHONE: [phone]
EMAIL: MREISMAN@a FLYAVL.COM
ADDRESS: 61 TERMINAL DRIVE, SUITE 1
FLETCHER, NC 28732
IF THE SAME PERSON CONDUCTS THE LAND -DISTURBING ACTIVITY &
ANY RELATED BORROW OR WASTE ACTIVITY, THE RELATED BORROW
OR WASTE ACTIVITY SHALL CONSITUTE PART OF THE
LAND -DISTURBING ACTIVITY UNLESS THE BORROW OR WASTE
ACTIVITY IS REGULATED UNDER THE MINING ACT OF 1971, OR IS A
LANDFILL REGULATED BY THE DIVISION OF WASTE MANAGEMENT. IF
THE LAND -DISTURBING ACTIVITY AND ANY RELATED BORROW OR
WASTE ACTIVITY ARE NOT CONDUCTED BY THE SAME PERSON, THEY
SHALL BE CONSIDERED SEPARATE LAND -DISTURBING ACTIVITIES AND
MUST BE PERMITTED EITHER THROUGH THE SEDIMENTATION
OG POLLUTION CONTROL ACT AS A ONE -USE BORROW SITE OR THROUGH
\() THE MINING ACT.
I IN
O 114�
CI (A) I 4" BOLLARD (TYP) /
GRATE:2,160.22' �—C---— — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
______ 24" HOPE (A) / CI
INV (A): 2,155.1' I — — — — — — — — — — — — — — — — — — — — — — — -----------------4" HOPE ------------------ _ / GRATE: 2,164.2 ----
INV (B): 2,154.8'�) )---------- _
-----------------
INV (C): 2,154.fy' I I ----------------------
/ SETBACK LINE - INV (A): 2,159.
I I C 6' / (B) INV (B): 2,159 1'
ASPHALT PAVEMENT HENDERSON COUNTY
/ I I ASPHALT PAVEMENT
/ I I CURB AND GUTTER TYP) `� \\\ PROPERTY LINE
I I S 88°07'11" E 284.60' I
.r — LOD
= LOD- Lou LW �- —Lap us - _ _ — � 04 73 7\' W
�t9D
I 1 p I- - - - BUNCOMAE-COUNTY
of ✓ AD SIFN 7
�I J
INV: 2,156.3'
15
ZZ'_ / A)
(C) I
LIMITS OF DISTURBANCE 1/1
STORM MANHOLE
z RIM: 2,157.90' I I (B)
C7 INV (A): 2,152.9'
p INV (B) 15" RCP: 2,153.1' I
O INV (C): 2,153.0' 1
OUT: 2,152 "
Z TEMPORARY DIVFRSI(
O o G
0
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ES&PCP LEGEND
SILT FENCE
:: INLET SEDIMENT TRAP SFSF— BLOCK AND GRAVEL
�
CURB INLET SEDIMENT
LIMITS OF DISTURBANCE :..-: TRAP
LOD LOD LOD
DC DUST CONTROL
TEMPORARY DIVERSION
DISTURBED AREA GRAVEL
TS STABILIZE WITH TEMP. CE CONSTRUCTION
SEEDING ENTRANCE
EXISTING CONTOUR
1.0 FT INTERVAL
DISTURBED AREA 88
pS STABILIZE PROPOSED CONTOUR
1.0 FT INTERVAL
WITH PERM. SEEDING
4
GR 2, 57
INV:�&L 3.
\ \ \ \ 216
TBM - IW/ S NER
LI
W
�EVT161.91' \\
\
\ \
W
N
\,, \ / J \
CE _ \\ c�co
IIII/
STORM MANHOLE'x _
RIM: 2,155.42'1 1(A) a
INV (A): 2,150.5'1 1
INV (B): 2,150.8' I 1
OUT: 2,150.3'
i
I GRATE: 2,150.71
IN:2,146.6'
(B) nNi I OUT: ,146.3'
SILT FENCE WITH REINFORCED I
\
� I
\ 2160 \\ I o
\ / I p
\ COIR FIBER BAFFLES \ \\ / IcI\� c I ;
CA
VARIABLE LENGTH TE: 2,161/34 AT / I °C. i
7
\ \ IN �( A): 2,1 4G4 y:
� IN )
215g
\ TEMPORARY \�\\ / I
\\ SEDIMENT TRAP #1 DC TS /
�\ COIR FIBER BAFFLES
Is' Is' VARIABLE LENGTHiL
2 7 1 c
— \ )�
\ 6 ------ -- NV: 2,1 ' �15" R
.�
2,153.01 _ / INV IN: 2, .
INV OUT: 2, \ LIMITS OF DISTURBANCE 1 BGA ASSO LTD
D.B. 7 F
STABILIZED OUTLET I DP `� `�----�-'�• S I I PLAT:
- - CURB INLET
c LOD F--- Lop SF \ SEDIMENT TRAP
I % INLET SEDIMENT TRAP ------- � � _ SF SF � � \
X I 6FT WIDE 4FT LONG Lop LOD —
// I I� (EXISTING INLET) ROCK SPILLWAY `
-'o \ \ TEMPORARY DIVERSION #2 \ ► I
II 1\ III \ ;
I I / RIM: 2,152.80 \ I � \ __ \\ A K RO D
I1
I \ 100 \ 20 SANITARY SEWER EASEMENT I 1 ASPHALT \ P A V E M ENT °
RVp f�
I 1 \
I I // CANCREEK WATE'� AND SEWER [ISTRICT j
I I/ SSMH DI I 1 \ DI \ OF HENDEI SON COUNTY
I I sRIM: 2,152.51 VA2.09' I I \\NE.52.69'\\ \D.B.80�, PG. 821 L
N250 4' V: 2,150 4\BUNCOMB\� COUNTY 1
YS
24" CMP 88007'01" E
------------ — 1 23.58' (TIE)
II--��--------- --
-■■■m ■ ■■■ (TYP) ■■■ ---/' A
11■■■�■■■��■■■ ■■■�r�■ �
11
II ' ■
HENDERSON COUNTY
TBM - 60d NAIL W/ SHINER
ELEVATION: 2,162.67'
EROSION CONTROL CONSTRUCTION SEQUENCE
INITIAL
FINAL
1.
OBTAIN ALL NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.
10.
REMOVE INITIAL PHASE TEMPORARY SEDIMENT TRAP, BEGIN GRADING AND STORM DRAIN INSTALLATION
2.
CONTACT THE ASHEVILLE REGIONAL OFFICE ENVIRONMENTAL SPECIALIST PRIOR TO COMMENCING
AS SHOWN ON PLANS.
CONSTRUCTION ACTIVITIES.
11.
CONTRACTOR SHALL NOT PERFORM MAJOR GRADING ACTIVITIES DURING OR BEFORE PREDICTED WET
3.
CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG
WEATHER.
UTILITIES WITHIN GRADING AREA TO IDENTIFY POTENTIAL CONFLICTS.
12.
SEED AND MULCH DENUDED AREA, AS REQUIRED, AFTER FINISHED GRADES ARE ESTABLISHED.
4.
MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE FOR ALL EXPOSED SOILS FOR THE DURATION OF
13.
MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER ESTABLISHED.
CONSTRUCTION.
14.
MAINTAIN ALL EROSION CONTROL MEASURES IN THE FINAL PHASE UNTIL AFTER THE PERMANENT PIPES
5.
INSTALL CONSTRUCTION ENTRANCE (CE).
ARE INSTALLED AND THE AREA IS PERMANENTLY STABILIZED.
6.
INSTALL SILT FENCE AND INLET SEDIMENT TRAPS AS SHOWN ON PLANS, APPLY DUST CONTROL AND
15.
INSTALL ALL PAVEMENT.
TEMPORARY SEEDING AS NECESSARY.
16.
INSTALL PERMANENT SCMs.
7.
INSTALL TEMPORARY SEDIMENT TRAP #1 AND TEMPORARY DIVERSIONS #1 AND #2 AS SHOWN ON PLANS.
17.
REQUEST FINAL APPROVAL BY CONSTRUCTION INSPECTOR.
APPLY DUST CONTROL AND TEMPORARY SEEDING AS NECESSARY.
18.
REMOVE ALL TEMPORARY SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
8.
CLEAN SEDIMENT TRAPS WHEN ONE-HALF FULL.
19.
SUBMIT NOTICE OF TERMINATION (NCG01) TO NCDEQ AFTER THE SITE IS COMPLETED.
9.
REPAIR OR REPLACE ALL EROSION CONTROL MEASURES AS NEEDED.
1
LOT D LIMITS OF DISTURBANCE: 0.74 ACRES
�. 87
1287
N
0' 10' 20' 40'
GRAPHIC SCALE IN FEET
>e*000. -'I
■
s evi e
Ar:�GIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
—avconinc.—
ULICK ENGINEERING LLC
STORMWATER HYDR0.ULIC5 I EROSION CONTROL
AIRFIELD &CIVIL SITE I CONSTRUCTION SERV-CES
NOT RELEASED FOR
CONSTRUCTION
1�1111114111111!!!/�/
,�•`�o�� CAP 0
!
SEAL
040195
111s
DAVID A. SKURKY, P.E.
NC SEAL #040195
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 " = 20'
REVISIONS:
NO. DATE BY DESCRIPTION
1 01/24/22 NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-03A

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ES&PCP LEGEND
SILT FENCE
:: INLET SEDIMENT TRAP SFSF- BLOCK AND GRAVEL
�
CURB INLET SEDIMENT
LIMITS OF DISTURBANCE :..-: TRAP
LOD LOD LOD
DC DUST CONTROL
TEMPORARY DIVERSION
DISTURBED AREA CE GRAVEL
TS STABILIZE WITH TEMP. CONSTRUCTION
SEEDING ENTRANCE
EXISTING CONTOUR
1.0 FT INTERVAL
DISTURBED AREA 88 _
pS STABILIZE PROPOSED CONTOUR
1.0 FT INTERVAL
WITH PERM. SEEDING
SSMH DI I I DI \ OF HENDEI' SON COUNTY 1\
I I RIM: 2,152.51 GRATE: 2152.09' \GRATE: 2,152.69' \\ D.B. 80�, PG. 821 \
I I INV:2150.4' INV:2,150.4' \
I I ------ ----- \-------- -- \ 24" CMP
I I 15�. R — ------ -----
I VL 1 LIV I IV IY IF V19V P•11 1 LI%
�\ UPSTREAM SITE HAS BEEN
\\B U N C STABILIZED.
II TDP -
-■■■� ■ ■■■-(TYP)■■■
11
II
HENDERSON COUNTY
EROSION CONTROL CONSTRUCTION SEQUENCE
co I /
L% YS
I 88007'01 " E
--�I 23.58' (TIE)
TBM - 60d NAIL W/ SHINER
ELEVATION: 2,162.67'
INITIAL
FINAL
1.
OBTAIN ALL NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.
10.
REMOVE INITIAL PHASE TEMPORARY SEDIMENT TRAP, BEGIN GRADING AND STORM DRAIN INSTALLATION
2.
CONTACT THE ASHEVILLE REGIONAL OFFICE ENVIRONMENTAL SPECIALIST PRIOR TO COMMENCING
AS SHOWN ON PLANS.
CONSTRUCTION ACTIVITIES.
11.
CONTRACTOR SHALL NOT PERFORM MAJOR GRADING ACTIVITIES DURING OR BEFORE PREDICTED WET
3.
CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG
WEATHER.
UTILITIES WITHIN GRADING AREA TO IDENTIFY POTENTIAL CONFLICTS.
12.
SEED AND MULCH DENUDED AREA, AS REQUIRED, AFTER FINISHED GRADES ARE ESTABLISHED.
4.
MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE FOR ALL EXPOSED SOILS FOR THE DURATION OF
13.
MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER ESTABLISHED.
CONSTRUCTION.
14.
MAINTAIN ALL EROSION CONTROL MEASURES IN THE FINAL PHASE UNTIL AFTER THE PERMANENT PIPES
5.
INSTALL CONSTRUCTION ENTRANCE (CE).
ARE INSTALLED AND THE AREA IS PERMANENTLY STABILIZED.
6.
INSTALL SILT FENCE AND INLET SEDIMENT TRAPS AS SHOWN ON PLANS, APPLY DUST CONTROL AND
15.
INSTALL ALL PAVEMENT.
TEMPORARY SEEDING AS NECESSARY.
16.
INSTALL PERMANENT SCMs.
7.
INSTALL TEMPORARY SEDIMENT TRAP #1 AND TEMPORARY DIVERSIONS #1 AND #2 AS SHOWN ON PLANS.
17.
REQUEST FINAL APPROVAL BY CONSTRUCTION INSPECTOR.
APPLY DUST CONTROL AND TEMPORARY SEEDING AS NECESSARY.
18.
REMOVE ALL TEMPORARY SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
8.
CLEAN SEDIMENT TRAPS WHEN ONE-HALF FULL.
19.
SUBMIT NOTICE OF TERMINATION (NCG01) TO NCDEQ AFTER THE SITE IS COMPLETED.
9.
REPAIR OR REPLACE ALL EROSION CONTROL MEASURES AS NEEDED.
1
LOT D LIMITS OF DISTURBANCE: 0.74 ACRES
40'
ET
>to". _­'
■
s evi e
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC28078
OFFICE: [phone]
www.a —in—om
ULICK ENGINEERING LLC
STORM —ER HYDRAULICS I EROSION CONTROL
AIRFIELD&CIVIL SITE I CONSTRUCTION SERV-CES
NOT RELEASED FOR
CONSTRUCTION
CAP 0
11.{1151114111111l117j/
Q q<
- SEAL
040195
16
���!lillrlllll1l11
DAVID A. SKLIRKY, P.E.
NC SEAL #040195 .001
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 " = 20'
REVISIONS:
NO. DATE BY DESCRIPTION
1 01/24/22 NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-03B
i

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MAINTENANCE:
INSPECT SILT FENCE AT LEAST ONCE A WEEK OR AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF THE SILT FENCE
COLLAPSE, TEAR, DECOMPOSE, OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. 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.
i �s'1112G-—
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11 � III—l1=.I I=11
11,
11,�11SIDE VIE]
-
STEEL T POST
WIRE FENCING (18'
TO 36")
SILT FENCE FABRIC
(36" MIN WIDTH)
WIRE OR PLASTIC
TIES (3 WN) FILL
SLOPE
N
8" MIN. COVER OVER
SKIRT (SEE NOTE 2)
T POST
WIRE/PL
TIE
MIN. 14 GA.
FENCING
EXISTING GRADE
IIRE FENCE
SILT FENCE
TOP VIEW
NOTES:
1. SILT FENCE MUST BE PLACED 18" (MIN) FROM TOE OF SLOPE.
IT CAN NOT BE USED TO HOLD BACK FILL MATERIALS
2. BOTTOM 12 INCHES OF SILT FENCE MUST BE BURIED. PLACE IT
IN A TRENCH 8" DEEP AND 4" WIDE
3. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT
EXCEED 1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED
FLOW OR IN A STREAM BED.
City of Asheville, NC
Standard Specifications
and Details Manual
8' M AX. I
VARIABLE AS DIRECTED BY THE ENGINEER
SILT FENCE WIRE FENCE. 14 GA.
MIN/6' OPENING MAX
STANDARD TEMPORARY
SILT FENCE
FRONT VIEW
MAXIMUM SLOPE LENGTH AND SLOPE
WHICH SEDIMENT FENCE IS APPLICABLE*
SLOPE
SLOPE LENGTH FT
MAXIMUM AREA SQ FT
G2%
100
10,000
2 TO 5%
75
7,500
5 TO 10%
50
5,000
10 TO 20%
25
2,500
>20%
15
1,500
* TABLE INFORMATION TAKEN FRON THE NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL, DETAIL 6.62A.
=vlalvrva STD. N0.
DESCRIPTION
7.01
MAINTENANCE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY
REQUIRE PERIODIC TOPDRESSING WITH 2-INCH STONE. AFTER EACH
RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT
AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO
PUBLIC ROADWAYS.
50' MIN.
NOTES:
1. THIS ENTRANCE APPLIES ONLY TO
ENTRANCES FOR COMMERCIAL SITES.
2. FIRST 5' MUST DRAIN AWAY FROM THE
STREET (MIN Y4" PER 1' FALL)
3. FLOW FROM PROJECT SHALL NOT ENTER THE
PUBLIC STREET.
4. FABRIC MAY BE ADDED UNDER THE
STONE WHICH WOULD ADD TOTAL LIFE TO
THE CONSTRUCTION ENTRANCE. d
4 a o a 25' OR WIDTH OF
0 PROPOSED STREET,
c RAILROAD BALLAST STONE WHICHEVER IS
0 GREATER.
z
X
Uj
PLAN
REMOVE CURB
AND GUTTER
NEW CONSTRUCTION
EXISTING ROADWAY
6" MIN.
CROSS SECTION
City of Asheville, NC
COMMERCIAL
REVISIONS
STD. NO.
DATE
DESCRIPTION
7.03
Standard Specifications
CONSTRUCTION ENTRANCE
and Details Manual
Imo— 4' MAX. —}
CDnNI_F 1/IC4Af
NOTES:
1. SET FABRIC HEIGHT AT 1 FT MAXIMUM BETWEEN SUPPORT POSTS SPACED NO
MORE THAN 4 FT APART.
2. SET OUTLET ELVATION SO THAT WATER DEPTH CANNOT EXCEED 1.5 IT AT THE
LOWEST POINT ALONG THE FFNCFHNF.
3. INSTALL A HORIZONTAL BRACE BETWEEN THE SUPPORT POSTS TO SERVE AS
AN OVERFLOW WEIR AND TO SUPPORT TOP OF FABRIC.
4. PROVIDE A RIPRAP SPLASH PAD AS SHOWN ABOVE. EXCAVATE FOUNDA11ON
FOR THE SPLASH PAD A MINIMUM 5 FT WIDE, 1FT DEEP, AND 5 FT LONG ON
LEVEL GRADE. THE FINISHED SURFACE OF THE RIPRAP SHOULD BLEND WITH
SURROUNDING AREA, ALLOWING NO OVERALL THE AREA AROUND THE PAD
MUST BE STABLE.
5. DIG A V—TRENCH IN THE LINE OF THE FENCE AS SHOWN ABOVE.
6. AVOID JOINTS, PARTICULARLY AT LOW POINTS IN THE FENCE LINE. WHERE
JOINTS ARE NECESSARY, FASTEN FABRIC SECURELY TO SUPPORT POSTS AND
OVERLAP TO THE NEXT POST.
7. TO REDUCE MAINTENANCE, EXCAVATE A SHALLOW SEDIMENT STORAGE AREA
ON UPSLOPE SIDE OF FENCE WHERE SEDIMENTATION IS EXPECTED. PROVIDE
GOOD ACCESS TO DEPOSITION AREAS FOR CLEANOUT AND MAINTENANCE.
City of Asheville, NC
Standard Specifications
and Details Manual
Cross -Section
TEMPORARY SEDIMENT TRAP EMBANKMENTS
SHALL BE PROVIDED WITH ADEQUATE
GROUNDCOVER IMMEDIATELY UPON
CONSTRUCTION.
SILT FENCE FABRIC
(36" MIN WIDTH)
STANDARD TEMPORARY
SILT FENCE (SEE STD.
DETAIL 7.01)
5' MIN.
SIDE VIEW
STANDARD TEMPORARY SILT FENCE WITH
REINFORCED STABILIZED OUTLET
1 " min. of 14CUOT ## 5
or #57 washed stone
51
M In
1511
STD. NO.
7.01 A
be -sign settled Overfill b" far
top settlenient
Plan View
-Emerge.rl-y iby-
r �a ps 6" beg ow
----------- ------ 5---------- min, Y settled tarp iDf
T fill 1f dam
r
--------------- t43tural
31
r� Llr�d
f1 DETAIL FROM NCDENR EROSION AND SEDIMENT
i � mall, DETAIL
fob
CONTROL PLANNING AND DESIGN MANUAL
TEMPORARY SEDIMENT TRAP
II
SEDIMENT TRAP #1 VOLUME CRITERIA:
DISTURBED AREA (A): 0.74 AC
REQUIRED VOL: (3.600 CF PER DISTURBED AREA AC)
PROPOSED VOL: 2,876 CF
1
SEDIMENT TRAP 91 SURFACE AREA CRITERIA:
Q10 INFLOW: 1.30 AC
REQUIRED SURFACE AREA: 435 SF PER CFS INFLOW)
PROPOSED SURFACE AREA: 2,278 CF
1
>too.
■
s evi e
Acz�GIONAL AIRPORT
1
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC28078
OFFICE: [phone]
www.a —in—om
ULICK ENGINEERING LLC
STORMWATER HYDR0.ULIC5 I EROSION CONTROL
AIRFIELD&CIVIL SITE I CONSTRUCTION SERV-CES
NOT RELEASED FOR
CONSTRUCTION
CAP 0
11.{1151114111111l117j/
Q q�
- SEAL
040195 -
FNGIN6
"f111HIH1111
DAVID A. SKURKY, P.E.
INC SEAL #040195
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.
REVISIONS:
NO. DATE BY I DESCRIPTION
1 1 01/24/22 1 1 NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-04
W

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MAINTENANCE:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER
EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED.
WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED,
REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE
NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
2' MIN
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City of Asheville, NC
REVISIONS
STD. NO.
DATE
DIVERSION DITCH
Standard Specifications
7.04
and Details Manual
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Acz�GIONAL AIRPORT
1
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC28078
OFFICE: [phone]
www.a —in—om
ULICK ENGINEERING LLC
STORM-11 HYDRAULICS I EROSION CONTROL
AIRFIELD&CIVIL SITE I CONSTRUCTION SERV-CES
NOT RELEASED FOR
CONSTRUCTION
CAP 0
11.{1151114111111l117j/
Q q�
— SEAL
040195 —
FNGIN6
���!lillrlllll1l11
DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-05

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TEMPORARY SEEDING SCHEDULE
Temporary Seeding 13
P Y g
Installation
Seedbed Apply soil amendments evenly and incorporate to a depth of 4-6 inches,
Preparation if possible. Follow recommendations of soil tests or apply 2000 lb/acre
ground agriculture limestone and 700-1000 lb/acre 10-10-10 fertilizer.
Loosen surface just before broadcasting seed (reference Practice 6.11,
Permanent Seeding).
Plant Select an appropriate temporary species based on the calendar in Figure
Selection 6.10b. Avoid seeding in December or January. If necessary to seed at
these times, use rye grain and a securely tacked mulch.
Mountains
Above 2500'
Below 2500'
Piedmont
Coastal Plain
Recommended Plantings
Legend I
MAINTENANCE:
RESEED AND MULCH AREAS
WHERE SEEDING EMERGENCE IS
POOR, OR WHERE EROSION
OCCURS, AS SOON AS POSSIBLE.
DO NOT MOW. PROTECT FROM
TRAFFIC AS MUCH AS POSSIBLE.
2
1 Korean Lespedeza with .............................. 50 lb/acre
Rye Grain .................................................. 120 lb/acre
2 Kobe Lespedeza with .................................. 50 lb/acre
Rye Grain .................................................. 120 lb/acre
c. • 1 vacre
* 1lb/acre
Figure 6.10b Calendar for scheduling temporary seedings.
6.10.2
PERMANENT SEEDING SCHEDULE
6.11
Seedbed 0 Apply ground agricultural limestone, unless a soil test indicates pH
Preparation 6.0 or greater. If a soil test is not available, use a rate based on soil
texture:
Coarse textured: 1 - 1 1/2 tons/acre
Fine textured: 2 - 3 tons/acre
■ Apply a complete fertilizer at rates recommended by soil tests. In the
absence of soil test, use the following as a guide:
Grasses: 800-1200 lb/acre of a 10-10-10 analysis fertilizer
(or equivalent)
Grass -legume mixtures: 800-1200 lb/acre of a 5-10-10
fertilizer (or equivalent)
■ Incorporate lime and fertilizer to a depth of 4-6 inches by disking or
chiseling on slopes up to 3: 1. Do not mix lime and fertilizer prior to
application.
■ Fill in depressions that can collect water. Where mowing is planned,
continue tillage until a uniform, finely pulverized seedbed is achieved.
Jan I Feb I Mar I Apr I May I Jun I Jul I Aug I Sep I Oct I Nov I Dec
rn Tall fescue (above 2500')
c
Tall fescue (below 2500')
Tall fescue (low maint.)
c
0
E Tall fescue (high maint.)
a Common Bermudagrass
Tall fescue mixture
c
a Hybrid Bermudagrass
W Common Bermudagrass
0
U
Centipedegrass
= Optimum Possible
Figure 6.11 b Calendar for permanent seeding recommendations by region.
6.11.3
Extend • gauge ' 1 • . side r • •anc
•
Drape baffle♦ I 1 4
bafflesecure with
1 1' of basin1 rverticalit i
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Baffle Material
" If the temporary sediment basin will be
converted to a permanent stormwater basin
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
Note: Install three (3) coir fiber baffles in basins
at drainage outlets with a spacing of 1 /4 the
basin length. Two (2) coirfiber baffles can be
installed in the basins less than 20 ft in length
with a spacing of 1/3 the basin length.
Baffle Material
11 Gauge
Landscaping Staple
I I
I
I I
I I
Steel Post
I I
2'-0" Depth
I l
Baffle Material should be secured to the bottom
and sides of basin using 12" landscape staples
Figure 6.65b Coir Fiber Baffle Detail
Cross section of a porous baffle in a sediment basin.
COIR BAFFLE DETAIL
13
Permanent Seeding
Fertilization
Satisfactory establishment may require refertilizing the stand in
the sec-
ond growing season.
■ Do not fertilize cool season grasses in late May through July.
■ Grass that looks yellow may be nitrogen deficient-
■ Do not use nitrogen fertilizer if stand contains more than
20% le-
gumes.
Table 6.11 a
Tolerance, Maintenance, and Propagation Characteristics of Erosion Control Plants
Mainte-
Region Drainage Planting Tolerance
nance
� C
_
Qp O O CL L O
O j
❑Cn LL
Grasses
Bahiagrass
• • • • • • • • • • 14-28 000
•
Bermudagrass (common)
• • • • • • • • • • 21 • • •
•
Bermudagrass (hybrid)
• • • • • • • • • — • •
•
Centipedegrass
• • • • • • • • • 28 •
• •
Fescue, tall
• • • • • • • • 5-14 • • •
• •
Fescue, red
• • • • • • • • • 7-28 • • •
• •
German milletz
• • • • • • • • • • 4-14
•
Kentucky bluegrass
• • • • • • • • • 10-28 •
• •
Redtop
• • • • • • • • • 5-10 • •
•
Rye grain
• • • • • • • • • • 4-7
•
Sudangrass
• • • • • • • • • • 4-10
•
Legumes
Crown vetch
• • • • • • • • 14-21 •
•
Kobe lespedeza
• • • • • • • • • • 5-14 •
•
ar e
SEE NOTE 3 r' a
- 8
,Number of days required for majority of seeds to germinate under favorable conditions.
2 Also "Foxtail millet"
3. SERICEA LESPEDEZA IS CONSIDERED
AN INVASIVE SPECIES. CONTRACTOR SHALL CONSIDER ALTERNATIVES
SUCH AS
SWITCHGRASS (PANICUM VIRGATUM), SPLITBEARD BLUESTEM (ANDROPOGON TERNARIUS), BEGGARLICE (DESMODIUM
SPP.), PARTRIDGE PEA (CHAMAECRISTA
FASCICULATA).
1
fi.11.6
*CONTRACTOR TO COORDINATE EXACT
GRASSING SPECIES WITH LANDART
>too"
s heville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
STCRMATER I HYDRAJLICS i EROSION CONTROL
AIRF.ELD & CIVIL SITE I CONSTRUCTION SERVICES
NOT RELEASED FOR
CONSTRUCTION
CA
ti��`,``❑%0 � S �OC`'Y f�fi
SEAL
040195 -
4GIN6
!!lI111111114111�T�
DAVID A. SKURKY, P.E.
NC SEAL #040195
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.
REVISIONS:
NO. DATE BY DESCRIPTION
1 01/24/22 NCDELM & NCDEQ COMMENTS
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: SEPTEMBER 2021
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
ES-06
M,

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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.).
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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
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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
Important maintenance procedures:
- The drainage area will be managed to reduce the sediment load to the dry extended
detention basin.
- Immediately after the dry extended detention basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly six
weeks).
- No portion of the dry extended detention pond will be fertilized after the first initial
fertilization that is required to establish the vegetation.
- I will maintain the vegetation in and around the basin at a height of approximately six
inches.
- Once a year, a dam safety expert will inspect the embankment.
After the dry extended detention basin is established, it will be inspected once a quarter and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
Table 1: Sample Operation and Maintenance Provisions for Dry Ponds
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the dry pond
The inlet device: pipe or swale
Areas of bare soil and/or
erosive gullies have formed
The pipe is clogged
The pipe is cracked or
otherwise damaged.
Erosion is occurring in the
swale.
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 the pipe.
Regrade the swale if necessary
to smooth it over and provide
erosion control devices such as
reinforced turf matting or riprap
to avoid future problems with
erosion.
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The forebay
The main treatment area
The embankment
Sediment has accumulated to a
depth greater than the original
design depth for sediment
storage.
Erosion has occurred
Weeds are present.
Sediment has accumulated to a
depth greater than the original
design sediment storage depth.
Water is standing more than 5
days after a storm event.
Weeds and noxious plants are
growing in the main treatment
area.
Shrubs have started to grow on
the embankment.
Evidence of muskrat or beaver
activity is present.
A tree has started to grow on
the embankment.
An annual inspection by an
appropriate professional shows
Search for the source of the
sediment and remedy the
problem if possible. Remove
the sediment and dispose of it
in a location where it will not
cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced
turf matting or riprap if needed
to prevent future erosion
problems.
Remove the weeds, preferably
by hand. If pesticide is used,
wipe it on the plants rather than
spraying.
Search for the source of the
sediment and remedy the
problem if possible. Remove
the sediment and dispose of it
in a location where it will not
cause impacts to streams or
the BMP.
Check outlet structure for
clogging. If it is a design issue,
consult an appropriate
professional.
Remove the plants by hand or
by wiping them with pesticide
(do not spray).
Remove shrubs immediately.
Use traps to remove muskrats
and consult a professional to
remove beavers.
Consult a dam safety specialist
to remove the tree.
Make all needed repairs.
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The outlet device / The
receiving water
that the embankment needs
repair.
Clogging has occurred
The outlet device is damaged
Erosion or other signs of
damage have occurred at the
outlet impacting the receiving
stream or wetlands.
Clean out the outlet device.
Dispose of the sediment off -
site.
Repair or replace the outlet
device.
Contact the local NCDEQ
Regional Office for assistance.
Revised: 1-3-2017

APPENDIX E
SUPPLEMENTAL EZ STORM

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION PM
1
Project Name
Asheville Regional Airport Parking Lot D
2
Project Area (ac)
0.65
3
Coastal Wetland Area (ac)
0
4
Surface Water Area (ac)
0
5
Is this project High or Low Density?
High
6
Does this project use an off -site SCM?
No
COMPLIANCE WITH 02H .1003(4)
7
Width of vegetated setbacks provided (feet)
N/A
8
Will the vegetated setback remain vegetated?
N/A
9
Is BUA other that as listed in .1003(4)(c-d) out of the setback?
N/A
10
Is streambank stabilization proposed on this project?
N/A
NUMBER AND TYPE OF SCMs:
11
Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
0
14
Stormwater Wetland
0
15
Permeable Pavement
0
16
1 Sand Filter
0
17
Rainwater Harvesting (RWH)
0
18
Green Roof
0
19
Level Spreader -Filter Strip (LS-FS)
0
20
Disconnected Impervious Surface (DIS)
0
21
Treatment Swale
0
22
Dry Pond
1
23
Storm Filter
0
24
Silva Cell
0
25
Bayfilter
0
26
1 Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
Name and Title:
Dave Skurky, Chief Stormwater Engineer
28
Organization:
Aulick Engineering, LLC.
29
Street address:
600 Park Offices Drive, Suite 300
30
City, State, Zip:
Durham, NC, 27709
31
Phone number(s):
919-819-4242
32
Email:
I [e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
with the information provided here.
Signature of Designer
Date

DRAINAGE AREAS
1
Is this a high density project?
Yes
2
If so, number of drainage areas/SCMs
1
3
Is all/part of this project subject to previous rule
versions?
No
FORMS LOADED
DRAINAGE AREA INFORMATION
Entire Site
1
4
T e of SCM
Dry Pond
5
Total BUA in project (sq ft)
18774 sf
6permitting)
New BUA on subdivided lots (subject to
s ft
sf
7
New BUA outside of subdivided lots (subject to
permitting) (sf)
18774 sf
8
Off site - total area (sq ft
sf
9
Offsite BUA (sq ft)
sf
10
Breakdown of new BUA outside subdivided lots:
Parking (sq ft)
18774 sf
Sidewalk (sq ft
sf
Roof (sq ft)
sf
Roadway s ft
sf
Future (sq ft)
sf
Other, please specify in the comment box
below (sq ft
sf
11
New infiltrating permeable pavement on
subdivided lots (sq ft)
sf
12
New infiltrating permeable pavement outside of
Isubdivided lots (sq ft
sf
13
Exisitng BUA that will remain (not subject to
permitting) (sq ft)
sf
14
Existing BUA that is already permitted (sq ft
sf
15
Existing BUA that will be removed (sq ft)
sf
16
Percent BUA
67%
17
Design storm (inches)
3 in
18
IDesign volume of SCM cu ft
3454 cf
19
1 Calculation method for design volume
Hydrographs
INFORMATION
Please use this space to provide any additional information about the
20
pond was designed to drawn down in 40 hours rather than 48 hours
ause this is an airport project and permanent pooling must be avoided.
DRAINAGE AREA INFORMATION
Entire Site
1
4
Type of SCM
Dry Pond
5
Total BUA from project (sq ft
18774 sf
6
1995 rules
SL 2006-246
2008 rules
2017 rules
New BUA on subdivided lots (subject to
permitting) (sq ft)
1995 rules
SL 2006-246
7
sf
2008 rules
2017 rules
8
New BUA outside of subdivided lots (subject
to Dermittina (sf)18774
sf
1995 rules
SL 2006-246
2008 rules

2017 rules
9
Offsite - total area (sq ft
sf
1995 rules
SL 2006-246
2008 rules
2017 rules
10
Offsite BUA (sq ft)
sf
1995 rules
SL 2006-246
2008 rules
2017 rules
11
Design storm inches
1 in
1995 rules
SL 2006-246
2008 rules
2017 rules
12
Breakdown of new BUA:
Parking (sq ft
18774 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
sf
14
New infiltrating permeable pavement outside of
Isubdivided lots (sq ft)
sf
15permitting)
Exisitng BUA that will remain (not subject to
s ft
sf
16
Existing BUA that is already permitted (sq ft)
sf
17
Existing BUA that will be removed (sq ft
sf
18
Percent BUA
67%
19
Design volume of SCM cu ft
3454 cf
20
1 Calculation method for design volume
Simple Method
ADDITIONAL INFORMATION
21
Please use this space to provide any additional
information about the drainage area(s):

DRY POND
1
1Drainage area number
1
2
IDesign volume of SCM (cu ft)
c
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
What is the method for dewatering the SCM for
maintenance?
Drawdown Orifice
10
If applicable, will the SCM be cleaned out after
construction?
Yes
11
Does the maintenance access comply with General
MDC (8)?
Yes
12
Does the drainage easement comply with General
MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the
plat comply with General MDC (10)?
No
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 SCIVI designedy an NC licensed
professional?
Yes
DRY POND
MDC FROM 02H .1062
18
SHWT elevation (fmsl)
unknown
19
Elevation of the bottom of the dry pond (fmsl)
2154
20
Distance from bottom to SHWT (feet)
>3ft
21
Elevation of the temporary pool during the design
storm (feet)
2155 ft
22
Ponding depth of the design storm (feet)
1 ft
23
Will the dry pond be uniformly graded to flow toward
the outlet?
Yes
24
Is a low flow channel being provided?
No
25
Are the inlet(s) and outlet located in a manner that
avoids short-circuiting?
Yes
26
Will berms or baffles be provided to increase the
flow path?
No
27
What method of pretreatment will be provided?
Gravel and grass
strip
28
Diameter of drawdown orifice (in)
.8 in
29
Drawdown time for the temporary pool (hours)
40
30
Does the pond minimize impacts to the receiving
channel from the 1-yr, 24-hr storm?
Yes
31
Is there a small permantent pool near the orifice to
prevent clogging?
No
32
Will the outlet be designed to prevent clogging?
No
33
Are the dam and embankment planted in non-
clumping turf grass?
Yes
34
Species of turf that will be used on the dam and
embankment
Fescue
35
�Will trees and shrubs e prevented from growing on
the dam and embankment?
Yes
ADDITIONAL
INFORMATION
36
Please use this space to provide any additional
1 information about the infiltration system(s):
Dry Pond 4 8:42 AM 1/27/2022

Dry Pond 5 8:42 AM 1/27/2022

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

\ Lu
c
II
Ip
Iv SSMH
RIM: 2,152.80
IMPERVIOUS SURFACE AREA CALCULATIONS
ON -SITE PARKING (SF): 18,774
EXISTING BUA (SF): 0
TOTAL IMPERVIOUS AREA (SF): 18,774
TOTAL IMPERVIOUS AREA (AC): 0.43
TOTAL PROJECT AREA (AC): 0.65
PROJECT PERCENT OF IMPERVIOUS AREA:
(TOTAL IMPERVIOUS AREA / TOTAL PROJECT AREA) X 100
0.43 AC / 0.65 AC X 100
= AR
ASPHALT PAVEMENT HENDERSON COUNTY
ASPHALT PAVEMENT
S88° 07' 11.45"E
Ou,, 2.5.lMBE rnl INITV
PROPOSED ON -SITE PARKING: 18,744 SF
77
J
Nch
120.678 g
N88° 41' 18.74"W
AIRPORT PARK ROAD PROPERTY/PROJECT AREA: 0.65AC
20' SANITARY SEWER EASEMENT A
LN 4°4T37" W
3
BGA ASSO
D.B.
�. 87
1287
BUILT -UPON -AREA MAP 40' 0' 40' 80'
ULICK ENGINEERING LLC FOR
STORMWATER I HYDRAULICS I EROSION CONTROL ASHEVILLE REGIONAL AIRPORT 1" = 40'
AIRFIELD & CIVIL SITE I CONSTRUCTION SERVICES PA R K I NI (-, I C)T n

APPENDIX G
WATERS OF THE U.S. DELINEATION REPORT

October 31, 2019
AVCON, Inc.
13801 Reese Blvd., Suite 160
Huntersville, North Carolina 28078
Attention: Mr. James Moose, P.E.
Reference: Waters of the U.S. Delineation
Asheville Regional Airport — Proposed Parking Areas
Fletcher, Buncombe County, North Carolina
S&ME Project No. 4335-19-141
Dear Mr. Moose:
S&ME, Inc. (S&ME) is pleased to submit this letter report detailing results of the waters of the U.S. delineation
recently performed at the above -referenced property. These services were performed in general accordance with
S&ME Proposal No. 43-1900805, dated October 21, 2019 and the Master Agreement for Continuing Professional
Services between AVCON and S&ME dated May 1, 2017. The waters of the U.S. delineation was conducted by
S&ME Natural Resources Professionals on October 24, 2019. This report is based on the observations made on
the date noted and using the procedures described herein. The opinions included herein are based on this
information and our professional experience.
Project Information
The location of the project area is proposed parking lots and are outlined in Figures 1 and 2 (Figure 3). The
subject property is vacant and consists of open maintained turf fields, and a former stormwater sediment basin.
Airport Park Road transects the northern portion of the subject property. Site photographs are included as an
attachment to this report. A waters of the U.S. delineation was requested in order to assist in the site
development planning.
Methodology
The services performed by S&ME are described and outlined in the referenced proposal. S&ME first reviewed
relevant supporting information, including United States Geological Survey (USGS) topographic maps, the United
States Department of Agriculture (USDA) Natural Resource Conservation Service (NRCS) Mecklenburg County Soil
Survey, the U.S. Department of Agriculture publication Hydric Soils of the U.S., 2017 Light Detection and Ranging
(LiDAR) topography, and representative aerial imagery.
S&ME Natural Resources Professionals visited the project site on October 24, 2019 to evaluate the area for
features that exhibit characteristics that are consistent with jurisdictional waters of the U.S. This determination was
S&ME, Inc. 19751 Southern Pine Boulevard I Charlotte, NC 28273 1 p 704.523.4726 1 www.smeinc.com

= 0 Waters of the U.S Delineation
Asheville Regional Airport — Proposed Parking Areas
Fletcher, Buncombe County, North Carolina
Project No. 4335-19-141
performed following the procedures set forth in the 1987 USACE Wetlands Delineation Manual' and the Eastern
Mountains and Piedmont Region Supplemental Guidance'. Detailed information required to determine wetland
conditions was collected during the field reconnaissance and documented on USACE Wetland Determination Data
Forms. S&ME also assessed the site for the presence of stream channels, utilizing North Carolina Division of
Water Resources (NCDWR) Stream Identification Forms (Version 4.11). Stream and wetland boundaries were
marked in the field with sequentially numbered flagging, and the locations of these flags were estimated using
GPS equipment capable of sub -meter accuracy. The findings of this assessment are detailed below and in the
attached Site Photographs and Site Map (Figure 3).
Findings
Field review identified one jurisdictional (first order, perennially -flowing) stream (Stream S1). Stream S1 enters the
subject property from a culvert, parallels New Airport Road for approximately 70 feet, then flows offsite through a
culvert. See attached NCDWR stream identification form for additional characteristics of Stream S1.
Standing water was observed within the southern portion of the subject property. This area did not exhibit soils
or vegetation characteristic of a jurisdictional wetland. See attached USACE Wetland Determination Form for data
point U1 for additional characteristics of this upland area. No jurisdictional wetlands of the U.S. were identified in
the subject property.
Conclusions and Recommendations
The jurisdictional waters of the U.S. assessment conducted by S&ME identified 70 If of one perennially flowing
stream (S1). Please note that while S&ME's assessment can be used for general planning purposes, it is not
considered official until verified and approved in writing by the USACE through a Notice of Jurisdictional
Determination (JD). In order to receive Approved Jurisdictional Determination from the USACE, a Request for
Approved JD package and supporting information can be submitted. The USACE will review the package and
likely schedule an on -site visit to evaluate the delineation. Upon confirmation of the delineated boundaries, the
USACE will provide a Notice of JD letter, and the NCDWR will provide supporting documentation for the accuracy
of the determination. Following receipt of the Notice of JD letter from the USACE, the jurisdictional boundaries
may be surveyed and depicted on a map prepared by your Civil Engineering contractor in accordance with USACE
protocols. The survey map can then be mailed to the USACE for final approval. The USACE will sign the survey
map, which will then be considered an accurate representation of the delineated boundary for five years. Upon
request, S&ME can provide you with scope and a change order for the submission of a JD package to the USACE.
' Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual, Technical Report Y-87-1, U.S. Army Engineer Waterways
Experiment Station, Vicksburg, MS. NTIS No. AD A176.
' Environmental Laboratory. 2012. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Eastern Mountains and
Piedmont Region (version 2.0). U.S. Army Corps of Engineers Engineer Research and Development Center, Vicksburg, MS. ERDC/EL TR-12-9
October 31, 2019

Waters of the U.S Delineation
Asheville Regional Airport — Proposed Parking Areas
Fletcher, Buncombe County, North Carolina
Project No. 4335-19-141
Alternatively, a Preliminary JD (P-JD) may be requested from the USACE. P-JDs only indicate the likely presence of
jurisdictional features for use in site planning and in calculation of project impacts for 404/401 permitting; they do
not confirm the absence of features.
If impacts to S1 can be avoided, it is unlikely submittal of a JD request would be required. In the event that
project design requires impacts to of the potential jurisdictional waters identified herein, a submittal of a JD
request and permitting of impacts either via an individual permit or through the Army Corps of Engineers
Nationwide Permit 39 (Commercial and Institutional Developments) would be required.
Closing
S&ME appreciates the opportunity to provide this assessment of on -site waters of the U.S. for this project. Please
contact us at [phone] if you have questions regarding the information provided, or if we may be of further
assistance.
Sincerely,
S&ME, Inc.
Suzanne L. Knudsen Kristy Smedley
Environmental/Natural Resources Project Scientist Natural Resources Senior Reviewer
Attachments: Figures:
Figure 1 - Vicinity Map
Figure 2 - USGS Topographic Map
Figure 3 - Site Map
Attachment 1: Site Photographs
Attachment 2: Data Forms
October 31, 2019 3

Figures

yr
F r
�k
r�
o-
ARK=RD ,
i
Stream 51 --�
Approx. 70 LF in Project Area = —
lxj
� O
J'w'7g
6 N `P APi
200
^y �1 Cn� �Y�N -•1� ��
(F@ET' v ° ,
JURISDICTIONAL STREAM 3"; f'
UPLAND DATA FORM
Q PROJECT AREA * "
REFERENCE: 2019 AERIAL PHOTOGRAPH -
2 GIS BASE LAYERS WERE OBTAINED FROM BUNCOMBE COUNTY AND ,
NEARMAP. JURISDICTIONAL FEATURES WERE DELINEATED IN THE FIELD BY �!
t S&ME ON 10/24/19 AND LOCATED WITH GPS CAPABLE OF SUB -METER
a ACCURACY. FEATURES HAVE NOT BE VERIFIED BY THE USACE. ALL I
c FEATURE LOCATIONS DISPLAYED ARE APPROXIMATED. THEY ARE NOT
ISE. N M o
BASED ON CIVIL SURVEY INFORMATION, UNLESS STATED OTHERWo N N
0
SCALE: FIGURE NO.
SITE MAP 1 " = 100 '
DATE:
III E 10-31-19 3
ASHEVILLE REGIONAL AIRPORT - PROPOSED PARKING AREAS PROJECTNUMBER
FLETCHER, BUNCOMBE COUNTY, NORTH CAROLINA 4335-19-141

Attachment I — Site Photographs

Asheville Regional Airport - Proposed Parking Areas _
Fletcher, Buncombe County, NC
Project #: 4335-19-141 r
Sheet 1 of 3 III i
Photo 1
_
N
N
- Y'SZ�t� FR �'�'Av.F, �..-r+ W
T,�y.�1 r _� ` -_' _-r � ff4�-- � u7,'--j ` � +j+.r� ,Z •ti i•-
-�'�
u ,�a�+•...
............���.�a.k
Y
Y
Vl
i
¢
, '
O
Location
North of and adjacent to Airport Park Road
Remarks
Maintained swale and stormwater grate

F-
14,
ti:r._.. F
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- ._ .�{ _ / - . V yam• y .r L.

Attachment II — Data Forms

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: Asheville Regional Airport Parking Lots A and D City/County: Fletcher/Buncombe Sampling Date: 10/24/19
Applicant/Owner: AVCON, Inc/Asheville Regional Airport State: NC Sampling Point: U1
Investigator(s): S. Knudsen and L. Slagle Section, Township, Range:
Landform (hillside, terrace, etc.): Local relief (concave, convex, none): Slope (%):
Subregion (LRR or MLRA): LRR N, MLRA 130B Lat: 35.435413 Long:-82.535511 Datum:
Soil Map Unit Name: Udorthents-Urban land complex, 2 to 50 percent slopes (UhE) NW I classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes x No (If no, explain in Remarks.)
Are Vegetation x Soil x or Hydrology x significantly disturbed? Are "Normal Circumstances" present? Yes No x
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 X No
Remarks:
standing water in sediment/stormwater pond
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)
x Surface Water (Al) _True
Aquatic Plants (614)
_Sparsely Vegetated Concave Surface (138)
_ High Water Table (A2) —Hydrogen
Sulfide Odor (C1)
—Drainage Patterns (B10)
_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 x No
Depth (inches): 1
Water Table Present? Yes No
x Depth (inches):
Saturation Present? Yes x No
Depth (inches): 0
Wetland Hydrology Present? Yes X No
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
standing water, recent heavy rains
ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont —Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
Sampling Point: U1
Absolute Dominant
Indicator
Tree Stratum (Plot size: )
% Cover Species?
Status
Dominance Test worksheet:
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC: 0 (A)
3.
Total Number of Dominant
4.
Species Across All Strata: 1 (B)
5.
Percent of Dominant Species
6.
That Are OBL, FACW, or FAC: 0.0% (A/B)
7.
Prevalence Index worksheet:
=Total Cover
Total % Cover of: Multiply by:
50% of total cover:
20% of total cover:
OBL species 0 x 1 = 0
Sapling/Shrub Stratum (Plot size:
)
FACW species 0 x 2 = 0
1.
FAC species 0 x 3 = 0
2.
FACU species 50 x 4 = 200
3.
UPL species 0 x 5 = 0
4.
Column Totals: 50 (A) 200 (B)
5.
Prevalence Index = B/A = 4.00
6.
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic Vegetation
8.
2 - Dominance Test is >50%
9.
3 - Prevalence Index is 53.0'
=Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover:
20% of total cover:
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: 5 )
-Problematic Hydrophytic Vegetation' (Explain)
1. Schedonorus arundinaceus
50 Yes
FACU
' Indicators of hydric soil and wetland hydrology must be
2.
present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
3.
4.
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
5.
more in diameter at breast height (DBH), regardless of
6
height.
7.
Sapling/Shrub - Woody plants, excluding vines, less
8.
than 3 in. DBH and greater than or equal to 3.28 ft
9
(1 m) tall.
10.
Herb - All herbaceous (non -woody) plants, regardless
11.
of size, and woody plants less than 3.28 ft tall.
50 =Total Cover
Woody Vine - All woody vines greater than 3.28 ft in
50% of total cover:
25 20% of total cover:
10
height.
Woody Vine Stratum (Plot size: )
1.
2.
3.
4.
5.
Hydrophytic
=Total Cover
Vegetation
50% of total cover:
20% of total cover:
Present? Yes No x
Remarks: (Include photo numbers here or on a separate sheet.)
maintained field
ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont -Version 2.0

VEGETATION (Five Strata) - Use scientific names of plants.
Sampling Point: U1
Tree Stratum (Plot size: )
% Cover Species? Status
Dominance Test worksheet:
1
Number of Dominant Species
2.
That Are OBL, FACW, or FAC: (A)
3.
Total Number of Dominant
4.
Species Across All Strata: (B)
5.
Percent of Dominant Species
6.
That Are OBL, FACW, or FAC: (A/B)
=Total Cover
Prevalence Index worksheet:
50% of total cover:
20% of total cover:
Total % Cover of: Multiply by:
Sapling Stratum (Plot size: )
OBL species x 1 =
1.
FACW species x 2 =
2.
FAC species x 3 =
3.
FACU species x 4 =
4.
UPL species x 5 =
5.
Column Totals: (A) (B)
6.
Prevalence Index = B/A =
=Total Cover
Hydrophytic Vegetation Indicators:
50% of total cover:
20% of total cover:
_ 1 - Rapid Test for Hydrophytic Vegetation
Shrub Stratum (Plot size: )
2 - Dominance Test is >50%
1.
3 - Prevalence Index is 53.0'
2.
4 - Morphological Adaptations' (Provide supporting
3
data in Remarks or on a separate sheet)
4.
-Problematic Hydrophytic Vegetation' (Explain)
5.
'Indicators of hydric soil and wetland hydrology must be
6.
present, unless disturbed or problematic.
Definitions of Five Vegetation Strata:
=Total Cover
50% of total cover:
20% of total cover:
Tree - Woody plants, excluding woody vines,
Herb Stratum (Plot size: )
approximately 20 ft (6 m) or more in height and 3 in.
1
(7.6 cm) or larger in diameter at breast height (DBH).
2.
Sapling - Woody plants, excluding woody vines,
3.
approximately 20 ft (6 m) or more in height and less
4
than 3 in. (7.6 cm) DBH.
5.
Shrub - Woody Plants, excluding woody vines,
6
approximately 3 to 20 ft (1 to 6 m) in height.
7.
Herb -All herbaceous (non -woody) plants, including
8.
herbaceous vines, regardless of size, and woody
9
plants, except woody vines, less than approximately
3 ft (1 m) in height.
10.
11.
Woody Vine - All woody vines, regardless of height.
=Total Cover
50% of total cover:
20% of total cover:
Woody Vine Stratum (Plot size: )
1.
2.
3.
4.
5.
Hydrophytic
=Total Cover
Vegetation
50% of total cover:
20% of total cover:
Present? Yes No
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont - Version 2.0

SOIL Sampling Point: U1
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
0-12 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

VEGETATION Continued (Four Strata) - Use scientific names of plants.
Sampling Point: U1
HDsoiuie uominam inaicaior
Tree Stratum
% Cover Species? Status
Definitions of Four Vegetation Strata:
8.
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
9.
more in diameter at breast height (DBH), regardless of
10.
height.
11.
Sapling/Shrub - Woody plants, excluding vines, less
12.
than 3 in. DBH and greater than or equal to 3.28 ft (1
13.
m) tall.
14.
Herb - All herbaceous (non -woody) plants, regardless
=Total Cover
of size, and woody plants less than 3.28 ft tall.
50% of total cover:
20% of total cover:
Sapling/Shrub Stratum
Woody Vine - All woody vines greater than 3.28 ft in
10.
height.
11.
12.
13.
14.
15.
16.
17.
18.
=Total Cover
50% of total cover:
20% of total cover:
Herb Stratum
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
50 =Total Cover
50% of total cover:
25 20% of total cover: 10
Woody Vine Stratum
6.
7.
8.
9.
10.
=Total Cover
50% of total cover:
20% of total cover:
Remarks: (Include photo numbers here or on a separate sheet.)
ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont -Version 2.0

VEGETATION Continued (Five Strata) - Use scientific names of plants.
Sampling Point: U1
Tree Stratum
7.
8.
9.
10.
11.
12.
50% of total cover:
Sapling Stratum
7.
8.
9.
10.
11.
12.
50% of total cover
Shrub Stratum
7.
8.
9.
10.
11.
12.
50% of total cover
Herb Stratum
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
50% of total cover: _
Woody Vine Stratum
6.
7.
8.
9.
10.
% Cover Species? Status
_=Total Cover
20% of total cover:
_=Total Cover
20% of total cover:
_=Total Cover
20% of total cover:
_=Total Cover
20% of total cover:
=Total Cover
50% of total cover: 20% of total cover:
Remarks: (Include photo numbers here or on a separate sheet.)
Definitions of Five Vegetation Strata:
Tree - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH)
Sapling - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
Shrub - Woody Plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
Herb -All herbaceous (non -woody) plants, including
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately 3
ft (1 m) in height.
Woody Vine - All woody vines, regardless of height.
ENG FORM 6116-4-SG, JUL 2018 Eastern Mountains and Piedmont - Version 2.0

NC Division of Water Quality -Methodology for Identification of Intermittent and
Perennial Streams and Their Origins v. 4.11
NC DWQ Stream Identification Form Version 4.11
Date: October 24, 2019
Project/Site: Asheville Regional Airport
Latitude: 35.4362
Evaluator:S. Knudsen and L. Slagle
County:ASheville
Longitude:-82.5362
Total Points:
Stream 31
Stream Determination (circle one)
Other Skyland, NC
is at least intermittent
if>_ 19 or perennial if>_ 30'
1 Perennial
e.g. Quad Name:
A. Geomorphology (Subtotal = 12.5 )
Absent
Weak
Moderate
Strong
1 a. Continuity of channel bed and bank
0
1 ®
2 ©
3
2. Sinuosity of channel along thalweg
0 •
1
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
ripple -pool sequence
0 ®
1 ®
2 ©
3
4. Particle size of stream substrate
0
1 ®
2 ©
3
5. Active/relict floodplain
0 0
1
2
3
6. Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
0 •
1
2
3
9. Grade control
0 ®
0.5®
1 ©
1.50
10. Natural valley
00
0.
1 0
1.5®
11. Second or greater order channel
No = 0 •
Yes = 3
a artificial ditches are not rated; see discussions in manual
B. Hydrology (Subtotal = 11 )
12. Presence of Baseflow
0 ®
1 ®
2 ®
3
13. Iron oxidizing bacteria
0
1
2
3
14. Leaf litter
1.50
1 ®
0.5®
0
15. Sediment on plants or debris
0 ®
0.5
1 ®
1.5
16. Organic debris lines or piles
0
0.5
1
1.5
17. Soil -based evidence of high water table?
No = 0 ®
Yes = 3 O
C. Biology (Subtotal = 7.5 )
18. Fibrous roots in streambed
30
2
in
0
19. Rooted upland plants in streambed
30
2
in
0
20. Macrobenthos (note diversity and abundance)
0
1
2
3
21. Aquatic Mollusks
0 •
1
2
3
22. Fish
0 •
0.50
10
1.5
23. Crayfish
0 •
0.50
1
1.5
24. Amphibians
0(D
0.5®
1 ®
1.5
25. Algae
0
0.5
1
1.5
26. Wetland plants in streambed
®
FACW = 0.7500BL =
1.500ther = 0
"perennial streams may also be identified using other methods. See p. 35
of manual.
Notes: Piped upstream and downstream. 70 feet da li hted in subject
property
Sketch:
41