SW1190901_SW Report_20190910

STORMWATER MANAGEMENT REPORT
FOR
ASHEVILLE REGIONAL AIRPORT
FLETCHER, NORTH CAROLINA
INITIAL SUBMITTAL: AUGUST 7, 2019
REVISION #1: AUGUST 20, 2019
STORMWATER ENGINEER:
AULICK ENGINEERING, LLC
DAVID A. SKURKY, P.E.
4364 S. ALSTON AVENUE, SUITE 300
DURHAM, NC 27713
Manghmd l'e
0
ULICK ENGINEERING LLC
�� HYDRAULICS & HYDROLOGY I EROSION CONTROL
' AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION

TABLE OF CONTENTS
Section 1 PROJECT OVERVIEW
1.1 Narrative..............................................................................................................................3
1.2 Introduction and Site Description......................................................................................3
1.3 Construction Sequence and Cost........................................................................................3
Section 2 HYDROLOGY
2.1 Project Methodology...........................................................................................................4
2.2 Pre -Construction Hydrology................................................................................................6
2.3 Post -Construction Hydrology.............................................................................................7
Section 3 STORMWATER CALCULATIONS
3.1 Comparison of Pre -Project vs. Post -Project Discharges......................................................9
3.2 Drainage & Erosion Control Design Calculations...............................................................12
3.3 Operation and Maintenance Manual................................................................................12
3.4 Design Software and Manuals...........................................................................................12
Appendices REFERENCE MATERIAL
Appendix A - Vicinity, Soil Survey, FEMA Maps and NOAA Rainfall Data
Appendix B - Pre -Construction Drainage Maps & Post -Construction Drainage Maps
Appendix C - Erosion Control Sheets & Details, Stormwater Management Facility Sheets & Details (including
Pond and OCS Details), & Pipe Profiles
Appendix D - Operation and Maintenance Manual
Appendix E - Supplemental EZ Storm & Drainage Calculations
Appendix F - Hydraflow Hydrographs Output

Section 1 PROJECT OVERVIEW
1.1 Narrative
The Asheville Regional Airport - Parking Lots project includes the construction of two new parking
lots, Lot A and Lot B, and associated grading, drainage, stormwater, landscaping and erosion control.
This project also includes construction of two dry stormwater management ponds.
This report includes the stormwater design calculations and facilities that will be installed to meet
Buncombe County requirements. The report will also review the stormwater impacts on the
property and downstream to ensure no adverse impacts will result from the construction.
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.
9eo Asheville
¢,
a ,... Regional
0
Airport
For stormwater management planning purposes,
the site is comprised of Hydrologic Soil Group (HSG)
A and B soils. Appendix A contains the NRCS Soil
Survey Maps for each parking lot. The existing land
use of the project is grass, gravel, forest, and
impervious. The proposed land use will impervious (parking lots) with a small amount of grass for
landscaping.
As shown in the FEMA FIRM 3700964200K (January 6, 2010) and 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, stormwater management ponds are proposed to reduce post -
construction flow rates to pre -construction levels. The construction of the permanent stormwater
management measures will occur during the grading phase of the project and will be used as
temporary sediment basins to protect downstream receiving stormwater systems from construction
activity. After the site is stabilized, the measures will be cleaned out and re -graded to final design
grades. The cost of pond Al and B1 are 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 3.3 discusses the operation and maintenance of the ponds.
3
ASHEVILLE REGIONAL AIRPORT- PARKING LOTS
INITIAL SUBMITTAL: 8/7/19
STORMWATER MANAGEMENT REPORT REVISION #1: 8/20/19

Section 2
HYDROLOGY
2.1 Project Methodology
The NRCS Curve Number Method (also known as the SCS Method) was used to determine Pre -
Construction and Post -Construction peak flow rates. The NRCS Method applicable to this area is based
on a 24-hour storm event that has a Type II time distribution with a 484 shape factor. The software
program, Hydraflow Hydrographs, was used to route the system through a series of hydrographs and
determine the effects of the proposed improvements.
The following Precipitation Table for Fletcher, NC from NOAA's National Weather Service
Hydrometeorological Design Studies Center Precipitation Frequency Data Server was used for the
hydrologic analysis. See full NOAA Atlas 14 Precipitation Table in Appendix A. The Buncombe County
1-yr storm post -construction requirement was followed for this report but the 25- and 100-yr storms
were checked for capacity and safe conveyance.
24-hr Precipitation Amount (in)
1-yr
25-yr
100-yr
2.91
5.82
7.28
The following curve numbers were used for hydrologic analysis of Lot A:
CN= 61 (Open Space, good cond., HSG B) CN= 98 (Impervious area)
CN= 85 (Gravel, HSG B)
The following curve numbers were used for hydrologic analysis of Lot B:
CN= 39 (Open Space, good cond., HSG A) CN= 98 (Impervious area)
CN= 76 (Gravel, HSG A)
4
ASHEVILLE REGIONAL AIRPORT- PARKING LOTS
INITIAL SUBMITTAL: 8/7/19
STORMWATER MANAGEMENT REPORT REVISION #1: 8/20/19

The Rational Method was used for the parking lots' pipe design on the development. The Intensity
Duration Frequency (IDF) curve for Fletcher, NC below was used for the calculations:
1A
21j00 11 I YF
9-00 to
s-0o a V�
&W
0.na
10 115 20 25 30 35 40 16 60 Ri W
T� (mill)
The following runoff coefficients were also used for hydraulic (storm inlet and pipe) analysis of Lot A:
c = 0.30 (Grass, HSG B)
c = 0.50 (Gravel, HSG B)
c = 0.95 (Impervious area)
The following runoff coefficients were also used for hydraulic (storm inlet and pipe) analysis of Lot B:
c = 0.20 (Grass, HSG A)
c = 0.45 (Gravel, HSG A)
c = 0.95 (Impervious area)
9
ASHEVILLE REGIONAL AIRPORT - PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

2.2 Pre -Construction Hydrology
Note: Parking Lot B is no longer
included in this project. Lot B
will be a future project so
please do not review the
Parking Lot A isections relating to Lot B.
The existing site consists of a grassed area east of the airport that contains a cell tower and a road to
service the cell tower. The offsite areas to the north and east that flow through the subject site consist
of a parking lot, a hotel, a gas station, and a car dealership. Overall Basin Al is divided into four (4) sub
basins that all converge at an existing 36" pipe that flows under Highway 280. Basin A1.1 contains the
parking, gas station, hotel, and car dealership. The runoff generated by this basin sheet flows to the
existing drainage network where it is routed to the existing detention pond. Basin A1.2 is the northeast
portion of the grassed area which flows to an existing headwall where it is then routed to the existing
detention pond. Basin A1.3 is the southeast portion of the grassed area; its runoff sheet flows to an
existing headwall where it is then routed to the existing detention pond. Basin A1.4 occupies the
northwest portion of the grassed area and it also flows directly to the existing 36" pipe outlet.
Basin A2 is a separate sub watershed that does not exit the property at the 36" pipe but rather flows
south along Highway 280. Al and A2 converge downstream of airport property and eventually discharge
into the French Broad River but for purposes of this report they are separated outfall points.
Parking Lot B
The existing site consists of a wooded area, a gravel parking lot, and a portion of Wright Brothers Way.
The site is divided into two drainage basins: Basin B1 and Basin B2. Basin B1 is the western portion of the
basin and it is occupied by a portion of the wooded area, the entire gravel parking lot, and a portion of
Wright Brothers Way. The runoff generated by Basin B1 sheet flows to the west and onto Wright Brothers
Way where it is collected by grate inlets along the curb line. The runoff then flows to the south where it
eventually leaves the site in a pipe that runs underneath Wright Brothers Way.
Basin B2 is a separate basin that lies to the southeast of Basin B1. Basin B2 is occupied solely by a wooded
area. The runoff generated by Basin B2 sheet flows to the east where is collected by a ditch along Highway
280. The ditch flows to the south where it exits the site. B1 and B2 flow to the same spot down Wright
Brothers Way and also merge with Al and A2 at the French Broad River.
Appendix B shows the overall Pre -Construction map. The table below illustrates the drainage areas,
weighted curve number, and Times of Concentration.
PRE -CONSTRUCTION
Basin
Total
Area
AC
I mperv.
Grassed
Grassed
Gravel
Gravel
C
CN
Tc
min
HSG A,
(HSGB,
(HSGB.
HSG A.
0.95
98
Lot B)
0.20
39
Lot A)
0.30
61
Lot A)
0.50
1 85
Lot B)
0.50
76
Pre Al
13.2
6.1
6.6
0.5
0.61
79
7
Pre A2
0.4
0.4
0.30
61
5
Pre 131
1.7
0.4
0.9
0.4
0.46
63
5
Pre 132
0.4
0.4
0.20
39
5
TOTAL
15.78
6.53
1.27
7.01
0.42
6
ASHEVILLE REGIONAL AIRPORT - PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

2.3 Post -Construction Hydrology
Parking Lot A
The proposed project will replace most of the grassed area with paved parking lots. Post construction
there will be two drainage basins, Basin Al and Basin A2. Basin Al occupies a similar area to pre -
construction basin Al and is divided into three sub basins, Al and A2 and A3. Al is the same runoff
from the north that flows into the existing 30" CMP system. In post -construction the new Parking Lot A
North connects to this system and into the existing pond. The existing pond will be regraded to expand
its capacity and a new Outlet Control Structure (OCS) will be constructed to ensure the post -
development flow is less than the pre -construction flow for the 1-year storm. Basin A2 collects runoff
from the east hotel and undisturbed grass area from the east through new pipes and into the
stormwater pond. A3 will be collected in the new Parking Lot A South drainage system and then routed
to the stormwater pond. The runoff will exit the site out of an existing 36" CMP pipe that flows under
Highway 280.
Basin A2 occupies a similar area to pre -construction Basin A2, but the area is reduced. Because of the
reduction of area, no stormwater management is needed for the region. The runoff from Basin A2 flows
to the south along Highway 280. Al and A2 converge downstream of airport property and eventually
discharge into the French Broad River but for purposes of this report they are separate outfall points.
Parking Lot B
The proposed project will replace the existing gravel parking lot with an expanded paved lot. Post -
construction there will be two drainage basins, B1 and B2. Basin B1 will occupy a similar area to pre -
construction Basin B1 is entirely the proposed Parking Lot B. The runoff generated by Basin B1 will be
collected by a proposed drainage system and routed to a new proposed detention pond. The proposed
pond will contain an Outlet Control Structure (OCS) to ensure the post -construction flow is less than the
pre -construction flow for the 1-year storm. The pond will contain a 15" concrete outlet pipe and will tie
into the existing drainage system and exit the site through a pipe under Wright Brothers Way at the
same location as pre -construction.
Basin B2 will occupy a similar area to pre -construction Basin B2. Basin B2 is comprised of a grassed area
and a small portion of the proposed parking lot. Runoff generated by Basin B2 will sheet flow to the east
where it will be collected by a ditch running alongside Highway 280. The ditch flows to the south where
it exits the site. B1 and B2 flow to the same spot down Wright Brothers Way and merge with Al and A2
at the French Broad River.
7
ASHEVILLE REGIONALAIRPORT-PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

Appendix B shows the overall Post -Construction map and Appendix C contains Grading and Drainage
Plans, Stormwater Details, and Pipe Profiles. The table below illustrates the Post -Construction drainage
areas, weighted curve number, and Times of Concentration.
POST -CONSTRUCTION
Basin
Total
Area
AC
Imperv.
Grassed
Grassed
Gravel
Gravel
C
CN
Tc
min
HSG A,
(HSGB,
(HSGB.
HSG A.
0.95
98
Lot B)
0.20
39
Lot A)
0.30
61
Lot A)
0.50
85
Lot B)
0.45
76
Post Al
13.5
8.5
5.0
0.5
0.73
88
7
Post A2
0.2
0.2
0.30
61
5
Post B1
1.7
1.0
0.7
0.64
73
5
Post B2
0.4
0.1
0.3
0.39
54
5
TOTAL
15.78
9.60
1.02
5.16
0.00
ASHEVILLE REGIONALAIRPORT-PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

Section 3
STORMWATER CALCULATIONS
3.1 Comparison of Pre -Construction vs. Post -Construction Discharges
Due to the increase in impervious area in Basins Al and B1 the runoff generated in these areas will
increase post -construction. In order to mitigate the effects of this increase, detention ponds were
designed to detain the runoff and discharge it at a rate that is less than the pre -construction rate for the
1-year storm. Due to a reduction in area, Basin A2 will generate less runoff post -construction. While the
impervious area increased in Basin B2, B2 experienced negligible increases in runoff in the 1-year storm
(< 0.1 cfs). Therefore, stormwater management facilities were not proposed for Basin B2. The peak flow
rates for the 1-year storm pre -construction and post- construction can be seen below. The details for
the stormwater management facilities can be found in Appendix C.
Drainaee
Basin
1-Year Pre-
Construction Flow
1-Year Undetained
Post -Development
Detention
Needed?
Post -Construction
Flow
cfs
Increase M
Al
26.3
34.1
29.6%
Yes
A2
0.2
0.1
-61.8%
No
B1
0.9
2.3
146.6%
Yes
B2
0.0
0.0
0.0%
No
As mentioned previously, dry detention ponds were used in Basins Al and B1 to reduce the peak flow.
The new post -construction detained flows are listed below showing the reduced flow rates.
Drainaee
Basin
1-Year Pre-
Construction Flow
1-Year Detained Post-
Post -Development
Detention
Construction Flow
cfs
Increase (%)
Achieved
cfs
Al
26.3
24.1
-8.3%
yes
B1
0.9
0.7
-21.2%
yes
ASHEVILLE REGIONALAIRPORT-PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

The stage storage for the ponds are as shown in the tables below and can be found in the Hydraflow
Hydrographs report in Appendix F.
Pond Al (Existing)
Stage
ft
Elev
ft
Proposed
Storage
(cf)
0.0
2129.5
0
1.5
2131.0
74
2.5
2132.0
278
3.5
2133.0
777
4.5
2134.0
1,728
5.5
2135.0
3,339
6.5
2136.0
5,890
7.5
2137.0
9,701
8.5
2138.0
14,952
9.5
2139.0
22,973
Pond Al (Proposed)
Stage
ft
Elev
ft
Proposed
Storage
(cf)
0.0
2129.5
0
0.5
2130.0
487
1.5
2131.0
2,816
2.5
2132.0
5,800
3.5
2133.0
9,365
4.5
2134.0
13,729
5.5
2135.0
19,196
6.5
2136.0
25,905
7.5
2137.0
33,898
8.5
2138.0
43,292
9.5
2139.0
54,299
Pond B1
Stage
ft
Elev
ft
Proposed
Storage
(cf)
0.0
2162.0
0
1.0
2163.0
410
2.0
2164.0
1,017
3.0
2165.0
1,846
4.0
2166.0
2,923
As observed in the two Pond Al tables above, approximately 31,000 cf of extra storage was
generated by excavating the existing pond Al. This extra storage, along with the OCS addition, is
what reduces the peak flow rates out of the pond.
10
ASHEVILLE REGIONALAIRPORT-PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

Adequate freeboard is a concern to ensure the 100-year storm does not overtop the ponds and spill
onto the roadways. The tables below illustrate the 1-year, 25-year and 100-year water surface
elevations and freeboard in relation to the top of dams.
Pond Al
Peak
Storm
Freeboard
Elevation
Frequency
(ft)
(ft)
1
2133.1
5.9
25
2136.6
2.4
100
2137.9
1.1
Pond B1
Peak
Freeboard
Storm
Elevation
Frequency
(ft)
(ft)
1
2164.1
1.9
25
2164.7
1.3
100
2165.1
1 0.9
As shown in the tables above, the on -site stormwater management results in a decrease in the flow
for the 1-year storm and keeps the 100-year storm contained in the ponds with adequate freeboard.
Therefore, the construction of the Asheville Regional Airport Parking Lots Project is not anticipated
to have adverse impacts.
11
ASHEVILLE REGIONALAIRPORT-PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

3.2 Drainage & Erosion Control Design
Per Buncombe County requirements, the inlets and pipes were designed for the 25-yr storm. Pipe
Charts can be found in Appendix E showing pipe capacity and gutter spread. Energy Dissipators at
the proposed pipe outfalls can be found in Appendix C. Erosion Control design can be found in
Appendix C.
3.3 Operation and Maintenance Manual
The two dry detention ponds require maintenance in order to work properly. An O&M plan has been
developed and can be found in Appendix D.
3.4 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
• Buncombe County Stormwater Management Plan Review Checklist
• County of Buncombe Checklist and Guidelines for the Preparation of the Erosion and
Sedimentation Control Plans
12
ASHEVILLE REGIONALAIRPORT-PARKING LOTS
INITIAL SUBMITTAL:8/7/19; REVISION 1: 8/20/19
STORMWATER MANAGEMENT REPORT

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

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VICINITY MAP
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STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM LEGEND
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FLOOD HAZARD DATA TABLE
11NE A Parking Lot B 7�,0,568
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JANUARY 6, 2010 3700964300K

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/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
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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

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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
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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
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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
O
N Alb
A q
r, O
O
O
Ln O
,1
r-I
rn
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
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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
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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 6
PRE -CONSTRUCTION DRAINAGE MAPS & POST -
CONSTRUCTION DRAINAGE MAPS

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PRE -CONSTRUCTION
Basin
Total
Area
t&CI
I mperv.
Grassed
Grassed
Gravel
(HSGB.
Gravel
HSG A.
C
CN
Tc
min
HSG A,
(HSGB,
0.95
98
Lot B)
0.20
39
Lot A)
0.30
61
Lot A)
0.50
85
Lot B)
0.50
76
Pre Al
13.2
6.1
6.6
0.5
0.61
79
7
Pre A2
0.4
0.4
0.30
61
5
Pre 131
1.7
0.4
0.9
0.4
0.46
63
5
Pre 132
0.4
0.4
0.20
39
5
TOTAL
15.78
6.53
1.27
7.01
0.42
Note: Parking Lot B is no longer included in
this project. Lot B will be a future project so
please do not review the sections relating
to Lot B.
>or 001,
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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" = 80'
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
APP. B1

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POST -CONSTRUCTION
Basin
Total
Area
AC
Imperv.
Grassed
Grassed
Gravel
HSG B.
Gravel
(HSG A.
C
CN
Tc
min
(HSG A
Lot B)
0.20
39
(HSG B
Lot A)
0.30
61
0.95
98
Lot A)
0.50
85
Lot B)
0.45
76
Post Al
13.5
8.5
5.0
0.5
0.73
88
7
Post A2
0.2
0.2
0.30
61
5
Post 131
1.7
1.0
0.7
0.64
73
5
Post 132
0.4
0.1
0.3
0.39
54
5
TOTAL
15.78
9.60
1.02
5.16
0.00
Note: Parking Lot B is no longer included in
this project. Lot B will be a future project so
please do not review the sections relating
o Lot B.
DETENTION I
BASINS
I NON -DETENTION
BASINS
1-Year Pre- 1-Year UndetainedPost-
Detention Drainage Post -Construction
Construction Flow
Achieved Basin Flow
cfs
cfs
Drainage
Basin
1-Year Pre-
Construction Flow
1-Year Detained Post-
Post -Development
Development
Construction Flow
cfs
Increase
cfs
Increase (%)
cfs
Al
26.3
24.1
-8.3%
yes
A2
0.2
0.1
0.1
131
0.9
0.7
-21.2%
yes
132
0.0
0.0
0.0
>to". --"
sheville
0000
REGIONAL AIRPORT
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
-AuENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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" = 80'
REVISIONS:
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
APP. B2

APPENDIX C
EROSION CONTROL SHEETS & DETAILS, STORMWATER
MANAGEMENT FACILITY SHEETS & DETAILS (INCLUDING POND
AND OCS DETAILS), & PIPE PROFILES

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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 timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
NORTH CAROLINA
;Env"
ironmental Quality
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
0 0 0 0 NM aw.)
0 0
ES
SAHNDDAGS trip.)
SD.T �p�--� � �� I OR STAPLES
0 0
0 0 0 0 0
t.
CLEARLY HHARIGM SIO AGE
NUTDLG DEVICE arX04' HIM
ASFOR
&Atl.
SECTION A -A
LLOCATION DETEROED IN FZLD
L THE CONCRETE WASHOUT STRUCTURES SHALL
LE HADRADED WHEN THE L WOO MGM
SOLD REACHES 7SX OF THE STRUCTURES
3IOICRETE WASHOUT STRUCTUE HEEDS TO BE
CLEW HATED WITH SIGILIIGE NOTING DEVICE.
I: � : H : TI�I�i•�� TI�iiil a�
AHN.ES
PLASTIC TmN
RYPJ
77
4
�SANNNAGS CTYPJ
119=
LR STAPLES
L ACTUAL LOCATDDL OETERNm III
CLEARLY HHARIOU XIGNAGE
FRU
P�r
HOTDJG DEVOTE C10'X24• IOL>
LTHE CONCRETE WASHOUT
SONJCTIOES STALL BE NAWAI EO
WHEN THE Liam ANIRM SOLID
IRE ICHES 7DX OF THE STRUCTURES
CAPACITY TO HMOWI•E ADEWATE
HOLDING CIPACRY WITH A HOORM
PLR
U DOES OF FRIaOMU.
3AU CRETE WASHOUT STRUCTUE
HEEDS TO SE CLEW HARIED WITH
SOINAGE HOTIM DH:VICE,
ABOVE GRADHOr E WASHOUT
Tn SCALE
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.
NCGO I GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
1111111/,,,�
C A
Q 019
O 'f0
..........
DAVID A. SKURKY, P.E.
NC SEAL #040195
>to- -I
s0 hevi e
REGIONAL AIRPORT
SERIES
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AuLICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
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 > 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
Environmental Quality
l_1:4mill
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&SC Measures or if
the E&SC Measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
Plan or complete, date and sign an inspection
Plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC Measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC Measures.
Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation
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]
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.
(b) Oil spills and
•
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
.
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
.
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(I)(6).
•
Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO I SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01/19
IIIIH/// ,,,,
CAR
1k q� ;
L9�
DAVID A. SKURKY, P.E.
NC SEAL #040195
>to- -I
s0 hevi e
REGIONAL AIRPORT
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
L.- .W0IIIIIII1`1
ASHEVILLE
REGIONAL AIRPORT
ASHEVILLE
NORTH CAROLINA
RI®
mar
o
KEY PLAN
PARKING LOTS
EROSION CONTROL
NOTES
NO. 2
PARKING LOT A & B
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: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
ES-02

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/ n° ono- �� ♦ OLD ��f-_ ---- 30 " EX C � TS , PS / 2 — \ _ _ _________ �/ _ ,-\' / Ile` � c
� a �� �nD n°� - 3 ___ MP __ ,_ °`' ,, �; ,, - \ ��\ CI A3.1------____ _24" HDPE' `
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♦ a ----_,��_____ _- ------------------
_ -__ -- _ "F°� __ - �1on w CE----------- - -- -----------= — —
Z_t
SILT FENCE WITH TEMPORARY �� ---- = �- — = = -� — — --`' ---- -�� " _ ° --° —°� _ • SILT FENCE WITH
' -GRAVEL AND RIP = _
REINFORCED STABILIZED DIVERSION TO BAFFLES ` 1 - - _ __� __ RAP INLET - - , _ _°- - REINFORCED STABILIZED - - __- -_ �� -
�� -- - OUTLET (TYP) NEW wrum
LONG PORT ROAD A��1 / ;# a&& °
ON ES-07 10 RIGHT-OF-WAY pER ONTRACTOR NOT TO
'I1n _T pR JECT REFERENCE # 1-5501 SHEET q STORMWATER POND Al
TO ALSO SERVE AS AFTER FINAL EXCAVATE NEAR THE
GAS LINE �
SEDIMENT BASIN WITH STABILIZATION .�\
; \
CONTRACTOR TO CLEAN `� �\ INSTALL PERMANENT J
BAFFLES AND SKIMMER OUT SEDIMENT TRAP ��' GRASS IN OLD DRIVEWAY
AND GRADE TO FINAL a LOCATION ONCE
PROPOSED CONSTRUCTION
CONDITIONS
ENTRANCE IS REMOVE
ES&PCP LEGEND
North
0' 15' 30' 60'
GRAPHIC SCALE IN FEET
..... INLET SEDIMENT
SILT FENCE ... TRAP, BLOCK AND
SF — SF— GRAVEL
LIMITS OF DISTURBANCE GRAVEL
LOD LOD LOD CE CONSTRUCTION
TEMPORARY DIVERSION ENTRANCE 1
ROCK CHECK DAM
DISTURBED AREA
TS STABILIZE WITH TEMP.
SEEDING RR RIPRAP
DISTURBED AREA SKIMMER
pS STABILIZE �-
WITH PERM. SEEDING - EXISTING CONTOUR
1.0 FT INTERVAL
DC DUST CONTROL 888'J PROPOSED CONTOUR
1.0 FT INTERVAL
WATTLE TO BE INSTALLED
ALONG EXISTING DRIVEWAY.
CONTRACTOR TO ADJUST AS
NEEDED TO AVOID
CONSTRUCTION TRAFFIC
FROM DAMAGE
EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN ALL NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.
2. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG UTILITIES WITHIN GRADING AREA
TO IDENTIFY POTENTIAL CONFLICTS.
3. MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE FOR ALL EXPOSED SOILS FOR THE DURATION OF CONSTRUCTION.
4. INSTALL CONSTRUCTION ENTRANCE (CE).
5. INSTALL ALL EROSION CONTROL MEASURES AS SHOWN.
6. ON -SITE INSPECTION BY INSPECTOR TO APPROVE PERIMETER EROSION CONTROL DEVICES.
7. PROCEED WITH GRADING.
8. CLEAN SEDIMENT BASINS WHEN ONE-HALF FULL.
9. REPAIR OR REPLACE ALL EROSION CONTROL MEASURES AS NEEDED.
10. SEED AND MULCH DENUDED AREA, AS REQUIRED, AFTER FINISHED GRADES ARE ESTABLISHED.
11. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER ESTABLISHED.
12. REQUEST FINAL APPROVAL BY CONSTRUCTION INSPECTOR.
13. REMOVE ALL TEMPORARY SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS. — ,.-
LOT A LIMITS OF DISTURBANCE: 3.1 ACRES
g,q,
j g
ENSURE SEDIMENT
DOES NOT FLOW ONTO
NEW AIRPORT ROAD
\�\\\\\%0I I III///I /
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GUI
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9 •
1
DAVID A. SKLIRKY, P.E.
NC SEAL #040195
>fro-
e e
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 I DESCRIPTION
1 8/20/19 WMMI ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE #
P-1430
PROJECT NO.
400101
SHEET NUMBER
ES-03

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=____----------� _,_------------------_
--------------- -------------"
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---
NEEDED TO AVOID = _ - -
_
L--yL CONCRETE��
— — —
--------------------------
CONCRETE
----
CONCRETE
i (�
CONSTRUCTION TRAFFIC CRO sWAL1% Y
- _ _ _ _ _ o
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INLET SEDIMENT
Will
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INLET SEDIMENT /
_
TRAP
ES&PCP LEGEND
..... INLET SEDIMENT
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LIMITS OF DISTURBANCE GRAVEL
LOD LOD LOD CE CONSTRUCTION
TEMPORARY DIVERSION ENTRANCE 1
ROCK CHECK DAM
DISTURBED AREA
TS STABILIZE WITH TEMP.
SEEDING RR RIPRAP
DISTURBED AREA SKIMMER
pS STABILIZE -
WITH PERM. SEEDING - EXISTING CONTOUR
1.0 FT INTERVAL
DC DUST CONTROL 888'J PROPOSED CONTOUR
1.0 FT INTERVAL
EROSION CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN ALL NECESSARY PERMITS FROM ALL REGULATORY AUTHORITIES.
2. CONTRACTOR SHALL LOCATE ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. SOFT DIG UTILITIES WITHIN GRADING AREA
TO IDENTIFY POTENTIAL CONFLICTS.
3. MAINTAIN NPDES TEMPORARY SEEDING SCHEDULE FOR ALL EXPOSED SOILS FOR THE DURATION OF CONSTRUCTION.
4. INSTALL CONSTRUCTION ENTRANCE (CE).
5. INSTALL ALL EROSION CONTROL MEASURES AS SHOWN.
6. ON -SITE INSPECTION BY INSPECTOR TO APPROVE PERIMETER EROSION CONTROL DEVICES.
7. PROCEED WITH GRADING.
8. CLEAN SEDIMENT BASINS WHEN ONE-HALF FULL.
9. REPAIR OR REPLACE ALL EROSION CONTROL MEASURES AS NEEDED.
10. SEED AND MULCH DENUDED AREA, AS REQUIRED, AFTER FINISHED GRADES ARE ESTABLISHED.
11. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER ESTABLISHED.
12. REQUEST FINAL APPROVAL BY CONSTRUCTION INSPECTOR.
13. REMOVE ALL TEMPORARY SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
LOT B LIMITS OF DISTURBANCE: 0.99 ACRES
5F
_goo ■ ■
•GRASSm '
1 I �
\ Lp 1 I
`:------
a \
\ \
c0
_ N C it -E'T E
III �
�w"II
2 N ^" N " Sc
T H E R S A Y CONTRACTOR TO o l'
ENSURE SEDIMENT
DOES NOT FLOW ONTO I I
WATTLE
WRIGHT BROTHERS WAY
Y Rh
c
FARO '
U lip
DAVID A. SKURKY, P.E.
NC SEAL #040195
OR
■
s evi e
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 I DESCRIPTION
1 8/20/19 WMMJ ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
ES-04

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I=� (=11�11=11-
11
TI`�11-
SIDE
STEEL T POST
,—WIRE FENCING (18"
TO 36")
SILT FENCE FABRIC
(36" MIN WIDTH)
WIRE OR PLASTIC
TIES (3 MIN) FILL
/ /- SLOPE
8
8" MIN, COVER OVER
SKIRT (SEE NOTE 2)
T
WI I,
TIE
MIN. 14 GA.
FENCING
EXISTING GRADE
LIRE FENCE
SILT FENCE
��r.�.irnyrn
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
i_ 8' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER I1
SILT FENCE /- WIRE FENCE. 14 GA. II
/ MIN/6" OPENING MAX II
STANDARD TEMPORARY
SILT FENCE
FRONT VIEW
MAXIMUM SLOPE LENGTH AND SLOPE
WHICH SEDIMENT FENCE IS APPLICABLE*
SLOPE
SLOPE LENGTH FT
MAXIMUM AREA SO FT
<2%
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.
ttVIJIUNJ ISTD. NO.
DESCRIPTION
GRAPHIC REP. REVISIONS 7.01
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) o - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3. FLOW FROM PROJECT SHALL NOT ENTER THE
PUBLIC STREET. o o o
4. FABRIC MAY BE ADDED UNDER THE
STONE WHICH WOULD ADD TOTAL LIFE TO 3 0 0 0 0 0 0 0 0 0 0
THE CONSTRUCTION ENTRANCE. Q 25' OR WIDTH OF
< oRAILROAD BALLAST STON� o PROPOSED
0 0 0 ISET
z GREATER.
oU oU
In
Ld o 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
PLAN
REMOVE CURB
AND GUTTER NEW CONSTRUCTION -
EXISTING ROADWAY
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6" MIN.
CROSS SECTION
City of Asheville, NC
COMMERCIAL
REVISIONS
STD. NO.
DATE
DESCRIPTION
7.03
Standard Specifications
CONSTRUCTION ENTRANCE
and Details Manual
STANDARD TEMPORARY
SILT FENCE (SEE STD.
4' MAX.
DETAIL 7.01)
HORIZONTAL BRACE
WIRE OR PLASTIC
TIES (5 MINEnnis
I I=III-1 I1=1I I I I=11I_I I I-11 � I� I�-1 / j �� III-1I I-1I �I I I-1I1=1I I-1I1-1I H"-1I1=1I1=1I1=1I I� I C I �I I CI I CI I I-1I C� I �I I I�,I I1-1I L "� I �I I1=1I I LI I I-1I I �I I �I I CI I I- CI I I-1I �I I
iII-1 �I�I�I�III `� -III-II�I�I 1II-III L-III-III�I�I�11-III-III-III Ian- - ,_III -III ;III-u�II-II -III
III
I I I -I III -I I1-"'-" I I I -I I I�kl=1l r
��ITII o II=III=1 I-1T=1 _III-T
TTI IIII III �11-1�1-[�-1T r�Fl IIIITI IITTIIIL_1lT iTI i WIRE FENCING
= STEEL T POST T=I T1L1TL
ll�T-II-1_-1_
-11I-III I-III-1
=1I �I I- I; I1=1 III 11 I=1I I-1I
1=11 I�IF 11=11 =1' WIRE OR PLASTIC `I_II-I 111=111-
-III RIPRAP SPLASH _III =1TI1. v1-1_II_ 1=III-
i=111�1 I�=111�IH_II- STEEL T POST TIES (5 MIN.)
TI=11�F PAD-IIII-I HORIZONTAL BRACE "=T=
5' MIN.
FRONT VIEW
SILT FENCE FABRIC
NOTES: (36" MIN WIDTH)
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 FENCELINE. 5' MIN. RIPRAP SPLASH 1' MAX.
3 INSTALL A HORIZONTAL BRACE BETWEEN THE SUPPORTPOSTS TO SERVE AS PAD
AN OVERFLOW WEIR AND OSUPP RTTOP OFFABRIC.
4. PROVIDE A RIPRAP SPLASH PAD AS SHOWN ABOVE. EXCAVATE FOUNDA11ON
- � I� I I I=1I 1=1 I1=1 I1=1I 1=1I 1=1I 1=1 I1=1 I1=1 � 1=1TI=1TI=�
FOR THE SPLASH PAD A MINIMUM 5 FT WIDE, 1FT DEEP, AND 5 FT LONG ON 911I II�II I=III=III=III=III=III=III=III=III=III=III-
LEVEL GRADE. THE FINISHED SURFACE OF THE RIPRAP SHOULD BLEND WITH 1' MIN. 1-11MME =1TI=1 I1=1I=1TI=1I 1=1TI=1TI=1I=1TI=1 1='
:II=I I II. =III=ITT-IT=III-III=III=III-III=III=1'
SURROUNDING AREA, ALLOWING NO OVERALL THE AREA AROUND THE PAD -III-III-ITT-ITT-ITT-III-III-III-III I'
i=1=1Ti-11Ti-ITi=1TI lI1-rILl=1Tl �
MUST BE STABLE. -IIi o o ��ll�_-I illl_il=
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 r�1 ="'- "=III=III- _ �Ik�l-III-III-IIH11=
JOINTS ARE NECESSARY, FASTEN FABRIC SECURELY TO SUPPORT POSTS AND �I III -III -III -'
=III
-III
OVERLAP TO THE NEXT POST. ITT=III-'
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. SIDE VIEW
City ofAsheville, NC
STANDARD TEMPORARY SILT FENCE WITH
REVISIONS
STD. NO.
DATE
DESCRIPTION
7.01 A
Standard Specifications
and Details Manual
REINFORCED STABILIZED OUTLET
WOODEN STAKE WITH WATTLE
ANCHORED TO THE TOP
FILTER FABRIC
12" DIAMETER STRAW FILLED WATTLE
OR DITCH LINER
WITH POLYACRYLAMIDE (PAM) APPLIED
AT A RATE APPROVED BY DWQ
AQUATIC TOXICOLOGY UNIT
DITCHLINE
NOTES:
1.
WATTLES SHALL BE FILLED WITH
STRAW OR OTHER APPROVED
'�i�\�\\� i\\i�``
MATERIAL
2.
POLYACRYLAMIDE (PAM) MAY BE
APPLIED AT A RATE APPROVED BY
PROFILE
VIEW
DWQ AQUATIC TOXICOLOGY UNIT.
3.
SPACING FOR WATTLES SHALL BE
DETERMINED BY THE SITE ENGINEER.
4.
WATTLES MAY BE USED FOR
12" DIAMETER STRAW FILLED WATTLE
PROTECTION OF CATCH BASINS AND
FASTENED TO WOODEN STAKE BY NAIL
DROP INLETS WITH APPROVAL BY
OR STAPLE
THE STORMWATER SERVICES
WOODEN STAKE
MANAGER OR DESIGNEE.
DITCHLINE
FILTER FABRIC
OR DITCH LINER
FLOW
6" COVER
8" FABRIC STAPLE
18"
18"
City of Asheville, NC
REVISIONS
STD. NO.
DATE
WATTLE DETAIL
Standard Specifications
7.05
and Details Manual
>fro_
s0 hevi e
REGIONAL AIRPORT
AVICON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT &INSPECTION
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: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
m1111Joo,,\
DAVID A. SKURKY, P.E.
NC SEAL #040195
SHEET NUMBER
ES-05

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SIDE VIEW
1.5'
TOP ELEVATION OF STORMWATER
2' MAX AT CENTER
1'�I
FILTER FABRIC
WASHED
12" OF #57°
1 MAX.
STONE
EXISTING SLOPE
CLASS B
RIP -RAP
4' TO 6'
EXISTING SLOPES
Ir 9" MIN
1.5'
' 5 1
��III
'III_ -
# 57 WASHED STONE
1.5' =1 1
II T_ T-n TllF
-
II�II-111i�LlL�
NOTE:
HEIGHT & WIDTH DETERMINED
BY EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
FRONT VIEW
FILTER FABRIC
City of Asheville, NC
Standard Specifications
CHECK DAM
REVISIONS
STD. NO.
DATE
DESCRIPTION
7.07
and Details Manual
POND Al
POND B1
A: 13.5 AC
A: 1.72 AC
REQUIRED VOL: 23,400 CF
REQUIRED VOL: 720 CF
1 PROPOSED VOL: 53,000 CF
PROPOSED VOL: 2923 CF
BAFFLES SPACED: 20FT APART
BAFFLES SPACED: 15FT APART
EMERGENCY
NOTE: FOR 10 ACRE MAXIMUM DRAINAGE
AREA
SPILLWAY y y W
MINIMUM L/W RATIO: 2:1
V V V V
y y
MAXIMUM L/W RA110: 6:1 y y y y y y y
y V V y V y i V
y y y y y y y y y
V V V V V y J Y
y
MINIMUM DEPTH: 2 FEET y y y
MAX DAM HEIGHT: 5 FEET y y
y
MIN DEWATERING TIME: 48 HOURS V V
V V
STORAGE VOLUME: 1800 CF/ACRE + y
y y y
yyy Porous Baffles
y y y
y (Section 6.65
y y
y DENR Manual)
yyy y
PVC VENT PIPET V V
I V V
INFLOW
- 1-�IOU LET
V
y y CLASS B
W W
SKIMMER (SEE COA
y RIP -RAP
V
V V
V V
V V V V
DETAIL 7.09a) y y
V
V V
V V
V W
V
y y V V y
PLAN VIEW
V V y y V V
CLASS 8 RIP -RAP DISPERSION
PAD DESIGNED BY ENGINEER
EMERGENCY
MIN 1' FREEBOARD SPILLWAY
—III=I �—�-III-I
NZONE-�
DEWATERING
I I I EMBANKMENT I I I I I (_
FILTER FABRIC 111-III-I i
I i
—- - - - - - - -
SEDIMENT STORAGE ZONE
__
=�IITCE1`
CROSS—SECTION
L---JSKIMMER MAY ALSO BE
USED WITH APPROVED
STRUCTURES
City of Asheville, NC
Standard Specifications
SKIMMER SEDIMENT BASIN
REVISIONS
STD. NO.
DATE
DESCRIPTION
Wns
REV. MIN. DEWATERING T ME
7.9 �
and Details Manual
/J
POND Al
POND 131
SKIMMER SIZE: 8 IN
SKIMMER SIZE: 2 IN
ORIFICE DIAMETER: 6 IN ORIFICE DIAMETER: 2 IN
DEWATERING: 1 DAY
DEWATERING: 1
DAY
FASTENING DEVICE FOR
THE DEWATERING UNIT
0
DEWATERING
0
UNIT
000 000
01
PVC END CAP
O
OUTLET
PVC PIPE WITH
Y2" HOLES (TYP)
IN UNDERSIDE
0
Y2., HOLES (TYP)
DEWATERING
0
IN UNDERSIDE
TUBE/ARM AIR -TIGHT SCHEDULE 40
ASSEMBLY PVC "C" ENCLOSURE
PVC VENT
PIPE
O
0
O
NOTES:
** SKIMMER ORIFICE SIZE IS DETERMINED BY
**ORIFICE PLATE
STORAGE VOLUME OF BASIN AND DESIRED
DEWATERING TIME. SEE TABLE 6.64b OF THE NC
PVC TEE
ROPE TO FREE SKIMMER IF
DENR EROSION AND SEDIMENT CONTROL
LODGED ON BOTTOM OF BASIN
PLANNING AND DESIGN MANUAL
3" SCHEDULE 40 PVC: MINIMUM SIZE ALLOWABLE
FOR THE CONSTRUCTION OF SKIMMER.
FLEXIBLE
SCHEDULE 40 PVC
HOSE
PIPE
OUTLET
City of Asheville, NC
REVISIONS
STD. No.
DATE
DESCRIPTION
SKIMMER DETAIL
Standard Specifications
7.09A
and Details Manual
C A R
A
DAVID A. SKURKY, P.E.
INC SEAL #040195
11_s evi e
GIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 8/20/19 WMMI ADDENDUM #2
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
ES-06

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PLACED IN FRONT OF OCS Al, OCS 1131, AND EW A2.1
NOTE:
GRAVEL & RIP RAP FILTER BERM
BASIN DETAIL IS DESIGNED TO SECTION THRU BASIN FILTER AND CULVERT PIPE
PROTECT EXISTING PIPE INVERTS
THAT DRAIN 10 ACRES OR LESS. RIP RAP HEADWALL
FLOOD STORAGE ZONE �1 3 _— -
DISTURBED AREA —_ 2 -11 — — NATURAL GROUND
7 PIPE INVERT
(CUT, FILL, ETC.) I _' M - _ Z
- I=1 qk
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----
1-III 40pE � t� - 4I -
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----------- - 1T �Tl�i
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_ — — -�I
''-I--�` TI1=1 1=1 1=1 1=1-I 1=1 1=1 1=1 1=1
SEDIMENT STORAGE
1.5' MAX DEPTH — CLASS B RIP -RAP
(CLEAN OUT POINT) #57 WASHED STONE
� �
'
. I- � � � ,::..: • - . �.•. � � �.. � . � -III-III- _.
>:::-.•�''": .; •: •:: �;:.
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RIP RAP HEADWALL I. III=III-III=1
-=111-I I_ -III I1=111 :.. Li, AND CONTINUATION =111 11=111 11=I1,-
OF RIP RAP BERM----III--
i � 11=I I 1=1 I I-1 I I —I I M
DISTURBED AREA WITH1-'�
-MAX SLOPE OF 2:1-I �' ' ' '�� III 1 III III 1 III III -III III
(CUT, FILL, ETC.) =1 1-I 1 P11=1 I-III-11-1 1-I-I 1-I 1-I 11=11 I-
"�" •�-
I I 11-I 1 I-1 I I-III-III-III-1 I 11-
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SEDIMENT STORAGE -`>_ ^� _^o r„ _ -III -III -III
��" �- � _- I--II-III-III-11I-1I I I I III-III=1
11- - .• ���� �_ _������ I -III -III -I � 1-I 1 I -I 11-I I I-1 I I-11 I -III= I I'
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-111_1II=1I1=1':�.. `•. � . • � � -1 I 1-I 11-III-I 11=11 I-III-1 I 1-I I 1-1 I 1-II1-
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#57 WASHED STONE=1 1=1 I-
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'=III=III-III-���>; �� ����•'•���•��•�� •� � •• J=III=III=III-III=1''
;III -III -III- ��.� :���.>~:::• .�:,.:•. -III-III- I i , i„i
1- III -III- = ..... • ' - 1-
1=1
City of Asheville, NC
GRAVEL &RIP RAP
REVISIONS
STD. NO.
DATE
DESCRIPTION
7.10
Standard Specifications
PIPE INLET PROTECTION
and Details Manual
CONSTRUCTION SPECIFICATIONS
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED
AT LEAST 2 INCHES BELOW THE CREST OF THE
STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS
AGAINST THE EDGE OF THE STORM DRAIN FOR
LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN
OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL
—„—III=III—III—III—III—III—III—III—III—III-11,-
SUPPORT TO SUBSEQUENT ROWS BY PLACING 2 X
—III—III—III—III—III—III—III- (- -III—III—III—III—III—I
1 ,-
—III— 4 WOOD STUDS THROUGH BLOCK OPENINGS.
1-1111-11 M. 2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2-INCH OPENINGS OVER ALL
I I 1 III- BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
- — -- 3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH IN
-111 -III=III DIAMETER, PLACED 2 INCHES BELOW THE TOP OF
NO N■
- THE BLOCK ON A 2:1 SLOPE OR FLATTER AND
-III- -III- = SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED
■
- I —III- STONE IS RECOMMENDED.
I I -III -I -III-I 11=
-11�=III= ■ j=_III-_
I I I 1=1 -III-I
I 1=1 11= ■ < 1=1 11=
II1111 ■ IIIIIIIIII
WIRE SCREEN
-1-I -III-1 TEMPORARY SEDIMENT
I —III_ ■ —III—_ POOL DEWATERING
-III-I �
■ IIIIIIIIIII
�IIIIIIIII�,
� ° , a
1' MIN. a °
= � = I �' ■ = � = I -I
2
=III -III -III- ' MAX. A-------- - = -----------a ------
I_-III-
1I-
=1111=11 Ili 1
I I -III-' -1 11 I I-11 I-111=111=1 11=1 I E. ° a
- '
1 I-III-1 I I=1 11=1 11=1 I I
SEDIMENT
=1 I I=1 I I-III=1 I I=1 I I=II I -III- I=1 I I-1 I I-1 I I-1 I I= 11=1 I I=1 I I -I 11-
-1 I I -II I -II I -II I -II I -II I -II I -II I -II I -II I-III=1 I I-III-III-1 � 1- ' - 1 i 1-1 I I
1-11IM11=III=III=III=III-III„1 11-111=1 11-1T1=
City of Asheville, NC
BLOCK AND GRAVEL
REVISIONS
STD. NO.
DATE
DESCRIPTION
Standard Specifications
and Details Manual
INLET PROTECTION
7.11 A
2�
�—
STEEP CUT OR FILL SLOPE
-III II
=III=III= 2:1 SLOPE (MAX)
1=1 11= I
I'
-Illllllilllll�
STABILIZE DIVERSION DITCH
CROSS SECTION WITH TEMPORARY SEEDING
AND EROSION CONTROL
NETTING
UPSLOPE TOE POSITIVE GRADE 1.0% MAX. z
IN
SIDE SLOPES
2 : 1 (MAX.)
STEEP CUT OR FILL SLOPE
PLAN VIEW
City of Asheville, NC
Standard Specifications
and Details Manual
DIVERSION DITCH
REVISIONS
STD. NO.
DATE
7.04
Rp'''%,,,
A
DAVID A. SKURKY, P.E.
NC SEAL #040195
>fro-
11-s evi e
GIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
I UNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
ES-07

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-
TEMPORARY SEEDING SCHEDULE
13
Temporary Seeding
P rY 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
6.1Ob. Avoid seeding in December or January. If necessary to seed at
these times, use rye grain and a securely tacked mulch.
J I F I M I A I M I J I J I A( S O I N I D
Mountains
Above 2500'
Below 2500'
— 3 — — — 5 — — —
4f
Piedmont
-
Coastal Plain
4 2
Recommended Plantings
Legend
1 Korean Lespedeza with .............................. 50 lb/acre
Rye Grain .................................................. 120 lb/acre
2 Kobe Lespedeza with .................................. 50 lb/acre
Rye Grain .................................................. 120 lb/acre
3 German Millet or .......................................... 40 lb/acre
Sudangrass................................................ 50 lb/acre
4 German Millet .............................................. 40 lb/acre
5 Rye Grain .................................................. 120 lb/acre
Figure 6.10b Calendar for scheduling temporary seedings.
6.10.2
PERMANENT SEEDING SCHEDULE
6.11
Seedbed ■ 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
y Tall fescue (above 2500')
c
Tall fescue (below 2500')
Tall fescue (low maint.)
c
0
E Tall fescue (high maint.)
m
a" Common Bermudagrass
Tall fescue mixture
c
a Hybrid Bermudagrass
ul Common Bermudagrass
0
0
Centipedegrass
_ Optimum Possible
Figure 6.11 b Calendar for permanent seeding recommendations by region.
6.11.3
B I _-I I I-
I—� I — IIIII IIIIIIIIIIIIIIII-III III M III —
II
_ ITil�l=30'
—III 10"
II III 4 II
IIIII
�10 =III
1-IIIIII
10" IIIIIIII
_ c 6 -III—III
=III=1
STAPLE
CHECK
MATTING IN DITCHES
4
10" 10„
4" 30'
B Staple
^� Check
-- -----
MATTING ON SLOPES
18" EXISTING
(MIN.) GROUND
BACKFILL
6"
(MIN.)
STAPLES ON
1' CENTERS
IN TRENCH
�— 6" MIN
MATTING SHALL BE STAPLES ON
PLACED IN TRENCH 1' CENTERS
AND BACKFILLED IN TRENCH
GWGRA,M U
6
3'
Staple
X X
Iv 3'
x
DLAGBP,PA (B)
Staple Check Pattern
4"
99
Staple 4
Permanent Seeding 13
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 c _
•• p — 0
ca c (con c ca
` N0c-
E C a) 0) S
CD$ a c LL
Grasses -IZ�o 2 E 8
a.A 0rncn2H -9
Bahiagrass • • • • • • • • • • 14-28 000 •
Bermudagrass (common) • • • • • • • • • • 21 000 •
Bermudagrass (hybrid) • • • • • • • • • — • • •
Centipedegrass • • • • • • • • • 28 • • •
Fescue, tall • • • • • • • • 5-14 • • • • •
Fescue,red • • • • • • • • • 7-28 • • • • •
German millet2 • • • • • • • • • • 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 • •
Korean lespedeza • • • • • • • • 5-14 •
Sericea lespedeza • • • • • • • • • • 7-28 • •
'Number of days required for majority of seeds to germinate under favorable conditions.
2 Also "Foxtail millet"
6.11.6
z
oco
Q Q
Iz—i�C='SV
U_ _J
O O O =
wQ¢U=
Q U = 00
W U_ 0 J
OOU)Q
z H �
:1 0-1--I
W 0
1 0
=
O Z
U O
0 H
z
Q J
J
� Q
Q y
0 Z
Q (D /�
C Z
F-I
0 a
o �
NOTES
THIS DETAIL APPLIES TO STRAW, EXCELSIOR, COIR FIBER MAT AND PERMANENT SOIL REINFORCEMENT MAT
(PSRM) INSTALLATION AND AS DIRECTED.
STAPLES SHALL BE NO. 11 GAUGE STEEL WIRE FORMED INTO A "U" SHAPE WITH A MINIMUM THROAT WIDTH OF 1
INCH AND NOT LESS THAN 6 INCHES IN LENGTH.
NOT TO SCALE SHEET 1 OF 1
1631 .01
*CONTRACTOR TO COORDINATE EXACT
GRASSING SPECIES WITH LANDART
0195 �p:
DAVID A. SKURKY, P.E.
NC SEAL #040195
>fro-
sheville
REGIONAL AIRPORT
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
ASHEVILLE
REGIONAL AIRPORT
ASHEVILLE
NORTH CAROLINA
o �®
o
KEY PLAN
PARKING LOTS
EROSION CONTROL
DETAILS
NO.4
PARKING LOT A & B
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 8/20/19 WMM1 ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
ES-08

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Pracfice SianelarM and S�pef �'flradans
Baffles need to be installed cor ectl, In order to fully provide their benefits.
Refer to F1 moire 6.65h and the :kllo win gr Ley points:
* The baffle material nee& to be sec»ed .aft the bottom .and sides 116
Most of the sediment - will aecuAlate M the fiat bay, so this should be
rear .accessible for maintenance.
0wo baRe rnaxKWI overwlr-e main -rand
urewft, plastic ties at posts and on wke emy 12"
1� Gauge M, in High
Tension W IimStrand
5 N I W SKIU red
To Porst Tb Support
e Material
i!
;a
rail a Material •
{ If tha tc-rnporary sediment basin wi11 be
converter to a perry a nen t 5to rmwater basin
of gr•"ater depth, the baffle height -should be
brmpd on thopool depth dLiflng ose Asa
tors porary aril basin.
Not . I rista11'thir {3) coir fi to Habits i n basi n
at 1Jralinage outlets with a spacing of 1Y4 the
baI n IE!ngth. TwVr, I2'I coif f Ller baNe5 car? Lse
ir- .ykdIled In t ho basins 1;2-b� iIIar120 ft. lin longth
witl`b a Spacirlig of 113 tl c. basin losLng 11.
Extend 9gKiuge wii e to W iiiii side or initall T-p st to anchor
k ffilo Co s I d P of hz and Preto werrical reost
Variable Depth
SQLc L,r-P hnttorn of baffle to gr'onnd with
12' staples at 1Z rnwdrnum spacing.
I�la�#eflal
l _0 Al L d Fjjrkc 5t apla
s t
baffleMaterial shoold be wured to the bottonn
and skWs of Hasin using 12 y Landscape staples
Figure B. 5b Cain Finer Baffle Detail
Cross section of a porous Raffle in a sediment basin.
OUTLET
W/DITCH
OUTLET W/0 DITCH
D
CLASS RIP RAP
CLASS I RIP RAP
CLASS RIP RAP
CLASS I RIP RAP
TONS
GEO-
T S V=LE
S.Y.
TONS
GEO-
T S.Y- =LE
TONS
GEO-
T S Y=LE
S.Y.
TONS
GEO-
T S Y LE
12"
2
5
5
2
5
1
4
2
1
4
15"
2
7
7
3
7
1
5
3
2
6
18"
3
10
9
4
10
2
7
4
2
8
24"
5
14
15
7
15
3
11
7
4
12
30"
8
21
21
11
22
5
16
11
7
17
36"
11
28
29
15
30
7
22
16
10
23
42"
15
37
39
20
39
10
28
22
13
30
48"
-
-
49
26
50
-
-
28
17
38
54"
-
-
60
33
62
-
-
36
21
47
60"
-
-
73
40
75
-
-
44
26
56
66"
-
-
87
48
89
-
-
54
32
67
72"
-
-
102
57
104
-
-
64
38
78
4 X D z
O �
�}
Q
)) 0 0 Z�=U
0
O
o0U)=z
QLL
LU O�
------- ° =~zLU
(nHLLOJ
D �• 000W<
H
0 — — — — — — — W r-I
T 0
V�------- ' 0
1-------
NOTE: 4 X D
FOR CALCULATION PURPOSES
_ _ _ CLASS 'B' RIP RAP = 100 LBS. /FT3 W
° 0�1 CLASS I RIP RAP = 105 LBS./FT3 ° J
2 X D �° O O
0�LL
D IL
/4 a
a
PLAN o Q
0
D SLOPE 1 %2 : 1 OR FLATTER �� Q a
° Q
U) IL
1 � H
D Q DC
0
2
�° T P LAN Q O
LL
GEOTEXTILE oOC
SECTION A -A° T G
PIPE OUTLET WITH DITCH ° �0 0
c�
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T) GEOTEXTILE
T= 15" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SECTION B-B
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS SHEET 1 OF 1
PIPE OUTLET WITHOUT DITCH 876.02
Rip
Rap Calculations
RR ID
ID No.
D0
(IN)
La
(4*D)
(FT.)
Ws
(2*D)
(FT.)
Wz
(6*D)
(FT.)
dso
(IN.)
T
(IN.)
Area
(Sy)
#1
A1.0
30
10
5
15
8
12.0
11.1
#2
A2.0
18
6
3
9
8
12
4.0
#3
A3.0
24
8
4
12
8
12.0
7.1
#4
B1.0
15
5
2.5
7.5
8
12.0
2.8
CA
L
DAVID A. SKURKY, P.E.
NC SEAL #040195
>fro_
s0 heville
REGIONAL AIRPORT
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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.I DATE I BY I DESCRIPTION
1 18/20/19 IWMMI ADDENDUM #2
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
ES-09
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GRAPHIC SCALE IN FEET
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MANHOLE RAISED FROM IN _____----__--- _/ -- - !� -
NEW Al --------�a aer+cr
ORT ROA \\; \\ a , I �,� a&e-
EXISTING DROP INLET 2.1 FT, 100 R HT-OF-WgypER \ 25YR PONDING ��� ���'
SEE INLET ADJUSTMENT DRY DETENTION TREFERENCE#1-5501 HEETq `� �� ELEVATION
DETAIL ON SW-04 POND Al, SEE I
DETAILS SW-06 ��� \\ (2136.6)
MINIMUM 1 % GRADE
FROM ALL ENDWALLS
TO OCS
STORMWATER LEGEND—
Fai PRECAST CONCRETE
CATCH BASIN
1 CONCRETE DROP INLET
1 PRECAST CONCRETE
J ENDWALL
EXISTING PIPE
X-X=K EXISTING PIPE REMOVED
® PROPOSED PIPE
OUTLET CONTROL STRUCTURE
'Al', SEE DETAIL ON SW-06
a'b 4
_ CAR
E
1.:I:ql
ZZ
DAVID A. SKURKY, P.E.
NC SEAL #040195
>fro_
■
s evi e
0 REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 I DESCRIPTION
1 8/20/19 WMMI ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE #
P-1430
PROJECT NO.
400101
SHEET NUMBER
sw-01

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—STORMWATER LEGEND—
Fai PRECAST CONCRETE
CATCH BASIN
WCONCRETE DROP INLET
1 PRECAST CONCRETE
J ENDWALL
EXISTING PIPE
X-X-K EXISTING PIPE REMOVED
® PROPOSED PIPE
IN
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11
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8 Z o GRAPHIC SCALE IN FEET
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---------- �—----------- / ; \ `\ `\ \ s ELEVATION
---------------------- ------- DRY DETENTION ---_ -_--
J
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_------- ------- --- DETAIL ON SW-07
1) I(( I-1111 `�
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a
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--sS ----ss�—'--ss —0"i
INTO EXISTING
CATCH BASIN
5FT WIDE 1 FT DEEP
SPILLWAY AT
s ELEVATION 2165.1
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� STRUCTURE'B', SEE
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AND REPLACE AFTER 1
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AA 10R
"///IIIIIIIII\ 0
DAVID A. SKURKY, P.E.
NC SEAL #040195
>Iro- -""
■
s evi e
0 REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 I DESCRIPTION
1 8/20/19 WMMI ADDENDUM #2
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
SW-02

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SHALLOW TYPE
(5 FEET OR LESS IN DEPTH)
INTERMEDIATE TYPE (4'X4')
DEEP TYPE (5'X5')
(5 FEET TO 20 FEET IN DEPTH)
(OVER 20 FEET IN DEPTH)
STANDARD
a
° 36"
°.. ,REINFORCED
STEPS 16" REINFORCED
ON CENTER--------_36 CONCRETE
a
;. s CONCRETE SLABSLAB
,d
6„
36 °
° STANDARD
STEPS 16" ON
48
STANDARD
STEPS 16"
60" ^�
°
PAVED INVERT--.. 1 CENTER
a
ON CENTER °`.
6
r
6„
PAVED INVERT
1 nA
°
MIN. <
°<
1 MAX PAVED INVERT
6"J .'
° a
MIN. 6" NCDOT #57
STONE BEDDING
6' ,;, " ' . ._.
6'
FRAME, GRATE & HOOD
PER D.O.T. STD. 840.03
MIN. 6' 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"-
NOT TO EXCEED 5'
REINFORCED
CONCRETE SLAB
c r-C,N
REINFORCED CONCRETE SLAB ° �_26"-
`
6„11
g
7,
MIN.
'
^26"
<a 6„ 60" OVER 20'
M IN.
MIN. 6" NCDOT #57
° 4
STONE BEDDING
6"� .. ........
48
n FROM 5' TO 20'
6"
MIN.
6' MIN °.,
.
NOTE:
1. CONCRETE SHALL BE 4000 PSI MIN. FOR ALL PRECAST
' "a ?"'
6" g
CONCRETE CATCH BASINS.
2. PRECAST CONCRETE STRUCTURES MAY ONLY BE INSTALLED
TO DEPTHS CERTIFIED AS ACCEPTABLE BY THE
6"�
. _ .... ti.. ..
MANUFACTURER.
\MIN. 6" NCDOT #57
SLAB DETAIL MIN 6 NCDOT #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.
f SLAB THICKNESS AND
6 SLAB THICKNESS AND
36" REINFORCEMENT FOR
5. EACH DRAINAGE STRUCTURE SHALL HAVE A PAVED INVERT
6„
REINFORCEMENT FOR
72" 26 J SOIL AND TRAFFIC
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.
6. APPLY NON -SHRINK AROUND PIPE.
26"� LOADING BY AN
ENGINEER
ENGINEER
7. HORIZONTAL, RISER, AND BOXES MUST BE SEALED WITH
BUYTL RUBBER JOINTS.
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
#4 BARS "V"® Ix-
6EQUAL SPACES
4'-6" FRAME,ATE
33
PER D.O D.O.T.T840 03HOOD
" "
M M F
#4 BARS �
#4,U ®S EQUAL REFERENCE POINT FOR EXPANSION JOINT 6'
EQUAL SPACES PLAN
SPACES STAKING PLAN (SW-1 1) CURB & GUTTER WITH CATCH BASIN ON STEEP GRADES
3" 3" TOP ELEVATION
USE ON FLAT GRADES 2% &UNDER
X
PLAN OF TOP SLAB SECTION S-S s"
EXPANSION JOINT
3' 3'
1 5" ELEVATION
#8" JOINT
8 "W" BARS NORMAL CURB &GUTTER ON LIGHT GRADES
#4 BARS
#4 "V" BARS ® 12" TOP ELEVATION EXPANSION
EQUALS SPACES -
6"
USE ON GRADES OVER 2% g"
1.5" -
#4 "U" BARS 6" 10" MAX" DEPRESSED GUTTER LINE
SECTION R-R DOWEL 1 s'
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
LES.
TOP
SLAB
BOTTOMI
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'-0"
2'-2"
--
--
2'-9"
--
--
--
--
--
--
--
--
--
--
0.235
0.772
0.015
0.026
15"
S-0"
2'-2"
S-O"
--
--
--
--
--
--
--
--
--
--
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"
S-0"
2'-2"
S-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"
42"
3'-0"
S-0"
2'-2"
2'-2"
3'-10"
4'-5"
4'-9"
5-3"
1'-8"
1'-5"
4'-0"
S-2"
4
4
1'-11"
1'-8"
3
2
3'-9"
2'-11"
3
3
3'-9"
2'-11"
43
32
0.161
0.122
0.358
0.318
1.714
1.738
0.132
0.
0.178
City of Asheville, NC
Standard Specifications
and Details Manual
PRECAST CONCRETE
CATCH BASIN
DATE
180 0.243
235 0.317
* RISER HAS .228
CUBIC YARDS OF
CONCRETE PER
297 0.401 FOOT HEIGHT
REVISIONS STD. NO.
DESCRIPTION
8■03A
I
Y
PLAN
WITH GRATE & FRAME REMOVED
(oI SEE NOTE
WEEP HOLES
J
BRICK COPING(INCIDENTAL)
TOP ELEVATION
- STD. 840.16 FRAME -
& GRATE
A 1 1 6"
SECTION X-X
co
DOWEL(SEE NOTE)
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.
coNGR TE
FGH MINIMUM
HEIGHT, H
C.M.
R.C.
12"
T -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 0049
24"
T-0;'
0.814
0.059
0.085
30
3-0
2-0
3 -6
0.222
0.222
0.925
0.092
0,127
DROP INLETS TO BE USED ON: A2.3, A2.4, A2.2A
'" ^r-^^BSSION
SECTION G-G
SECTION H-H
1 %2 rr
T\ 15/8rr ��15/8rr
0
co - 0 --- -
O
N �
O
O
II u
N fl
LO 1'-4%2" 1'-4%2"
T
1'-75/8rr 1 r-7/8rr
PLAN OF GRATING
CAST IRON
1/8 it 1/8 rr
1 rr 1 rr
3'-33/"
1/8 II I 3 „ 3 rr I 1/$ rr _
/
3r 2rr
2/8"
3'-13/" N N
3'-6"
SECTION E-E
1
#4 BAR
N
6"
DOWEL
E
-A
F -�
PLAN OF FRAME
CAST IRON
REFERENCE POINT FOR
STAKING PLAN (SW-1 1)
/8 F?
1/8 it
/I, �/lI
2'-2"
21/8rr
2'-13/rr N N
2'-6rr
SECTION F-F
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SHEET 1 OF 1
840.16
DAVID A. SKURKY, P.E.
NC SEAL #040195
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
ITUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
ASHEVILLE
REGIONAL AIRPORT
ASHEVILLE
NORTH CAROLINA
o �®
mar
o
KEY PLAN
PARKING LOTS
STORMWATER
DETAILS
NO. 1
PARKING LOT A & B
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 8/20/19 WMMI ADDENDUM #2
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
SW-03

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840.03 HOOD ELEVATION SECTION - RR 03
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TYPES OF GRATES
D 0 0
USE ACCORDING
TO WATER FLOW.
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SHEET 2 OF 2 TYPE - F
940.03
2'-113/4"
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SECTION A -A
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SECTION A -A SHEET 2 OF 2
840.03
2 4" Iv
PIPE BE
1 /2 0
611 M
12"
1 �, I vvvv� vvv� I
�I 6"
BIKE LANE
FRAME, GRATE &HOOD
PER D.O.T. 840.03
6"
BIKE LANE
EXISTING PAVEMENT EXISTING PAVEMENT
GENERAL NOTES
1. FRAME, GRATE AND HOOD ASSEMBLY WILL BE DOMESTIC STEEL PRODUCT
2. WHEN WARRANTED GRATES WILL BE TYPE E OR BICYCLE SAFE TYPE F AND
TYPE G PER NC DOT STD. DETAIL 840.03 PAGE 2 OF 2.
3. CURB AND GUTTER WILL BE CONSTRUCTED WITH 4000 PSI CONCRETE
4. ANY SUBSTITUTION OF GRATE TYPES OR VARIANCE OF CONSTRUCTION
PRACTICES MUST BE APPROVED BY THE STORMWATER SERVICES MANAGER
OR APPOINTED DESIGNEE.
City of Asheville, NC CURB INLETS FOR DATE REVISIONS DESCRIPTION STD. NO.
Standard Specifications
and Details Manual �+ 1 8 � � & 2 4„ CURB & GUTTER 18.051
CURB INLETS TO BE USED ON: A1.1 C, A2.2, A3.1, A3.2, A3.3, B1.1
i n" i n"
WHERE WATER IS
NCOUNTERED IN 24" MIN.
-RENCH, PLACE
3RANULAR MATERIAL
-0 TOP OF PIPE -
DR AS DIRECTED.
PIPE BELL
JSE #57 STONE
1 /2 O.D.
6" MIN.
PIPE BEDDING
N.T.S.
PROPOSED
FINISHED
GRADE
"I�L
12" MIN.
o
CUT AND REMOVE
EXIST. STRUCTURE
WALLS AS NEEDED TO
PLACE NEW LID AND
CAP AT PROPOSED
ELEVATION.
1211 1 1 1211
GENERAL BACKFILL
6LEC�ED ��ACKLY WHERE WATER IS
)AN0 'PLACEb 'AN ENCOUNTERED IN
TAMPEb/ TRENCH, PLACE
GRANULAR MATERIAL
TO TOP OF PIPE
OR AS DIRECTED.
COMPACTED SAND OF
SANDY SOIL
PIPE BEDDING DETAIL
FOR POND OUTLET PIPES
N.T.S.
1
NEW MANHOLE LID
J °
NEW 3500 PSI CONCRETE
°�° STRUCTURE CAP
00
#5 REBAR, 2-FT
LONG MIN, 12"
n C-C, EPDXIED TO
EXISTING CONCRETE
EXISTING
INLET
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.
C AR
q INE ..• .�
DAVID A. SKURKY, P.E.
NC SEAL #040195
>fro-
ishev
le
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
1111i.-
ASHEVILLE
REGIONAL AIRPORT
ASHEVILLE
NORTH CAROLINA
o �®
"MI
o
KEY PLAN
PARKING LOTS
STORMWATER
DETAILS
NO. 2
PARKING LOT A & B
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 8/20/19 WMMI ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE #
P-1430
PROJECT NO.
400101
SHEET NUMBER
SW-04

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838.80
W1 (FT.)
ELEVATION
W2 (FT.
D 6"
] F
1'-0"
0 I
I
H1 I
I -
1o" ----
io
8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
Hw ID
PIPE
DIA.
Al .0
2.5'
A2.0
1 .5'
A3.0
2.0'
�y ;0
1.25
H2
Err 8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
A T M1 M-
NOTES:
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
STANDARDS: 838.01, 838.11, 838.213 838.27, 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 8" 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 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
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
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
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
7.0019.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
1 7.00/8.50
3.25/4.00
1 7.25/9.25
1 13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
1 7.50/8.50
3.25/4.00
1 7.75/9.25
1 14.75/16.75
3
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838.80
m
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NOTES:
INSTALL ALL STEPS PROTRUDING 4"
FROM INSIDE FACE OF STRUCTURE WALL.
z
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STEPS DIFFERING IN DIMENSIONS, CONFIGURATION,
OR MATERIALS FROM THOSE SHOWN
MAY ALSO BE USED PROVIDED THE CONTRACTOR
HAS FURNISHED
H Q
Q
�-I
70000
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE
USE OF SUCH STEPS.
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SANITARY SEWER MANHOLES.
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840
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840.54
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.
'D' + 2 'W'
1" MIN. ADDITIONAL
CLR. #4 REBAR
_, 1" MIN. USE MIN. AREA OF STEEL IN TOP
CLR. SLAB OF #4'S @ 8" CTS.
EACHWAY/EACH FACE *.
FLAT TOP SLAB
ADDITIONAL #4 EACH
SIDE OF OPENING (1"
CLEAR OF BOTTOM FACE
PLACE BARS DIAGONAL
TO CORNERS (TYP.)
'I1 1
1 -IL- -II
11� = JL - ,I
FRAME AND GRATES
STD. NO.
TRAFFIC BEARING
840.37
NONTRAFFIC BEARING:
840.22
840.24
840.20
840.29
B40.33
GRATED INLET OPTION
A
L_
ALTERNATE CONE SECTION
D
W
T
As
INTERNAL
DIAMETER
(FT.)
MIN.
WALL
THICKNESS
(IN.)
MIN.
TOP/BOTTOM
SLAB THICKNESS
(IN.)
MIN. CIRCUMFERENTIAL
AREA OF STEEL
PER VERTICAL FT.
(SQ. IN.)
4
4
6
0.12
5
1 5
1 8
1 0.15
6
1 6
1 8
1 0.18
,Zr-Orr
GRADE RING I I
v a MIN. AREA OF STEEL
.p IS 0.07 in .2
ECCENTRIC CONE ---i
LOCATE WALL REINFORCEMENT
IN MIDDLE THIRD OF WALL
ADDITIONAL #4 EACH
SIDE OF OPENING (1"
CLEAR OF BOTTOM FACE)
FRAME & GRATE i
D-
14
I
�1 ,0 At
PLAN OF FRAME
MANHOLE OPTION
RISER
SEE STD. 840.54
FOR MANHOLE
RING AND COVER
6" MAX. SPACING
OF CIRCUM. R/F
N
STEP STD.
NO. 840.66
As
(CIRCUMFERENTIAL
REINFORCEMENT)
LONGITUDINAL
REINFORCEMENT
'. e
,D,
W,
z---BASE
r
U
REINFORCED CONC
FTG. (SEE STD.
1525.01 IF
•,P;:i?'...•<;::
:o • .n • : ' ':e .'
?',..•0';:: P'.• '�'
- -
USE MIN. AREA OF STEEL
-�
I
REQUIRED)
_
~ I
IN BASE SLAB OF
I
I _ _
_ _ _ _ 0.12 in PER LINEAR _ _ _ _
_ _ ,
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
B
BOTTOM OF COVER
REFERENCE POINT FOR
STAKING PLAN (SW-1 1)
2'-11/4"
1'-113/4
1'-10%8"
1" / TYPE #1
\ / ~ ALTERNATE
e, 43,trr 2'-01/2„
2'-91/4" \
SECTION A -A
TYPE #2
PLAN OF COVER
1' 111/2"
M
7 3� " I II r
43/4 rr
1 '-105/8"
SECTION B-B
MANHOLE STRUCTURE TO BE USED ON: A2.1,
MANHOLE _LID_ TO BE USED ON: All
MINIMUM WEIGHTS LBS.
FRAME 180
COVER - 120
TOTAL - 300
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C A R
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DAVID A. SKURKY, P.E.
NC SEAL #040195
f0 ro-
shevi e
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 8/20/19 WMMI ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
SW-05

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Tnnc-11 nnn1, nrn111RED ON TOP OF STRUCTURE.
BE APPROVED BY THE
(,.nNgTPIIrTinN SFF TRASH
PERT. E.F.
PERT. E.F.
AGE DETAILS
'-2" CTS
QED ENTRANCE
-LOW
­-AM.-
EXISTING 36"
OUTLET PIPE
1 8" E. W.
I Ur & BOTTOM
1 2'
MMWWdIN0�WEW WAWAII\\rJ
SECTION Y-Y
N.T.S.
DIAMETER
DIAMETER B1
DIMENSION F
DIAMETER
ELEVATION B
B2
WIDTH D
ELEVATION A
ELEVATION B1
(PVC STAND
ELEVATION D
ELEVATION E
(HEIGHT OF
DIMENSION G
DIMENSION H
(OUTLET PIPE)
)
(POND
(DRAWDOWN
(WEIR)
(OUTLET PIPE)
(ORIFICE)
PIPE)
(WEIR)
(TOP OF RISER)
RISER)
(IN)
(IN)
(IN)
BOTTOM)
ORIF.)
(in)
(in.)
(FT)
(in.)
2129.5
1 36
1 2129.5
1 2129.5
1 27.0
N/A
2133.0
1 18.0
2136.5
1 7.0
60.0
1 72.0
2161.0
1 15
1 2162.0
1 2162.0
1 6.0
4.5
30.0
42.0
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GENERAL NOTES:
O M
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USE PIPE COLLAR FOR EXTENDING EXISTING CONCRETE
PIPE CULVERTS AT LOCATIONS SHOWN ON PLANS OR AS
DIRECTED BY THE ENGINEER. THIS INCLUDES EXTENDING
F-1
J
O
EXISTING PIPES WITH PIPES OF DIFFERENT MATERIALS.
Z
CONSTRUCT THE PIPE COLLAR WITH CLASS "B"
LLI
OR BETTER CONCRETE.
OBSERVE ALL REQUIREMENTS OF SECTION 840 OF THE
STANDARD SPECIFICATIONS.
* USE 12 INCH DIAMETER VALUES FOR PIPE DIAMETERS
LESS THAN 12 INCH.
SHEET 1 OF 1
SHEET 1 OF 1
840.72
840.72
PARKING LOT A,
POND Al
D
E
F
CU. YD.
12
12"
12"
0.3528
15"
12
12"
0.3990
18"
12"
12"
0.4465
24"
12"
12"
0.5526
30
12"
12"
0.6560
36"
12"
12"
0.7640
42"
12"
12"
0.8856
48
12"
12"
1.0126
54"
18"
18"
2.5793
60
18"
18"
2.8506
66"
18"
18"
3.1307
72"
18"
18"
3.4176
1
T
AIRPORT ROAD
N
OUTLET CONTROL STRUCTURE TOP VIEW
N.T.S.
NOTES:
1. 4000 PSI, CONCRETE TO BE USED THROUGHOUT.
2. ALL REINFORCING STEEL WHERE JOINED SHALL HAVE 18" MIN.
OVERLAP UNLESS NOTED OTHERWISE.
3. FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM
SLAB.
4. RISERS OVER 3'-6" IN DEPTH SHALL BE PROVIDED WITH STEPS
ON 1 '-2" CTRS. SEE DETAIL, SEE DRAINAGE DETAILS.
EXISTING EMERGENCY
SPILLWAY, SEE SW-08
MOMM
EXISTING 36" PIPE
------------------
IL A 0 6"
RCP
PIPE COLLAR
RISER CREST
ELEV.:<RISER ELEV.>
- WSEL�-
------
\-POND BOTTOM
EW AT RISER ELEV.:
RZ <POND BOTTOM>
STORMWATER MANAGEMENT
FACILITY DETAIL
N.T.S.
INLET PIPE
SLOPE, SEE
PLAN VIEW
(1 % MIN.)
POND
SPILLWAY
TOP OF
25-YR
25-YR FB
Pond ID
T (FT)
SS1
SS2
D (IN)
S
L (FT)
M
BOTTOM
ELEV.
DAM ELEV.
WSEL
(ft)
Al
2129.5
2138.0
2139.0
N/A
Exist
N/A
Existing
2136.6
2.4
7 B1
2162.0
2165.1
2166.0
4.0
2
Exist
15
4.7
43
CMP
2164.7
1.3
*Note: Pond Al Spillway, Top of Dam, Interior Side Slope, and Outlet Pipe are all existing.
STORMWATER FACILITY TABLE
NOTES:
1. CONTRACTOR SHALL CLEAN OUT POND TO FINAL
GRADES AND GRASS AFTER ALL UPSTREAM
DISTURBANCE IS STABILIZED.
H C A
t n 1Qd
..� 6.....
DAVID A. SKURKY, P.E.
NC SEAL #040195
■
s evi e
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS &PLANNERS
13801 REESE BLVD, SUITE 160
HLJNTERSVILLE, NC 28078
OFFICE: [phone]
www.avconinc.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT &INSPECTION
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 8/20/19 WMM ADDENDUM #2
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
SW-06

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TRASH RACK REQUIRED ON TOP
OF STRUCTURE. TRASH RACK
SHALL BE APPROVED BY THE
ENGINEER PRIOR TO
CONSTRUCTION. SEE SHEET
SW-08 FOR DETAILS.
11
a
#4 @ 8" VERT. E.F.
H
G
ELEVATION
E
2" CLR. :°
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(TYP.)
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ENTRANCE a.. °
,
DB1
SW-08.
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FLOW DIA
ELEVATION B
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-�� q
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a°'
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2" (TYP.).
12"
6„
#5
3 „ d
@ 8" E.W. a °
° °
TOP
.a
& BOTTOM °
ORIFICE OPENING
12"
STONE BEDDING
WITH END CAP. SEE
DETAIL ON SW-08
SECTION X-X
(SEE SIDE VIEW - GRATE DETAIL)
N.T.S.
STONE BEDDING
SECTION Y-Y
N.T.S.
DIAMETER
DIAMETER B1
DIMENSION F
DIAMETER A
ELEVATION B
B2
WIDTH D
ELEVATION A
ELEVATION B1
(PVC STAND
ELEVATION D
ELEVATION E
(HEIGHT OF
DIMENSION G
DIMENSION H
Pond ID
(OUTLET PIPE)
(POND
(DRAWDOWN
(WEIR)
(OUTLET PIPE)
(ORIFICE)
PIPE)
(WEIR)
(TOP OF RISER)
RISER)
(IN)
(IN)
(IN)
BOTTOM)
ORIF.)
(in)
(in.)
(FT)
(in.)
Al
2129.5
36
2129.5
2129.5
27.0
N/A
2133.0
18.0
2136.5
7.0
60.0
72.0
B1
2161.0
15
2162.0
2162.0
6.0
4.5
N/A
N/A
2164.25
3.3
30.0
42.0
1 2 "
06111111111044
ANTI-SEE_r'
BARREL
ANTI SEEP COLLAR
N.T.S.
rnNlrPFTF ANTI-�FFP
' MIN.
1. AFTER FILL HAS BEEN PLACED A MIN. 18" OVER BARREL,
CONTRACTOR TO EXCAVATE ANTI -SEEP COLLAR TO MIN. DIMENSIONS
SHOWN AND BACKFILL WITH CLASS A CONCRETE.
2. COST OF PIPE COLLARS SHALL BE INCIDENTAL TO THE COST OF RCP
ITEM.
3. PERIMETERS OF CONCRETE COLLARS DO NOT HAVE TO BE SMOOTH
LINES. COLLARS MAY BE FORMED AGAINST COMPACTED OR
UNDISTURBED SOIL. DIMENSIONS AND SHAPE CAN VARY AS LONG AS
MINIMUM DIMENSIONS SHOWN IN DETAIL ARE MAINTAINED.
PARKING LOT 139
POND B1
SIDE
SI-OpE'
<SS2>•I
EXISTING '
CURB INLET
I
I I
ALONG WRIGHT
--BROTHERS WAY ---
I I
I I
-------------------
DAM WIDTH:
-T-
ELEVATION E
ELEVATION D
#4 @ 8" VERT. E.F.
#4 @ 8" VERT. E.F.
ELEVATION B
ELEVATION A
N
#5 @ 8" E.W.
TOP & BOTTOM
TOP OF DAM
ELEV.: <TOP OF
DAM ELEV.>
EMERGENCY SPILLWAY
(SEE SW-08)
ELEV.: <SPI LLWAY
ELEV.>
OUTLET PIPE, DIAM <D>, SLOPE
:S>, LENGTH <L> MATERIAL <M
ANTI -SEEP COLLAR J
(TYP), SEE DETAIL
THIS SHEET.
STORMWATER MANAGEMENT
FACILITY DETAIL
N.T.S.
IW
OUTLET CONTROL STRUCTURE TOP VIEW
N.T.S.
NOTES:
1. 4000 PSI, CONCRETE TO BE USED THROUGHOUT.
2. ALL REINFORCING STEEL WHERE JOINED SHALL HAVE 18" MIN.
OVERLAP UNLESS NOTED OTHERWISE.
3. FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM
SLAB.
4. RISERS OVER 3'-6" IN DEPTH SHALL BE PROVIDED WITH STEPS
ON 1 '-2" CTRS. SEE DETAIL, SEE DRAINAGE DETAILS.
RISER CREST
ELEV.:<RISER ELEV.>
---- WSEL_v-------
'--SLOPE, SEE
PLAN VIEW
POND BOTTOM (1 % MIN.)
AT RISER ELEV.:
<POND BOTTOM>
Pond ID
POND
BOTTOM
SPILLWAY
ELEV.
TOP OF
DAM ELEV.
T (FT)
SS1
SS2
D (IN)
S
L (FT)
M
25-YR
WSEL
25-YR FB
(ft)
Al
2129.5
2138.0
2139.0
N/A
Exist
N/A
Existing
2136.6
2.4
131
2162.0
2165.1
2166.0
4.0
2
Exist
15 4.7 43 CMP
2164.7
1.3
*Note: Pond Al Spillway, Top of Dam,
Interior Side Slope, and Outlet Pipe are all existing.
STORMWATER FACILITY TABLE
NOTES:
1. CONTRACTOR SHALL CLEAN OUT POND TO FINAL
GRADES AND GRASS AFTER ALL UPSTREAM
DISTURBANCE IS STABILIZED.
INLET PIPE
l0�?9//ems
.,q •NGNE..•�.�,.
DAVID A. SKURKY, P.E.
NC SEAL #040195
11_s evi e
GIONAL AIRPORT
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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:
AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
SW-07

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TOP OF
STRUCTURE
DE
POLYETHI
STRUCI,,..,,.
PLASTIC
TRASH RACK MANUFACTURED
BY PLASTIC SOLUTIONS INC.
877-877-5727 OR APPROVED
EQUAL. TRASH RACK SHALL
HAVE A REMOVABLE ACCESS
HATCH AND SHALL BE BOLTED
TO THE CONCRETE STRUCTURES
PER MANUFACTURER'S
INSTRUCTIONS.
CONCRETE RIS
OUTLET PIF
7-VIC'TIN1( n7n1 INIF1
BOTTOM WIDTH
10 FT.
SPILLWAY RIP RAP DITCH
N.T.S.
TRASH RACK SPACING SET BY
PLASTIC SOLUTIONS INC.
TRASH RACK ASSEMBLY
ELEV. A
POND
A
B
C
Al
65 8"
66"
7 "'
B l
38 4"
38 4"
7 "'
TOP VIEW
H
L-- I I LL-- ,3RIC
1
POLYETHYLENE
STRUCTURAL TOP VIEW
PLASTIC
TRASH RACK
N.T.S.
TRASH RACK
MANUFACTURED
BY PLASTIC
SOLUTIONS INC.
877-877-5727
OR APPROVED
EQUAL
CONCRETE RIB
SCHEDULE 40 PVC
THREADED END CAP WITH
PVC THREADED PLUG
000
0000
SCHEDULE 40 D 0 0 0
PERFORATED PVC (6" MIN. 0 0 0
DIA.) (3/8" HOLE DIA.) o 0 0 0
SCHEDULE
40 PLUG
TRASH RACK ASSEMBLY
ELEV. B
Mann
will
��Jmmmm
SIDE VIEW
45° BEND
)000
0000 0
: O O 0
0000
I O O 0
O O O O
I O O 0
OFA
00
n$o
1010101011-01.
0
In
TEE AND PIPE TO BE
PERFORATED TO WITHIN
3" OF WALL/STRUCTURE
CONCRETE WALL/OUTLET
STRUCTURE
;
;
>
-I
>
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.
6" DIAM. (131) SCHEDULE 40 PVC
6" DIAM. (131) SCHEDULE 40 PVC
THREADED END CAP
DRILL DRAWDOWN (B2) ORIFICE-DIA
HOLE IN CENTER OF THREADED PLUG
FOR ORIFICE AT ORIFICE ELEVATION
6" DIAM. PVC THREADED PLUG. PLUG MAY
BE PERIODICALLY REMOVED FROM END
CAP FOR CLEANING AND MAINTENANCE.
(DO NOT CEMENT PLUG TO END CAP)
FILL GAP BETWEEN STRUCTURE
AND PVC PIPE WITH MORTAR
Y�P.11101mowl Immo
THREADED END CAP WITH
PVC THREADED PLUG
B2 SEE TABLE ON
SW-07 FOR B 1
AND B2 SIZES.
3"
CLEAR
(MIN.)
ORIFICE END CAP DETAIL
N.T.S.
11111111///I///
..loNq by '
DAVID A. SKURKY, P.E.
NC SEAL #040195
r- >f�� -")
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 8/20/19 WMMI ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
SW-08

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p
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r r
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jtJST INLET,
S)ECIE
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— —
CrvlP
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o
10+50
STORM LINE Al
HORIZONTAL SCALE 1" = 20'
VERTICAL SCALE V = 5'
2160
2155
2150
2145
2140
2135
10+00
11 +00
(A2.2
2160
2155 2155
2150 2150
2145 2145
2140 2140
2135 2135
2130 2130
2125
11+34
C.I.: CURB INLET, SEE SW-03
D.I.: DROP INLET, SEE SW-03
E.W.: ENDWALL, SEE SW-05
2125
10+00
A2.1 (A2)2
(A2.3 (A2.)4
p
M
r +
CV
N a
aN
co � M
C? Lo r
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qtr +
r N 1---r
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0 p
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a
z
r
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r V'
0
0
10+50
11+00
STORM LINE A2
HORIZONTAL SCALE 1" = 20'
VERTICAL SCALE 1" = 5'
A2.2A
LL
CD
N r
CN
U cn
r
..
co N
N N a
aar`
CO CD
00 O u) M
q .4 O r M
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6%
25-
R HGL
10+50
2160
2155
2150
2145
2140
2160
2155
2150
2145
2140
2135
2130
2125
11+50 11+67
\\\\\I11111111///I/
CA
2135 0 ��
11 +00 11 +50 11 +68
19cl
STORM LINE A2.2%'�'/11ql 11$K"•�\
HORIZONTAL SCALE 1" = 20' DAVID A. SKURKY, P.E.
VERTICAL SCALE 1" = 5' NC SEAL #040195
00
0000
ishev
le
REGIONAL AIRPORT
AVCON
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 8/20/19 WMM ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE #
P-1430
PROJECT NO.
400101
SHEET NUMBER
SW-09

r
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2150
2145
2140
2135
2130
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EXISTING
GRADE
REMOVED
12"
24" FIDPEE
24" HDPE
D
24" HDPE
24 L.F. — 1.20%
I PRAP
#3
C.I.: CURB INLET, SEE SW-03
D.I.: DROP INLET, SEE SW-03
E.W.: ENDWALL, SEE SW-05
2170
2165
2160
2155
10+00
10+50
11+00
11+50
STORM LINE A3
HORIZONTAL SCALE 1" = 20'
VERTICAL SCALE 1" = 5'
U-)
O+
cp
r r
co
w
m
O
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C�or) r
CO
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m
cfl
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N
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N Z)
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ENT
ANCE DRIVE
1511
RCP
96 L.R.o
D
PROPOSED
GRADE
RAP
10+50
STORM LINE B1
HORIZONTAL SCALE 1" = 20'
VERTICAL SCALE 1" = 5'
11+00
2170
2165
2160
2155
11+36
12+00
2170
2165
2160
2155
2150
2145
10+00
12+50
0
N
N
+
O
r
U Q
X H
w cn
m �O
�- �- Co
O00 O N
qCO N
u) u) N O
r r +
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N .. .. m r
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O uj uj uj U F-
1-- O cn
PROPOSED
GRADE
O
O
U7r
NCO
�N
CO
r
N
nO
O Uj
H -
WRIGHT
vy
0%
43
10+50
STORM LINE C
HORIZONTAL SCALE 1" = 20'
VERTICAL SCALE 1" = 5'
13+00
2170
EXISTING
GRADE
2165
2160
2155
2150
2145
10+77
2155
2150
2145
2140
2135
2130
2125
13+25
CA R
A. S
111I I IIIAO
DAVID A. SKURKY, P.E.
NC SEAL #040195
-11�.
>fro-
sheville
A,=00
IONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
AULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 8/20/19 WMM ADDENDUM #2
DESIGNED BY:
W.M.M.
DRAWN BY:
W.M.M.
CHECKED BY:
D.A.S.
APPROVED BY:
D.A.S.
DATE:
AUGUST 7, 2019
STATE LICENSE #
P-1430
PROJECT NO.
400101
SHEET NUMBER
sw-lo

rn
0
N
rn
r
DO
0
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J
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159.0
2157.
.** - - - --
STORM LINE A2
DI A2.3
10
32 CI
21
2155.00 / �, ' �, M H A2.1 co
9
-- -- STORM LINE Al '/' % /' C)
/ / /
V ' i l � �''�'/� 1 �
' 17
N g _ 4-
30" E 2153.00 18' RCP,�' , 7 0 . -
no --- , RCMP CI A1.1C ;','' \
N CI A3.1
1 no no �� i'�/'/'i' - ---- _
MH A1.1 33 �. '.:,�-- -- -
`�'�� '/ //, / // ;;__- WA A3.0 4 13
13" EX CMP(� i; /_�
21 17-�rr�i�l �'t�f2 _ _ -4"�Nt
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31
2� 43 0
2142.0
747.0
/-24" HDPE
CI A3.2
14
1 �� a►s- , ,,
-- k
----------- -'---- - 30
_ ----- //�//,� /,�, //� c�e� n \
_-----------_ OCS
-; - = \ -
_1' __a: ----------------
----- DRY DETENTION
-- A GAS
41 be,___--��________�� POND All, SEE -- UFj�------------- - "I-
------_= DETAILS SW-06 TILT _,ne na
---- ------
NEW AIRPORT ROAD
100' RIGHT-
-no-
71,
71,3
RM LINE A3
24" HDPE
7is
71
6
7'5�>
_----- 1 5
- - - - - - -
-i��-c�l►s-a►s -c1v►s -cans -�as -�♦ics-�c♦ccs -��
uFo ------------------ ----
natna=n�OI>a-� ---__
Point Table
Point #
Elevation
Northing
Easting
1
0.00
632410.1434
947004.9572
2
2131.00
632412.4109
946950.7742
3
2131.00
632337.5326
946957.2215
4
4262.00
632348.1865
946979.9787
6
2131.00
632387.6002
946994.1341
7
2131.00
632414.4881
946980.3006
8
2131.00
632373.8551
946948.3885
9
2140.33
632413.2304
947024.4615
10
2152.97
632451.0557
947078.1901
11
2151.86
632502.8643
946919.5704
12
2151.82
632487.8274
946928.7446
13
2140.02
632326.0222
946989.4015
14
2140.74
632225.2050
947011.7644
15
2141.46
632125.4062
947033.9381
16
2135.00
632280.2043
946972.6675
17
2142.00
632436.6874
946993.5919
18
2162.00
632983.1673
946660.3058
19
2162.00
632991.2263
946682.8577
20
2162.00
632983.5455
946685.6489
21
2162.00
632978.6879
946650.6217
22
2168.38
633071.9924
946619.6908
23
2166.00
632963.8139
946651.6088
24
2166.00
632982.8209
946643.7111
25
2166.00
632986.4514
946693.8418
26
2166.00
632975.3436
946703.0132
27
2166.00
632975.6896
946688.3676
29
2162.00
632971.6070
946653.4779
30
2135.00
632366.4765
946952.5069
31
2145.95
632369.1723
947175.4597
32
2149.08
632416.6920
947049.5983
33
2151.83
632476.4863
946944.5622
North
0' 15' 30' 60'
GRAPHIC SCALE IN FEET
SEE STORMWATER DETAIL SHEETS
SW-03 AND SW-05 FOR LOCATION OF
POINTS ON DRAINAGE STRUCTURES.
��\\\II111111111/,,,,
CAR
"fl.A 111111100
DAVID A. SKURKY, P.E.
NC SEAL #040195
>toI
sheville
REGIONAL AIRPORT
AVCON, INC.
ENGINEERS & PLANNERS
13801 REESE BLVD, SUITE 160
HUNTERSVILLE, NC 28078
OFFICE: [phone]
www.aveonine.com
ISSUED FOR BID
NOT RELEASED FOR
CONSTRUCTION
ULICK ENGINEERING, LLC
HYDRAULICS & HYDROLOGY I EROSION CONTROL
AIRFIELD DESIGN I CONSTRUCTION MANAGEMENT & INSPECTION
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 I DESCRIPTION
1 8/20/19 WMMI ADDENDUM #2
DESIGNED BY: W.M.M.
DRAWN BY: W.M.M.
CHECKED BY: D.A.S.
APPROVED BY: D.A.S.
DATE: AUGUST 7, 2019
STATE LICENSE # P-1430
PROJECT NO. 400101
SHEET NUMBER
Z (
SW-11

APPENDIX D
OPERATION AND MAINTENANCE MANUAL

APPENDIX E
SUPPLEMENTAL EZ STORM & DRAINAGE CALCULATIONS

Supplement EZ Form: Not Applicable

Hydraflow Storm Sewers Extension for Autodesk@ AutoCAD@ Civil 3D0 Plan
B1.1
12
Outfall
EX A1.1 B
rn X
AA. 1 6
4 DI A2.4
10 5
Outfay I A2.3
Outfall 1
.1-A ABA
2 DI A2.2A
A3.2
3
A3.3
Project File: Asheville Storm Sewers v2,stm Number of lines: 12 Date: 8/16/2019
Storm Sewers 02 00

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
28,460
0,74
1.74
0,95
0,70
1,65
5,0
7.1
7,3
12.13
12.37
5,19
24
1,02
2131,00
2131,29
2132,25
2132,89
2136,20
2140,04
A3. 1 -A3. 0
2
1
101,000
0,52
1,00
0,95
0,49
0,95
5,0
6.4
7,6
7,18
12.25
4,05
24
1,00
2134,44
2135,45
2135,54
2136,55
2140,04
2140,73
A3.2-A3.1
3
2
101,000
0,48
0,48
0,95
0,46
0,46
5,0
5,0
8,11
3,67
12.25
2.69
24
1,00
2135,45
2136,46
2136,68
2137,19
2140,73
2141,46
A3.3-A3.2
4
End
66,000
0,00
8,79
0,00
0,00
6.25
0,0
6.9
7.4
46.39
17.29
9,71
30
0,61
2132,30
2132,70
2134,55
2137,41
2135,00
2149,70
A1.1-A1.0
5
4
184,000
8,09
8,09
0,69
5,58
5,58
6.5
6.5
7,5
42.08
22.22
8,57
30
1,00
2132,70
2134,54
2138,80
2145,41
2149,70
2152,69
EXA1.1B-A1.1
6
4
18.855
0,70
0,70
0,95
0,67
0,67
5,0
5,0
8,1
5,36
10.27
5,38
18
0,96
2147.17
2147,35
2147,94
2148,24
2149,70
2151,83
A1,1CtoA1,1
7
End
14.000
0,00
1,83
0,00
0,00
0,82
5,0
10.1
6.6
5,40
14.03
4,90
18
1,79
2131,00
2131,25
2131,90
2132,15
2148,40
2140,33
A2. 1 -A2. 0
8
7
25,000
0,05
1,83
0,95
0,05
0,82
5,0
10.0
6.6
5,42
40.67
10.45
18
15.00
2135,72
2139,47
2136,09
2140,37
2140,33
2149,08
A2.2-A2.1
9
8
41.000
0,12
1,45
0,65
0,08
0,68
5,0
5,3
8,0
5,38
32.35
9,23
18
9,49
2144,08
2147,97
2144,49
2148,86
2149,08
2152,97
A2.3-A2.2
10
9
44.000
1,33
1,33
0,45
0,60
0,60
5,0
5,0
8,1
4,82
32.71
4,55
18
9,70
2147,97
2152,24
2148,86
2153,08
2152,97
2157,24
A2.4-A2.3
11
8
135,000
0,33
0,33
0,30
0,10
0,10
5,0
5,0
8,1
0,80
10.31
3,10
18
0,96
2140,50
2141,80
2140,78
2142,13
2149,08
2145,95
A2.2A-A2.2
12
End
I
96.000
0,82
0,82
I
0,95
I
0,78
I
0,78
I
5,0
I
5,0
I
8,1
6.27
6.46
I
5,90
I
15
I
1,00
I
2163,00
2163,96
I
2164,01
I
2164,97
I
2163,00
I
2169,00
I
131.1-131.0
I
Project File: Asheville Storm Sewers v2,stm
Number of lines: 12
Run Date: 8/16/2019
NOTES:Intensity = 62,39 / (Inlet time + 11.00) A 0.74; Return period =Yrs, 25 c = cir e = ellip b = box
Storm Sewers v12+00

APPENDIX F
HYDRAFLOW HYDROGRAPHS OUTPUT

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Legend
Hyd• Origin
1 SCS Runoff
2 SCS Runoff
3 SCS Runoff
4 SCS Runoff
5 Combine
6 Reservoir
8 SCS Runoff
9 SCS Runoff
10 SCS Runoff
11 SCS Runoff
12 Combine
13 Reservoir
15 SCS Runoff
16 SCS Runoff
18 Combine
19 Combine
21 SCS Runoff
22 SCS Runoff
23 Reservoir
25 SCS Runoff
26 SCS Runoff
28 Combine
29 Combine
1 2 3 4
CD CD CD CD
\V5/
Description
8 9 10 11
1
1-x5-- 1*6--
1
1
/21
19 ED
Pre Al.1
Pre A1.2
Pre A1.3
Pre A1.4
Pre Al Total
Pre Al Routed
Post Al.1
Post A2
Post A3
Post A Sheet Flow
Post Al Total
Post Al Routed
Pre A2
Post A2
Pre A Total (Al + A2)
Post A Total (Post Al Routed + Post A2)
Pre B1
Post B1
Post B1 Routed
Pre B2
Post B2
Pre B Total (131 + 132)
Post B Total (Post B1 Routed + Post 132)
22
25 26
231, Ig CD CD
29
Project: Hydraflow - AVL Parking Lots V02.gpw
Monday, 08 / 19 / 2019

Hydrograph Return Period ReHycadra p
w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
24.75
-------
-------
-------
-------
68.78
-------
91.30
Pre A1.1
2
SCS Runoff
------
0.523
-------
-------
-------
-------
4.131
-------
6.373
Pre A1.2
3
SCS Runoff
------
0.243
-------
-------
-------
-------
1.921
-------
2.964
Pre A1.3
4
SCS Runoff
------
0.622
-------
-------
-------
-------
2.823
-------
4.107
Pre A1.4
5
Combine
1, 2, 3,
26.14
-------
-------
-------
-------
77.43
-------
104.61
Pre Al Total
4
6
Reservoir
5
26.28
-------
-------
-------
-------
55.77
-------
89.17
Pre Al Routed
8
SCS Runoff
------
25.09
-------
-------
-------
-------
62.87
-------
81.76
Post A1.1
9
SCS Runoff
------
1.997
-------
-------
-------
-------
8.236
-------
11.86
Post A2
10
SCS Runoff
------
6.857
-------
-------
-------
-------
13.86
-------
17.36
Post A3
11
SCS Runoff
------
0.365
-------
-------
-------
-------
2.882
-------
4.446
Post A Sheet Flow
12
Combine
8, 9, 10,
34.07
-------
-------
-------
-------
87.73
-------
115.37
Post Al Total
11
13
Reservoir
12
24.11
-------
-------
-------
-------
55.43
-------
70.57
Post Al Routed
15
SCS Runoff
------
0.170
-------
-------
-------
-------
1.345
-------
2.075
Pre A2
16
SCS Runoff
------
0.065
-------
-------
-------
-------
0.512
-------
0.790
Post A2
18
Combine
6, 15,
26.45
-------
-------
-------
-------
56.88
-------
90.86
Pre A Total (Al + A2)
19
Combine
13, 16,
24.17
-------
-------
-------
-------
55.86
-------
71.17
Post A Total (Post Al Routed + Post
21
SCS Runoff
------
0.930
-------
-------
-------
-------
5.934
-------
8.974
Pre 131
22
SCS Runoff
------
2.293
-------
-------
-------
-------
8.419
-------
11.89
Post 131
23
Reservoir
22
0.733
-------
-------
-------
-------
8.483
-------
10.99
Post 131 Routed
25
SCS Runoff
------
0.000
-------
-------
-------
-------
0.107
-------
0.443
Pre B2
26
SCS Runoff
------
0.021
-------
-------
-------
-------
0.881
-------
1.493
Post B2
28
Combine
21, 25,
0.930
-------
-------
-------
-------
6.015
-------
9.417
Pre B Total (131 + 132)
29
Combine
23, 26,
0.751
-------
-------
-------
-------
9.365
-------
12.48
Post B Total (Post 131 Routed + Post
Proj. file: Hydraflow - AVL Parking Lots V02.gpw
Monday, 08 / 19 / 2019

Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
24.75
2
718
49,955
------
------
------
Pre A1.1
2
SCS Runoff
0.523
2
718
1,455
------
------
------
Pre A1.2
3
SCS Runoff
0.243
2
718
677
------
------
------
Pre A1.3
4
SCS Runoff
0.622
2
718
1,324
------
------
------
Pre A1.4
5
Combine
26.14
2
718
53,412
1, 2, 3,
------
------
Pre Al Total
4
6
Reservoir
26.28
2
718
53,412
5
2132.27
404
Pre Al Routed
8
SCS Runoff
25.09
2
716
50,979
------
------
------
Post Al. 1
9
SCS Runoff
1.997
2
718
4,140
------
------
------
Post A2
10
SCS Runoff
6.857
2
716
15,953
------
------
------
Post A3
11
SCS Runoff
0.365
2
718
1,015
------
------
------
Post A Sheet Flow
12
Combine
34.07
2
716
72,088
8, 9, 10,
------
------
Post Al Total
11
13
Reservoir
24.11
2
720
72,084
12
2133.10
9,654
Post Al Routed
15
SCS Runoff
0.170
2
718
474
------
------
------
Pre A2
16
SCS Runoff
0.065
2
718
181
------
------
------
Post A2
18
Combine
26.45
2
718
53,885
6, 15,
------
------
Pre A Total (Al + A2)
19
Combine
24.17
2
720
72,264
13, 16,
------
------
Post A Total (Post Al Routed + Post
21
SCS Runoff
0.930
2
718
2,290
------
------
------
Pre B1
22
SCS Runoff
2.293
2
718
4,643
------
------
------
Post B1
23
Reservoir
0.733
2
724
4,641
22
2164.09
1,091
Post B1 Routed
25
SCS Runoff
0.000
2
n/a
0
------
------
------
Pre B2
26
SCS Runoff
0.021
2
722
203
------
------
------
Post B2
28
Combine
0.930
2
718
2,290
21, 25,
------
------
Pre B Total (131 + 132)
29
Combine
0.751
2
724
4,845
23, 26,
------
------
Post B Total (Post B1 Routed + Post
Hydraflow - AVL Parking Lots V02.gpw
Return Period: 1 Year
Monday, 08 / 19 / 2019

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 1
Pre A1.1
Hydrograph type
= SCS Runoff
Peak discharge
= 24.75 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 49,955 cuft
Drainage area
= 10.680 ac
Curve number
= 83
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.50 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre A1.1
Hyd. No. 1 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
Pre Al. 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 75.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.68
0.00
0.00
Land slope (%)
= 5.00
0.00
0.00
Travel Time (min)
= 5.03 +
0.00 +
0.00 =
5.03
Shallow Concentrated Flow
Flow length (ft)
= 200.00
0.00
0.00
Watercourse slope (%)
= 5.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.61
0.00
0.00
Travel Time (min)
= 0.92 +
0.00 +
0.00 =
0.92
Channel Flow
X sectional flow area (sqft)
= 4.91
0.00
0.00
Wetted perimeter (ft)
= 3.93
0.00
0.00
Channel slope (%)
= 5.00
0.00
0.00
Manning's n-value
= 0.013
0.015
0.015
Velocity (ft/s)
=29.76
0.00
0.00
Flow length (ft)
({0})900.0
0.0
0.0
Travel Time (min)
= 0.50 +
0.00 +
0.00 =
0.50
Total Travel Time, Tc..............................................................................
6.50 min

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 2
Pre A1.2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.523 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,455 cuft
Drainage area
= 1.290 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre A1.2
Hyd. No. 2 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 3
Pre A1.3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.243 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 677 cuft
Drainage area
= 0.600 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre A1.3
Hyd. No. 3 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 4
Pre A1.4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.622 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,324 cuft
Drainage area
= 0.670 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre A1.4
Hyd. No. 4 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph
Report
9
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 5
Pre Al Total
Hydrograph type
= Combine
Peak discharge
= 26.14 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 53,412 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 13.240 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre Al Total
Hyd. No. 5 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 A--- — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 5 — Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 6
Pre Al Routed
Hydrograph type
= Reservoir
Peak discharge
= 26.28 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 53,412 cuft
Inflow hyd. No.
= 5 - Pre Al Total
Max. Elevation
= 2132.27 ft
Reservoir name
= Existing Pond A
Max. Storage
= 404 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre Al Routed
Hyd. No. 6 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 5 Total storage used = 404 cult

Pond Report 11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Pond No. 1 - Existing Pond A
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 2129.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 2129.50
00
0
0
1.50 2131.00
99
74
74
2.50 2132.00
309
204
278
3.50 2133.00
688
499
777
4.50 2134.00
1,215
952
1,728
5.50 2135.00
2,006
1,611
3,339
6.50 2136.00
3,097
2,552
5,890
7.50 2137.00
4,525
3,811
9,701
8.50 2138.00
5,976
5,251
14,952
9.50 2139.00
10,066
8,021
22,973
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
36.00
0.00
0.00
Crest Len (ft)
= 0.00
0.00
50.00
0.00
Span (in)
= 36.00
36.00
0.00
0.00
Crest El. (ft)
= 0.00
0.00
2138.20
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 2129.50
2129.50
0.00
0.00
Weir Type
= ---
---
Broad
---
Length (ft)
= 159.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 2.00
0.00
0.00
n/a
N-Value
= .024
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
4.00
2.00
0.00 '
0.0 20.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge Elev (ft)
2139.50
40.0 60.0 80.0
2137.50
2135.50
2133.50
2131.50
2129.50
100.0 120.0 140.0 160.0
Discharge (cfs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 8
Post A1.1
Hydrograph type
= SCS Runoff
Peak discharge
= 25.09 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 50,979 cuft
Drainage area
= 9.020 ac
Curve number
= 87
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.50 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Post A1.1
Hyd. No. 8 -- 1 Year
0.00 1---J— I I I ' '
0 120 240 360 480 600 720 840
— Hyd No. 8
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 9
Post A2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.830 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.91 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Post A2
Hyd. No. 9 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 9
Monday, 08 / 19 / 2019
= 1.997 cfs
= 718 min
= 4,140 cuft
= 70
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 10
Post A3
Hydrograph type
= SCS Runoff
Peak discharge
= 6.857 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 15,953 cuft
Drainage area
= 1.750 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post A3
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
01
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 10 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 11
Post A Sheet Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 0.365 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,015 cuft
Drainage area
= 0.900 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Post A Sheet Flow
Hyd. No. 11 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

Hydrograph
Report
16
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 12
Post Al Total
Hydrograph type
= Combine
Peak discharge
= 34.07 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 72,088 cuft
Inflow hyds.
= 8, 9, 10, 11
Contrib. drain. area
= 13.500 ac
Post Al Total

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 13
Post Al Routed
Hydrograph type
= Reservoir
Peak discharge
= 24.11 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 72,084 cuft
Inflow hyd. No.
= 12 - Post Al Total
Max. Elevation
= 2133.10 ft
Reservoir name
= Proposed Pond A
Max. Storage
= 9,654 cuft
Storage Indication method used.
Q (cfs)
35.00
'G • •
25.00
20.00
15.00
10.00
5.00
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 13 Hyd No. 12 Total storage used = 9,654 cult

Pond Report 18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Pond No. 3 - Proposed Pond A
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 2129.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 2129.50
00
0
0
0.50 2130.00
1,948
487
487
1.50 2131.00
2,709
2,329
2,816
2.50 2132.00
3,260
2,985
5,800
3.50 2133.00
3,869
3,565
9,365
4.50 2134.00
4,860
4,365
13,729
5.50 2135.00
6,074
5,467
19,196
6.50 2136.00
7,343
6,709
25,905
7.50 2137.00
8,644
7,994
33,898
8.50 2138.00
10,143
9,394
43,292
9.50 2139.00
11,871
11,007
54,299
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
27.00
Inactive
0.00
Crest Len (ft)
= 22.00
1.50
50.00
0.00
Span (in)
= 36.00
27.00
0.00
0.00
Crest El. (ft)
= 2136.50
2133.00
2138.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 2129.50
2129.50
0.00
0.00
Weir Type
= 1
Rect
Broad
---
Length (ft)
= 159.00
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 2.00
0.00
0.00
n/a
N-Value
= .024
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
AM
4.00
r M
M
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
20.0 40.0 60.0 80.0
Total Q
Stage / Discharge
Elev (ft)
2139.50
2137.50
2135.50
2133.50
2131.50
2129.50
100.0 120.0 140.0 160.0 180.0 200.0 220.0
Discharge (cfs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 15
Pre A2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.170 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 474 cuft
Drainage area
= 0.420 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre A2
Hyd. No. 15 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 15 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 16
Post A2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.065 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 181 cuft
Drainage area
= 0.160 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Post A2
Hyd. No. 16 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 18
Pre A Total (Al + A2)
Hydrograph type = Combine Peak discharge = 26.45 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 53,885 cuft
Inflow hyds. = 6, 15 Contrib. drain. area = 0.420 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre A Total (Al + A2)
Hyd. No. 18 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 18 Hyd No. 6 Hyd No. 15

Hydrograph
Report
22
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 19
Post A Total (Post Al Routed + Post A2)
Hydrograph type
= Combine
Peak discharge
= 24.17 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 72,264 cuft
Inflow hyds.
= 13, 16
Contrib. drain. area
= 0.160 ac
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Post A Total (Post Al Routed + Post A2)
Hyd. No. 19 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 19 Hyd No. 13 Hyd No. 16

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 21
Pre B1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.930 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 2,290 cuft
Drainage area
= 1.700 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre 1131
Hyd. No. 21 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 22
Post B1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.293 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 4,643 cuft
Drainage area
= 1.700 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post 1131
Q (cfs) Hyd. No. 22 -- 1 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 22 Time (min)

Hydrograph
Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 23
Post B1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 0.733 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 4,641 cuft
Inflow hyd. No.
= 22 -Post B1
Max. Elevation
= 2164.09 ft
Reservoir name
= Proposed Pond B
Max. Storage
= 1,091 cuft
Storage Indication method used
Q (cfs)
3.00
I'm
1.00
0.00
0 120 240
— Hyd No. 23
Post 1131 Routed
Hyd. No. 23 -- 1 Year
360 480 600 720
Hyd No. 22
Q (cfs)
3.00
r M�
1.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 1,091 cult

Pond Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Pond No. 7 - Proposed Pond B
Pond Data
Contours -User-defined contour areas. Average end area method
used for volume calculation. Begining Elevation = 2162.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 2162.00
317
0
0
1.00 2163.00
502
410
410
2.00 2164.00
712
607
1,017
3.00 2165.00
947
830
1,846
4.00 2166.00
1,207
1,077
2,923
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 15.00
4.50
0.00
0.00
Span (in)
= 15.00
4.50
0.00
0.00
No. Barrels
= 1
1
0
0
Invert El. (ft)
= 2161.00
2162.00
0.00
0.00
Length (ft)
= 50.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
4.00
Ulm
RIM
M
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 9.00
0.00
10.00
0.00
Crest El. (ft)
= 2164.25
0.00
2165.00
0.00
Weir Coeff.
= 3.33
3.33
2.60
3.33
Weir Type
= 1
---
Broad
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00
- Total Q
Elev (ft)
2166.00
2165.00
2164.00
2163.00
2162.00
36.00 40.00
Discharge (cfs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 25
Pre B2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= n/a
Time interval
= 2 min
Hyd. volume
= 0 cuft
Drainage area
= 0.400 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Pre B2
Hyd. No. 25 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 20 40 60 80 100 120
Hyd No. 25 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 26
Post B2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.021 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 203 cuft
Drainage area
= 0.400 ac
Curve number
= 54
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.91 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
Post B2
Hyd. No. 26 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 26 Time (min)

Hydrograph Report
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 28
Pre B Total (131 + 132)
Hydrograph type = Combine
Peak discharge
= 0.930 cfs
Storm frequency = 1 yrs
Time to peak
= 718 min
Time interval = 2 min
Hyd. volume
= 2,290 cuft
Inflow hyds. = 21, 25
Contrib. drain. area
= 2.100 ac
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Pre B Total (1131 + 1132)
Hyd. No. 28 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 28 Hyd No. 21 Hyd No. 25

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 29
Post B Total (Post B1 Routed + Post 132)
Hydrograph type
= Combine
Peak discharge
= 0.751 cfs
Storm frequency
= 1 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 4,845 cuft
Inflow hyds.
= 23, 26
Contrib. drain. area
= 0.400 ac
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Post B Total (Post 1131 Routed + Post 1132)
Hyd. No. 29 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 29 Hyd No. 23 Hyd No. 26 Time (min)

31
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
68.78
2
716
142,642
------
------
------
Pre A1.1
2
SCS Runoff
4.131
2
718
8,280
------
------
------
Pre A1.2
3
SCS Runoff
1.921
2
718
3,851
------
------
------
Pre A1.3
4
SCS Runoff
2.823
2
718
5,662
------
------
------
Pre A1.4
5
Combine
77.43
2
716
160,435
1, 2, 3,
------
------
Pre Al Total
4
6
Reservoir
55.77
2
720
160,435
5
2137.27
10,861
Pre Al Routed
8
SCS Runoff
62.87
2
716
133,380
------
------
------
Post A1.1
9
SCS Runoff
8.236
2
718
16,585
------
------
------
Post A2
10
SCS Runoff
13.86
2
716
33,244
------
------
------
Post A3
11
SCS Runoff
2.882
2
718
5,777
------
------
------
Post A Sheet Flow
12
Combine
87.73
2
716
188,986
8, 9, 10,
------
------
Post Al Total
11
13
Reservoir
55.43
2
720
188,982
12
2136.55
29,613
Post Al Routed
15
SCS Runoff
1.345
2
718
2,696
------
------
------
Pre A2
16
SCS Runoff
0.512
2
718
1,027
------
------
------
Post A2
18
Combine
56.88
2
720
163,131
6, 15,
------
------
Pre A Total (Al + A2)
19
Combine
55.86
2
720
190,009
13, 16,
------
------
Post A Total (Post Al Routed + Post
21
SCS Runoff
5.934
2
718
11,869
------
------
------
Pre 131
22
SCS Runoff
8.419
2
716
17,008
------
------
------
Post 131
23
Reservoir
8.483
2
718
17,007
22
2164.67
1,566
Post 131 Routed
25
SCS Runoff
0.107
2
720
536
------
------
------
Pre B2
26
SCS Runoff
0.881
2
718
1,825
------
------
------
Post B2
28
Combine
6.015
2
718
12,406
21, 25,
------
------
Pre B Total (131 + 132)
29
Combine
9.365
2
718
18,832
23, 26,
------
------
Post B Total (Post 131 Routed + Post
Hydraflow - AVL Parking Lots V02.gpw
Return Period: 25 Year
Monday, 08 / 19 / 2019

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 1
Pre A1.1
Hydrograph type
= SCS Runoff
Peak discharge
= 68.78 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 142,642 cuft
Drainage area
= 10.680 ac
Curve number
= 83
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.50 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
70.00
40.00
20.00
10.00
Pre A1.1
Hyd. No. 1 -- 25 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 1 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 2
Pre A1.2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.131 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,280 cuft
Drainage area
= 1.290 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
Pre A1.2
Hyd. No. 2 -- 25 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
Pre A1.3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.600 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.82 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Pre A1.3
Hyd. No. 3 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Monday, 08 / 19 / 2019
= 1.921 cfs
= 718 min
= 3,851 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 4
Pre A1.4
Hydrograph type
= SCS Runoff
Peak discharge
= 2.823 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 5,662 cuft
Drainage area
= 0.670 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre A1.4
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph
Report
36
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 5
Pre Al Total
Hydrograph type
= Combine
Peak discharge
= 77.43 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 160,435 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 13.240 ac
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 6
Pre Al Routed
Hydrograph type
= Reservoir
Peak discharge
= 55.77 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 160,435 cuft
Inflow hyd. No.
= 5 - Pre Al Total
Max. Elevation
= 2137.27 ft
Reservoir name
= Existing Pond A
Max. Storage
= 10,861 cuft
Storage Indication method used.
Pre Al Routed

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 8
Post A1.1
Hydrograph type
= SCS Runoff
Peak discharge
= 62.87 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 133,380 cuft
Drainage area
= 9.020 ac
Curve number
= 87
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.50 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post A1.1
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 8 Time (min)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 9
Post A2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.236 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 16,585 cuft
Drainage area
= 1.830 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
Were
. OX
4.00
r w
Post A2
Hyd. No. 9 -- 25 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 10
Post A3
Hydrograph type
= SCS Runoff
Peak discharge
= 13.86 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 33,244 cuft
Drainage area
= 1.750 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14.00
12.00
10.00
.M
4.00
e
Post A3
Hyd. No. 10 -- 25 Year
Q (cfs)
14.00
12.00
10.00
m
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 10 Time (min)

Hydrograph
Report
41
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 11
Post A Sheet Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 2.882 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 5,777 cuft
Drainage area
= 0.900 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post A Sheet Flow
Q (cfs) Hyd. No. 11 -- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

Hydrograph
Report
42
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 12
Post Al Total
Hydrograph type
= Combine
Peak discharge
= 87.73 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 188,986 cuft
Inflow hyds.
= 8, 9, 10, 11
Contrib. drain. area
= 13.500 ac
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
0.00 --- ��-- — 1 11
0 120 240 360 480 600 720 840 960 1080 1200 1320

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 13
Post Al Routed
Hydrograph type
= Reservoir
Peak discharge
= 55.43 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 188,982 cuft
Inflow hyd. No.
= 12 - Post Al Total
Max. Elevation
= 2136.55 ft
Reservoir name
= Proposed Pond A
Max. Storage
= 29,613 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
Post Al Routed
Hyd. No. 13 -- 25 Year
MR
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 15
Pre A2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.420 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.82 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Pre A2
Hyd. No. 15 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 15
Monday, 08 / 19 / 2019
= 1.345 cfs
= 718 min
= 2,696 cuft
= 61
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 16
Post A2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.512 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,027 cuft
Drainage area
= 0.160 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Post A2
Hyd. No. 16 -- 25 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 18
Pre A Total (Al + A2)
Hydrograph type = Combine Peak discharge = 56.88 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 163,131 cuft
Inflow hyds. = 6, 15 Contrib. drain. area = 0.420 ac
Q (cfs)
60.00
40.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 18 Hyd No. 6 Hyd No. 15

Hydrograph
Report
47
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 19
Post A Total (Post Al Routed + Post A2)
Hydrograph type
= Combine
Peak discharge
= 55.86 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 190,009 cuft
Inflow hyds.
= 13, 16
Contrib. drain. area
= 0.160 ac
Q (cfs)
60.00
40.00
20.00
10.00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 1 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 19 Hyd No. 13 Hyd No. 16

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 21
Pre B1
Hydrograph type
= SCS Runoff
Peak discharge
= 5.934 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 11,869 cuft
Drainage area
= 1.700 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
Pre 1131
Hyd. No. 21 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1' J ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 21 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 22
Post B1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.419 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 17,008 cuft
Drainage area
= 1.700 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
Were
. OX
4.00
r w
Post 1131
Hyd. No. 22 -- 25 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 22 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 23
Post B1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 8.483 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 17,007 cuft
Inflow hyd. No.
= 22 -Post B1
Max. Elevation
= 2164.67 ft
Reservoir name
= Proposed Pond B
Max. Storage
= 1,566 cuft
Storage Indication method used.
Q (cfs)
10.00
Were
. UX
4.00
r W
Post 1131 Routed
Hyd. No. 23 -- 25 Year
Q (cfs)
10.00
H. We
4.00
r W
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 23 Hyd No. 22 Total storage used = 1,566 cult

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 25
Pre B2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.107 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 536 cuft
Drainage area
= 0.400 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre B2
Hyd. No. 25 -- 25 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 25 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 26
Post B2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.881 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,825 cuft
Drainage area
= 0.400 ac
Curve number
= 54
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.82 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Post B2
Hyd. No. 26 -- 25 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 26 Time (min)

Hydrograph Report
53
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 28
Pre B Total (131 + 132)
Hydrograph type = Combine
Peak discharge
= 6.015 cfs
Storm frequency = 25 yrs
Time to peak
= 718 min
Time interval = 2 min
Hyd. volume
= 12,406 cuft
Inflow hyds. = 21, 25
Contrib. drain. area
= 2.100 ac
Q (cfs)
7.00
5.00
3.00
1.00
Pre B Total (1131 + 1132)
Hyd. No. 28 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1- ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 28 Hyd No. 21 Hyd No. 25

Hydrograph
Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 29
Post B Total (Post B1 Routed + Post 132)
Hydrograph type
= Combine
Peak discharge
= 9.365 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 18,832 cuft
Inflow hyds.
= 23, 26
Contrib. drain. area
= 0.400 ac
Q (cfs)
10.00
Were
. UX
4.00
r W
Post B Total (Post 1131 Routed + Post 1132)
Hyd. No. 29 -- 25 Year
120 240 360 480 600 720
Hyd No. 29 Hyd No. 23
Q (cfs)
10.00
H. We
4.00
r W
0.00
840 960 1080 1200 1320 1440 1560
Hyd No. 26 Time (min)

55
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
91.30
2
716
192,360
------
------
------
Pre A1.1
2
SCS Runoff
6.373
2
718
12,756
------
------
------
Pre A1.2
3
SCS Runoff
2.964
2
718
5,933
------
------
------
Pre A1.3
4
SCS Runoff
4.107
2
716
8,295
------
------
------
Pre A1.4
5
Combine
104.61
2
716
219,344
1, 2, 3,
------
------
Pre Al Total
4
6
Reservoir
89.17
2
720
219,344
5
2138.63
19,477
Pre Al Routed
8
SCS Runoff
81.76
2
716
176,513
------
------
------
Post A1.1
9
SCS Runoff
11.86
2
716
23,991
------
------
------
Post A2
10
SCS Runoff
17.36
2
716
41,931
------
------
------
Post A3
11
SCS Runoff
4.446
2
718
8,900
------
------
------
Post A Sheet Flow
12
Combine
115.37
2
716
251,335
8, 9, 10,
------
------
Post Al Total
11
13
Reservoir
70.57
2
722
251,331
12
2137.89
41,316
Post Al Routed
15
SCS Runoff
2.075
2
718
4,153
------
------
------
Pre A2
16
SCS Runoff
0.790
2
718
1,582
------
------
------
Post A2
18
Combine
90.86
2
720
223,497
6, 15,
------
------
Pre A Total (Al + A2)
19
Combine
71.17
2
720
252,913
13, 16,
------
------
Post A Total (Post Al Routed + Post
21
SCS Runoff
8.974
2
718
18,003
------
------
------
Pre 131
22
SCS Runoff
11.89
2
716
24,169
------
------
------
Post 131
23
Reservoir
10.99
2
718
24,168
22
2165.07
1,878
Post 131 Routed
25
SCS Runoff
0.443
2
718
1,185
------
------
------
Pre B2
26
SCS Runoff
1.493
2
718
3,003
------
------
------
Post B2
28
Combine
9.417
2
718
19,189
21, 25,
------
------
Pre B Total (131 + 132)
29
Combine
12.48
2
718
27,171
23, 26,
------
------
Post B Total (Post 131 Routed + Post
Hydraflow - AVL Parking Lots V02.gpw
Return Period: 100 Year
Monday, 08 / 19 / 2019

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 1
Pre A1.1
Hydrograph type
= SCS Runoff
Peak discharge
= 91.30 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 192,360 cuft
Drainage area
= 10.680 ac
Curve number
= 83
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 6.50 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Pre A1.1
Hyd. No. 1 -- 100 Year
0 120 240 360 480 600 720 840 960
Hyd No. 1
0
Q (cfs)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 2
Pre A1.2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.373 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 12,756 cuft
Drainage area
= 1.290 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
Pre A1.2
Hyd. No. 2 -- 100 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 11 — ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
58
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 3
Pre A1.3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.964 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 5,933 cuft
Drainage area
= 0.600 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre A1.3
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 4
Pre A1.4
Hydrograph type
= SCS Runoff
Peak discharge
= 4.107 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 8,295 cuft
Drainage area
= 0.670 ac
Curve number
= 68
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
Pre A1.4
Hyd. No. 4 -- 100 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 4 Time (min)

Hydrograph
Report
60
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 5
Pre Al Total
Hydrograph type
= Combine
Peak discharge
= 104.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 219,344 cuft
Inflow hyds.
= 1, 2, 3, 4
Contrib. drain. area
= 13.240 ac
Pre Al Total
Q (cfs) Hyd. No. 5 -- 100 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 —�- -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 5 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 6
Pre Al Routed
Hydrograph type
= Reservoir
Peak discharge
= 89.17 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 219,344 cuft
Inflow hyd. No.
= 5 - Pre Al Total
Max. Elevation
= 2138.63 ft
Reservoir name
= Existing Pond A
Max. Storage
= 19,477 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
Pre Al Routed
Hyd. No. 6 -- 100 Year
Q (cfs)
120.00
100.00
40.00
20.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 6 — Hyd No. 5 Total storage used = 19,477 cult

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 8
Post A1.1
Hydrograph type
= SCS Runoff
Peak discharge
= 81.76 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 176,513 cuft
Drainage area
= 9.020 ac
Curve number
= 87
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.50 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120
— Hyd No. 8
Post A1.1
Hyd. No. 8 -- 100 Year
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

63
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19
/ 2019
Hyd. No. 9
Post A2
Hydrograph type
= SCS Runoff
Peak discharge
= 11.86 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 23,991 cuft
Drainage area
= 1.830 ac
Curve number
= 70
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post A2
Q (cfs)
Hyd. No. 9 -- 100 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120
240 360 480
600 720 840 960 1080
1200 1320 1440
Hyd No.
9
Time
(min)

64
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Hyd. No. 10
Post A3
Hydrograph type
= SCS Runoff
Peak discharge
= 17.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 41,931 cuft
Drainage area
= 1.750 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
e
Post A3
Hyd. No. 10 -- 100 Year
Q (cfs)
18.00
15.00
12.00
m
m
3.00
y' ' ' 0.00
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 10 Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 11
Post A Sheet Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 4.446 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,900 cuft
Drainage area
= 0.900 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
Post A Sheet Flow
Hyd. No. 11 -- 100 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 11 Time (min)

Hydrograph
Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 12
Post Al Total
Hydrograph type
= Combine
Peak discharge
= 115.37 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 251,335 cuft
Inflow hyds.
= 8, 9, 10, 11
Contrib. drain. area
= 13.500 ac
Post Al Total
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
120.00 120.00
100.00
100.00
80.00
80.00
60.00
60.00
40.00
40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 12 Hyd No. 8 Hyd No. 9 Hyd No. 10 Time (min)
Hyd No. 11

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 13
Post Al Routed
Hydrograph type
= Reservoir
Peak discharge
= 70.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 251,331 cuft
Inflow hyd. No.
= 12 - Post Al Total
Max. Elevation
= 2137.89 ft
Reservoir name
= Proposed Pond A
Max. Storage
= 41,316 cuft
Storage Indication method used.
Q (cfs)
120.00
100.00
40.00
20.00
Q (cfs)
120.00
100.00
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 13 Hyd No. 12 Total storage used = 41,316 cult

Hydrograph
Report
68
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 15
Pre A2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.075 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 4,153 cuft
Drainage area
= 0.420 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre A2
Q (cfs) Hyd. No. 15 -- 100 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 15 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 16
Post A2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.790 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,582 cuft
Drainage area
= 0.160 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Post A2
Hyd. No. 16 -- 100 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 16 Time (min)

Hydrograph Report
70
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 18
Pre A Total (Al + A2)
Hydrograph type = Combine
Peak discharge
= 90.86 cfs
Storm frequency = 100 yrs
Time to peak
= 720 min
Time interval = 2 min
Hyd. volume
= 223,497 cuft
Inflow hyds. = 6, 15
Contrib. drain. area
= 0.420 ac
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
10.00
0.00
0
Pre A Total (Al + A2)
Hyd. No. 18 -- 100 Year
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 6 Hyd No. 15

Hydrograph
Report
71
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 19
Post A Total (Post Al Routed + Post A2)
Hydrograph type
= Combine
Peak discharge
= 71.17 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 252,913 cuft
Inflow hyds.
= 13, 16
Contrib. drain. area
= 0.160 ac
Q (cfs)
80.00
70.00
40.00
20.00
10.00
Post A Total (Post Al Routed + Post A2)
Hyd. No. 19 -- 100 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 19 Hyd No. 13 Hyd No. 16

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 21
Pre B1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.974 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 18,003 cuft
Drainage area
= 1.700 ac
Curve number
= 63
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
Were
. OX
4.00
r w
Pre 1131
Hyd. No. 21 -- 100 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 21 Time (min)

73
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19
/ 2019
Hyd. No. 22
Post B1
Hydrograph type
= SCS Runoff
Peak discharge
= 11.89 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 24,169 cuft
Drainage area
= 1.700 ac
Curve number
= 73
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post 1131
Q (cfs)
Hyd. No. 22 -- 100 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120
240 360 480
600 720 840 960 1080
1200 1320 1440
Hyd No.
22
Time
(min)

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 23
Post B1 Routed
Hydrograph type
= Reservoir
Peak discharge
= 10.99 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 24,168 cuft
Inflow hyd. No.
= 22 -Post B1
Max. Elevation
= 2165.07 ft
Reservoir name
= Proposed Pond B
Max. Storage
= 1,878 cuft
Storage Indication method used.
Q (cfs)
12.00
10.00
M
M
4.00
r M�
Post 1131 Routed
Hyd. No. 23 -- 100 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 23 Hyd No. 22 Total storage used = 1,878 cult

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 25
Pre B2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.443 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,185 cuft
Drainage area
= 0.400 ac
Curve number
= 39
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.28 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
Pre B2
Hyd. No. 25 -- 100 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 25 Time (min)

Hydrograph Report
76
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 26
Post B2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.400 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.28 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Post B2
Hyd. No. 26 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 26
Monday, 08 / 19 / 2019
= 1.493 cfs
= 718 min
= 3,003 cuft
= 54
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 28
Pre B Total (131 + 132)
Hydrograph type = Combine
Peak discharge
= 9.417 cfs
Storm frequency = 100 yrs
Time to peak
= 718 min
Time interval = 2 min
Hyd. volume
= 19,189 cuft
Inflow hyds. = 21, 25
Contrib. drain. area
= 2.100 ac
Q (cfs)
10.00
UR
. UX
4.00
r W
Pre B Total (1131 + 1132)
Hyd. No. 28 -- 100 Year
120 240 360 480 600 720
Hyd No. 28 Hyd No. 21
Q (cfs)
10.00
H. We
4.00
r W
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 25

Hydrograph
Report
78
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Monday, 08 / 19 / 2019
Hyd. No. 29
Post B Total (Post B1 Routed + Post 132)
Hydrograph type
= Combine
Peak discharge
= 12.48 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 27,171 cuft
Inflow hyds.
= 23, 26
Contrib. drain. area
= 0.400 ac
Q (cfs)
14.00
12.00
10.00
01
M
4.00
ItX
Post B Total (Post 1131 Routed + Post 1132)
Hyd. No. 29 -- 100 Year
Q (cfs)
14.00
12.00
10.00
. ��
4.00
of
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 29 Hyd No. 23 Hyd No. 26 Time (min)

Hydraflow Rainfall Report
79
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
28.8114
5.7000
0.6999
--------
2
35.5734
6.2000
0.7184
--------
3
0.0000
0.0000
0.0000
--------
5
45.5740
6.6000
0.7318
--------
10
51.8424
6.5000
0.7301
--------
25
58.2307
6.2000
0.7171
--------
50
60.7598
5.7000
0.6997
--------
100
62.7033
5.2000
0.6814
--------
File name: FLETCHER 2019.IDF
Intensity = B / (Tc + D)^E
Monday, 08 / 19 / 2019
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
5.48
4.19
3.46
2.97
2.62
2.36
2.15
1.99
1.85
1.73
1.63
1.54
2
6.27
4.81
3.97
3.41
3.00
2.70
2.46
2.27
2.10
1.97
1.85
1.75
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
7.58
5.83
4.81
4.13
3.64
3.27
2.98
2.74
2.54
2.38
2.23
2.11
10
8.71
6.70
5.52
4.74
4.18
3.75
3.41
3.14
2.92
2.73
2.56
2.42
25
10.30
7.90
6.52
5.60
4.94
4.44
4.05
3.73
3.46
3.24
3.05
2.88
50
11.57
8.85
7.29
6.27
5.53
4.98
4.54
4.19
3.90
3.65
3.44
3.25
100
12.88
9.82
8.09
6.96
6.15
5.54
5.06
4.67
4.35
4.08
3.84
3.64
Tc = time in minutes. Values may exceed 60.
C:WutotaskWorkDlace\Enaineerina Proiects\00 Enaineerina Desian\OLD\Hvdroloav\GENERAL\PCP\Fletcher.DcD
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
2.91
3.49
0.00
4.29
4.94
5.82
6.60
7.28
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
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Hydraflow Table of Contents Hydraflow -AVL Parking LotsV02.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Monday, 08 / 19 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports...................................................................................................................
4
Hydrograph No.
1, SCS Runoff, Pre A1.1................................................................................
4
TR-55 Tc Worksheet...........................................................................................................
5
Hydrograph No.
2, SCS Runoff, Pre A1.2................................................................................
6
Hydrograph No.
3, SCS Runoff, Pre A1.3................................................................................
7
Hydrograph No.
4, SCS Runoff, Pre AlA................................................................................
8
Hydrograph No.
5, Combine, Pre Al Total..............................................................................
9
Hydrograph No.
6, Reservoir, Pre Al Routed........................................................................
10
Pond Report
- Existing Pond A.........................................................................................
11
Hydrograph No.
8, SCS Runoff, Post A1.1.............................................................................
12
Hydrograph No.
9, SCS Runoff, Post A2................................................................................
13
Hydrograph No.
10, SCS Runoff, Post A3..............................................................................
14
Hydrograph No.
11, SCS Runoff, Post A Sheet Flow............................................................
15
Hydrograph No.
12, Combine, Post Al Total.........................................................................
16
Hydrograph No.
13, Reservoir, Post Al Routed.....................................................................
17
Pond Report
- Proposed Pond A.......................................................................................
18
Hydrograph No.
15, SCS Runoff, Pre A2...............................................................................
19
Hydrograph No.
16, SCS Runoff, Post A2..............................................................................
20
Hydrograph No.
18, Combine, Pre A Total (Al + A2)............................................................
21
Hydrograph No.
19, Combine, Post A Total (Post Al Routed + Post A2)..............................
22
Hydrograph No.
21, SCS Runoff, Pre B1...............................................................................
23
Hydrograph No.
22, SCS Runoff, Post B1.............................................................................
24
Hydrograph No.
23, Reservoir, Post B1 Routed.....................................................................
25
Pond Report
- Proposed Pond B.......................................................................................
26
Hydrograph No.
25, SCS Runoff, Pre B2...............................................................................
27
Hydrograph No.
26, SCS Runoff, Post B2.............................................................................
28
Hydrograph No.
28, Combine, Pre B Total (B1 + 132)............................................................
29
Hydrograph No.
29, Combine, Post B Total (Post B1 Routed + Post 132)..............................
30
25 - Year
SummaryReport
.......................................................................................................................
31
HydrographReports.................................................................................................................
32
Hydrograph No.
1, SCS Runoff, Pre A1.1..............................................................................
32
Hydrograph No.
2, SCS Runoff, Pre A1.2..............................................................................
33
Hydrograph No.
3, SCS Runoff, Pre A1.3..............................................................................
34
Hydrograph No.
4, SCS Runoff, Pre AlA..............................................................................
35
Hydrograph No.
5, Combine, Pre Al Total............................................................................
36
Hydrograph No.
6, Reservoir, Pre Al Routed........................................................................
37
Hydrograph No.
8, SCS Runoff, Post A1.1.............................................................................
38
Hydrograph No.
9, SCS Runoff, Post A2................................................................................
39
Hydrograph No.
10, SCS Runoff, Post A3..............................................................................
40
Hydrograph No.
11, SCS Runoff, Post A Sheet Flow............................................................
41

Contents continued...
Hydraflow - AVL Parking Lots V02.gpw
Hydrograph No.
12, Combine, Post Al Total.........................................................................
42
Hydrograph No.
13, Reservoir, Post Al Routed.....................................................................
43
Hydrograph No.
15, SCS Runoff, Pre A2...............................................................................
44
Hydrograph No.
16, SCS Runoff, Post A2..............................................................................
45
Hydrograph No.
18, Combine, Pre A Total (Al + A2)............................................................
46
Hydrograph No.
19, Combine, Post A Total (Post Al Routed + Post A2)..............................
47
Hydrograph No.
21, SCS Runoff, Pre B1...............................................................................
48
Hydrograph No.
22, SCS Runoff, Post B1.............................................................................
49
Hydrograph No.
23, Reservoir, Post B1 Routed.....................................................................
50
Hydrograph No.
25, SCS Runoff, Pre B2...............................................................................
51
Hydrograph No.
26, SCS Runoff, Post B2.............................................................................
52
Hydrograph No.
28, Combine, Pre B Total (B1 + 132)............................................................
53
Hydrograph No.
29, Combine, Post B Total (Post B1 Routed + Post 132)..............................
54
100 - Year
SummaryReport
.......................................................................................................................
55
HydrographReports.................................................................................................................
56
Hydrograph No.
1, SCS Runoff, Pre A1.1..............................................................................
56
Hydrograph No.
2, SCS Runoff, Pre A1.2..............................................................................
57
Hydrograph No.
3, SCS Runoff, Pre A1.3..............................................................................
58
Hydrograph No.
4, SCS Runoff, Pre A1.4..............................................................................
59
Hydrograph No.
5, Combine, Pre Al Total............................................................................
60
Hydrograph No.
6, Reservoir, Pre Al Routed........................................................................
61
Hydrograph No.
8, SCS Runoff, Post A1.1.............................................................................
62
Hydrograph No.
9, SCS Runoff, Post A2................................................................................
63
Hydrograph No.
10, SCS Runoff, Post A3..............................................................................
64
Hydrograph No.
11, SCS Runoff, Post A Sheet Flow............................................................
65
Hydrograph No.
12, Combine, Post Al Total.........................................................................
66
Hydrograph No.
13, Reservoir, Post Al Routed.....................................................................
67
Hydrograph No.
15, SCS Runoff, Pre A2...............................................................................
68
Hydrograph No.
16, SCS Runoff, Post A2..............................................................................
69
Hydrograph No.
18, Combine, Pre A Total (Al + A2)............................................................
70
Hydrograph No.
19, Combine, Post A Total (Post Al Routed + Post A2)..............................
71
Hydrograph No.
21, SCS Runoff, Pre B1...............................................................................
72
Hydrograph No.
22, SCS Runoff, Post B1.............................................................................
73
Hydrograph No.
23, Reservoir, Post B1 Routed.....................................................................
74
Hydrograph No.
25, SCS Runoff, Pre B2...............................................................................
75
Hydrograph No.
26, SCS Runoff, Post B2.............................................................................
76
Hydrograph No.
28, Combine, Pre B Total (B1 + 132)............................................................
77
Hydrograph No.
29, Combine, Post B Total (Post B1 Routed + Post 132)..............................
78
OFReport.................................................................................................................. 79