SW1190901_SW Report_20200306

STORMWATER MANAGEMENT REPORT
FOR
ASHEVILLE REGIONAL AIRPORT
PARKING LOTS
FLETCHER, NORTH CAROLINA
INITIAL SUBMITTAL: AUGUST 7, 2019
REVISION #1: AUGUST 20, 2019
REVISION #2: DECEMBER 2, 2019
RFC: DECEMEBER 13, 2019
REVISION #1: JANUARY 28, 2020
REVISION #2: FEBRUARY 26, 2020
STORMWATER ENGINEER:
AULICK ENGINEERING, LLC
DAVID A. SKURKY, P.E.
4364 S. ALSTON AVENUE, SUITE 300
DURHAM, NC 27713
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AULICK ENGINEERING LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
tyAIRFIELD 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..................................................................................7
2.3 Operation and Maintenance Manual.................................................................................7
2.4 Design Software and Manuals............................................................................................7
Appendices
Appendix A - Vicinity, Soil Survey, FEMA Maps and NOAA Rainfall Data
Appendix B - Low Density & BUA Exhibit
Appendix C - Stormwater Sheets & Details, Pipe Profiles
Appendix D - Operation and Maintenance Manual
Appendix E - Supplemental EZ Storm & Drainage Calculations
Appendix F - Swale Segment Calculations
REFERENCE MATERIAL

Section 1
PROJECT OVERVIEW
1.1 Narrative
The Asheville Regional Airport - Parking Lots project includes the construction of a new parking lot,
Lot A, and associated grading, drainage, landscaping and erosion control.
This report includes the Built -Upon Area (BUA) computations that show compliance with the NCDEQ
Low Density Project. Therefore, no stormwater management or stormwater conveyance measures
(SCMs) are proposed.
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' 10.38" N. 82° 32' 8.61"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 Lots project site is located
on an existing undeveloped area in the eastern
portion of the airport, located along Airport Road.
For hydrologic planning purposes, the site is
comprised of Hydrologic Soil Group (HSG) B soils.
Appendix A contains the NRCS Soil Survey Maps for
the parking lot. The existing land use of the project
is grass, gravel, forest, and impervious. The
proposed land use will impervious (parking lot) with
a small amount of grass for landscaping.
"g asnev�ne
Asheville
a Regional
a.a.e,a o Airport
0
0
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
There are no SCMs so the construction sequence and cost are not applicable.
3
ASHEVILLE REGIONALAIRPORT-PARKING LOTS INITIAL SUBMITTAL:8/7/19; REVISION 1:8/20/19;
VISION 2: 12/2/2019; RFC REV 1: 1/28/2020, RFC REV 2: 2/26/2020
STORMWATER MANAGEMENT REPORT

Section 2
HYDROLOGY
2.1 Project Methodology
In order to qualify for a Low Density Project as outlined in Appendix E1 of the February 11, 2018
NCDEQ Stormwater Design Manual, several criteria must be met.
Calculation of Project Density
Project Density = Total Built -Upon Area / Total Project Area
Total Project Area: 13.41 ac
Total Built -Upon Area: 2.31 ac
See Appendix B1 for a sketch illustrating the BUA values above.
Densitv Thresholds
T sbla i; Tlrresi7olds far' Low Derisiry Pi,ojecrs
Stormwater Program
MS4 Stormwater
CO' St' 1 COU I7ty - SA
Maximum Percent BUA for Low Density
24%
12%
Coastal Counyy - Freshwater OR'MV
12%
Coastal County - Other
24%
Non -Coastal County - OF;N and HQ"JV
12%
Water Suppty VVatershed
Varies based on W0 classification:
see 15A NCAC 02P RLIIeS.
Dispersed Flow
Projects shall be designed to maximize dispersed flow through vegetated areas and minimize
channelization of flow. The upper parking lot drains to a curb cut and level spreader, which
disperses the flow along the length of the vegetative filter strip. The level spreader takes the
concentrated flow from the curb parking and converts it to sheet flow by means of a level weir.
The level spreader will be straight as to avoid any flow concentration downstream. The filter strip
located directly downstream of the level spreader is an existing vegetated slope that is at least
30' wide. Part of this filter strip is the existing undisturbed stream buffer. See Appendix C2 for the
Stormwater plans and details.
Table 2: Level Spreader flow Rates
Level Spreader
Area
(Ac)
i
in/hr
C
Flow Rate
cfs
Minimum Flow
0.64
0.75
0.9
0.43
10 year Storm
0.64
7.04
0.9
4.06
4
ASHEVILLE REGIONALAIRPORT-PARKING LOTS INITIAL SUBMITTAL:8/7/19; REVISION 1:8/20/19;
VISION 2: 12/2/2019; RFC REV 1: 1/28/2020, RFC REV 2: 2/26/2020
STORMWATER MANAGEMENT REPORT

Vegetated Conveyances
Stormwater that cannot be released as dispersed flow shall be transported by vegetated
conveyances. The curb outlets will discharge through rip rap protection pads and then grass
conveyance swales. In order to get the upper parking lot down to the low-lying area, the
conveyance will be lined with rip rap protection but leading up to the steep channel it will be
vegetated. See Appendix C2 for the Stormwater plans and details.
Vegetative conveyance #1 receives runoff from curb cuts located along the west edge of the
parking lot. The conveyance was designed to meet the requirements stipulated in the NCDEQ
Stormwater BMP manual, section 15A NCAC 2H .1003(2)(d). Specifically, the Swale was designed
to have a minimum length of 100' between the outlet and the nearest curb cut. The dimensions
of the Swale are such that the meet the minimum bottom width requirements and all other
dimensional requirements. The Swale receives flow from 4 separate curb inlets, meaning the flow
in the Swale depends on the specific segment being analyzed. A comprehensive of every segment
of flow length in the Swale can be found in Appendix F of the report.
Curb Outlet Systems
Low density projects may use curb and gutter with outlets to convey stormwater to grassed
swales or vegetated areas. The Asheville Regional Airport Parking Lots project will utilize curb
breaks at the low-lying areas to convey the stormwater runoff from the parking lot to the
vegetated conveyance. The curb outlet systems shall be designed as follows:
• The curb outlets shall be designed such that the Swale or vegetated area can carry
the peak flow from the 10-year storm at a non -erosive velocity;
• The longitudinal slope of the Swale or vegetated area shall not exceed five
percent, except where not practical due to physical constraints. In these cases,
devices to slow the rate of runoff and encourage infiltration to reduce pollutant
delivery shall be provided;
• The Swale's cross-section shall be trapezoidal with a minimum bottom width of
two feet;
• The side slopes of the Swale or vegetated area shall be no steeper than 3:1
(horizontal to vertical); and
• The minimum length of the Swale or vegetated area shall be 100 feet
Vegetated Setbacks
Vegetated setbacks shall be required adjacent to waters as specified in the stormwater rules to
which the project is subject pursuant to this Section, in addition to the following requirements
applicable to all vegetated setbacks:
• The width of a vegetated setback shall be measured horizontally from the normal
pool elevation of impounded structures, from the top of bank of each side of
streams or rivers, and from the mean high waterline of tidal waters,
perpendicular to the shoreline;
• Vegetated setbacks may be cleared or graded, but shall be replanted and
maintained in grass or other vegetation;
• Built -upon area that meets the requirements of G.S. 143-214.7(b2)(2) shall be
5
ASHEVILLE REGIONALAIRPORT-PARKING LOTS INITIAL SUBMITTAL:8/7/19; REVISION 1:8/20/19;
VISION 2: 12/2/2019; RFC REV 1: 1/28/2020, RFC REV 2: 2/26/2020
STORMWATER MANAGEMENT REPORT

allowed within the vegetated setback.
• Built -upon area that does not meet the requirements of G.S. 143-214.7(b2)(2)
shall be allowed within a vegetated setback when it is not practical to locate the
built -upon area elsewhere, the built -upon area within the vegetated setback is
minimized, and channelizing runoff from the built -upon area is avoided. Built -
upon area within the vegetated setback shall be limited to:
o Publicly -funded linear projects such as roads, greenways, and sidewalks;
o Water Dependent Structures; and
o Minimal footprint uses such as poles, signs, utility appurtenances, and
security lights.
• Stormwater that has not been treated in an SCM shall not be discharged through
a vegetated setback; instead it shall be released at the edge of the vegetated
setback and allowed to flow through the setback as dispersed flow.
• Artificial streambank and shoreline stabilization shall not be subject to the
requirements of this Item.
Stormwater Outlets
Stormwater outlets are designed so that they do not cause erosion downslope of the discharge
point during the peak flow from the 10-year storm event. See Appendix C1 for the Erosion Sheets
which have the rip rap design for the curb outlets.
Deed Restrictions and Protective Covenants
As discussed with NCDEQ, this section is only for subdivisions which does not apply to the
Asheville Regional Parking Lots project
Compliance with other Regulatory Programs
Other applicable local government ordinances and federal and state environmental regulations
that might apply will be checked and complied with.
Permit Issuance
Stormwater management permits issued for low density projects shall not require permit
renewal. Even though low -density permits issued by DEQ do not require renewal, low density
projects may still be subject to inspection to ensure that they continually comply with the
approved plans and specifications.
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:
6
ASHEVILLE REGIONALAIRPORT-PARKING LOTS INITIAL SUBMITTAL:8/7/19; REVISION 1:8/20/19;
VISION 2: 12/2/2019; RFC REV 1: 1/28/2020, RFC REV 2: 2/26/2020
STORMWATER MANAGEMENT REPORT

MEMENE MESS
0 SEEM==
nom
The following runoff coefficients were also used for hydraulic (storm inlet, pipe) analysis of Lot A:
c = 0.30 (Grass, HSG B)
c = 0.50 (Gravel, HSG B)
c = 0.95 (Impervious area)
2.2 Drainage & Erosion Control Design
The curb inlets and limited pipes were designed for the 25-yr storm. Open conveyances such as
channels for the 10-yr storm. Pipe Charts can be found in Appendix E1 showing pipe capacity and
gutter spread. Energy Dissipators at the proposed pipe outfalls can be found in Appendix C. Erosion
Control design and calcs can be found in Appendix C.
2.3 Operation and Maintenance Manual
The vegetated conveyance require 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 Stormwater Design Manual— 2017 Edition
7
ASHEVILLE REGIONALAIRPORT-PARKING LOTS INITIAL SUBMITTAL:8/7/19; REVISION 1:8/20/19;
VISION 2: 12/2/2019; RFC REV 1: 1/28/2020, RFC REV 2: 2/26/2020
STORMWATER MANAGEMENT REPORT

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

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JANUARYS2010 3700964300K
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Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fletcher, North Carolina, USA*
�'It
Latitude: 35.4347*, Longitude:-82.5374*
Elevation: 2145.24 ft *
*source: ESRI Maps 'w,�w,
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
4.38
(3.95-4.87)
5.22
6.25
1 (5.64-6.95) 11
7.04
(6.32-7.81) 11
8.08
(7.20-8.94)
8.86
1 (7.86-9.79)
9.65
1 (8.52-10.7)
10.4
1 (9.16-11.6)
11.5
1 (9.92-12.8)
12.3
1 (10.5-13.8)
3.50
4.17
5.01
5.63
6.43
7.06
7.67
8.27
9.07
9.68
10-min
(3.16-3.89)
1 (4.51-5.57) 11
(5.06-6.24) 11
(5.74-7.12)
1 (6.26-7.80)
1 (6.77-8.50)
1 (7.25-9.19)
1 (7.85-10.1)
1 (8.30-10.9)
2.92
3.50
4.22
4.75
5.44
5.96
6.46
6.96
7.61
8.10
15-min
(2.63-3.24) 11
(3.16-3.88) 1
1 (4.85-6.02)
(5.28-6.58)
1 (5.70-7.16)
1 (6.10-7.73)
1 (6.59-8.50)
1 (6.94-9.10)
2.00
2.41
3.00
3.44
4.03
4.48
4.95
5.42
6.05
6.56
30-min
(1.80-2.22)
1 (2.70-3.34) 11
(3.09-3.81) 11
(3.59-4.46)
1 (3.98-4.96)
1 (4.37-5.48)
1 (4.75-6.02)
1 (5.24-6.77)
1 (5.62-7.37)
1.25
1.51
1.92
2.24
2.68
3.04
3.41
3.80
4.34
4.79
60-min
(1.12-1.39)
(1.37-1.68)
(1.73-2.14) 1
1 (2.39-2.97)
1 (2.69-3.36)
1 (3.01-3.78)
1 (3.33-4.22)
1 (3.76-4.85)
1 (4.10-5.38)
0.729
0.885
1.12
1.30
1.56
1.77
2.00
2.23
2.56
2.83
2-hr
(0.655-0.809)
(0.796-0.980)1
1 (1.16-1.44) 11
(1.39-1.73)
1 (1.56-1.97)
1 (1.75-2.22)
1 (1.94-2.48)
1 (2.20-2.86)
1 (2.40-3.18)
0.520
0.626
0.786
0.916
1.11
1.26
1.43
1.62
1.88
2.10
3-hr
(0.469-0.581)
(0.564-0.698)
(0.706-0.873)
(0.820-1.02)
(0.982-1.23)
1 (1.11-1.41)
1 (1.25-1.60)
1 (1.40-1.80)
1 (1.60-2.11)
1 (1.76-2.37)
0.325
0.387
0.477
0.554
0.666
0.761
F 0.864
F 0.976
1.14
1.27
6-hr
(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)
(1.08-1.42)
0.204
0.243
0.298
0.342
0.404
0.454
0.506
0.560
0.635
0.694
12-hr
(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)
0.121
0.145
0.179
0.206
0.243
0.273
0.303
0.335
0.380
0.415
24-hr
(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)
0.072
0.086
0.105
0.120
0.140
0.157
0.174
0.192
0.216
0.235
2-day
(0.067-0.078)
(0.080-0.093)
(0.097-0.113)
(0.111-0.129)
(0.130-0.151)
(0.145-0.169)
(0.160-0.188)
(0.175-0.207)
(0.196-0.234)
(0.212-0.255)
0.051
0.061
0.074
0.084
0.098
0.109
0.120
0.131
0.147
0.159
3-day
(0.048-0.055)
(0.057-0.066)
(0.069-0.079)
(0.078-0.090)
(0.091-0.105)
(0.100-0.117)
(0.110-0.129)
(0.120-0.141)
(0.133-0.158)
(0.144-0.172)
0.041
0.049
0.058
0.066
0.076
0.084
0.093
0.101
0.112
0.121
4-day
(0.038-0.044)
(0.045-0.052)
(0.054-0.062)
(0.061-0.071)
(0.071-0.082)
(0.078-0.090)
(0.085-0.099)
(0.093-0.108)
(0.102-0.120)
(0.110-0.130)
0.027
0.032
0.039
0.044
0.051
0.056
0.062
0.067
0.075
0.081
7-day
(0.025-0.029)
(0.030-0.035)
(0.036-0.041)
(0.041-0.047)
(0.047-0.054)
(0.052-0.060)
(0.057-0.066)
(0.062-0.072)
(0.069-0.081)
(0.074-0.088)
0.022
0.026
0.031
0.034
0.040
0.044
0.048
0.052
0.057
0.062
10-day
(0.021-0.023)
(0.024-0.027)
(0.029-0.033)
(0.032-0.037)
(0.037-0.042)
(0.041-0.046)
(0.044-0.051)
(0.048-0.055)
(0.053-0.061)
(0.057-0.066)
0.015
0.017
0.020
0.022
0.025
0.027
0.030
0.032
0.034
0.036
20-day
(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)
0.012
0.014
0.016
0.018
0.020
0.021
0.023
0.024
0.025
0.027
30-day
(0.011-0.013)
(0.013-0.015)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.022-0.025)
(0.024-0.027)
(0.025-0.028)
0.010
0.012
0.014
0.015
0.016
0.017
0.018
0.019
0.020
0.020
45-day
(0.010-0.011)
(0.011-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.018-0.021)
(0.019-0.021)
0.009
0.011
0.012
0.013
0.014
0.015
0.015
0.016
0.017
0.017
60-day
(0.009-0.010)
(0.010-0.011)
(0.011-0.013)
(0.012-0.014)
(0.013-0.015)
(0.014-0.016)
(0.015-0.016)
(0.015-0.017)
(0.016-0.018)
(0.016-0.018)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 1 /4

6/20/2019
Precipitation Frequency Data Server
I161616I6161
10.000
C
41
1.000
C
GJ
a-�
C
� 0.100
L
Ld
a 0.010
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.4347°, Longitude: -32.5374'
0.0011
t t Jr t L N N O r{4 N rq rq rq N rq N Alb A q r, O O O Ln O
,1 r-1 rn w 1-4N rn v Ln
Duration
100.000
10.000
L
k
1.000
w
c
e
0.100
4.1
49
0.010
0.001 1 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created {GMT}: Thu Jun 20 13:16:24 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 14-min —
3-day
15-min —
d-dmy
— 30-rnw —
7-day
— 6 Wain —
10-day
— 2fir —
20-day
— "r —
30-day
— 8fir —
45-day
— 12fir —
60-day
- 24--hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 2/4

6/20/2019
Precipitation Frequency Data Server
Fletcher"
Fa.1i
MIL15 a.
xNaa, f
3km
2mi
+ _ Nanles
Large scale terrain
Kingsport' Bristol
Johnson City' 3
Winston -Soler
Knoxville'
ti h•1t Nlit&rell
rk�}l1 ', 1Asherille NORTH C
Charl t
•Greenville
lookm SOUTH CARD
6 mi V
Large scale map
Johnson City
i
� mston�
f
to
f
100km —.
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 3/4

I::iNIMI ]
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4347&Ion=-82.5374&data=intensity&units=english&series=pds 4/4

II-Wiillyp RI
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fletcher, North Carolina, USA*
�'It
Latitude: 35.4347*, Longitude:-82.5374*
Elevation: 2145.24 ft *
*source: ESRI Maps 'w,�w,
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.365
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)
0.584
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)
1 (1.32-1.65)
1 (1.43-1.79)
1 (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 (1.09-1.34)
1 (1.35-1.67)
1 (1.80-2.23)
1 (1.99-2.48)
1 (2.18-2.74)
1 (2.37-3.01)
(2.62-3.38)
(2.81-3.69)
1.25
1.51
1.92
2.24
2.68
3.04
3.41
3.80
4.34
4.79
60-min
(1.12-1.39)
(1.37-1.68)
(1.73-2.14)
(2.01-2.48)
(2.39-2.97)
(2.69-3.36)
(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)
(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)
1 (4.19-5.41)
(4.80-6.34)
(5.29-7.11)
1.95
2.32
2.86
3.32
3.99
4.56
5.18
5.85
6.82
7.64
6-hr
(1.78-2.14)
(2.11-2.55)
(2.60-3.14)
(3.01-3.65)
(3.59-4.38)
(4.07-5.00)
(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)
1 (2.69-3.20)
1 (3.30-3.92)
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)
(3.24-3.79)
(3.97-4.66)
(4.56-5.34)
(5.36-6.30)
(6.00-7.07)
(6.65-7.86)
(7.31-8.70)
(8.21-9.87)
(8.90-10.8)
3.46
4.13
5.03
5.75
6.74
7.54
8.36
9.20
F 10.4
11.3
2-day
(3.22-3.73)
(3.84-4.45)
(4.67-5.42)
(5.33-6.19)
(6.23-7.25)
(6.94-8.11)
(7.67-9.00)
(8.40-9.93)
(9.39-11.2)
(10.2-12.2)
3.69
4.39
5.32
6.04
7.03
7.82
8.62
9.44
10.6
11.4
3-day
(3.44-3.96)
(4.10-4.72)
(4.95-5.71)
(5.62-6.48)
(6.52-7.54)
(7.22-8.39)
(7.93-9.27)
(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)
(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
F 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)
1 (9.59-11.1)
1 (10.4-12.1)
(11.5-13.6)
(12.4-14.7)
5.23
6.19
7.34
8.25
9.49
10.5
11.4
12.4
F 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)
1 (10.7-12.2)
1 (11.6-13.2)
(12.7-14.7)
(13.6-15.9)
7.11
8.36
9.71
10.8
12.1
13.2
14.2
15.1
16.4
17.4
20-day
(6.72-7.51)
(7.91-8.84)
(9.18-10.3)
(10.2-11.4)
(11.4-12.8)
(12.4-13.9)
1 (13.3-15.0)
1 (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
F 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)
1 (15.3-17.1)
1 (16.2-18.1)
(17.2-19.4)
(17.9-20.3)
11.1
13.0
14.6
15.8
17.3
18.3
19.2
20.1
F 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)
13.3
15.5
17.3
18.6
20.2
21.3
22.3
23.2
24.2
24.9
60-day
(12.7-14.0)
(14.8-16.3)
(16.5-18.2)
(17.8-19.6)
(19.2-21.3)
(20.2-22.4)
(21.2-23.5)
(22.0-24.4)
(22.9-25.6)
(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://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 1 /4

6/20/2019
Precipitation Frequency Data Server
Pas -based depth -duration -frequency (DDF) curves
Latitude: 35.4347", Longitude: -32.5374"
�J-I
20
c
n
t t
Jr t
L
N
N r{4
N rq
rq
rq
N rq
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A q
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ro
�
N
rn
v Ln
Duration
25
20
c
0 I I I I I I i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, VoIume 2, Version 3 Created {GMT}: Thu Jun 20 13:18:29 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
mlerva I
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 14-min —
3-day
15-min —
d-dmy
— 30-rnw —
7-day
— 6 Wain —
10-day
— 2fir —
20-day
— "r —
30-day
— 8fir —
45-day
— 12fir —
60-day
- 24--hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4347&Ion=-82.5374&data=depth&units=engIish&series=pds 2/4

6/20/2019
Precipitation Frequency Data Server
Fletcher"
Fa.1i
MIL15 a.
xNaa, f
3km
2mi
+ _ Nanles
Large scale terrain
Kingsport' Bristol
Johnson City' 3
Winston -Soler
Knoxville'
ti h•1t Nlit&rell
rk�}l1 ', 1Asherille NORTH C
Charl t
•Greenville
lookm SOUTH CARD
6 mi V
Large scale map
Johnson City
i
� mston�
f
to
f
100km —.
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 3/4

I::iNIMI ]
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.4347&Ion=-82.5374&data=depth&units=english&series=pds 4/4

APPENDIX B
BUILT -UPON AREA MAP

MPERVIOUS SURFACE AREA CALCULATIONS
i lt37430
N07°
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SO4°s4\-
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N N1$�i
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ad o�
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N-SITE PARKING (SF): 97,915
KISTING BUA (SF): 2,732
TOTAL IMPERVIOUS AREA (SF): 100,647
DTAL IMPERVIOUS AREA (AC): 2.3
AL PROJECT AREA (AC): 13.41
ECT PERCENT OF IMPERVIOUS AREA:
(TOTAL IMPERVIOUS AREA / TOTAL PROJECT AREA) X 100
2.3 AC / 13.41 AC X 100
= 17.2
PROPERTY AREA: 13.41 ACRES u
S15° 23' 36.38'
1138.670 — �-
\ sZ9°
43.608 L=433.155, R_15
N18° 16' 35. 34 s$2
454.778 _ _ _
` 3 1.346
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BUILT -UPON -AREA MAP
ULICK ENGINEERING LLC FOR
HYDRAULICS& HYDROLOGY I EROSION CONTROL ASHEVILLE REGIONAL AIRPORT
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION PARKING LOTS
200' 0' 200' 400'
1 " = 200'

APPENDIX C
STORMWATER SHEETS & DETAILS, PIPE PROFILES

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---- EXISTING PIPE
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® PROPOSED PIPE
30FT STREAM BUFFER
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DETAIL ON SW-05
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015' 30' 60'
GRAPHIC SCALE IN FEET
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CONVEYANCE #1.
SEE DETAIL ON
SW-05
Irll�ll�ll�ll�
>fr 001. -"1
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
--coninc.com
ULICK ENGINEERING LLC
HYDRAULICS HYDROLOGY EROSION
AIRFIELD DESIGN I CONSTRUCPON MANAGEMENAGEMEN
T &INSPECTION
RELEASED FOR CONSTRUCTION
CAR
UIN
11111111111000,
nA I I nKv0\\•
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" = 30'
REVISIONS:
NO.
DATE
BY
DESCRIPTION
1
1/28/2020
WMM
RFC REVISION #1
2
2/26/2020
AKM
RFC REVISION #2
DESIGNED BY: W.M.M
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
sw-01

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SHALLOW TYPE
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INTERMEDIATE TYPE (4'X4')
DEEP TYPE (5'X5')
(5 FEET TO 20 FEET IN DEPTH)
(OVER 20 FEET IN DEPTH)
STANDARD
a
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STANDARD
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PER D.O.T. STD. 840.03
NCDOT #57
MIN. 6" NCDOT #57
STONE BEDDING
FRAME, GRATE & HOOD STONE BEDDING
FRAME, GRATE & HOOD
PER D.O.T. STD. 840.03
PER D.O.T. STD. 840.03
26"
REINFORCED
X
REINFORCED `� a
CONCRETE SLAB .° n26"NOT
TO EXCEED 5'
CONCRETE SLAB`
6„
a:
MIN.
°� O: '
-26"
.a' 60" OVER 20'
6„ a
MIN.
MIN. 6" NCDOT #57
° STONE BEDDING
6"1, :: ..,`.. �� s1...w .
48"
6" Q FROM 5' TO 20'
MIN.
i
6' MIN.
<
A ° <
O
NOTE
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL PRECAST
6"
CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE INSTALLED
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE
6"� :{ ti_M:. v ..• r, :� __._...:,...,:3
r y F
-`
MANUFACTURER.
MIN. 6" NCDOT #57
SLAB DETAIL MIN. 6" #57
3. "WAFFLE" (KNOCK OUT) BOXES ARE ACCEPTABLE FOR
STONE BEDDING
STONE BEDDING
SHALLOW TYPE CATCH BASINS WITH MAXIMUM 30 INCH DIA.
PIPE ALLOWED.
SLAB DETAIL
4. ALL STRUCTURES 4' OR DEEPER SHALL HAVE ACCESS
STEPS. STEPS SHALL BE INSTALLED 16" ON CENTER.
~6 SLAB THICKNESS AND
6" SLAB THICKNESS AND
36 REINFORCEMENT FOR
5. EACH DRAINAGE STRUCTURE SHALL HAVE A PAVED INVERT
REINFORCEMENT FOR
72" SOIL AND TRAFFIC
28
WITH A MAXIMUM 5:1 SLOPE FROM THE INVERT OF THE PIPE
60" 36„ SOIL AND TRAFFIC
LOADING BY AN
TO THE WALL OF THE STRUCTURE.
26" LOADING BY AN
ENGINEER
LI
6. APPLY NON -SHRINK AROUND PIPE.
ENGINEER
7. HORIZONTAL, RISER, AND BOXES MUST BE SEALED WITH
BUYTL RUBBER JOINTS.
�-60"�
�72
City of Asheville, NC
PRECAST CONCRETE
REVISIONS
STD. NO.
DATE
DESCRIPTION
6/9/15
REV. 12" O.C. TO 16" IN DETAIL
Standard Specifications
8.03
and Details Manual
CATCH BASIN
6" E ��
#4 BARS "V"0 Ix
„ 6"
EQUAL SPACES
3" r
1.5" 1.5"
4'-6" PERMD.O.T. 840.03 HOOD
3" 3"
F � OO�O�OOOOO� /
M M F C MIT
L -1 #4 BARS
#4 BARS EQUAL
EXPANSION JOINT 6'
„WIg
EQUAL C SPACES PLAN
SPACES CURB & GUTTER WITH CATCH BASIN ON STEEP GRADES
3" 3" TOP ELEVATION
tUSE ON FLAT GRADES 2% &UNDER
x
PLAN OF TOP SLAB SECTION S-S s"
EXPANSION JOINT
3' 3'
1 5" ELEVATION
#8 "W" BARS NORMAL CURB &GUTTER ON LIGHT GRADES
#4 BARS
#4 "V" BARS ® 12" TOP ELEVATION EXPANSION
EQUALS SPACES 8" - -JOINT
6"
USE ON GRADES OVER 2% g"
1.5" - - -----
#4 "U" BARS 6" 10" MAX" DEPRESSED GUTTER LINE
SECTION R-R DOWEL 1 6
ELEVATION
NORMAL CURB & GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN (BASED ON MIN. HEIGHT, H, WITH NO RISER) *
DIMENSIONS
OF BOX AND PIPE
COVER
DIMENSION
CU. YDS. CONC.
IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
BARS-V
BARS-W
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOT. CONC.
FOR MINIMUM
HEIGHT, H
D
A
B
C
G
H
E
F
NO.
LENGTH
NO.
LENGTH
NO.
LENGTH
C.M.
R.C.
12"
3'-O"
2'-2"
--
--
2'-9"
--
--
--
--
--
--
--
--
--
--
0.235
0.772
0.015
0.026
15"
3'-0"
2'-2"
3'-0"
--
--
--
--
--
--
--
--
--
--
0.235
0.829
0.023
0.036
18"
3'-0"
2'-2"
3'-3"
--
--
--
--
--
--
--
--
--
--
0.235
0.887
0.033
0.049
24"
3'-0"
2'-2"
3'-9"
--
--
--
--
--
--
--
--
--
--
0.235
1.001
0.059
0.085
30"
3'-0"
2'-2"
3'-4"
4'-3"
1'-2"
4'-0"
4
1'-5"
2
S-9"
3
3'-9"
39
0.123
0.321
1.433
0.092
0.127
36"
3'-O"
2'-2"
S-10"
4'-9"
1'-8"
4'-0"
4
1'-11"
3
S-9"
3
1 3'-9"
43
0.161
0.358
1.714
10.132
0.178
42"
S-O"
2'-2"
4'-5"
5'-3"
1'-5"
3'-2"
4
1'-8"
2
2'-11"
3
2'-11"
32
0.122
0.318
1.738
10.180
0.243
48"
3'-0"
2'-2"
5'-0"
5'-9"
2'-0"
3'-2"
4
1 2'-3"
3
2'-11"
3
2'-11"
35
0.145
0.352
2.052
10.235
0.317
2'-2"
5-7"
1 6'-3"
2'-7"
3'-2"
4
2'-10"
5
2'-11"
3
2'-11"
41
0.180
0.386
2.387
0.297
0.401
* RISER HAS .228
CUBIC YARDS OF
CONCRETE PER
FOOT HEIGHT
City of Asheville, NC PRECAST CONCRETE DATE REVISIONS DESCRIPTIONSTD. NO.
Standard Specifications CATCH BASIN 8.03A
and Details Manual
WITH GRATE & FRAME REMOVED
(DI SEE NOTE
-11
WEEP HOLES
J
BRICK COPING(INCIDENTAL)
TOP ELEVATION
STD. 840.16 FRAN
& GRATE
A 6„
io
DOWEL(SEE NOTE)
SECTION X-X
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
MAX. PIPE THIS SIDE - 18"
SECTION Y-Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS
OF BOX & PIPE
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT . HT •
Torn
CONCRETE
R MINIMUM
HEIGHT, H
C . M.
R . C .
12"
3'-0"
2'-0"
2'-0"
0.222
0.222
0.592
0.015
0.026
15"
2'-3"
0.648
0.023
0.036
18"
2'-6"
0.703
0.033
0.049
24'
3'-O"
0.814
1 0.059
1 0.085
30"
3'- 0"
2' - 0"
3' - 6"
1 0.222
0.222
1 0.925
1 0.092
1 0.127
DROP INLETS TO BE USED ON: A2.2A, A2.3, A2.4
,It nrnnrSSION
SECTION G-G
SECTION H-H
Co
N
PLAN OF GRATING
CAST IRON
1/8 if 1/$ If
1 It 1 If
3' - 33/4 I,
1/8 It
3 it I, 1/18II _
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3'-611
SECTION E-E
3'-61I
F
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F
PLAN OF FRAME
CAST IRON
1/$,I 1/8,I
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840.16
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS HYDROLOGY EROSION
AIRFIELD DESIGN I CONSTRUCPON MANAGEMENAEEMEN
T &INSPECTION
RELEASED FOR CONSTRUCTION
.... ...0l'L��'',
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:
FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-02

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1
24" Iv
1 /2 0
6" M
PIPE BEDDING
N.T.S.
NHERE WATER IS
-NCOUNTERED IN
RENCH, PLACE
GRANULAR MATERIAL
-0 TOP OF PIPE
)R AS DIRECTED.
JSE #57 STONE
~n
1--1
PROPOSED
c
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GRADE NEW MANHOLE LID
x
U
Q Z a
NEW 3500 PSI CONCRETE
Luo 12 MIN. STRUCTURE CAP
z a ¢ #5 REBAR, 2-FT
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� CUT AND REMOVE a
d
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\° c=n W � WALLS AS NEEDED TO EXISTING CONCRETE
Q ? PLACE NEW LID AND EXISTING
z CAP AT PROPOSED INSET
8rr "' � o ELEVATION.
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SECTION A -A
SHEET 2 OF 2
840.o3
INLET ADJUSTMENT DETAIL
N.T.S.
1. STRUCTURE MAY BE CAST IN PLACE OR PRECAST
2. WALLS SHALL BE REINFORCED WITH WIRE MESH AT 0.2 IN. SQ./FT.
3. CAP SHALL BE REINFORCED WITH #4 REBAR AT 12" O.C. EACH
WAY.- WIRE MESH MAY BE SUBSTITUTED FOR #4 REBAR AT 12" O.C.
AT 0.2 IN.SQ/FT.
CA Ro
AGhevlles i
IONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS & HYDROLOGYI EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT& INSPECTION
RELEASED FOR CONSTRUCTION
0rgl��y
40195 Z¢
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
KEY PLAN
PARKING LOTS
STO RMWATE R
DETAILS
NO. 2
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: N.T.S.
REVISIONS:
NO. DATE BY DESCRIPTION
1 11/28/2020 I WMMI RFC REVISION #1
i ') PIP I n Is
DESIGNED BY: W.M.M
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-03
0
23/4 n
1 %2 "
rr�
I 9%g"
I 9%8"
13/ II
13
SECTION B-B
TYPE - E
9 RAISED FLOW ARROW
%6" HIGH
D
c� r\
T T
1 %2 " T
r
a V �Q it
,N 9
� II F V
r\ 1 �21I RI
r
2'-113/4"
1 %2 II
I �
TYPE G C\
T
7"
1
24" Iv
1 /2 0
6" M
PIPE BEDDING
N.T.S.
NHERE WATER IS
-NCOUNTERED IN
RENCH, PLACE
GRANULAR MATERIAL
-0 TOP OF PIPE
)R AS DIRECTED.
JSE #57 STONE
~n
1--1
PROPOSED
c
o pC m FINISHED
GRADE NEW MANHOLE LID
x
U
Q Z a
NEW 3500 PSI CONCRETE
Luo 12 MIN. STRUCTURE CAP
z a ¢ #5 REBAR, 2-FT
a oC c~n LONG MIN, 12"
� CUT AND REMOVE a
d
`n � z EXIST. STRUCTURE C-C, EPDXIED TO
\° c=n W � WALLS AS NEEDED TO EXISTING CONCRETE
Q ? PLACE NEW LID AND EXISTING
z CAP AT PROPOSED INSET
8rr "' � o ELEVATION.
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SECTION A -A
SHEET 2 OF 2
840.o3
INLET ADJUSTMENT DETAIL
N.T.S.
1. STRUCTURE MAY BE CAST IN PLACE OR PRECAST
2. WALLS SHALL BE REINFORCED WITH WIRE MESH AT 0.2 IN. SQ./FT.
3. CAP SHALL BE REINFORCED WITH #4 REBAR AT 12" O.C. EACH
WAY.- WIRE MESH MAY BE SUBSTITUTED FOR #4 REBAR AT 12" O.C.
AT 0.2 IN.SQ/FT.
CA Ro
AGhevlles i
IONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS & HYDROLOGYI EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT& INSPECTION
RELEASED FOR CONSTRUCTION
0rgl��y
40195 Z¢
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
KEY PLAN
PARKING LOTS
STO RMWATE R
DETAILS
NO. 2
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: N.T.S.
REVISIONS:
NO. DATE BY DESCRIPTION
1 11/28/2020 I WMMI RFC REVISION #1
i ') PIP I n Is
DESIGNED BY: W.M.M
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-03
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SECTION A -A
SHEET 2 OF 2
840.o3
INLET ADJUSTMENT DETAIL
N.T.S.
1. STRUCTURE MAY BE CAST IN PLACE OR PRECAST
2. WALLS SHALL BE REINFORCED WITH WIRE MESH AT 0.2 IN. SQ./FT.
3. CAP SHALL BE REINFORCED WITH #4 REBAR AT 12" O.C. EACH
WAY.- WIRE MESH MAY BE SUBSTITUTED FOR #4 REBAR AT 12" O.C.
AT 0.2 IN.SQ/FT.
CA Ro
AGhevlles i
IONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS & HYDROLOGYI EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT& INSPECTION
RELEASED FOR CONSTRUCTION
0rgl��y
40195 Z¢
DAVID A. SKURKY, P.E.
NC SEAL #040195
ASHEVILLE
REGIONAL AIRPORT
FLETCHER
NORTH CAROLINA
KEY PLAN
PARKING LOTS
STO RMWATE R
DETAILS
NO. 2
ATTENTION:
THIS DOCUMENT CONTAINS PRIVILEGED AND PROPRIETARY
INFORMATION, ALL OF WHICH IS EXPRESSLY PROVIDED BY AVCON, INC.,
FOR USE BY THE INTENDED RECIPIENT, AND FOR A SPECIFIC PURPOSE.
WITHOUT THE EXPRESS WRITTEN CONSENT OF AVCON, INC. ANY
DISTRIBUTION, REPRODUCTION, OR OTHER USE OF THIS DOCUMENT, IN
WHOLE OR IN PART, IS STRICTLY PROHIBITED
SCALE: N.T.S.
REVISIONS:
NO. DATE BY DESCRIPTION
1 11/28/2020 I WMMI RFC REVISION #1
i ') PIP I n Is
DESIGNED BY: W.M.M
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-03
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-03

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* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
838.39, 838.51, 838.57, 838.63 AND 838.69.
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
* USE 4000 PSI CONCRETE.
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
TO ASTM A185 WITH 2" MIN. CLEARANCE.
* PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
OSHA STANDARD 1926.704.
* PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
AT B" CTS.THE CONTRACTOR WILL HAVE THE OPTION
TO INCREASE THIS BAR SIZE AS NEEDED.
ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ B"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ B"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5 @ B"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
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1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
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2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
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3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
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3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
1 #5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
1 #5 @ 8"
4.50/5.00
1 7.50/8.50
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1 7.75/9.25
14.75/16.75
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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
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,D, + 2 ,W,
1" MIN. ADDITIONAL
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T, 1" MIN. USE MIN. AREA OF STEEL IN TOP
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EACHWAY/EACH FACE *.
FLAT TOP SLAB
ADDITIONAL #4 EACH
SIDE OF OPENING (1"
CLEAR OF BOTTOM FACE
PLACE BARS DIAGONAL
TO CORNERS (TYP.)
FRAME AND GRATES
STD. NO.
TRAFFIC BEARING
840.37
NONTRAFFIC BEARING:
840.22
640.24
840.20
840.29
840.33
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MIN. CIRCUMFERENTIAL
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PER VERTICAL FT.
(SQ. IN.)
4
4
6
0.12
5
5
8
1 0.15
6
6
8
1 0.18
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GRADE RING
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ECCENTRIC CONE ----
LOCATE WALL REINFORCEMENT
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SIDE OF OPENING (1"
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TYPICAL MANHOLE SECTION
MANHOLE OPTION
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STATE USE OF SYSTEM ON COVER
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TOP OF COVER
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BOTTOM OF COVER
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2'-11/411
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MANHOLE LID TO BE USED ON EXISTING INLET BEING RAISED
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sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS & IIIIOLOIIIEROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT& INSPECTION
RELEASED FOR CONSTRUCTION
-\H C A Rp
040195
Z1Z
•FHGINE�-.
/ll/III I I I I nl�\`
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:
FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-04

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BLIND SWALE,
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CAP END OF PARKING
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WITH LEVEL
SPREADER
RIP RAP
PROTECTION
3:1 SLOPE
FILTER STRIP. SLOPE TO
FOLLOW EXISTING GRADES \m
0.50'
2.50' —
0.50'
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GRASS
LINING
0.50'
r—\/IC`TINI/'\
VEGETATED CONVEYANCE
N.T.S.
• THE LONGITUDINAL SLOPE OF THE SWALE OR
VEGETATED AREA SHALL NOT EXCEED FIVE
PERCENT, EXCEPT WHERE NOT PRACTICAL DUE TO
PHYSICAL CONSTRAINTS. IN THESE CASES, DEVICES
TO SLOW THE RATE OF RUNOFF AND ENCOURAGE
INFILTRATION TO REDUCE POLLUTANT DELIVERY
SHALL BE PROVIDED;
• THE SWALE'S CROSS-SECTION SHALL BE
TRAPEZOIDAL WITH A MINIMUM BOTTOM WIDTH OF
TWO FEET;
• THE SIDE SLOPES OF THE SWALE OR VEGETATED
AREA SHALL BE NO STEEPER THAN 3:1 (HORIZONTAL
TO VERTICAL); AND
• THE MINIMUM LENGTH OF THE SWALE OR VEGETATED
AREA SHALL BE 100 FEET
3" TALL LEVEL SPREADER
TOP ELEVATION = 2145.25'
RIP RAP PROTECTION
- 1 .00,
N T S LLVtL blIkUtK - I YF'IC:AL StL; I IUN
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>frool- --I
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS HYDROLOGY EROSION
AIRFIELD DESIGN I CONSTRUCPON MANAGEMENAGEMEN
T &INSPECTION
RELEASED FOR CONSTRUCTION
CAIR
A Is``
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 I DESCRIPTION
1 1 1/28/2020 1 WMMI RFC REVISION #1
DESIGNED BY:
W.M.M
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-05

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2150
2145
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>frool- -I
shevi
le
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ULICK ENGINEERING LLC
HYDRAULICS HYDROLOGY EROSION
AIRFIELD DESIGN I CONSTRUCPON MANAGEMENAGEMEN
T &INSPECTION
RELEASED FOR CONSTRUCTION
c AIR
SAL
z tol ZC
• 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 I DESCRIPTION
1 1 1/28/2020 1 WMMI RFC REVISION #1
DESIGNED BY:
W.M.M
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
FEBRUARY 2020
STATE LICENSE # N.C. P-1430
PROJECT NO. 400102
SHEET NUMBER
SW-06

APPENDIX D
OPERATION AND MAINTENANCE MANUAL

APPENDIX E
SUPPLEMENTAL EZ STORM & DRAINAGE CALCULATIONS

Hydraflow Storm Sewers Extension for Autodesk@ AutoCAD@ Civil 3D0 Plan
EX Al. 1 B
2
A1.1 A1.2
3
EX MH Outfall
DI A2.4
6
DI A2.3
6
5
Outfall 4 CI A2.2
Outfall
DI A2.2A
Project File: Asheville Storm Sewers v2,stm Number of lines: 7 Date: 3/2/2020
Storm Sewers v2018 30

Storm Sewer Tabulation
Page I
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
F(ac
(ft)
ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
I
End
66,000
0,00
8,09
0,00
0,00
5,58
0,0
7.2
3,9
22,03
17.29
4.72
30
0,61
2132,30
2132,70
2134,46
2135,09
2135,00
2149,70
EX MH-A1.0
2
1
184,000
8,09
8,09
0,69
5,58
5,58
6.5
6.5
4.1
22,69
22.22
4,75
30
1,00
2132,70
2134,54
2135,14
2136,81
2149,70
2152,69
EXA1.1B-A1.1
3
End
15.828
0,64
0,64
0,95
0,61
0,61
5,0
5,0
4.4
2.65
11.20
3,15
18
1.14
2147.17
2147,35
2148,06
2147,97
2149,70
2151,83
Al. l&Al,2 Curb C
4
End
50.000
0,00
1,78
0,95
0,00
0,78
5,0
12.3
3,2
2.50
7,43
2.77
18
0,50
2141,20
2141,45
2142,09
2142.12
2142,33
2150,61
A2.2-A2.0
5
4
29,000
0,12
1,45
0,65
0,08
0,68
5,0
5,4
4,3
2.89
33.26
7,76
18
10.03
2144,08
2146,99
2144,38
2147,64
2150,61
2152,97
A2.3-A2.2
6
5
39.900
1,33
1,33
0,45
0,60
0,60
5,0
5,0
4.4
2.61
36.38
3,72
18
12.01
2146,99
2151,78
2147,64
2152,39
2152,97
2157,24
A2.4-A2.3
7
4
107,000
0,33
0,33
0,30
0,10
0,10
5,0
5,0
4.4
0,43
8,79
0,27
18
0,70
2140,40
2141,15
2142,29
2142,29
2150,61
2144,00
A2.2A-A2.2
Project File: Asheville Storm Sewers v2,stm
Number of lines: 7
Run Date: 3/2/2020
NOTES:Intensity = 61,76 / (Inlet time + 13.40) A 0.91; Return period =Yrs, 1 ; c = cir e = ellip b = box
Storm Sewers v2018+30

APPENDIX F
SWALE SEGMENT CALCULATIONS

APPENDIX F - Swale Segment Calculations
CrossWetted
Swale
10-year
Long.
Hydraulic
10-year
Length*
Upstream inlets
Sectional
Flow Depth
Segment
flow
Slope
Perimeter
Radius
Velocity
Area
ft
cfs
ft/ft
sq ft
ft
ft
fps
A
35
A3.4
1.24
0.028
0.6
4.11
0.15
0.17
2.30
B
85
A3.4 + A3.1
4.03
0.010
1.81
5.74
0.32
0.34
2.30
C
80
A3.3
3.23
0.005
1.98
5.93
0.33
0.45
1.69
D
25
A3.4 + A3.1 + A3.2
7.19
0.040
1.64
5.54
0.30
0.49
4.41
E
100
A3.1 - A3.4
10.43
0.014
3.12
7.1
0.44
0.6
3.40
*Length does not include riprap or rockdams located between curb cuts and swale outlet. Includes grassed areas only.
Flow
Curb Cut
Area
i
C
Flow Rate
Total Length
Segments
to outfall
(Ac)
in/hr
cfs
3.1
0.44
7.04
0.9
2.79
B + E + D
210
3.2
1 0.50
1 7.04
0.9
1 3.17
1 E + D
125
3.3
0.51
7.04
0.9
3.23
C + E
180
3.4
0.22
7.04
0.8
1.24
A + B + D + E
245
uiagram
A3.4
• A3.2
A3.1
D
Out. E
A3.3
•
,,N,111
CA,,,,,,,,,,,,
0
Sip'' •!�L�''
SEAL
0401 5
`*GIN
Common Parameters for all Segments
Side Slopes = 3H : 1V
Bottom Width = 3'
Maximum Allowable Velocity:
Vmax = 4.5 fps for tall Fesque in sands and silts
n = 0.03 for Grass Lined Channels
Calculations
Mannings Equation
V = 1.489/n * R^(2/3) * S^(1/2)
n = Mannings Number
R = Hydraulic Radius
R = Cross Sectional Area/Wetted Perimeter
S = Channel Slope (ft/ft)
Rational Method: Q = CiA
C = runoff coefficient
I = flow intensity
A = Drainage Area