SW3221202_Stormwater Report_20230627

STORMWA TER MANAGEMENT &
EROSION CONTROL DESIGN
PIPER MEADOWS
Union County, North Carolina
for
McGee Properties of North Carolina, LLC
EAGLE ENGINEERING
o4
Matthew C. Kirchner, P.E.
EAGLE ENGINEERING, INC.
2013A Van Buren Ave.
Indian Trail, NC 28079
EEI PROJECT NO.:7162
July 8, 2021
REVISION DATE:
Initials Date
DPH 2022.01.11
DPH 2022.04.29
DPH 2022.07.11
DPH 2022.09.23
DPH 2022.11.15
DPH 2022.11.26
DPH 2023.03.08
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Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
1.0 Project Address and Summary
The project is located within Union County of North Carolina, on New Town Road (SR #1315) east of
Potter Road(SR#1162). The proposed development will include construction of 80 single family detached
lots. The site development activities will include site grading, storm drainage system, stormwater control
measure installation, and sanitary sewer and water main extensions.
Development of this site will include the installation of two wet detention ponds for stormwater quality and
detention. All ponds have been sized to provide the required water quality and water quantity volumes per
the Union County Standard Specifications and Details Manual and the NCDEQ Stormwater Design
Manual.
Runoff calculations were performed following the procedures outlined in the NCDEQ Stormwater BMP
Manual and by the SCS method. Calculations are provided in the appendices of this report.
The site consists of the following soil types(refer to soil map in Appendix A):
• TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes,Hydrologic Soils Group"B"
Weighted curve number values based on the existing and proposed land use types and hydrologic soil
groups were used to calculate pre- and post-development runoff. Drainage area maps supporting curve
number calculation information can be found in Appendix A.
2.0 Water Quality Volume Control and Peak Flow Control
Water quality volume and release rate calculations were performed as outlined in the NCDEQ Stormwater
Design Manual and are included in Appendix C. Each wet pond is designed to treat the first inch of rainfall
and includes an outlet structure which provides peak flow control.
3.0 Pre-Developed Conditions
The existing conditions currently consist of wooded areas toward the eastern and northern property lines,
an existing gravel drive with existing structures,and an open field throughout the remainder of the property.
The site is bound by New Town Road on southern property line, and a drainage swale to the north which
the property drains into.
The site drains to two distinct points, along the northwest property line and at the northeast corner. Refer
to the pre- and post-development drainage area maps included in Appendix A. The time of concentration
has been calculated using TR-55 and is outlined on the drainage area maps and within the calculations.
Curve numbers (CN) for each basin were computed as a composite average of the various existing land
uses in the pre-development drainage area and resulting post-development drainage area.Calculations have
been included with the hydrographs in Appendix C.

Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
4.0 Post-Developed Conditions
The post-development condition will consist of 80 single family lots.The wet detention ponds,roads,pads,
and utility infrastructure will be constructed after the stabilization of all erosion control measures.Drainage
area 1 is being managed by wet detention pond 1. Drainage area 2 is being managed by wet detention pond
2. Two wet detention ponds are being proposed to control peak runoff and provide stormwater quality
treatment for the site for the 2 and 25-yr storms.Additional off-site drainage areas have been identified and
will bypass the site via bypass swale on east side of property. The on-site bypass areas (pervious areas that
are not routed to either wet pond) have been taken into consideration in terms of the overall pre/post
comparison of peak runoff from the site. The post-development hydrographs have been modeled for the
proposed on-site improvements and the proposed bypass areas and combined for a cumulative comparison
to the existing runoff from the site. The composite curve numbers calculated for the post-developed basins
are the
following:
• Post-Development Area 1: Area=7.42 AC,CN= 85 (Wet pond#1)
• Post-Development Area 2: Area= 18.94 AC, CN=77 (Wet pond#2)
• Post-Development Area 3: Area=4.78 AC, CN=66 (Off-site bypass)
• Post-Development Area 4: Area=2.26 AC, CN=66 (On-site bypass)
Hydrograph Summary Report Hydrafiow Hydrographs Extension for Au todes6o Civi 300 by Autodesk Inc.tears
Hyd Hydrograph Peak Time T me tip Hyd Influx Max:mum Total Hydrograph
No type flow nterval Peak volume hyd(s) elevation strge used Description
iorigin) (cfs) Imin) Imi-) (curt) (tt) (wft)
1 SCS Runoff 11.58 2 722 31.008 — — — Pre OA-1
2 SCS Runoff 26.41 2 718 53.788 — — — Post DA-1
3 Reserves. 9.871 2 724 52.218 2 825.80 22.529 Pond*1
4 SCS Runoff 3.503 2 730 14.893 — — — Post DA-1 Bypass
5 Combine 12.59 2 728 87,111 3.4 — — Post DA-1 Total
7 SCS Runoff 28.76 2 732 120.856 — — — Pre DA-2
8 SCS Runoff 49.11 2 718 98.473 — — — Post DA-2
9 Reservoir 18.08 2 724 97,270 8 822.44 39.000 Pond 12
10 SCS Runoff 1.172 2 742 7.222 — — — Post DA-2 Bypass
11 Combine 18.85 r 2 724 104.492 9.10 — — Post DA-2 Total
The stormwater management facilities(Wetpond#1 and Wetpond#2)will serve to provide water quality and detain
the 2 and 25-yr storm as well as all other required storms to be in compliance with the Union County Stormwater
Detention requirements.
NOTE:IMPERVIOUS SURFACE AREAS HAVE BEEN DETERMINED USING AUTOCAD GEOMETRIC AREAS AND
INCLUDE ROADWAY PAVEMENT,CURB AND GUTTERS,SIDEWALKS,DRIVEWAYS,FULL BUILDING PADS FOR
EACH LOT,PARKING AREAS,AND AMENITY AREAS AS SHOWN ON THE PLANS.

Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
5.0 Detention Stage/Storage Computations
Each wet detention pond has been designed to treat the water quality volume and control the post-developed
peak rate of discharge to below pre-developed discharge rates. Wet pond #1 discharges into an existing
drainage swale on the northeast property line. Wet pond#2 discharges at the northeast property boundary.
Riprap aprons are proposed at each outfall to provide energy dissipation and reduce erosion.
The water quality and stage/storage calculations are included in Appendix C of this report. The rainfall
intensities used are for the 24-hour storm for each storm event (2- through 100-year) for pre- and post-
developed conditions.The outlet structure for the basins have been placed so that the stage/storage elevation
begins at the permanent pool elevation. Water quality and quantity storage and treatment will be provided
above the permanent pool in each pond.Emergency drains are proposed in each wet pond for maintenance
purposes.
6.0 Outlet Structures
The outlet control structures will be constructed of reinforced concrete within the wet detention ponds near
the downstream end of the pond. The structures have been designed with a water quality orifice to provide
2- to 5-day drawdown of the first inch of rainfall. The weirs, grate tops, and emergency spillways are
designed to control the peak rate of discharge for the various storm events.
7.0 Stormwater System
Stormwater conveyances to the wet detention pond forebays will be through overland flow and a closed
stormwater drainage pipe network.The pipe network calculations are based on full build out conditions and
were sized for a 10-year, 5-minute storm frequency.Hydraulic grade line calculations have been also been
performed; all storm drainage calculations are provided in Appendix B.
8.0 Erosion Control
Erosion control will be provided by utilizing a stabilized construction entrance, perimeter silt fence,
diversion ditches, check dams, and temporary skimmer sediment basins. Phase II erosion control shall
also utilize inlet protection until the project area has been adequately stabilized. Erosion control devices
will be maintained in place until approved by the Union County Engineering staff at which time temporary
measures will be removed and permanent basins will be converted to stormwater control measures (wet
ponds). Calculations for erosion control measures are provided in Appendix D.

Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
Appendix A
Soil Report
Rainfall Data
TR-55 Runoff Curve Number Tables (2-2a thru 2-2d)
Pre-development Drainage Area Map
Pre-development Curve Number Calculations
Post-development Drainage Area Map
Post-development Curve Number Calculations
Post-development Storm Drainage Area Map

Hydrologic Soil Group—Union County,North Carolina a
(Piper Meadows DA)
530900 531000 531100 531200 531300 531400 531500 531600 531703 531800 531I900 532000
34°5848'N mo 58'48'N
a46 I
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34°58'25"N 34°58'25"N
530900 531033 531100 531200 531300 531400 531500 531600 531700 531800 531900 532000
3 3
m Map Scale:1:5,190 if printed on A landscape(11"x 8.5")sheet.
" Meters
m N 0 50 100 200 300 m
Feet
0 250 500 1000 1500
Map projection:Web Mercator Comer coordinates:WG584 Edge tics:UTM Zone 17N WC�584
USDA Natural Resources Web Soil Survey 5/18/2021
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(Piper Meadows DA)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 20,Jun 3,2020
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Jul 18,2011—Nov
Soil Rating Points 25,2017
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 5/18/2021
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina Piper Meadows DA
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
TbB2 Tarrus gravelly silty clay B 58.4 100.0%
loam,2 to 8 percent
slopes, moderately
eroded
Totals for Area of Interest 58.4 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey 5/18/2021
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina Piper Meadows DA
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/18/2021
Conservation Service National Cooperative Soil Survey Page 4 of 4

1/27/2021 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
so.�``S. Location name:Waxhaw, North Carolina,USA* +` , '
none
Latitude:34.9785°, Longitude: -80.6563°
Elevation:642.37 ft**
oFos *cs�>` *source:ESRI Maps `+,,,,Mir.M<.,
**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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.05 5.98 6.92 7.63 8.44 8.99 9.49 9.95 10.5 10.8
(4.66-5.50) (5.50-6.50) (6.36-7.55) (7.00-8.29) (7.69-9.14) (8.16-9.74) (8.58-10.3) (8.95-10.8) (9.34-11.4) (9.59-11.8)
10-min 4.04 4.78 5.54 6.10 6.72 7.16 7.54 7.88 8.29 8.54
(3.72-4.39) (4.39-5.20) (5.09-6.04) (5.59-6.63) (6.13-7.28) (6.50-7.76) (6.82-8.18) (7.09-8.56) (7.39-9.01) (7.55-9.30) 1
15-min 3.36 4.00 4.68 5.15 5.68 6.04 6.36 I 6.63 6.95 I 7.14
(3.10-3.66) (3.68-4.36) (4.29-5.10) (4.72-5.59) (5.18-6.16) (5.49-6.55) (5.75-6.89) (5.96-7.20) (6.20-7.56) (6.32-7.78)
30-min 2.31 1 2.76 3.32 3.73 4.21 4.55 4.87 5.16 5.53 5.78
(2.13-2.51) (2.54-3.01) (3.05-3.62) (3.42-4.05) (3.84-4.56) (4.13-4.93) (4.40-5.28) (4.64-5.60) (4.93-6.01) (5.12-6.30)
60-min 1.44 1.73 2.13 2.43 2.80 3.08 3.35 3.62 3.97 4.22
(1.33-1.56) I (1.60-1.89) (1.96-2.32) (2.22-2.64) I (2.56-3.04) (2.80-3.34) (3.03-3.63) I (3.26-3.93) (3.54-4.31) I (3.73-4.60)
2-hr 0.830 1.00 1.24 1.43 1.67 1.85 2.03 1 2.21 1 2.44 I 2.62
(0.761-0.908) (0.919-1.10) (1.14-1.36) (1.30-1.56) (1.51-1.82) (1.67-2.01) (1.82-2.21) (1.97-2.40) (2.16-2.66) (2.30-2.86)
3-hr 0.587 0.709 0.884 1.02 1.21 1.35 1.50 1.65 1.86 2.02
(0.537-0.646) (0.649-0.780) (0.808-0.972) (0.929-1.12) (1.09-1.32) (1.22-1.47) (1.34-1.63) (1.46-1.80) (1.63-2.03) (1.75-2.21)
6-hr 0.354 0.426 0.532 1 0.616 0.729 0.820 0.913 1.01 1.14 1.25
(0.324-0.388) (0.391-0.468) (0.487-0.584)1(0.562-0.674)1(0.661-0.795)1(0.738-0.893) (0.816-0.993)1 (0.893-1.10) (0.997-1.24) (1.08-1.36)
12-hr 0.208 0.251 0.314 0.365 0.436 0.493 0.553 I 0.615 1 0.703 0.775
(0.191-0.228) (0.230-0.276) (0.288-0.345) (0.333-0.400) (0.395-0.476) (0.443-0.538) (0.492-0.602) (0.542-0.669)1(0.609-0.764) (0.662-0.842)
24-hr 0.124 0.149 0.188 0.218 0.261 0.295 0.331 0.369 0.423 0.466
(0.114-0.134) (0.138-0.162) (0.173-0.204) (0.201-0.237) (0.239-0.283) (0.270-0.320) (0.301-0.360) (0.334-0.402) (0.380-0.460) (0.417-0.509)
2-day 0.073 0.088 0.109 0.127 0.151 0.170 0.191 0.212 0.242 0.266
(0.067-0.079) (0.081-0.095) (0.101-0.119) (0.117-0.137) (0.138-0.164) (0.156-0.185)1(0.174-0.207)1(0.192-0.231)1(0.218-0.264) (0.238-0.292)
3-day 0.051 0.062 0.077 0.089 0.105 0.119 0.133 0.147 0.168 0.184
(0.048-0.056) (0.057-0.067) (0.071-0.083) (0.082-0.096) (0.097-0.114) (0.109-0.129) (0.121-0.144) (0.134-0.160) (0.151-0.183) (0.166-0.201)
4-day 0.041 0.049 0.060 0.070 0.082 1 0.093 0.103 0.115 0.131 0.144
(0.038-0.044) (0.045-0.053) (0.056-0.065) (0.064-0.075) (0.076-0.089) (0.085-0.100) (0.095-0.112) (0.105-0.124) (0.118-0.142)1(0.129-0.156)
7-day 0.027 0.032 0.039 0.045 0.053 I 0.059 0.066 0.072 0.082 0.090
(0.025-0.029) (0.030-0.035) (0.037-0.042) (0.042-0.048) (0.049-0.057) (0.055-0.063) (0.060-0.070) (0.066-0.078) (0.075-0.089) (0.082-0.097)
10-day 0.022 0.026 0.031 0.035 0.041 0.045 0.050 0.054 0.061 0.066
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.038) (0.038-0.044) (0.042-0.048) (0.046-0.053) (0.050-0.058) (0.056-0.065) (0.061-0.071)
20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.031 0.034 0.038 0.041
(0.014-0.015) (0.016-0.018) (0.019-0.022) (0.021-0.024) (0.024-0.028) (0.027-0.030) (0.029-0.033) (0.032-0.036) (0.035-0.040) (0.037-0.044)1
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.026 0.028 0.030
(0.011-0.013) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.022) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.028-0.032)
45-day 0.010 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9785&Ion=-80.6563&data=intensity&units=english&series=pds 1/4

1/27/2021 Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 34.9785°, Longitude: -80.6563°
100.000 , I I , r
Average recurrence
interval
L 10.000 - _ (years)
_c
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c
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— 1000
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I D
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10.000 -- - -
C •
Duration
4
6 1.000 - - — 5-min — 2-day
c — - — 10-min — 3-day
c 15-run — 4-day
2 0-100 — 30-min — 7-day
ro 4 •
—
a 60-min 10-day
— 2-hr — 20-day
cu
a 0.010 - — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Jan 27 21:14:03 2021
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9785&Ion=-80.6563&data=intensity&units=english&series=pds 2/4

1/27/2021 Precipitation�na Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9785&Ion=-80.6563&data=intensity&units=english&series=pds 3/4

1/27/2021 Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.9785&Ion=-80.6563&data=intensity&units=english&series=pds 4/4

1/27/2021 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
so.�`S. Location name:Waxhaw, North Carolina,USA* Ioc'
none
Latitude:34.9785°, Longitude: -80.6563° :
Elevation:642.37 ft**
?e�s..Eb m> *source:ESRI Maps ""ter„M<.,
**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)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.421 0.498 0.577 0.636 0.703 0.749 0.791 0.829 0.873 0.904
(0.388-0.458) (0.458-0.542) (0.530-0.629) (0.583-0.691) (0.641-0.762) (0.680-0.812) (0.715-0.858) (0.746-0.900) (0.778-0.949) (0.799-0.984)
10-min 0.673 0.796 0.924 1.02 1.12 1.19 1.26 1.31 1.38 1.42
(0.620-0.731) (0.732-0.867) (0.848-1.01) (0.932-1.11) (1.02-1.21) (1.08-1.29) (1.14-1.36) (1.18-1.43) (1.23-1.50) (1.26-1.55)
15-min 0.841 1.00 1.17 1.29 1.42 1.51 1.59 1.66 1.74 I 1.79
(0.775-0.914) (0.920-1.09) (1.07-1.27) (1.18-1.40) (1.30-1.54) (1.37-1.64) (1.44-1.72) (1.49-1.80) (1.55-1.89) (1.58-1.95)
130-min 1.15 1.38 1.66 1.87 2.10 2.28 2.43 2.58 2.77 2.89
(1.06-1.25) 1 (1.27-1.51) (1.53-1.81) (1.71-2.03) (1.92-2.28) (2.07-2.47) (2.20-2.64) (2.32-2.80) i (2.47-3.01) (2.56-3.15)
60-min 1.44 1.73 2.13 2.43 2.80 3.08 3.35 3.62 3.97 4.22
I (1.33-1.56) I (1.60-1.89) (1.96-2.32) (2.22-2.64) I (2.56-3.04) (2.80-3.34) (3.03-3.63) 1 (3.26-3.93) (3.54-4.31) I (3.73-4.60)
2-hr 1.66 2.01 2.49 2.86 3.33 3.69 4.05 1 4.41 4.88 I 5.24
(1.52-1.82) (1.84-2.20) (2.28-2.72) (2.60-3.12) (3.02-3.63) (3.34-4.02) (3.64-4.41) (3.94-4.81) (4.31-5.32) (4.59-5.73)
3-hr 1.76 2.13 2.66 3.07 3.62 4.06 4.50 4.95 5.57 6.07
(1.61-1.94) (1.95-2.34) (2.42-2.92) (2.79-3.36) (3.28-3.96) (3.65-4.43) (4.02-4.90) (4.39-5.40) (4.88-6.08) (5.26-6.63)
6-hr 2.12 2.55 3.19 3.69 4.37 4.91 5.47 6.04 6.84 7.47
(1.94-2.32) (2.34-2.80) (2.92-3.50) (3.36-4.04) _, (3.96-4.76) (4.42-5.35) (4.89-5.95) I (5.35-6.57) (5.97-7.43) (6.45-8.12)
12-hr 2.50 3.02 3.79 4.40 5.25 5.94 6.66 I 7.41 8.47 9.33
(2.30-2.74) (2.77-3.32) (3.47-4.16) (4.01-4.82)_ (4.76-5.74) (5.34-6.48) (5.93-7.25) (6.53-8.07) (7.34-9.21) (7.97-10.2)
24-hr 2.97 3.58 4.50 5.23 6.26 7.09 7.95 8.87 10.1 11.2
(2.74-3.22) (3.31-3.89) (4.15-4.88) (4.82-5.68) (5.74-6.79) (6.47-7.69) (7.24-8.64) (8.03-9.64) (9.12-11.0) (10.00-12.2)
2-day 3.50 4.21 5.25 6.09 7.24 8.18 9.16 10.2 11.6 12.8
(3.23-3.79) (3.89-4.57) (4.85-5.70) (5.60-6.60)J (6.65-7.86) (7.48-8.88) (8.34-9.95) (9.22-11.1) (10.4-12.7) (11.4-14.0)
3-day 3.71 4.45 5.53 6.39 7.58 8.54 9.55 10.6 12.1 13.3
(3.43-4.01) (4.13-4.82) (5.11-5.99) (5.89-6.91)_ (6.97-8.21) (7.83-9.26) (8.72-10.4) (9.63-11.5) (10.9-13.2) (11.9-14.5)
4-day 3.92 4.70 5.80 6.69 7.91 8.90 9.93 11.0 12.5 13.8
(3.64-4.23) (4.36-5.07) (5.38-6.27) (6.18-7.22) (7.29-8.55) (8.18-9.64) (9.10-10.8) 1 (10.0-11.9) (11.4-13.6) 1 (12.4-15.0)
7-day 4.53 5.40 6.59 7.54 8.86 9.91 11.0 12.1 13.8 1 15.1
(4.23-4.86) (5.06-5.80) (6.15-7.07) (7.03-8.09) (8.22-9.51) (9.17-10.6) (10.2-11.8) (11.2-13.1) (12.6-14.9) (13.7-16.3)
10-day 5.19 6.18 7.44 8.43 9.78 10.9 11.9 13.1 14.6 15.9
(4.87-5.55) (5.78-6.60) (6.96-7.95) (7.87-9.01) (9.11-10.5) (10.1-11.6) (11.1-12.8) (12.1-14.0) (13.4-15.7) (14.5-17.1)
20-day I 6.95 8.20 9.69 10.9 12.5 13.7 15.0 16.3 18.1 19.5
(6.55-7.40) (7.72-8.73) (9.11-10.3) (10.2-11.6) (11.7-13.3) (12.8-14.6) (14.0-16.0) (15.2-17.4) (16.7-19.4) r(17.9-20.9)
30-day 8.52 10.0 11.7 12.9 14.6 15.9 17.2 18.5 20.2 21.5
(8.05-9.02) (9.47-10.6) (11.0-12.4) (12.2-13.7) (13.8-15.5) (15.0-16.9) (16.1-18.3) (17.3-19.7) (18.8-21.6) (20.0-23.0)
45-day 10.7 12.6 14.4 15.8 17.6 19.0 20.4 21.7 23.4 24.7
(10.2-11.3) (11.9-13.2) (13.6-15.1) (15.0-16.6) (16.7-18.5) (18.0-20.0) (19.2-21.4) (20.4-22.9) (22.0-24.7) (23.1-26.2)
-
60-day 12.8 14.9 16.9 18.4 20.4 21.9 23.3 24.7 26.5 27.8
I (12.2-13.4) (14.2-15.6) (16.1-17.7) (17.5-19.3) (19.4-21.3) (20.7-22.9) (22.0-24.4) (23.3-25.9) (24.9-27.8) I (26.2-29.3)
1 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.
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PF graphical
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1/27/2021 Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 34.9785°, Longitude: -80.6563°
30 I 1
Average recurrence
25 interval
(years)
— 1
a 20 • 2
v — 5
c 15 — 10
r — 25
ra a — 50
v
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5 - 500
0
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•
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3fir — 30-day
5 - ••
--- — 6fir — 45-day
• — 12fir — 60-day
0 ` 1 1 1 1 1 1 1 — 24fir
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Jan 27 21:12:05 2021
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Maps & aerials
Small scale terrain
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1/27/2021 Precipitation�na Frequency Data Server
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1/27/2021 Precipitation Frequency Data Server
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Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2a Runoff curve numbers for urban areas 1/
Curve numbers for
---------------------- Cover description --------------------- ------hydrologic soil group-------
Average percent
Cover type and hydrologic condition impervious area v A B C D
Fully developed urban areas (vegetation established)
Open space(lawns,parks,golf courses,cemeteries,etc.)
Poor condition(grass cover<50%) 68 79 86 89
Fair condition(grass cover 50%to 75%) 49 69 79 84
Good condition(grass cover>75%) 39 61 74 80
Impervious areas:
Paved parking lots,roofs,driveways,etc.
(excluding right-of-way) 98 98 98 98
Streets and roads:
Paved;curbs and storm sewers(excluding
right-of-way) 98 98 98 98
Paved;open ditches(including right-of-way) 83 89 92 93
Gravel(including right-of-way) 76 85 89 91
Dirt(including right-of-way) 72 82 87 89
Western desert urban areas:
Natural desert landscaping(pervious areas only)_v 63 77 85 88
Artificial desert landscaping(impervious weed barrier,
desert shrub with 1-to 2-inch sand or gravel mulch
and basin borders) 96 96 96 96
Urban districts:
Commercial and business 85 89 92 94 95
Industrial 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less(town houses) 65 77 85 90 92
1/4 acre 38 61 75 83 87
1/3 acre 30 57 72 81 86
1/2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acres 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only,no vegetation)5i 77 86 91 94
Idle lands(CN's are determined using cover types
similar to those in table 2-2c).
1 Average runoff condition,and Ia=0.2S.
2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are
directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in
good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas.
(210-VI-TR-55,Second Ed.,June 1986) 2-5

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2b Runoff curve numbers for cultivated agricultural lands ii
Curve numbers for
Cover description ----------------------- -------- hydrologic soil group -------
Hydrologic
Cover type Treatment v condition 3i A B C D
Fallow Bare soil — 77 86 91 94
Crop residue cover(CR) Poor 76 85 90 93
Good 74 83 88 90
Row crops Straight row(SR) Poor 72 81 88 91
Good 67 78 85 89
SR+CR Poor 71 80 87 90
Good 64 75 82 85
Contoured(C) Poor 70 79 84 88
Good 65 75 82 86
C+CR Poor 69 78 83 87
Good 64 74 81 85
Contoured&terraced(C&T) Poor 66 74 80 82
Good 62 71 78 81
C&T+CR Poor 65 73 79 81
Good 61 70 77 80
Small grain SR Poor 65 76 84 88
Good 63 75 83 87
SR+CR Poor 64 75 83 86
Good 60 72 80 84
C Poor 63 74 82 85
Good 61 73 81 84
C+CR Poor 62 73 81 84
Good 60 72 80 83
C&T Poor 61 72 79 82
Good 59 70 78 81
C&T+CR Poor 60 71 78 81
Good 58 69 77 80
Close-seeded SR Poor 66 77 85 89
or broadcast Good 58 72 81 85
legumes or C Poor 64 75 83 85
rotation Good 55 69 78 83
meadow C&T Poor 63 73 80 83
Good 51 67 76 80
1 Average runoff condition,and Ia=0.2S
2 Crop residue cover applies only if residue is on at least 5%of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff,including(a)density and canopy of vegetative areas,
(b)amount of year-round cover,(c)amount of grass or close-seeded legumes,(d)percent of residue cover on the land surface(good?20%),
and(e)degree of surface roughness.
Poor:Factors impair infiltration and tend to increase runoff.
Good:Factors encourage average and better than average infiltration and tend to decrease runoff.
2-6 (210-VI-TR-55,Second Ed.,June 1986)

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands 1/
Curve numbers for
Cover description ------------------------- -------- hydrologic soil group-------
Hydrologic
Cover type condition A B C D
Pasture,grassland,or range—continuous Poor 68 79 86 89
forage for grazing.VV Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass,protected from — 30 58 71 78
grazing and generally mowed for hay.
Brush—brush-weed-grass mixture with brush Poor 48 67 77 83
the major element.3i Fair 35 56 70 77
Good 30_v 48 65 73
Woods—grass combination(orchard Poor 57 73 82 86
or tree farm).5i Fair 43 65 76 82
Good 32 58 72 79
Woods.Si Poor 45 66 77 83
Fair 36 60 73 79
Good 30_v 55 70 77
Farmsteads—buildings,lanes,driveways, — 59 74 82 86
and surrounding lots.
1 Average runoff condition,and Ia=0.2S.
2 Poor: <50%)ground cover or heavily grazed with no mulch.
Fair: 50 to 75%ground cover and not heavily grazed.
Good: >75%ground cover and lightly or only occasionally grazed.
3 Poor: <50%ground cover.
Fair: 50 to 75%ground cover.
Good: >75%ground cover.
4 Actual curve number is less than 30;use CN=30 for runoff computations.
5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned,and some forest litter covers the soil.
Good: Woods are protected from grazing,and litter and brush adequately cover the soil.
(210-VI-TR-55,Second Ed.,June 1986) 2-7

Chapter 2 Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2d Runoff curve numbers for arid and semiarid rangelands 1/
Curve numbers for
----- Cover description --------------------------- -------- hydrologic soil group ------
Hydrologic
Cover type condition 2/ A 3/ B C D
Herbaceous—mixture of grass,weeds,and Poor 80 87 93
low-growing brush,with brush the Fair 71 81 89
minor element. Good 62 74 85
Oak-aspen—mountain brush mixture of oak brush, Poor 66 74 79
aspen,mountain mahogany,bitter brush,maple, Fair 48 57 63
and other brush. Good 30 41 48
Pinyon-juniper—pinyon,juniper,or both; Poor 75 85 89
grass understory. Fair 58 73 80
Good 41 61 71
Sagebrush with grass understory. Poor 67 80 85
Fair 51 63 70
Good 35 47 55
Desert shrub—major plants include saltbush, Poor 63 77 85 88
greasewood,creosotebush,blackbrush,bursage, Fair 55 72 81 86
palo verde,mesquite,and cactus. Good 49 68 79 84
1 Average runoff condition,and Ia,=0.2S.For range in humid regions,use table 2-2c.
2 Poor: <30%ground cover(litter,grass,and brush overstory).
Fair: 30 to 70%ground cover.
Good: >70%ground cover.
3 Curve numbers for group A have been developed only for desert shrub.
2-8 (210-VI-TR-55,Second Ed.,June 1986)

Weighted Curve Number Calculations E N G I N E E RL N G
411.01
Project Piper Meadows Client McGee Properties of NC 2013A Van Buren Ave.
Project# 7162 Date 2022.01.10 Indian Trail, NC 28079
Designation Pre-Development DA1 Designer DPH [phone]
Pre-Development DA1 Total Area: 29.80 ac
Hydrologic Weighted CN (Acreage/
Acreage Land Use Soil Type Group CN Total Area)X(CN)
East Side Drainage Area
5.13 Row crops(SR), Poor TbB2 B 85 14.6
13.66 Woods, Poor TbB2 B 66 30.3
8.70 Residential, 1/2 Acre Lots TbB2 B 70 20.4
1.40 Open Space, Poor TbB2 B 79 3.7
.91 Residential, 1 Acre Lots TbB2 B 70 2.1
29.80 CN PRE =I 71 I
EAGLE,ENGINEERING,INC. Pre-DA 1
2013 VAN BUREN AVENUE,STE A 7162-Curve Number Pre.xls
INDIAN TRAIL,NORTH CAROLINA 28079 1/11/2022

Weighted Curve Number Calculations E N G I N E E RL N G
411101
Project Piper Meadows Client McGee Properties of NC 2013A Van Buren Ave.
Project# 7162 Date 2022.01.10 Indian Trail, NC 28079
Designation Pre-Development DA2 Designer DPH [phone]
I Total Area: 28.59 ac
Pre-Development DA2
Hydrologic Weighted CN (Acreage/
Acreage Land Use Soil Type Group CN Total Area)X(CN)
West Side Drainage Area
14.98 Open Space, Poor TbB2 B 79 41.4
12.29 Woods, Poor TbB2 B 66 28.4
1.32 Residential, 1 Acre Lots TbB2 B 70 3.2
CN PRE =I 73 I
EAGLE,ENGINEERING,INC. Pre-DA 2
2013 VAN BUREN AVENUE,STE A 7162-Curve Number Pre.xls
INDIAN TRAIL,NORTH CAROLINA 28079 1/11/2022

I —
•
\ I / I Z
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1 inch= 10o ft.

GL
Weighted Curve Number Calculations ENGINEERING
Project Piper Meadows Client McGee Properties of NC 2013A Van Buren Ave.
Project# 7162 Date 3/14/2023 Indian Trail, NC 28079
Designation Post-development(Wet Pond 1) Designer DPH [phone]
Post-development(Wet Pond 1) Total Area: 7.42 ac
Hydrologic I Weighted CN (Acreage/
Acreage Land Use Soil Type Group CN Total Area)X(CN)
7.42 Residential, 1/8 Acre Lots TbB2 B 85 85.0
7.42 CN POST=I 85
EAGLE,ENGINEERING,INC. Post(Wet Pond 1)
2013 VAN BUREN AVENUE,STE A 7162-Curve Number Post.xls
INDIAN TRAIL,NORTH CAROLINA 28079 3/14/2023

Weighted Curve Number Calculations E N GI N E E RL NG
Project Park Meadows Phase II Client McGee Properties of NC —
2013A Van Buren Ave.
Project# 7151 Date 3/14/2023 Indian Trail, NC 28079
Designation Post-development(Wet Pond 2) Designer DPH [phone]
Post-development (Wet Pond 2) I Total Area: 18.94 ac
Hydrologic Weighted CN (Acreage/
Acreage Land Use Soil Type Group CN Total Area)X(CN)
12.85 Residential, 1/8 Acre Lots TbB2 B 85 57.7
6.09 Open Space,Good Condition TbB2 B 61 19.6
18.94 CN POST=I 77
EAGLE,ENGINEERING,INC. Post(Wet Pond 2)
2013 VAN BUREN AVENUE,STE A 7162-Curve Number Post.xls
INDIAN TRAIL,NORTH CAROLINA 28079 3/14/2023

46.
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/ \ \ \ J lip III Tc=S MINUTES Alp
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�I /i///44 -� COMPOSITE CN=66Q r AC 71 /
�ilill IIUJ� _ c�
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III Ifs11i
POST DA-2 BYPASS %=' 6•� %I/ Tc=5 MINUTES /\ / / -- �� Cr)j
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g — TOTAL AREA =2.26 AC I ��� all t�j®1 14 / -- / / 6��— 0 Z W N
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Weighted Curve Number Calculations E N GI N E E RL N G
Project Park Meadows Phase II Client McGee Properties of NC 2013A Van Buren Ave.
Project# 7151 Date 12/13/2021 Indian Trail, NC 28079
Designation Post-development(Bypass) Designer DPH [phone]
Post-development(Bypass) Total Area: 27.33 ac
Hydrologic Weighted CN (Acreage/
Acreage Land Use Soil Type I Group CN Total Area)X(CN)
27.33 Woods, Poor TbB2 B 66 66.0
27.33 CN POST=I 66
EAGLE,ENGINEERING,INC. Post Bypass DA-1
2013 VAN BUREN AVENUE,STE A 7162-Curve Number Post.xls
INDIAN TRAIL,NORTH CAROLINA 28079 1/11/2022

Weighted Curve Number Calculations E N G I N E E RL N G
'410.0
Project Park Meadows Phase II Client McGee Properties of NC 2O13A Van Buren Ave.
Project# 7151 Date 12/13/2021 Indian Trail, NC 28079
Designation Post-development(Bypass 2) Designer DPH [phone]
Post-development (Bypass 2) Total Area: 5.17 ac
Hydrologic Weighted CN (Acreage/
Acreage Land Use Soil Type Group CN Total Area)X(CN)
5.17 Woods, Poor TbB2 B 66 66.0
5.17 CN PRE =I 66 I
EAGLE,ENGINEERING,INC. Post Bypass DA-2
2013 VAN BUREN AVENUE,STE A 7162-Curve Number Post.xls
INDIAN TRAIL,NORTH CAROLINA 28079 1/11/2022

Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
Appendix B
Storm Drainage Pipe Calculations
Drop Inlet Calculations
Spread Calculations
Hydraulic Grade Line Calculations
Swale Calculations

Park Meadows Ph II
Project Number: 7162 Description
Original Date: 9/14/21 DB: DPH Storm drainage pipe network system designed for 10-year storm event
Revision Date: 12/21/21 PM: MCK
Inlet 1 I
Location I Areas I Storm Runoff Pipe Sizing Calculations I Pipe Input/Cover Calculations
I I I
I I I Pipe Pipe
I Percent Composite Inlet Combined Pipe Pipe I I Time
From Percent Dtheo Vfull Capacity d/dm
To Structure (acres) ° I Impervios Runoff I(in/hr) Discharge Q Discharge Material n Slope Length I I Size(in) Q/Q-full v/V-full - Structure Depth Of Pipe
Structure Pervious(/0)1 ° I (in) 1 (fps) Q-full ratio (min) P P
1 (%o) Coeff.Cc (cfs) Qpipe(cfs) (/o) (ft) I I (cfs) Full Pipe Pipe Inv. Rim Cover(Based Pipe Material
I I Cond. Inv.In Out Elevation on Rim) Material Class
Storm Network 100
I I I I I I I I I I I I I I I I I I I I I I I I I
CB 101 i CB 102 : 0.25 : 64% : 36% : 0.60 T 7.63 T.2 : 1.2 : 0.013 : 0.75% : 28 : 8.3 : 15 : 4.6 : 5.61 T 0.21 : 0.30 : 0.74 : 0.10 :636.90: 636.69 : 640.93 : 2.53 : RCP
CB 102 I CB 104 I 0.51 I 64% I 36% I 0.60 I 7.63 I 2.4 I 3.5 I 0.013 I 1.25% I 260 111.4 I 15 I 5.9 I 7.24 I 0.48 I 0.47 10.94 I 0.84 1636.491 633.24 I 640.88 I 2.89 I RCP I III
I I I I I i I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I
CB 103 CB 104 0.31 64% 36% 0.60 7.63 1.4 1.4 0.013 1.000/0 I 28 8.5 15 5.3 6.47 0.22 0.30 0.74 0.09 633.521 633.24 I 638.00 2.98 RCP III
CB 104 CB 106 0.52 64% 36% 0.60 7.63 2.4 7.3 0.013 1.25% 1 189 15.1 18 6.7 11.77 0.62 0.56 1.05 0.56 632.991 630.63 1 638.00 3.22 RCP III
1 1 1
CB 105 CB 106 0.23 64% 36% 0.60 7.63 1.1 1.1 0.013 1.00% 1 28 7.6 15 5.3 6.47 0.16 0.27 0.66 0.09 631.081 630.80 1 635.75 3.17 RCP III
CB 106 CB 107 0.36 64% 36% 0.60 7.63 1.7 10.1 0.013 1.99% I 110 15.5 18 8.4 14.87 0.68 0.58 1.05 0.31 630.43 1628.23 I 635.76 3.54 RCP III
CB 107 CB 109 0.27 64% 36% 0.60 7.63 1.2 17.9 0.013 0.750/0 I 137 23.1 24 6.26 19.68 0.91 0.74 1.14 0.67 627.73 1 626.70 I 634.50 4.46 RCP III
I I I I I
1 1 1
CB 108 CB 109 0.38 64% 36% 0.60 7.63 1.8 1.8 0.013 1.00% I 28 9.2 15 5.28 6.47 0.27 0.35 0.82 0.09 627.53 1627.25 I 632.93 3.90 RCP III
CB 109 CB 112 0.25 64% 36% 0.60 7.63 1.2 20.8 0.013 1.00% I. 130 23.2 24 7.22 22.68 0.92 0.74 1.14 0.39 626.42: 625.12 : 632.93 4.20 RCP III
I I I I I I I I I I I I I I I I I I I I I I I I I
CB 110 CB 111 0.44 64% 36% 0.60 7.63 2.0 2.0 0.013 0.50% 1 I 52 11.0 1 I 1 1 1 1 5 3.74 4.60 0.44 0.44 10.87 I 0.23 626.46: 626.20 I 632.23 4.27 RCP III
� 1 1 1 I 1 1 1 1 1 11 1 1 1 1 1 I �
CB 111 I CB 112 0.35 64% 36% I 0.60 7.63 1.6 3.6 0.013 1.250/0 I 28 11.6 I 15 I 5.90 7.24 0.50 0.50 0.99 0.31 626.101 625.75 I 632.02 4.42 I RCP I III
CB 112 j FES 113 0.85 64% 36% j 0.60 7.63 3.9 28.3 0.013 2.00% 1 46 22.9 1 24 j 10.21 32.09 0.88 0.70 1.14 0.38 624.921 624.00 1 632.02 4.79 j RCP j III
I I I I I I I I I
DI 114 j CB 107 1.42 64% 36% j 0.60 7.63 6.6 6.6 0.013 1.25% 1 128 14.4 1 15 j 5.90 7.24 0.91 0.74 1.14 0.36 629.53 1 627.93 1 632.98 1.95 j RCP j III

Park Meadows Ph II
Project Number: 7162 Description
Original Date: 9/14/21 DB: DPI-I Storm drainage pipe network system designed for 10-year storm event
Revision Date: 12/21/21 PM: MCK
I I I I I I
I Inlet I I I I
Location I Areas I Storm Runoff I Pipe Sizing Calculations I I Pipe Input/Cover Calculations
-I- I I I I I I I I I I I I I I I
I I I I I I I I I I Pipe I I Pipe I Actu I I
From I Percent I Percent I Composite Inlet I Combined I I pipe I Pipe I Dtheo I Vfull I Capacity d/dm I Actual I Time I al I I
To Structure (acres)'Pervious'Impervios I Runoff I(in/hr) Discharge Q I Discharge'Material n l 'Length I I Size(in) I Q/Q-full v/V-full I I I I I
Structure I (�) I (�) I Coeff.Cc (cfs) 1 Qpipe(6s)1 !Slope(%)I (ft) I (in) I (fps) I Q-full ratio I Vpipe(fps)I(min)-I Pipe! Structure I Depth Of Pipe
I I I I I I I I I I (cfs) I I Full rime! Pipe Pipe Inv. Rim I Cover(Based Pipe Material
I I I I I I I I I I I I Cond.I(min)I Inv.In Out Elevation I on Rim) Material Class
Storm Network 200
T I I I I I I
I I I I I I
200 CB I 201 CB 0.38 29% 71% 0.60 7.63 1.8 1.8 0.013 2.26% I 34 7.9 15 7.9 9.74 0.18 0.27 0.66 I 5.24 0.07 10.111 633.751 632.98 I 639.29 4.04 RCP III
201 CB T 203 CB 0.33 29% 71% 0.60 7.63 1.5 3.3 0.013 0.75% I 89 12.3 15 4.6 5.61 0.58 0.54 0.99 I 4.53 0.40 10.441 632.781 632.11 I 639.29 5.01 RCP III
I
I I I I I I I
-
202 DI T 203 CB 0.99 64% 36% 0.60 7.63 4.6 4.6 0.013 0.51% I 156 15.0 15 3.8 4.61 0.99 0.88 1.15 I 4.32 0.69 10.601 633.281 632.49 I 637.19 2.41 RCP III
+ I
203 CB 1 209 CB 0.16 64% 36% 0.60 7.63 0.7 8.6 0.013 2.54% I 106 14.0 18 9.5 16.78 0.51 0.50 0.99 I 9.40 0.88 10.791 631.861 629.16 I 638.27 4.62 RCP III
1 0.00
204 DI i▪ 205 CB 0.62 64% 36% 0.60 7.63 2.9 2.9 0.013 0.55% 1 128 12.4 15 3.9 4.79 0.60 0.54 0.99 i 3.86 0.55 11.341 635.501 634.80 I
639.13 2.13 RCP III
205 CB I 207 CB 0.46 64% 36% 0.60 7.63 2.1 5.0 0.013 2.76% 1 98 11.2 15 8.8 10.76 0.46 0.47 0.94 1 8.24 0.73 10.201 634.701 632.00 1 638.33 2.13 RCP III
rt I I I I I I
I I I I I I
206 CB I 207 CB 0.17 64% 36% 0.60 7.63 0.8 0.8 0.013 1.00% I 28 6.8 15 5.3 6.47 0.12 0.23 0.55 I 2.90 0.82 10.361 632.33 1632.05 I 635.77 1.94 RCP III
207 CB II 208 CB 0.24 64% 36% 0.60 7.63 1.1 6.9 0.013 0.50% 56 17.4 18 4.23 7.47 0.92 0.74 1.14 4.82 1.04 0.19 631.75 631.47 635.78 2.24 RCP III
208 CB I 209 CB 0.32 64% 36% 0.60 7.63 1.5 8.4 0.013 0.74% I 34 17.5 18 5.11 9.03 0.93 0.74 1.14 I 5.82 1.15 10.461 631.271 631.02 I 636.93 3.87 RCP III
209 CB T 211 CB 0.24 64% 36% 0.60 7.63 1.1 18.0 0.013 1.06% I 250 21.8 24 7.44 23.39 0.77 0.65 1.12 I 8.34 1.71 10.691 628.66 I 626.00 I 637.05 6.08 RCP III
I
_ I I I I I I
210 CB 211 CB 0.45 64% 36% 0.60 7.63 2.1 2.1 0.013 0.50% I 28 11.2 15 3.73 4.58 0.45 0.47 0.94 I 3.51 1.84 10.831 630.551 630.41 I 634.27 2.22 RCP III
I
211 CB 213 CB 0.45 64% 36% 0.60 7.63 2.1 22.2 0.013 1.20% I 250 23.0 24 7.91 24.84 0.89 0.70 1.14 I 9.01 0.53 10.461 625.901 622.90 I 634.27 6.06 RCP III
I I I I I I
212 CB 213 CB 0.51 64% 36% 0.60 7.63 2.4 2.4 0.013 0.50% I 28 11.7 15 3.73 4.58 0.51 0.50 0.99 I 3.69 0.65 10.591 623.141 623.00 I 631.39 6.75 RCP III
213 CB 215 CB 0.51 64% 36% 0.60 7.63 2.4 26.9 0.013 1.12% I 213 25.0 30 8.88 43.59 0.62 0.56 1.05 I 9.32 1.05 10.381 622.401 620.00 I 631.39 6.14 RCP III
I I I I I I
I I I I I I
214 CB 215 CB 0.41 64% 36% 0.60 7.63 1.9 1.9 0.013 1.61% 1 28 8.7 15 6.69 8.21 0.23 0.30 0.74 1 4.95 1.12 10.481 621.701 621.25 1 628.94 5.74 RCP III
215 CB 221 DCB 0.40 64% 36% 0.60 7.63 1.8 30.7 0.013 0.78% 1 192 28.1 30 7.40 36.32 0.84 0.68 1.12 1 8.29 1.56 1 0.391 620.001 618.50 1 628.94 6.09 RCP III
I I I I I I I
216 TI 217 TI 2.42 64% 36% 0.60 7.63 11.2 11.2 0.013 1.00% 260 18.4 24 7.22 22.69 0.49 0.47 0.94 6.79 2.15 11.021 625.001 622.40 629.56 2.25 RCP III
217 TI I 218 DCB 4.49 64% 36% 0.60 7.63 20.7 31.9 0.013 1.75% I 153 24.6 30 11.07 54.33 0.59 0.54 0.99 I 10.96 2.38 10.23 1621.90 1619.23 I 626.91 2.16 RCP III
218 DCB 221 DCB 0.57 64% 36% 0.60 7.63 2.6 34.5 0.013 3.46% I 28 22.3 30 15.59 76.51 0.45 0.47 0.94 I 14.65 2.41 11.061 619.001 618.03 I 627.59 5.74 RCP III
I
1 I I I I I
219 CB 220 CB 0.59 64% 36% 0.60 63 I 2.7 2.7 0.013 0.50% I 28 12.3 15 3.73 4.58 0.59 0.54 0.99 I 3.69 2.54 11.181 620.701 620.56 I 627.84 5.64 RCP III
220 CB 221 DCB 0.02 64% 36% 0.60 1 7.63 0.1 9.4 0.013 0.98% I 98 17.3 18 5.90 10.42 0.90 0.70 1.14 I 6.72 2.82 10.24I 619.99I 619.03 I 627.79 6.01 RCP III
221 DCB 222 FES 0.27 64% 36% 0.60 I 7.63 12 75.8 0.013 0.60% I 83 41.5 42 8.15 78.39 0.97 0.88 1.15 I 9.37 2.99 11.331 617.501 617.00 I 627.59 6.15 RCP III
_I_ I I I I I I
223 DI 224 CB 0.55 64% 36% 0.60 1 7.63 I 2.5 2.5 0.013 0.89% 1 92 10.8 15 4.98 6.11 0.42 0.44 0.87 1 4.33 3.29 11.681 621.881 621.06 1 625.50 2.12 RCP III
224 CB 225 CB 0.74 64% 36% 0.60 1 7.63 3.4 6.0 0.013 0.50% 1 28 16.6 18 4.21 7.44 0.80 0.65 1.12 1 4.72 0.11 10.101 621.061 620.92 1 624.61 1.76 RCP III
225 CB 226 CB 0.08 64% 36% 0.60 I 7.63 I 0.4 6.3 0.013 0.50% I 60 16.9 18 4.21 7.44 0.85 0.68 1.12 I 4.72 3.53 1 1.901 620.921 620.62 I 624.61 1.90 RCP III
226 CB 220 CB 0.05 64% 36% 0.60 . 7.63 0.2 6.6 0.013 1.14% , 84 14.7 18 6.37 11.25 0.58 0.54 0.99 , 6.30 0.33,0.32.619.99. 619.03 . 625.90 4.12 RCP III

Park Meadows Ph II
Project Number: 7162 Description
Original Date: 9/14/21 DB: DPH Storm drainage pipe network system designed for 10-year storm event
Revision Date: 12/21/21 PM: MCK
I Inlet I I I I
Location I Areas I Storm Runoff I Pipe Sizing Calculations I I Pipe Input/Cover Calculations
T T I I I I I I I I I I I I I
I I I I I I I I I I Pipe I I Pipe I
I Percent I Percent I Composite Inlet I Combined I I I Pipe I I I I I Time
From Pipe Dtheo Vfull Capacity d/dm Actual
To Structure (acres)I Pervious I Impervios I Runoff I(in/hr) Discharge Q I Discharge I Material n l I Length I I Size(in) I Q/Q-full v/V-full I I
Structure I (�) I (�) I Coeff.Cc (cfs) I Qpipe(6s)1 (Slope(%)1 (ft) I (in) 1 (fps) I Q-full ratio I Vpipe(fps)!(min)- Structure Depth Of Pipe
I I I I I I I I I (cfs) I I Full Pipe Pipe Inv. Rim I Cover(Based Pipe Material
I I I I I I I I I I I I Cond. Inv.In Out Elevation I on Rim) Material Class
Storm Network 100
I I I I I
I I I I I I
300 FES I 301 CB 0.44 28% 72% 0.60 7.63 2.0 2.0 0.013 0.93% I 69 9.9 18 5.8 10.17 0.20 0.30 0.74 I 4.26 0.20 1638.801 638.16 I - - RCP IV
301 CB 302 FES 0.04 28% 72% 0.60 7.63 0.2 4.0 0.013 1.22% I 19 12.1 18 6.6 11.63 0.35 0.37 0.82 I 5.39 0.25 638.161 637.93 I 641.37 1.42 RCP IV
_ I I I I
EX PIPE SSMH-1 0.39 28% 72% 0.60 7.63 1.8 1.8 0.013 0.42% I 31 10.9 18 3.9 6.81 0.26 0.35 0.82 I 3.16 0.38 639.121 638.99 I - - RCP IV
SSMH-1 301 CB 0.00 28% 72% 0.60 7.63 0.0 1.8 1.013 0.41% I 32 56.3 19 3.9 7.74 0.23 0.30 0.74 I 2.91 0.14 639.121 638.99 I 641.86 1.16 RCP IV

Inlet Capacity Chart
PROJECT: Piper Meadows
LOCATION: Union County,NC
Date 12/13/2021 By DAM
Rainfall Intensity:
for curb inlets 4.00 in/hr
for curb inlets(in sump)- no relief 8.21 in/hr
for yard inlets 7.62 in/hr CURB INLET INTERCEPTION RATE FOR INLETS WITH LONGITUDINAL SLOPES
Drainage Inlet Add'nl Total Longit. Trans. Manning's Inlet Bypass Std#
Structure Area Intensity Flow Flow Flow Slope,S(I) Slope,S(t) Coeff. Depth Capacity Spread Flow #of Type of
Number (ac) (in/hr) Cc (cfs) (cfs) (cfs) (ft/ft) (ft/ft) (n) K d(ft) (cfs) (T-ft) (Q-cfs) To Inlet# Remarks Inlets Inlet
CATCH BASINS ON GRADE
101 CB 0.24 4.00 0.6 0.58 - 0.58 0.014 0.031 0.016 20.0 0.131 0.67 4.18 100%interception PASS 1 840.01
102 CB 0.51 4.00 0.6 1.22 - 1.22 0.014 0.031 0.016 20.0 0.173 1.08 5.55 0.15 I CB 4 PASS 1 840.01

Inlet Capacity Chart
PROJECT: Piper Meadows
LOCATION: Union County,NC
Date 5/13/2021 By KEL
Rainfall Intensity:
for curb inlets 4.00 in/hr
for curb inlets(in sump)- no relief 8.21 in/hr
for yard inlets 7.03 in/hr CURB INLET INTERCEPTION RATE FOR INLETS WITH LONGITUDINAL SLOPES INLET INTERCEPTION RATE
Drainage Inlet Add'nl Total Longit. Trans. Manning's I Inlet By ass _ Std# FOR INLETS AT A LOW POINT
Structure Area Intensity Flow Flow Flow Slope,S(I) Slope,S(t) Coeff. Depth Capacity Spread Flow #of Type of Inlet Open Depth at Inlet
Number (ac) (in/hr) Cc (cfs) (cfs) (cfs) (ft/ft) (ft/ft) (n K d(ft) (cfs) (T-ft) (Q-cfs) To Inlet# Remarks Inlets Inlet Area(sf) Orifice Weir
CATCH BASINS ON GRADE
101 CB 0.24 4.00 0.6 0.58 - 0.58 0.014 0.031 0.016 20.0 0.131 0.67 4.18 100%interception PASS 1_ 840.01
102 CB 0.51 4.00 0.6 1.22 - 1.22 0.014 0.031 0.016 20.0 0.173 1.08 5.55 0.15 I CB 4 PASS 1 840.01
103 CB 0.31 4.00 0.6 0.74 - 0.74 0.014 0.031 0.016 20.0 0.144 0.79 4.60 100%interception PASS 1 840.01
104 CB 0.52 4.00 0.6 1.25 0.15 1.40 0.014 0.031 0.016 20.0 0.182 1.17 5.83 0.23 I CB-6 PASS 1_ 840.01
105 CB 0.23 4.00 0.6 0.55 - 0.55 0.014 0.031 0.016 20.0 0.129 0.66 4.11 100%interception PASS 1 840.01
106 CB 0.36 4.00 0.6 0.86 0.23 1.09 0.014 0.031 0.016 20.0 0.166 1.01 5.32 0.09 I CB-7 PASS 1_ 840.01
107 CB 0.27 4.00 0.6 0.65 0.09 0.74 0.014 0.031 0.016 20.0 0.143 0.79 4.59 100%interception PASS 1 840.01
108 CB 0.38 4.00 0.6 0.91 - 0.91 0.014 0.031 0.016 20.0 0.155 0.90 4.97 0.01 I PASS 1_ 840.01
109 CB 0.25 4.00 0.6 0.60 - 0.60 0.014 0.031 0.016 20.0 0.133 0.69 4.25 100%interception PASS 1_ 840.01
110 CB 0.35 4.00 0.6 0.84 - 0.84 0.013 0.031 0.016 19.5 0.152 0.85 4.87 100%interception PASS 1 840.01
200 CB 0.38 4.00 0.6 0.91 - 0.91 0.012 0.031 0.016 19.0 0.160 0.89 5.11 0.02 208 CB PASS 1 840.01 _
201 CB 0.29 4.00 0.6 0.70 - 0.70 0.012 0.031 0.016 19.5 0.144 0.77 4.60 100%interception PASS 1 840.01
203 CB 0.16 4.00 0.6 0.38 - 0.38 0.012 0.031 0.016 19.5 0.115 0.53 3.68 100%interception PASS 1 840.01 _
205 CB 0.46 4.00 0.6 1.10 - 1.10 0.026 0.031 0.016 24.6 0.148 1.02 4.75 0.08 I 207 CB PASS 1 840.01
206 CB 0.17 4.00 0.6 0.41 - 0.41 0.026 0.031 0.016 24.6 0.102 0.55 3.27 100%interception PASS 1_ 840.01
207 CB 0.24 4.00 0.6 0.58 0.08 0.66 0.026 0.031 0.016 24.6 0.122 0.74 3.91 100%interception PASS 1 840.01
208 CB 0.32 4.00 0.6 0.77 - 0.77 0.012 0.031 0.016 19.0 0.150 0.80 4.79 100%interception PASS 1_ 840.01
209 CB 0.24 4.00 0.6 0.58 - 0.58 0.012 0.031 0.016 19.0 0.134 0.67 4.30 100%interception PASS 1 840.01 _
210 CB 0.45 4.00 0.6 1.08 - 1.08 0.012 0.031 0.016 19.0 0.170 0.99 5.44 0.09 212 CB PASS 1_ 840.01
211 CB 0.45 4.00 0.6 1.08 - 1.08 0.012 0.031 0.016 19.0 0.170 0.99 5.44 0.09 213 CB PASS 1_ 840.01
212 CB 0.51 4.00 0.6 1.22 0.09 1.31 0.012 0.031 0.016 19.0 0.183 1.12 5.86 0.19 214 CB PASS 1 840.01
213 CB 0.51 4.00 0.6 1.22 0.09 1.31 0.012 0.031 0.016 19.0 0.183 1.12 5.86 0.19 215 CB PASS 1_ 840.01
214 CB 0.41 4.00 0.6 0.98 0.19 1.17 0.012 0.031 0.016 19.0 0.175 1.05 5.62 0.13 218 DCB PASS 1 840.01
215 CB 0.40 4.00 0.6 0.96 0.19 1.15 0.012 0.031 0.016 19.0 0.174 1.03 5.57 0.12 219 DCB PASS 1 840.01
220 CB 0.57 4.00 0.6 1.37 - 1.37 0.013 0.031 0.016 19.5 0.184 1.16 5.88 0.21 218 DCB PASS 1 840.01
221 CB 0.01 4.00 0.6 0.02 - 0.02 0.013 0.031 0.016 19.5 0.040 0.09 1.29 100%interception PASS 1 840.01
222 CB 0.28 4.00 0.6 0.67 - 0.67 0.030 0.031 0.016 25.7 0.119 0.75 3.82 100%interception PASS 1_ 840.01
223 CB 0.04 4.00 _ 0.6 0.10 - 0.10 0.030 0.031 0.016 25.7 0.058 0.22 1.84 100%interception PASS 1 840.01
225 CB 0.11 4.00 0.6 0.26 - 0.26 0.030 0.031 0.016 25.7 0.084 0.42 2.69 100%interception PASS 1_ 840.01
226 CB 0.05 4.00 0.6 0.12 - 0.12 0.030 0.031 0.016 25.7 0.063 0.25 2.00 100%interception PASS 1 840.01
CATCH BASINS IN SUMP CONDITION
111 CB 0.35 8.21 0.6 1.72 - 1.72 SUMP 0.031 0.178 5.70 PASS 1 840.01
112 CB 0.36 8.21 0.6 1.77 - 1.77 SUMP 0.031 0.182 5.81 PASS 1 840.01
1M iM IMMEI I I•
DBL.CATCH BASINS IN SUMP CONDITION
218 DCB 0.51 8.21 0.6 2.51 0.34 2.85 SUMP 0.031 0.196 6.28 PASS 2_ 840.01
219 DCB 0.53 8.21 0.6 2.61 0.12 2.73 SUMP 0.031 0.191 6.11 PASS 2 840.01
GRATE INLETS _
202 DI 0.99 7.03 0.6 4.18 4.18 SUMP 0.031 0.016 - 0.235 - 1 840.14
204 DI 0.60 7.03 0.6 2.53 2.53 SUMP 0.031 0.016 - 0.169 - 1 840.14
224 DI 1.77 7.03 0.6 7.47 7.47 SUMP 0.031 0.016 - 0.347 - I 1 840.14

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Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Sep 28 2022
25 YEAR EVENT WEST SWALE - ESC PH 1
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 2.11
Total Depth (ft) = 2.50 Q (cfs) = 73.48
Area (sqft) = 13.36
Invert Elev (ft) = 624.50 Velocity (ft/s) = 5.50
Slope (%) = 1.25 Wetted Perim (ft) = 13.34
N-Value = 0.030 Crit Depth, Yc (ft) = 2.07
Top Width (ft) = 12.66
Calculations EGL (ft) = 2.58
Compute by: Known Q
Known Q (cfs) = 73.48
Elev (ft) Section Depth (ft)
628.00 3.50
627.00 2.50
626.00 1.50
625.00 0.50
624.00 -0.50
623.00 -1.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Sep 27 2022
25 YEAR EVENT EAST ONSITE SWALE - ESC PH 1
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.33
Total Depth (ft) = 2.00 Q (cfs) = 18.99
Area (sqft) = 5.31
Invert Elev (ft) = 626.50 Velocity (ft/s) = 3.58
Slope (%) = 1.00 Wetted Perim (ft) = 8.41
N-Value = 0.030 Crit Depth, Yc (ft) = 1.21
Top Width (ft) = 7.98
Calculations EGL (ft) = 1.53
Compute by: Known Q
Known Q (cfs) = 18.99
Elev (ft) Section Depth (ft)
629.00 2.50
628.50 2.00
628.00 1.50
v
627.50 1.00
627.00 0.50
626.50 0.00
626.00 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

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Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Sep 27 2022
25 YEAR EVENT SOUTHWEST BYPASS SWALE
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.10
Total Depth (ft) = 2.00 Q (cfs) = 11.44
Area (sqft) = 3.63
Invert Elev (ft) = 635.00 Velocity (ft/s) = 3.15
Slope (%) = 1.00 Wetted Perim (ft) = 6.96
N-Value = 0.030 Crit Depth, Yc (ft) = 0.99
Top Width (ft) = 6.60
Calculations EGL (ft) = 1.25
Compute by: Known Q
Known Q (cfs) = 11.44
Elev (ft) Section Depth (ft)
638.00 1 3.00
637.50 2.50
637.00 2.00
636.50 1.50
636.00 - 1.00
635.50 0.50
635.00 0.00
634.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 2 2022
25 YEAR EVENT EAST BYPASS SWALE
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 1.08
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 24.51
Total Depth (ft) = 2.00 Area (sqft) = 4.49
Invert Elev (ft) = 627.83 Velocity (ft/s) = 5.46
Slope (%) = 2.13 Wetted Perim (ft) = 6.83
N-Value = 0.030 Crit Depth, Yc (ft) = 1.16
Top Width (ft) = 6.32
Calculations EGL (ft) = 1.54
Compute by: Known Q
Known Q (cfs) = 24.51
Elev (ft) Section Depth (ft)
630.00 I I 2.17
629.50 1.67
629.00 1.17
628.50 0.67
628.00 0.17
627.50 -0.33
627.00 -0.83
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 2 2022
25 YEAR EVENT EAST ONSITE SWALE
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.52
Side Slopes (z:1) = 2.00, 2.00 Q (cfs) = 5.810
Total Depth (ft) = 2.00 Area (sqft) = 1.58
Invert Elev (ft) = 640.00 Velocity (ft/s) = 3.68
Slope (%) = 2.13 Wetted Perim (ft) = 4.33
N-Value = 0.030 Crit Depth, Yc (ft) = 0.54
Top Width (ft) = 4.08
Calculations EGL (ft) = 0.73
Compute by: Known Q
Known Q (cfs) = 5.81
Elev (ft) Section Depth (ft)
643.00 3.00
642.50 2.50
642.00 2.00
641.50 1.50
641.00 1.00
v
640.50 0.50
640.00 0.00
639.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Sep 27 2022
25 YEAR EVENT NORTHEAST SWALE
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.48
Total Depth (ft) = 2.00 Q (cfs) = 1.500
Area (sqft) = 0.69
Invert Elev (ft) = 628.79 Velocity (ft/s) = 2.17
Slope (%) = 1.50 Wetted Perim (ft) = 3.04
N-Value = 0.030 Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 2.88
Calculations EGL (ft) = 0.55
Compute by: Known Q
Known Q (cfs) = 1.50
Elev (ft) Section Depth (ft)
631.00 2.21
630.50 1.71
630.00 1.21
629.50 0.71
629.00 0.21
628.50 -0.29
628.00 -0.79
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Sep 27 2022
25 YEAR EVENT NORTHWEST SWALE
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.70
Total Depth (ft) = 2.00 Q (cfs) = 3.400
Area (sqft) = 1.47
Invert Elev (ft) = 625.24 Velocity (ft/s) = 2.31
Slope (%) = 1.00 Wetted Perim (ft) = 4.43
N-Value = 0.030 Crit Depth, Yc (ft) = 0.61
Top Width (ft) = 4.20
Calculations EGL (ft) = 0.78
Compute by: Known Q
Known Q (cfs) = 3.40
Elev (ft) Section Depth (ft)
628.00 2.76
627.50 2.26
627.00 1.76
626.50 1.26
-
626.00 0 0.76
625.50 0.26
625.00 -0.24
624.50 -0.74
0 2 4 6 8 10 12 14 16
Reach (ft)

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Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Jan 7 2022
Eudy Driveway Ditch 25 Yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.37
Total Depth (ft) = 1.00 Q (cfs) = 0.720
Area (sqft) = 0.41
Invert Elev (ft) = 1.00 Velocity (ft/s) = 1.75
Slope (%) = 1.00 Wetted Perim (ft) = 2.34
N-Value = 0.025 Crit Depth, Yc (ft) = 0.33
Top Width (ft) = 2.22
Calculations EGL (ft) = 0.42
Compute by: Known Q
Known Q (cfs) = 0.72
Elev (ft) Section Depth (ft)
3.00 2.00
2.50 1.50
2.00 - 1.00
1.50 0.50
v
1.00 0.00
0.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 10 2022
Eudy Driveway Crosspipe 25 yr
Invert Elev Dn (ft) = 640.65 Calculations
Pipe Length (ft) = 21.00 Qmin (cfs) = 0.50
Slope (%) = 0.90 Qmax (cfs) = 0.50
Invert Elev Up (ft) = 640.84 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 0.50
No. Barrels = 1 Qpipe (cfs) = 0.50
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 0.64
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 2.50
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 641.41
HGL Up (ft) = 641.12
Embankment Hw Elev (ft) = 641.21
Top Elevation (ft) = 642.75 Hw/D (ft) = 0.29
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev 1111 Eudy Driveway Crosspipe 25 yr Hw Depth(ft)
643.00 2.16
642.50 1.66
642.00 1.16
641.50 0.66
641.00- 0.16
640.50 -0.34
640.00 -0.84
0 5 10 15 20 25 30 36 40 45
Circular Culvert HGL Embank
Reach(ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Jan 7 2022
New Town Rd Crosspipe Ditch 25 Yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.16
Total Depth (ft) = 2.00 Q (cfs) = 16.10
Area (sqft) = 4.04
Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.99
Slope (%) = 1.00 Wetted Perim (ft) = 7.34
N-Value = 0.025 Crit Depth, Yc (ft) = 1.13
Top Width (ft) = 6.96
Calculations EGL (ft) = 1.41
Compute by: Known Q
Known Q (cfs) = 16.10
Elev (ft) Section Depth (ft)
4.00 3.00
3.50 2.50
3.00 2.00
2.50 1.50
4
2.00 1.00
1.50 0.50
1.00 0.00
0.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 10 2022
Network 301 25 yr
Invert Elev Dn (ft) = 638.50 Calculations
Pipe Length (ft) = 74.93 Qmin (cfs) = 10.90
Slope (%) = 1.57 Qmax (cfs) = 10.90
Invert Elev Up (ft) = 639.68 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 10.90
No. Barrels = 1 Qpipe (cfs) = 10.90
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.40
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.86
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 639.88
HGL Up (ft) = 640.94
Embankment Hw Elev (ft) = 642.19
Top Elevation (ft) = 642.50 Hw/D (ft) = 1.67
Top Width (ft) = 70.00 Flow Regime = Inlet Control
Crest Width (ft) = 1.00
Elev(0) Network 301 25 yr Hw Depth(ft)
643.00 3.32
Inletcontrol
642.00 2.32
641.00 1.32
640.00 0.32
639.00 -0.68
638.00 -1.68
637.00 - -2.68
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Circular Culvert HGL Embank
Reach(ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Jan 7 2022
Oppsite Entrance Driveway Ditch 25 Yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.63
Total Depth (ft) = 1.00 Q (cfs) = 3.051
Area (sqft) = 1.19
Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.56
Slope (%) = 1.00 Wetted Perim (ft) = 3.98
N-Value = 0.025 Crit Depth, Yc (ft) = 0.58
Top Width (ft) = 3.78
Calculations EGL (ft) = 0.73
Compute by: Known Q
Known Q (cfs) = 3.05
Elev (ft) Section Depth (ft)
3.00 2.00
2.50 1.50
2.00 - 1.00
v
1.50 0.50
1.00 0.00
0.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 10 2022
Opposite Entrance Crosspipe 25 yr
Invert Elev Dn (ft) = 640.15 Calculations
Pipe Length (ft) = 27.00 Qmin (cfs) = 2.00
Slope (%) = 0.56 Qmax (cfs) = 2.00
Invert Elev Up (ft) = 640.30 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 2.00
No. Barrels = 1 Qpipe (cfs) = 2.00
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.10
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.73
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 641.06
HGL Up (ft) = 640.86
Embankment Hw Elev (ft) = 641.10
Top Elevation (ft) = 642.75 Hw/D (ft) = 0.64
Top Width (ft) = 15.00 Flow Regime = Inlet Control
Crest Width (ft) = 1.00
Elev(0) Opposite Entrance Crosspipe 25 yr Hw Depth(8)
643.00 2.70
642.50 220
642.00 1.70
641.50 120
641.00 0.70
640.50 0.20
640.00 -0.30
639.50 -0.80
0 5 10 15 20 25 30 36 40 45 50
Circular Culvert HGL Embank
Reach(ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 2 2022
Winchester Driveway 1 Ditch 10 yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.48
Total Depth (ft) = 2.00 Q (cfs) = 2.300
Area (sqft) = 0.69
Invert Elev (ft) = 640.38 Velocity (ft/s) = 3.33
Slope (%) = 2.40 Wetted Perim (ft) = 3.04
N-Value = 0.025 Crit Depth, Yc (ft) = 0.52
Top Width (ft) = 2.88
Calculations EGL (ft) = 0.65
Compute by: Known Q
Known Q (cfs) = 2.30
Elev (ft) Section Depth (ft)
643.00 2.62
642.50 2.12
642.00 1.62
641.50 1.12
641.00 0.62
640.50 0.12
640.00 -0.38
639.50 -0.88
0 2 4 6 8 10 12 14 16
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 2 2022
Winchester Driveway 1 Crosspipe 25 yr
Invert Elev Dn (ft) = 640.25 Calculations
Pipe Length (ft) = 22.71 Qmin (cfs) = 2.30
Slope (%) = 0.57 Qmax (cfs) = 2.30
Invert Elev Up (ft) = 640.38 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 2.30
No. Barrels = 1 Qpipe (cfs) = 2.30
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.35
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.90
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 641.18
HGL Up (ft) = 640.99
Embankment Hw Elev (ft) = 641.25
Top Elevation (ft) = 642.75 Hw/D (ft) = 0.70
Top Width (ft) = 15.00 Flow Regime = Inlet Control
Crest Width (ft) = 1.00
Elev(fl) Winchester Driveway 1 Crosspipe 25 yr r1,;czpth la)
643.10 2.62
642.50 2.12
642.00 1.82
541.50 1.12
Inletcon rd
641.00 0.62
640.50 0.12
I
640.00 -0.38
639.50 -0.68
0 5 10 15 20 25 30 35 40 45
Circular Culvert HGL Embank
Reach(It)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 2 2022
Winchester Driveway 2 Ditch 10 yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.50
Total Depth (ft) = 2.00 Q (cfs) = 1.700
Area (sqft) = 0.75
Invert Elev (ft) = 640.22 Velocity (ft/s) = 2.27
Slope (%) = 1.00 Wetted Perim (ft) = 3.16
N-Value = 0.025 Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 3.00
Calculations EGL (ft) = 0.58
Compute by: Known Q
Known Q (cfs) = 1.70
Elev (ft) Section Depth (ft)
643.00 2.78
642.50 2.28
642.00 1.78
641.50 1.28
641.00 0.78
v
640.50 0.28
640.00 -0.22
639.50 -0.72
0 2 4 6 8 10 12 14 16
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 2 2022
Winchester Driveway 2 Crosspipe 25 yr
Invert Elev Dn (ft) = 640.01 Calculations
Pipe Length (ft) = 27.17 Qmin (cfs) = 1.70
Slope (%) = 0.77 Qmax (cfs) = 1.70
Invert Elev Up (ft) = 640.22 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 1.70
No. Barrels = 1 Qpipe (cfs) = 1.70
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.83
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.55
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 640.89
HGL Up (ft) = 640.74
Embankment Hw Elev (ft) = 640.95
Top Elevation (ft) = 642.75 Hw/D (ft) = 0.58
Top Width (ft) = 15.00 Flow Regime = Inlet Control
Crest Width (ft) = 1.00
Elev(6) Winchester Driveway 2 Crosspipe 25 yr Hw Depth(5)
643.00 2.78
642.50 2.28
642.00 1.78
641.50 1.28
641.00 - Inletcontld 0.78
640.50 0.28
l 1
640.00 - - -022
639.50 -0.72
0 5 10 15 20 25 :: 40 45 50
CircularCulvert HGL Embank
Reach(a)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Jan 7 2022
Eudy Driveway Ditch 25 Yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.37
Total Depth (ft) = 1.00 Q (cfs) = 0.720
Area (sqft) = 0.41
Invert Elev (ft) = 1.00 Velocity (ft/s) = 1.75
Slope (%) = 1.00 Wetted Perim (ft) = 2.34
N-Value = 0.025 Crit Depth, Yc (ft) = 0.33
Top Width (ft) = 2.22
Calculations EGL (ft) = 0.42
Compute by: Known Q
Known Q (cfs) = 0.72
Elev (ft) Section Depth (ft)
3.00 2.00
2.50 1.50
2.00 - 1.00
1.50 0.50
v
1.00 0.00
0.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 10 2022
Eudy Driveway Crosspipe 25 yr
Invert Elev Dn (ft) = 640.65 Calculations
Pipe Length (ft) = 21.00 Qmin (cfs) = 0.50
Slope (%) = 0.90 Qmax (cfs) = 0.50
Invert Elev Up (ft) = 640.84 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 0.50
No. Barrels = 1 Qpipe (cfs) = 0.50
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 0.64
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 2.50
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 641.41
HGL Up (ft) = 641.12
Embankment Hw Elev (ft) = 641.21
Top Elevation (ft) = 642.75 Hw/D (ft) = 0.29
Top Width (ft) = 10.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Elev 1111 Eudy Driveway Crosspipe 25 yr Hw Depth(ft)
643.00 2.16
642.50 1.66
642.00 1.16
641.50 0.66
641.00- 0.16
640.50 -0.34
640.00 -0.84
0 5 10 15 20 25 30 36 40 45
Circular Culvert HGL Embank
Reach(ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Jan 7 2022
New Town Rd Crosspipe Ditch 25 Yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.16
Total Depth (ft) = 2.00 Q (cfs) = 16.10
Area (sqft) = 4.04
Invert Elev (ft) = 1.00 Velocity (ft/s) = 3.99
Slope (%) = 1.00 Wetted Perim (ft) = 7.34
N-Value = 0.025 Crit Depth, Yc (ft) = 1.13
Top Width (ft) = 6.96
Calculations EGL (ft) = 1.41
Compute by: Known Q
Known Q (cfs) = 16.10
Elev (ft) Section Depth (ft)
4.00 3.00
3.50 2.50
3.00 2.00
2.50 1.50
4
2.00 1.00
1.50 0.50
1.00 0.00
0.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 10 2022
Network 301 25 yr
Invert Elev Dn (ft) = 638.50 Calculations
Pipe Length (ft) = 74.93 Qmin (cfs) = 10.90
Slope (%) = 1.57 Qmax (cfs) = 10.90
Invert Elev Up (ft) = 639.68 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 10.90
No. Barrels = 1 Qpipe (cfs) = 10.90
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 6.40
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 6.86
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 639.88
HGL Up (ft) = 640.94
Embankment Hw Elev (ft) = 642.19
Top Elevation (ft) = 642.50 Hw/D (ft) = 1.67
Top Width (ft) = 70.00 Flow Regime = Inlet Control
Crest Width (ft) = 1.00
Elev(0) Network 301 25 yr Hw Depth(ft)
643.00 3.32
Inletcontrol
642.00 2.32
641.00 1.32
640.00 0.32
639.00 -0.68
638.00 -1.68
637.00 - -2.68
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Circular Culvert HGL Embank
Reach(ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Jan 7 2022
Oppsite Entrance Driveway Ditch 25 Yr
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.63
Total Depth (ft) = 1.00 Q (cfs) = 3.051
Area (sqft) = 1.19
Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.56
Slope (%) = 1.00 Wetted Perim (ft) = 3.98
N-Value = 0.025 Crit Depth, Yc (ft) = 0.58
Top Width (ft) = 3.78
Calculations EGL (ft) = 0.73
Compute by: Known Q
Known Q (cfs) = 3.05
Elev (ft) Section Depth (ft)
3.00 2.00
2.50 1.50
2.00 - 1.00
v
1.50 0.50
1.00 0.00
0.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 10 2022
Opposite Entrance Crosspipe 25 yr
Invert Elev Dn (ft) = 640.15 Calculations
Pipe Length (ft) = 27.00 Qmin (cfs) = 2.00
Slope (%) = 0.56 Qmax (cfs) = 2.00
Invert Elev Up (ft) = 640.30 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 2.00
No. Barrels = 1 Qpipe (cfs) = 2.00
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.10
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.73
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 641.06
HGL Up (ft) = 640.86
Embankment Hw Elev (ft) = 641.10
Top Elevation (ft) = 642.75 Hw/D (ft) = 0.64
Top Width (ft) = 15.00 Flow Regime = Inlet Control
Crest Width (ft) = 1.00
Elev(0) Opposite Entrance Crosspipe 25 yr Hw Depth(8)
643.00 2.70
642.50 220
642.00 1.70
641.50 120
641.00 0.70
640.50 0.20
640.00 -0.30
639.50 -0.80
0 5 10 15 20 25 30 36 40 45 50
Circular Culvert HGL Embank
Reach(ft)

Park Meadows Ph II
Project Number: 7162 Description
Original Date: 9/14/21 DB: DPH Storm drainage pipe network system designed for 25-year storm event
Revision Date: 2022.08.05 PM: MCK
1 I r I I
I Inlet I I I I
Location I Areas I Storm Runoff I Pipe Sizing Calculations I I Pie Input/Cover Calculations
I I I I I I I I I I I I P
I I I I I I I I I I Pipe I I Pipe I
I Percent I Percent I Composite Inlet I Combined I I I Pipe I I I I I Time
From Pipe Dtheo Vfu11 Capacity d/dm Actual
To Structure (acres)I Pervious I Impervios I Runoff I(in/hr) Discharge Q I Discharge I Material n l I Length I I Size(in) I Q/Q-full v/V-full
Structure I (�) I (�) I Coeff.Cc (cfs) I Qpipe(cfs)I !Slope(%)I (ff) I (in) I (fps) I Q-full ratio I Vpipe(fps)!(min)- Structure Depth Of Pipe
I I I I I I I I I I (cfs) I I Full Pipe Pipe Inv. Rim I Cover(Based Pipe Material
I I I I I I I I I I I I Cond. Inv.In Out Elevation I on Rim) Material Class
Storm Network 100
300 FES 301 CB 0.58 72% 28% 0.57 8.44 2.8 2.8 0.013 0.93% ; 69 11.1 ; 18 5.8 10.17 0.27 0.35 0.82 4.72 0.29 ;638.80; 638.16 ; - - RCP IV
301 CB 302 FES 2.39 28% 72% 0.83 8.44 16.9 19.7 0.013 0.92% I 25 23.1 I 18 5.7 10.10 1.95 0.82 1.16 6.63 0.36 1638.16I 637.93 I 641.37 1.42 RCP IV
I I I I
WIN 1 0.46 70% 30% 0.58 8.44 2.3 2.3 0.013 0.60% I 22 11.1 15 4.1 5.01 0.45 0.47 0.94 3.84 0.09 1640.38I 640.25 I - - RCP IV
WIN 2 0.34 70% 30% 0.58 _ 8.44 1.7 1.7 0.013 0.77% I 27 9.5 15 4.6 5.69 0.29 0.35 0.82 3.80 0.19 1640.221 640.01 I - - RCP IV
FES 303 302 FES 1.29 70% 30% 0.58 8.44 6.4 6.4 0.013 2.06% I 79 13.0 18 8.5 15.10 0.42 0.44 0.87 7.44 0.24 1639.691 638.07 I - - RCP IV
- I I I I I
EUDY DW 0.08 60% 40% 0.64 1 8.44 1 0.5 0.5 0.013 0.89% I 21 5.7 15 5.0 6.09 0.08 0.17 0.45 2.23 0.07 1640.841 640.65 I - - RCP IV

Rip Rap Apron Design
Project: Piper Meadows
Structure: 301 FES
NC0EN0 Erosion and Sediment Control Planning and Design Manual
Do= 18 in. d5o (6"minj= 7 in.
Q10= 13.1 ds dmax= 11 in.
3Do= 4.5 ft. th= 16 in.
L, (17min]= ft. V= 8.S fps
VV= 13.50 ft. Class = (NCDOT1U42'1)
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Flgure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(T�<0.5 diameter).
EE| Project No. 7428
Rip Rap Apron Design

Rip-Rap Apron Summary Table
Minimum TW Condition
Discharge
Outlet Do(in) W1=Do+ La W2=3*Do W2 H=(2/3)*Do
(cfs) d50(ft) La (ft) Wi (ft) (ft) *T(ft) H (ft)
113 FES 17.5 24 0.35 11 13.00 6.00 0.833 1.33
HW-1 18.7 24 I 0.4 12 14.00 6.00 0.900 1.33
222 FES 4.6 36 0.2 9 12.00 9.00 0.833 2.00
HW-2 77.7 36 I 0.8 26 29.00 9.00 1.800 2.00
dmax=1.5*d50 (MIN. 0.5)
*T=1.5*dmax (Min. *T=10") Apron Thickness = *T
Min. La=10 ft
H=Depth of apron

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Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
Appendix C
Wet Detention Pond Calculations
Riser Buoyancy Calculations
Stormwater Hydrographs
(2-, 10-, 25-, & 100-year routings)

Wet Detention Pond #1 EN GINGERLNE
PROJECT: Piper Meadows CLIENT: McGee Properties of NC 1144
PROJ.#: 7162 DATE: 3/15/2023 2013A Van Buren Avenue
PHASE: Wet Pond#1 DESIGN BY: DPH CHECK BY: MCK Indian Trail,NC 28079
Wet Detention Pond -NCDEQ BMP Manual C-3
Water Quality Calculations
Water Quality Volume(WQV)based upon the first inch of rainfall.
Drainage Area(A)= 323,089 Ft2 = _ 7.42 ac
New Impervious Area= 133,192 Ft2 = _ 3.06 ac
Future Impervious Area= 12,000 Ft2 = 0.28 ac
Total Impervious Area= 145,192 Ft2 = 3.33 ac
Impervious Fraction(IA)= 0.4494 = 44.94 %
Rv=0.05+0.9*IA= 0.45445 Runoff Coefficient
Dv=3630*RD*Rv*A= 12,236 ft3 Design Volume(Water Quality Vol"WQv")
Rainfall Depth(RD)= 1.00 in.
Runoff Coefficient(Rv)= 0.45445
Watershed Area(A)= 7.417 ac. WQV Volume Calculation
Elev Area(sf) Vol(cf) Total(cf)
WQV Elev.= 624.75 623 8,608 0 0
WQV provided = 19,888 ft3 624 12,084 10,346 10,346
624.75 13,361 9,542 19,888
Pond Design
Permanent Pool Average Depth(Day)= 3.20 ft 3.0 ft.(rounded down)
D,,=[Vperm_pool]/[Aperm_pool]
Main Pool Volume Calculation
Area at bottom of shelf= 6,292 Abot shelf(ft2) Contour Area Volume Net Vol
Area at perm.Pool= 6,292 Aperm_pooi(ft) 618.5 2,310 0 0
Area at bottom of pond= 2,310 Abot_pond(ft2) 620 4,012 4,742 4,742
Depth to bottom of shelf= 4.50 Depth(ft) 621 4,733 4,373 9,114
Volume of perm.Pool= 20,120 ft3 622 5,493 5,113 14,227
623 6,292 5,893 20,120
Percent Impervious Cover= 44.94 %
SA/DA Ratio= 1.6483
Surface Area Req'd(SA)= 5,325 Jft2 SA/DA Ration for Perm.Pool Sizing
SA=(DA*SA/DA Ratio)/100 %Imp. Perm.Pool Avg Depth(ft)
Surface Area Provided= 6,292 ft2 Cover - 3.0 3.5
30 - 1.17 1.055
Average Length= 120 ft 40 - 1.51 1.375
Average Width= 25 ft 50 - 1.79 1.65
Length to Width Ratio= 4.8 :1 Values from Table: 1
(NCDEQStormwater Design Manual C-3)
Region: Piedmont
EEI Project No.7295
Wet Detention Pond

Wet Detention Pond #1 E N GI N GE RL N E
PROJECT: Piper Meadows CLIENT: McGee Properties of NC
PROJ.#: 7162 DATE: 3/9/2023 2013A Van Buren Avenue
PHASE: Wet Pond#1 DESIGN BY: DPH CHECK BY: MCK Indian Trail,NC 28079
Wet Detention Pond -NCDEQ BMP Manual C-3
WQV Outlet Device
Orifice diameter= 2.00 in.
Orifice inv.Elev.= 623.00
Orifice Equation: Q=CD A(2g(H0/3))o3
2-day Avg Discharge(Q2a )= 0.1151 cfs(max.) Days to Discharge WQV 2.94
5-day Avg Discharge(Qsav)= 0.0460 cfs(min.) OK
Average Discharge(Q)= 0.0783 cfs(provided)
Discharge Coefficient(CD)= 0.60 Ho= Driving Head(ft),measured from the centroid of the
X-sect area of orifice(A)= 0.0218 ftZ orifice area to the water surface
Accel.due to gravity(g)= 32.2 ft/sec2
Avg.driving head(Ho)= 0.5556 ft Note:Use H0/3 to compute drawdown to reflect the fact that head is
decreasing as drawdown occurs
Forebay Design
Forebay Design Forebay 1 Volume Calculation
Forebay Vol. Required(min.): 3,018 ft3(15%main pool) Elevation Area(sf) Vol(cf) Net(cf)
Approx.Area Required: 862 ft2 621 1,332 0 0
Vol.Provided: 3,633 ft3 OK 622 1,809 1,571 1,571
Area Provided: _ 2,316 ft2 623 2,316 2,063 3,633
Design Percentage of Main Pond OK
EEI Project No.7295
Wet Detention Pond

ENGAINEERING
2013-A.Van Buren Avenue
Indian Trail. NC 28079
[phone]
Riser Buoyancy Calculations
Project Name: Piper Meadows
Project Number:7151
Designation:Wet Pond#1 1-RSR
628 ft. Top of Basin
1.5 ft. Spillway Height
626.5 ft. Spillway Elev.
Riser Width: 60 in
Riser Thickness: 6 in 626.5 ft. Riser Weir
Barrel Size: 24 in 60 in.RISER >''''''€''€'''€'''€''€'''€'.
......................
Top of Basin: 628.00 ft.
Bottom of Basin 619.00 ft. 7.50 ft 7.50 ft
Top of Riser 626.50
ft.
Spillway Height from topof Basin: 1.5 ft.
P Y 9
619 ft. Bottom of Basin
Unit wt.of H2O 62.4 ft3 -
Volume of Riser 225 ft3
Wt.of H2O displaced in riser 14,040 lbs
Unit Wt.of concrete(pcf) 150 lbs/ft3 Ballast Pad 24 in. RCP
Volume of concrete in riser 42.75 ft3
Wt.of concrete riser 6,413 lbs
Total Buoyancy Force to displace 20,453 lbs Wt.of H2O displaced in riser+Wt.of concrete riser
/60 in.RISER
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness 18 in.
Concrete Pad Width/length 10 ft Ballast Pad
Volume of concrete pad 150.00 ft3
Wt.of H2O displaced= 9,360 lbs
Wt.of concrete pad 22-cnn lbs 18 in.
10 ftl —
Factor of Safety: 1.1001 OK 10 ft.
Factor of safety should be greater than 1.10 Ballast Pad Dimensions: 10 ft.X 10 ft.X 18 in.

Wet Detention Pond #2 EN GI NGE RL N G
PROJECT: Piper Meadows CLIENT: McGee Properties of NC �i
PROJ.#: 7162 DATE: 3/15/2023 2013A Van Buren Avenue
PHASE: Wet Pond#2 DESIGN BY: DPH CHECK BY: MCK Indian Trail,NC 28079
Wet Detention Pond -NCDEQ BMP Manual C-3
Water Quality Calculations
Water Quality Volume(WQV)based upon the first inch of rainfall.
Drainage Area(A)= 825,210 Ft2 = 18.94 ac
New Impervious Area= 280,530 Ft2 = 6.44 ac
Future Impervious Area= 28,000 Ft2 = 0.64 ac
Total Impervious Area= 308,530 Ft2 = 7.08 ac
Impervious Fraction(IA)= 0.3739 = 37.39 %
Rv=0.05+0.9*IA= 0.38649 Runoff Coefficient
Dv=3630*RD*Rv*A= 26,578 ft3 Design Volume(Water Quality Vol"WQv")
Rainfall Depth(Rp)= 1.00 in.
Runoff Coefficient(Rv)= 0.38649
Watershed Area(A)= 18.944 ac. WQV Volume Calculation
Elev Area(sf) Vol(cf) Total(cf)
WQV Elev.= 622.00 620 12,831 0 0
-
WQV provided = 31,930 ft3 621 16,431 14,631 14,631
622 18,166 17,299 31,930
Pond Design
Permanent Pool Average Depth(Day)= 4.55 ft 4.5 ft.(rounded down)
Day=[Vperm_pool]/[Aperm_pool]
Main Pool Volume Calculation
Area at bottom of shelf= 9,526 Abot shelf(ft2) Contour Area Volume Net Vol
Area at perm.Pool= 9,526 Aperm_pooi(ft2) 614 5,123 0 0
Area at bottom of pond= 5,123 Abot_pond(ft2) 615 5,776 5,450 5,450
Depth to bottom of shelf= 6.00 Depth(ft) 616 6,461 6,119 11,568
Volume of perm.Pool= 43,380 ft3 617 7,178 6,820 18,388
618 7,929 7,554 25,941
Percent Impervious Cover= 37.39 % 619 8,711 8,320 34,261
SA/DA Ratio= 1.0932 620 9,526 9,119 43,380
Surface Area Req'd(SA)= 9,021 ft2 SA/DA Ration for Perm.Pool Sizing
SA=(DA*SA/DA Ratio)/100 %Imp. Perm.Pool Avg Depth(ft)
Surface Area Provided= 9,526 ft2 _ Cover 4.0 4.5 5.0
20 0.69 0.65 0.61
Average Length= 194 ft 30 0.94 0.89 0.84
Average Width= 81 ft _ 40 1.24 1.165 1.09
Length to Width Ratio= 2.4 :1 Values from Table: 1
(NCDEQ Stormwater Design Manual C-3)
Region: Piedmont
EEI Project No.7295
Wet Detention Pond

Wet Detention Pond #2 EN AI NGE RL N EGEIG
PROJECT: Piper Meadows CLIENT: McGee Properties of NC 1111
PROJ.#: 7162 DATE: 3/9/2023 2013A Van Buren Avenue
PHASE: Wet Pond#2 DESIGN BY: DPH CHECK BY: MCK Indian Trail,NC 28079
Wet Detention Pond -NCDEQ BMP Manual C-3
WQV Outlet Device
Orifice diameter= 2.50 in.
Orifice inv.Elev.= 620.00
Orifice Equation: Q=CD A(2g(H0/3))o3
2-day Avg Discharge(Q2av)= 0.1848 cfs(max.) Days to Discharge WQV 2.83
5-day Avg Discharge(Qsav)= 0.0739 cfs(min.) OK
Average Discharge(Q)= . cfs(provided)
Discharge Coefficient(C0)= 0.60 Ho= Driving Head(ft),measured from the centroid of the
X-sect area of orifice(A)= 0.0341 ft2 orifice area to the water surface
Accel.due to gravity(g)= 32.2 ft/sec2
Avg.driving head(Ho)= 0.6319 ft Note:Use H0/3 to compute drawdown to reflect the fact that head is
decreasing as drawdown occurs
2x Forebay Design(Both Forebays Considered)
Forebay Design Forebay 1 Volume Calculation
Forebay Vol. Required(min.): 6,507 ft3(15%main pool) Elevation Area(sf) Vol(cf) Net(cf)
Approx.Area Required: 1,859 ft2 616 426 0 0
Vol.Provided: 7,688 ft3 OK 617 1,321 874 874
Area Provided: 3,306 ft2 618 1,919 1,620 2,494
Design Percentage of Main Pond 18% OK 619 2,582 2,251 4,744
620 3,306 2,944 7,688
EEI Project No.7295
Wet Detention Pond

EA GER LNE 1411401.00N G
2013-A.Van Buren Avenue
Indian Trail. NC 28079
[phone]
Riser Buoyancy Calculations
Project Name: Piper Meadows
Project Number:7162
Designation:Wet Pond#2 2-RSR
625.5 ft. Top of Basin
1.5 ft. Spillway Height
624 ft. Spillway Elev.
Riser Width: 96 in •
Riser Thickness: 6 in 623 ft. Riser Weir
Barrel Size: 36 in 96 in.RISER :'''''''.......''..'''...'''...''..'''...'...
Top of Basin: 625.50 ft.
Bottom of Basin 618.75 ft. 4.25 ft 5.25 ft
Top of Riser 623.00
ft.
Spillway Height from topof Basin: 1.5 ft.
P Y 9
618.75 ft. Bottom of Basin
Unit wt.of H2O 62.4 ft3
Volume of Riser 432 ft3
Wt.of H2O displaced in riser 26,957 lbs
Unit Wt.of concrete(pcf) 150 lbs/ft3 Ballast Pad 36 in. RCP
Volume of concrete in riser 52.313 ft3
Wt.of concrete riser 7,847 lbs
Total Buoyancy Force to displace 34,804 lbs Wt.of H2O displaced in riser+Wt.of concrete riser
/96 in.RISER
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness 24 in.
Concrete Pad Width/length 12 ft Ballast Pad
Volume of concrete pad 288.00 ft3
Wt.of H2O displaced= 17,971 lbs
Wt.of concrete pad 43,700 lbs 24 in.
12 ftl.N, —
t ►
Factor of Safety: 1.2412 OK 12 ft.
Factor of safety should be greater than 1.10 Ballast Pad Dimensions: 12 ft.X 12 ft.X 24 in.

Hydraflow Table of Contents 7162-Hydroflow Calculations Final 2023.03.08.gpw
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
2 - Year
Summary Report 3
Hydrograph Reports 4
Hydrograph No. 1, SCS Runoff, Pre DA-1 4
TR-55 Tc Worksheet 5
Hydrograph No. 2, SCS Runoff, Post DA-1 6
Hydrograph No. 3, Reservoir, Pond #1 7
Pond Report - Wet Pond #1 8
Hydrograph No. 4, SCS Runoff, Post DA-1 Bypass 10
TR-55 Tc Worksheet 11
Hydrograph No. 5, Combine, Post DA-1 Total 12
Hydrograph No. 7, SCS Runoff, Pre DA-2 13
TR-55 Tc Worksheet 14
Hydrograph No. 8, SCS Runoff, Post DA-2 15
Hydrograph No. 9, Reservoir, Pond #2 16
Pond Report - Wet Pond #2 17
Hydrograph No. 10, SCS Runoff, Post DA-2 Bypass 19
TR-55 Tc Worksheet 20
Hydrograph No. 11, Combine, Post DA-2 Total 21
10 - Year
Summary Report 22
Hydrograph Reports 23
Hydrograph No. 1, SCS Runoff, Pre DA-1 23
Hydrograph No. 2, SCS Runoff, Post DA-1 24
Hydrograph No. 3, Reservoir, Pond #1 25
Hydrograph No. 4, SCS Runoff, Post DA-1 Bypass 26
Hydrograph No. 5, Combine, Post DA-1 Total 27
Hydrograph No. 7, SCS Runoff, Pre DA-2 28
Hydrograph No. 8, SCS Runoff, Post DA-2 29
Hydrograph No. 9, Reservoir, Pond #2 30
Hydrograph No. 10, SCS Runoff, Post DA-2 Bypass 31
Hydrograph No. 11, Combine, Post DA-2 Total 32
25 - Year
Summary Report 33
Hydrograph Reports 34
Hydrograph No. 1, SCS Runoff, Pre DA-1 34
Hydrograph No. 2, SCS Runoff, Post DA-1 35
Hydrograph No. 3, Reservoir, Pond #1 36
Hydrograph No. 4, SCS Runoff, Post DA-1 Bypass 37
Hydrograph No. 5, Combine, Post DA-1 Total 38
Hydrograph No. 7, SCS Runoff, Pre DA-2 39
Hydrograph No. 8, SCS Runoff, Post DA-2 40

Contents continued... 7162-Hydroflow Calculations Final 2023.03.08.gpw
Hydrograph No. 9, Reservoir, Pond #2 41
Hydrograph No. 10, SCS Runoff, Post DA-2 Bypass 42
Hydrograph No. 11, Combine, Post DA-2 Total 43
100 - Year
Summary Report 44
Hydrograph Reports 45
Hydrograph No. 1, SCS Runoff, Pre DA-1 45
Hydrograph No. 2, SCS Runoff, Post DA-1 46
Hydrograph No. 3, Reservoir, Pond #1 47
Hydrograph No. 4, SCS Runoff, Post DA-1 Bypass 48
Hydrograph No. 5, Combine, Post DA-1 Total 49
Hydrograph No. 7, SCS Runoff, Pre DA-2 50
Hydrograph No. 8, SCS Runoff, Post DA-2 51
Hydrograph No. 9, Reservoir, Pond #2 52
Hydrograph No. 10, SCS Runoff, Post DA-2 Bypass 53
Hydrograph No. 11, Combine, Post DA-2 Total 54
IDF Report 55

1
Watershed Model Schematic
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
1 2
4
7 8
V5 CID
V
10
Legend
Hyd. Origin Description
1 SCS Runoff Pre DA-1 ..11
2 SCS Runoff Post DA-1
3 Reservoir Pond#1
4 SCS Runoff Post DA-1 Bypass
5 Combine Post DA-1 Total
7 SCS Runoff Pre DA-2
8 SCS Runoff Post DA-2
9 Reservoir Pond#2
10 SCS Runoff Post DA-2 Bypass
11 Combine Post DA-2 Total
Project: 7162 - Hydroflow Calculations Final 2023.03.08.gpw Wednesday, 03/ 15/2023

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 11.56 24.37 33.08 47.87 Pre DA-1
2 SCS Runoff 26.41 44.34 55.37 73.30 Post DA-1
3 Reservoir 2 2.249 15.56 20.68 40.56 Pond#1
4 SCS Runoff 3.503 8.687 12.28 18.63 Post DA-1 Bypass
5 Combine 3,4 5.484 23.20 32.61 56.00 Post DA-1 Total
7 SCS Runoff 28.76 59.59 80.22 115.17 Pre DA-2
8 SCS Runoff 49.11 91.78 119.39 165.09 Post DA-2
9 Reservoir 8 15.02 43.38 57.52 108.45 Pond#2
10 SCS Runoff 1.172 2.966 4.222 6.416 Post DA-2 Bypass
11 Combine 9, 10 15.59 44.89 59.78 111.59 Post DA-2 Total
Proj. file: 7162 - Hydroflow Calculations Final 2023.03.08.gpw Wednesday, 03/ 15/2023

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 11.56 2 722 31,008 Pre DA-1
2 SCS Runoff 26.41 2 716 53,786 Post DA-1
3 Reservoir 2.249 2 748 52,797 2 625.31 28,731 Pond#1
4 SCS Runoff 3.503 2 730 14,893 Post DA-1 Bypass
5 Combine 5.484 2 732 67,690 3,4 Post DA-1 Total
7 SCS Runoff 28.76 2 732 120,855 Pre DA-2
8 SCS Runoff 49.11 2 718 98,473 Post DA-2
9 Reservoir 15.02 2 724 97,270 8 622.45 39,192 Pond#2
10 SCS Runoff 1.172 2 742 7,222 Post DA-2 Bypass
11 Combine 15.59 2 724 104,492 9, 10 Post DA-2 Total
7162 - Hydroflow Calculations Final 2023.03.0E44m Period: 2 Year Wednesday, 03/ 15/2023

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 1
Pre DA-1
Hydrograph type = SCS Runoff Peak discharge = 11.56 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 31,008 cuft
Drainage area = 7.220 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.70 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(23.050 x 88)+(23.370 x 79)+(24.810 x 83)+(9.490 x 91)+(5.320 x 98)+(93.760 x 73)]/7.220
Pre DA-1
Q (cfs) Hyd. No. 1 --2 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 — 2 1 - 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®by Autodesk, Inc.v2023
Hyd. No. 1
Pre DA-1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.58 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 10.24 + 0.00 + 0.00 = 10.24
Shallow Concentrated Flow
Flow length (ft) = 527.00 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) = 2.43 + 0.00 + 0.00 = 2.43
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 12.70 min

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 2
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 26.41 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 53,786 cuft
Drainage area = 7.420 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.110 x 91)+(8.920 x 79)]/7.420
Post DA-1
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
•
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 3
Pond #1
Hydrograph type = Reservoir Peak discharge = 2.249 cfs
Storm frequency = 2 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 52,797 cuft
Inflow hyd. No. = 2 - Post DA-1 Max. Elevation = 625.31 ft
Reservoir name = Wet Pond #1 Max. Storage = 28,731 cuft
Storage Indication method used.
Pond #1
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280 5760
Time (min)
Hyd No. 3 Hyd No. 2 1111111 [ Total storage used = 28,731 cuft

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Pond No. 1 - Wet Pond #1
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=623.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 623.00 8,698 0 0
1.00 624.00 12,084 10,344 10,344
2.00 625.00 14,900 13,466 23,810
3.00 626.00 16,925 15,900 39,710
4.00 627.00 18,752 17,829 57,539
5.00 628.00 20,637 19,685 77,224
5.50 628.50 21,534 10,541 87,765
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 2.00 0.00 0.00 Crest Len(ft) = 14.50 1.50 20.00 Inactive
Span(in) = 18.00 2.00 0.00 0.00 Crest El.(ft) = 626.00 624.75 627.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 620.00 623.00 0.00 0.00 Weir Type = 1 Rect Ciplti Rect
Length(ft) = 43.71 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 5.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 623.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.10 1,034 623.10 12.76 ic 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.015
0.20 2,069 623.20 12.76 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.036
0.30 3,103 623.30 12.76 ic 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.049
0.40 4,137 623.40 12.76 ic 0.06 ic --- --- 0.00 0.00 0.00 --- --- --- 0.059
0.50 5,172 623.50 12.76 ic 0.07 ic --- --- 0.00 0.00 0.00 --- --- --- 0.068
0.60 6,206 623.60 12.76 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.075
0.70 7,241 623.70 12.76 ic 0.08 ic --- --- 0.00 0.00 0.00 --- --- --- 0.082
0.80 8,275 623.80 12.76 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.089
0.90 9,309 623.90 12.76 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.095
1.00 10,344 624.00 12.76 ic 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.101
1.10 11,690 624.10 12.76 ic 0.11 ic --- --- 0.00 0.00 0.00 --- --- --- 0.106
1.20 13,037 624.20 12.76 ic 0.11 ic --- --- 0.00 0.00 0.00 --- --- --- 0.111
1.30 14,384 624.30 12.76 ic 0.12 ic --- --- 0.00 0.00 0.00 --- --- --- 0.116
1.40 15,730 624.40 12.76 ic 0.12 ic --- --- 0.00 0.00 0.00 --- --- --- 0.121
1.50 17,077 624.50 12.76 ic 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.125
1.60 18,423 624.60 12.76 ic 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.129
1.70 19,770 624.70 12.76 ic 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.134
1.80 21,117 624.80 12.76 ic 0.14 ic --- --- 0.00 0.06 0.00 --- --- --- 0.193
1.90 22,463 624.90 12.76 ic 0.14 ic --- --- 0.00 0.29 0.00 --- --- --- 0.431
2.00 23,810 625.00 12.76 ic 0.15 ic --- --- 0.00 0.62 0.00 --- --- --- 0.770
2.10 25,400 625.10 12.76 ic 0.15 ic --- --- 0.00 1.03 0.00 --- --- --- 1.183
2.20 26,990 625.20 12.76 ic 0.15 ic --- --- 0.00 1.51 0.00 --- --- --- 1.661
2.30 28,580 625.30 12.76 ic 0.16 ic --- --- 0.00 2.04 0.00 --- --- --- 2.193
2.40 30,170 625.40 12.76 ic 0.16 ic --- --- 0.00 2.62 0.00 --- --- --- 2.777
2.50 31,760 625.50 12.76 ic 0.16 ic --- --- 0.00 3.24 0.00 --- --- --- 3.407
2.60 33,350 625.60 12.76 ic 0.17 ic --- --- 0.00 3.91 0.00 --- --- --- 4.080
2.70 34,940 625.70 12.76 ic 0.17 ic --- --- 0.00 4.62 0.00 --- --- --- 4.794
2.80 36,530 625.80 12.76 ic 0.17 ic --- --- 0.00 5.37 0.00 --- --- --- 5.546
2.90 38,120 625.90 12.76 ic 0.18 ic --- --- 0.00 6.16 0.00 --- --- --- 6.335
3.00 39,710 626.00 12.76 ic 0.18 ic --- --- 0.00 6.98 0.00 --- --- --- 7.160
3.10 41,493 626.10 12.76 ic 0.18 ic --- --- 1.53 7.83 0.00 --- --- --- 9.544
3.20 43,276 626.20 13.22 ic 0.18 ic --- --- 4.32 8.72 0.00 --- --- --- 13.22
3.30 45,059 626.30 17.48 ic 0.12 ic --- --- 7.93 9.43 s 0.00 --- --- --- 17.48
3.40 46,842 626.40 19.44 ic 0.07 ic --- --- 12.21 7.16 s 0.00 --- --- --- 19.44
3.50 48,624 626.50 20.00 ic 0.05 ic --- --- 13.91 s 6.04 s 0.00 --- --- --- 20.00
Continues on next page...

9
Wet Pond#1
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.60 50,407 626.60 20.32 is 0.04 is --- --- 14.81 s 5.47 s 0.00 --- --- --- 20.32
3.70 52,190 626.70 20.57 is 0.03 is --- --- 15.47 s 5.06 s 0.00 --- --- --- 20.57
3.80 53,973 626.80 20.80 is 0.03 is --- --- 16.01 s 4.76 s 0.00 --- --- --- 20.80
3.90 55,756 626.90 21.00 is 0.02 is --- --- 16.45 s 4.51 s 0.00 --- --- --- 20.99
4.00 57,539 627.00 21.19 is 0.02 is --- --- 16.85 s 4.32 s 0.00 --- --- --- 21.19
4.10 59,507 627.10 21.38 is 0.02 is --- --- 17.19 s 4.15 s 2.11 --- --- --- 23.47
4.20 61,476 627.20 21.56 is 0.02 is --- --- 17.51 s 4.02 s 5.96 --- --- --- 27.50
4.30 63,444 627.30 21.73 is 0.02 is --- --- 17.79 s 3.90 s 10.94 --- --- --- 32.65
4.40 65,413 627.40 21.91 is 0.01 is --- --- 18.08 s 3.81 s 16.84 --- --- --- 38.75
4.50 67,381 627.50 22.08 is 0.01 is --- --- 18.33 s 3.73 s 23.54 --- --- --- 45.61
4.60 69,350 627.60 22.24 is 0.01 is --- --- 18.53 s 3.65 s 30.95 --- --- --- 53.14
4.70 71,318 627.70 22.41 is 0.01 is --- --- 18.78 s 3.59 s 38.99 --- --- --- 61.37
4.80 73,287 627.80 22.57 is 0.01 is --- --- 18.97 s 3.53 s 47.64 --- --- --- 70.15
4.90 75,255 627.90 22.73 is 0.01 is --- --- 19.19 s 3.49 s 56.84 --- --- --- 79.53
5.00 77,224 628.00 22.89 is 0.01 is --- --- 19.35 s 3.44 s 66.60 --- --- --- 89.40
5.05 78,278 628.05 22.97 is 0.01 is --- --- 19.45 s 3.42 s 71.66 --- --- --- 94.53
5.10 79,332 628.10 23.05 is 0.01 is --- --- 19.58 s 3.41 s 76.83 --- --- --- 99.83
5.15 80,386 628.15 23.13 is 0.01 is --- --- 19.66 s 3.39 s 82.14 --- --- --- 105.20
5.20 81,440 628.20 23.21 is 0.01 is --- --- 19.72 s 3.37 s 87.55 --- --- --- 110.65
5.25 82,494 628.25 23.29 is 0.01 is --- --- 19.84 s 3.36 s 93.06 --- --- --- 116.27
5.30 83,548 628.30 23.37 is 0.01 is --- --- 19.94 s 3.35 s 98.71 122.00
5.35 84,603 628.35 23.45 is 0.01 is --- --- 20.02 s 3.33 s 104.46 --- --- --- 127.82
5.40 85,657 628.40 23.52 is 0.01 is --- --- 20.08 s 3.31 s 110.31 --- --- --- 133.71
5.45 86,711 628.45 23.60 is 0.01 is --- --- 20.13 s 3.30 s 116.27 --- --- --- 139.71
5.50 87,765 628.50 23.68 is 0.01 is --- --- 20.31 s 3.30 s 122.35 --- --- --- 145.98
...End

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 4
Post DA-1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 3.503 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 14,893 cuft
Drainage area = 4.780 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1 Bypass
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 LIIIIIIIII 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)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 4
Post DA-1 Bypass
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.58 0.00 0.00
Land slope (%) = 1.00 0.00 0.00
Travel Time (min) = 17.80 + 0.00 + 0.00 = 17.80
Shallow Concentrated Flow
Flow length (ft) = 1567.00 0.00 0.00
Watercourse slope (%) = 2.97 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) =3.50 0.00 0.00
Travel Time (min) = 7.45 + 0.00 + 0.00 = 7.45
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 25.30 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 5
Post DA-1 Total
Hydrograph type = Combine Peak discharge = 5.484 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 67,690 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 4.780 ac
Post DA-1 Total
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
II
1.00 1.00
0.00 - — L 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 7
Pre DA-2
Hydrograph type = SCS Runoff Peak discharge = 28.76 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 120,855 cuft
Drainage area = 26.260 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.80 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-2
Q (cfs) Hyd. No. 7 --2 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

14
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 7
Pre DA-2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 200.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.58 0.00 0.00
Land slope (%) = 3.80 0.00 0.00
Travel Time (min) = 18.17 + 0.00 + 0.00 = 18.17
Shallow Concentrated Flow
Flow length (ft) = 1367.00 0.00 0.00
Watercourse slope (%) = 1.75 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =2.13 0.00 0.00
Travel Time (min) = 10.67 + 0.00 + 0.00 = 10.67
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 28.80 min

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 8
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 49.11 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 98,473 cuft
Drainage area = 18.940 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.230 x 91)+(11.910 x 79)]/18.940
Post DA-2
Q (cfs) Hyd. No. 8 --2 Year Q (cfs)
50.00 50.00
40.00 I 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 1320 1440 1560
Hyd No. 8 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 9
Pond #2
Hydrograph type = Reservoir Peak discharge = 15.02 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 97,270 cuft
Inflow hyd. No. = 8 - Post DA-2 Max. Elevation = 622.45 ft
Reservoir name = Wet Pond #2 Max. Storage = 39,192 cuft
Storage Indication method used.
Pond #2
Q (cfs) Hyd. No. 9 --2 Year Q (cfs)
50.00 I 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - ' '- 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 9 Hyd No. 8 1111111 Total storage used = 39,192 cuft

Pond Report 17
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Pond No. 2 - Wet Pond #2
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=620.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 620.00 13,700 0 0
1.00 621.00 14,771 14,231 14,231
2.00 622.00 18,166 16,438 30,668
3.00 623.00 19,971 19,059 49,728
4.00 624.00 21,844 20,898 70,626
5.00 625.00 23,787 22,806 93,433
6.00 626.00 25,799 24,784 118,216
6.50 626.50 26,823 13,153 131,370
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 36.00 2.50 0.00 0.00 Crest Len(ft) = 7.00 21.00 30.00 0.00
Span(in) = 36.00 2.50 0.00 0.00 Crest El.(ft) = 624.00 622.00 625.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 620.00 620.00 0.00 0.00 Weir Type = 1 Rect Ciplti ---
Length(ft) = 35.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No 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/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 620.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.10 1,423 620.10 0.02 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.018
0.20 2,846 620.20 0.06 ic 0.05 ic --- --- 0.00 0.00 0.00 --- --- --- 0.051
0.30 4,269 620.30 0.07 ic 0.07 ic --- --- 0.00 0.00 0.00 --- --- --- 0.073
0.40 5,692 620.40 0.10 ic 0.09 ic --- --- 0.00 0.00 0.00 --- --- --- 0.089
0.50 7,115 620.50 0.11 ic 0.10 ic --- --- 0.00 0.00 0.00 --- --- --- 0.102
0.60 8,538 620.60 0.11 ic 0.11 ic --- --- 0.00 0.00 0.00 --- --- --- 0.114
0.70 9,962 620.70 0.13 ic 0.12 ic --- --- 0.00 0.00 0.00 --- --- --- 0.125
0.80 11,385 620.80 0.13 ic 0.13 ic --- --- 0.00 0.00 0.00 --- --- --- 0.135
0.90 12,808 620.90 0.15 ic 0.14 ic --- --- 0.00 0.00 0.00 --- --- --- 0.144
1.00 14,231 621.00 0.15 ic 0.15 ic --- --- 0.00 0.00 0.00 --- --- --- 0.153
1.10 15,874 621.10 0.17 ic 0.16 ic --- --- 0.00 0.00 0.00 --- --- --- 0.161
1.20 17,518 621.20 0.17 ic 0.17 ic --- --- 0.00 0.00 0.00 --- --- --- 0.169
1.30 19,162 621.30 0.18 ic 0.18 ic --- --- 0.00 0.00 0.00 --- --- --- 0.176
1.40 20,806 621.40 0.20 ic 0.18 ic --- --- 0.00 0.00 0.00 --- --- --- 0.183
1.50 22,450 621.50 0.20 ic 0.19 ic --- --- 0.00 0.00 0.00 --- --- --- 0.190
1.60 24,093 621.60 0.20 ic 0.20 ic --- --- 0.00 0.00 0.00 --- --- --- 0.197
1.70 25,737 621.70 0.20 ic 0.20 ic --- --- 0.00 0.00 0.00 --- --- --- 0.204
1.80 27,381 621.80 0.23 ic 0.21 ic --- --- 0.00 0.00 0.00 --- --- --- 0.210
1.90 29,025 621.90 0.23 ic 0.22 ic --- --- 0.00 0.00 0.00 --- --- --- 0.216
2.00 30,668 622.00 0.23 ic 0.22 ic --- --- 0.00 0.00 0.00 --- --- --- 0.222
2.10 32,574 622.10 2.41 oc 0.20 ic --- --- 0.00 2.21 0.00 --- --- --- 2.411
2.20 34,480 622.20 6.56 oc 0.17 ic --- --- 0.00 6.26 0.00 --- --- --- 6.422
2.30 36,386 622.30 11.73 oc 0.11 ic --- --- 0.00 11.49 0.00 --- --- --- 11.60
2.40 38,292 622.40 14.47 oc 0.07 ic --- --- 0.00 14.40 s 0.00 --- --- --- 14.47
2.50 40,198 622.50 15.64 oc 0.05 ic --- --- 0.00 15.59 s 0.00 --- --- --- 15.64
2.60 42,104 622.60 16.48 oc 0.04 ic --- --- 0.00 16.43 s 0.00 --- --- --- 16.48
2.70 44,010 622.70 17.06 oc 0.04 ic --- --- 0.00 17.02 s 0.00 --- --- --- 17.05
2.80 45,916 622.80 17.53 oc 0.03 ic --- --- 0.00 17.49 s 0.00 --- --- --- 17.52
2.90 47,822 622.90 17.88 oc 0.03 ic --- --- 0.00 17.83 s 0.00 --- --- --- 17.85
3.00 49,728 623.00 18.00 oc 0.02 ic --- --- 0.00 17.96 s 0.00 --- --- --- 17.98
3.10 51,818 623.10 21.49 oc 0.03 ic --- --- 0.00 21.44 s 0.00 --- --- --- 21.46
3.20 53,907 623.20 25.25 oc 0.03 ic --- --- 0.00 25.20 s 0.00 --- --- --- 25.23
3.30 55,997 623.30 28.57 oc 0.03 ic --- --- 0.00 28.54 s 0.00 --- --- --- 28.57
3.40 58,087 623.40 31.58 oc 0.03 ic --- --- 0.00 31.52 s 0.00 --- --- --- 31.55
Continues on next page...

18
Wet Pond#2
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 60,177 623.50 34.35 oc 0.03 is --- --- 0.00 34.29 s 0.00 --- --- --- 34.32
3.60 62,267 623.60 36.92 oc 0.03 is --- --- 0.00 36.88 s 0.00 --- --- --- 36.91
3.70 64,357 623.70 39.34 oc 0.03 is --- --- 0.00 39.29 s 0.00 --- --- --- 39.32
3.80 66,447 623.80 41.62 oc 0.03 is --- --- 0.00 41.59 s 0.00 --- --- --- 41.62
3.90 68,536 623.90 43.79 oc 0.03 is --- --- 0.00 43.75 s 0.00 --- --- --- 43.78
4.00 70,626 624.00 45.86 oc 0.03 is --- --- 0.00 45.83 s 0.00 --- --- --- 45.85
4.10 72,907 624.10 47.85 oc 0.03 is --- --- 0.51 s 47.27 s 0.00 --- --- --- 47.81
4.20 75,187 624.20 49.77 oc 0.03 is --- --- 1.10 s 48.58 s 0.00 --- --- --- 49.71
4.30 77,468 624.30 51.61 oc 0.03 is --- --- 1.70 s 49.86 s 0.00 --- --- --- 51.59
4.40 79,749 624.40 53.38 oc 0.03 is --- --- 2.29 s 50.99 s 0.00 --- --- --- 53.31
4.50 82,029 624.50 55.10 oc 0.02 is --- --- 2.88 s 52.19 s 0.00 --- --- --- 55.09
4.60 84,310 624.60 56.76 oc 0.02 is --- --- 3.45 s 53.25 s 0.00 --- --- --- 56.72
4.70 86,591 624.70 58.38 oc 0.02 is --- --- 4.00 s 54.23 s 0.00 --- --- --- 58.26
4.80 88,871 624.80 59.94 oc 0.02 is --- --- 4.55 s 55.25 s 0.00 --- --- --- 59.83
4.90 91,152 624.90 61.47 oc 0.02 is --- --- 5.08 s 56.27 s 0.00 --- --- --- 61.37
5.00 93,433 625.00 62.96 oc 0.02 is --- --- 5.60 s 57.21 s 0.00 --- --- --- 62.83
5.10 95,911 625.10 64.42 oc 0.02 is --- --- 6.11 s 58.25 s 3.16 --- --- --- 67.54
5.20 98,389 625.20 65.33 is 0.02 is --- --- 6.55 s 58.66 s 8.94 --- --- --- 74.17
5.30 100,868 625.30 66.22 is 0.02 is --- --- 6.98 s 59.18 s 16.41 --- --- --- 82.58
5.40 103,346 625.40 67.09 is 0.02 is --- --- 7.39 s 59.64 s 25.26 --- --- --- 92.31
5.50 105,824 625.50 67.96 is 0.02 is --- --- 7.79 s 60.12 s 35.31 --- --- --- 103.24
5.60 108,303 625.60 68.81 is 0.02 is --- --- 8.17 s 60.59 s 46.42 --- --- --- 115.20
5.70 110,781 625.70 69.65 is 0.02 is --- --- 8.54 s 61.03 s 58.49 --- --- --- 128.08
5.80 113,260 625.80 70.48 is 0.02 is --- --- 8.91 s 61.53 s 71.46 --- --- --- 141.92
5.90 115,738 625.90 71.31 is 0.02 is --- --- 9.25 s 61.91 s 85.26 --- --- --- 156.45
6.00 118,216 626.00 72.12 is 0.02 is --- --- 9.57 s 62.22 s 99.90 --- --- --- 171.71
6.05 119,532 626.05 72.52 is 0.02 is --- --- 9.77 s 62.61 s 107.48 --- --- --- 179.87
6.10 120,847 626.10 72.92 is 0.02 is --- --- 9.94 s 62.90 s 115.25 --- --- --- 188.11
6.15 122,162 626.15 73.32 is 0.01 is --- --- 10.10 s 63.06 s 123.20 --- --- --- 196.38
6.20 123,478 626.20 73.71 is 0.01 is --- --- 10.26 s 63.31 s 131.32 --- --- --- 204.91
6.25 124,793 626.25 74.11 is 0.01 is --- --- 10.41 s 63.47 s 139.59 --- --- --- 213.48
6.30 126,108 626.30 74.50 is 0.01 is --- --- 10.55 s 63.62 s 148.06 --- --- --- 222.25
6.35 127,424 626.35 74.89 is 0.01 is --- --- 10.75 s 64.11 s 156.68 --- --- --- 231.57
6.40 128,739 626.40 75.27 is 0.01 is --- --- 10.90 s 64.27 s 165.47 --- --- --- 240.65
6.45 130,054 626.45 75.66 is 0.01 is --- --- 11.03 s 64.39 s 174.41 --- --- --- 249.85
6.50 131,370 626.50 76.04 is 0.01 is --- --- 11.19 s 64.66 s 183.53 --- --- --- 259.39
...End

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 10
Post DA-2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 1.172 cfs
Storm frequency = 2 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 7,222 cuft
Drainage area = 2.260 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.20 min
Total precip. = 3.63 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2 Bypass
Q (cfs) Hyd. No. 10--2 Year Q (cfs)
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. 10 Time (min)

20
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 10
Post DA-2 Bypass
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.58 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 32.49 + 0.00 + 0.00 = 32.49
Shallow Concentrated Flow
Flow length (ft) = 1006.00 0.00 0.00
Watercourse slope (%) = 1.43 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) =1.93 0.00 0.00
Travel Time (min) = 8.69 + 0.00 + 0.00 = 8.69
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 41.20 min

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 11
Post DA-2 Total
Hydrograph type = Combine Peak discharge = 15.59 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 104,492 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 2.260 ac
Post DA-2 Total
Q (cfs) Hyd. No. 11 --2 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 — 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

22
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 24.37 2 720 63,611 Pre DA-1
2 SCS Runoff 44.34 2 716 92,310 Post DA-1
3 Reservoir 15.56 2 724 91,287 2 626.25 44,252 Pond#1
4 SCS Runoff 8.687 2 730 33,171 Post DA-1 Bypass
5 Combine 23.20 2 724 124,458 3,4 Post DA-1 Total
7 SCS Runoff 59.59 2 732 240,789 Pre DA-2
8 SCS Runoff 91.78 2 716 185,913 Post DA-2
9 Reservoir 43.38 2 722 184,703 8 623.88 68,153 Pond#2
10 SCS Runoff 2.966 2 740 16,085 Post DA-2 Bypass
11 Combine 44.89 2 722 200,789 9, 10 Post DA-2 Total
7162 - Hydroflow Calculations Final 2023.03.0E44m Period: 10 Year Wednesday, 03/ 15/2023

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 1
Pre DA-1
Hydrograph type = SCS Runoff Peak discharge = 24.37 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 63,611 cuft
Drainage area = 7.220 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.70 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(23.050 x 88)+(23.370 x 79)+(24.810 x 83)+(9.490 x 91)+(5.320 x 98)+(93.760 x 73)]/7.220
Pre DA-1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - 1 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 2
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 44.34 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 92,310 cuft
Drainage area = 7.420 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.110 x 91)+(8.920 x 79)]/7.420
Post DA-1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
l
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 1320
Hyd No. 2 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 3
Pond #1
Hydrograph type = Reservoir Peak discharge = 15.56 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 91,287 cuft
Inflow hyd. No. = 2 - Post DA-1 Max. Elevation = 626.25 ft
Reservoir name = Wet Pond #1 Max. Storage = 44,252 cuft
Storage Indication method used.
Pond #1
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 v — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used =44,252 cuft

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 4
Post DA-1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 8.687 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 33,171 cuft
Drainage area = 4.780 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1 Bypass
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
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 1560
Hyd No. 4 Time (min)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 5
Post DA-1 Total
Hydrograph type = Combine Peak discharge = 23.20 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 124,458 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 4.780 ac
Post DA-1 Total
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
24.00 , 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 I 8.00
4.00 4.00
0.00 - — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 7
Pre DA-2
Hydrograph type = SCS Runoff Peak discharge = 59.59 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 240,789 cuft
Drainage area = 26.260 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.80 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-2
Q (cfs) Hyd. No. 7-- 10 Year Q (cfs)
60.00 60.00
11
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 8
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 91.78 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 185,913 cuft
Drainage area = 18.940 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.230 x 91)+(11.910 x 79)]/18.940
Post DA-2
Q (cfs) Hyd. No. 8-- 10 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
T
30.00 30.00
20.00 20.00
L
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 8 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 9
Pond #2
Hydrograph type = Reservoir Peak discharge = 43.38 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 184,703 cuft
Inflow hyd. No. = 8 - Post DA-2 Max. Elevation = 623.88 ft
Reservoir name = Wet Pond #2 Max. Storage = 68,153 cuft
Storage Indication method used.
Pond #2
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
100.00 I 100.00
90.00 90.00
80.00 80.00
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 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 8 II I I I I H Total storage used = 68,153 cuft

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 10
Post DA-2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 2.966 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 16,085 cuft
Drainage area = 2.260 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.20 min
Total precip. = 5.31 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2 Bypass
Q (cfs) Hyd. No. 10 -- 10 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. 10 Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 11
Post DA-2 Total
Hydrograph type = Combine Peak discharge = 44.89 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 200,789 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 2.260 ac
Post DA-2 Total
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 n 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

33
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 33.08 2 720 85,814 Pre DA-1
2 SCS Runoff 55.37 2 716 116,764 Post DA-1
3 Reservoir 20.68 2 722 115,729 2 626.75 53,031 Pond#1
4 SCS Runoff 12.28 2 730 46,031 Post DA-1 Bypass
5 Combine 32.61 2 728 161,760 3,4 Post DA-1 Total
7 SCS Runoff 80.22 2 730 321,505 Pre DA-2
8 SCS Runoff 119.39 2 716 243,489 Post DA-2
9 Reservoir 57.52 2 722 242,277 8 624.65 85,492 Pond#2
10 SCS Runoff 4.222 2 740 22,322 Post DA-2 Bypass
11 Combine 59.78 2 722 264,599 9, 10 Post DA-2 Total
7162 - Hydroflow Calculations Final 2023.03.0E44m Period: 25 Year Wednesday, 03/ 15/2023

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 1
Pre DA-1
Hydrograph type = SCS Runoff Peak discharge = 33.08 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 85,814 cuft
Drainage area = 7.220 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.70 min
Total precip. = 6.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(23.050 x 88)+(23.370 x 79)+(24.810 x 83)+(9.490 x 91)+(5.320 x 98)+(93.760 x 73)]/7.220
Pre DA-1
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 + 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 2
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 55.37 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 116,764 cuft
Drainage area = 7.420 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.110 x 91)+(8.920 x 79)]/7.420
Post DA-1
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
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. 2 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 3
Pond #1
Hydrograph type = Reservoir Peak discharge = 20.68 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 115,729 cuft
Inflow hyd. No. = 2 - Post DA-1 Max. Elevation = 626.75 ft
Reservoir name = Wet Pond #1 Max. Storage = 53,031 cuft
Storage Indication method used.
Pond #1
Q (cfs) Hyd. No. 3--25 Year Q (cfs)
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 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 53,031 cuft

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 4
Post DA-1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 12.28 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 46,031 cuft
Drainage area = 4.780 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 6.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1 Bypass
Q (cfs) Hyd. No. 4--25 Year Q (cfs)
14.00 14.00
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 1560
Hyd No. 4 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 5
Post DA-1 Total
Hydrograph type = Combine Peak discharge = 32.61 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 161,760 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 4.780 ac
Post DA-1 Total
Q (cfs) Hyd. No. 5--25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
— I
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 7
Pre DA-2
Hydrograph type = SCS Runoff Peak discharge = 80.22 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 321,505 cuft
Drainage area = 26.260 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.80 min
Total precip. = 6.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-2
Q (cfs) Hyd. No. 7--25 Year Q (cfs)
90.00 I 90.00
80.00 80.00
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 1320 1440 1560
Hyd No. 7 Time (min)

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 8
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 119.39 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 243,489 cuft
Drainage area = 18.940 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.230 x 91)+(11.910 x 79)]/18.940
Post DA-2
Q (cfs) Hyd. No. 8--25 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 1440
Hyd No. 8 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 9
Pond #2
Hydrograph type = Reservoir Peak discharge = 57.52 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 242,277 cuft
Inflow hyd. No. = 8 - Post DA-2 Max. Elevation = 624.65 ft
Reservoir name = Wet Pond #2 Max. Storage = 85,492 cuft
Storage Indication method used.
Pond #2
Q (cfs) Hyd. No. 9--25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
I(
20.00 20.00
0.00 - - - ' - �� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 9 Hyd No. 8 1111111 Total storage used = 85,492 cuft

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 10
Post DA-2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 4.222 cfs
Storm frequency = 25 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 22,322 cuft
Drainage area = 2.260 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.20 min
Total precip. = 6.34 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2 Bypass
Q (cfs) Hyd. No. 10--25 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 I 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. 10 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 11
Post DA-2 Total
Hydrograph type = Combine Peak discharge = 59.78 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 264,599 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 2.260 ac
Post DA-2 Total
Q (cfs) Hyd. No. 11 --25 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.001\ 1111111111111.1"."'"'"••• 20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

44
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 47.87 2 720 124,235 Pre DA-1
2 SCS Runoff 73.30 2 716 157,379 Post DA-1
3 Reservoir 40.56 2 722 156,329 2 627.43 65,933 Pond#1
4 SCS Runoff 18.63 2 728 68,731 Post DA-1 Bypass
5 Combine 56.00 2 722 225,060 3,4 Post DA-1 Total
7 SCS Runoff 115.17 2 730 460,191 Pre DA-2
8 SCS Runoff 165.09 2 716 341,142 Post DA-2
9 Reservoir 108.45 2 720 339,926 8 625.54 106,905 Pond#2
10 SCS Runoff 6.416 2 740 33,329 Post DA-2 Bypass
11 Combine 111.59 2 720 373,255 9, 10 Post DA-2 Total
7162 - Hydroflow Calculations Final 2023.03.0E44m Period: 100 Year Wednesday, 03/ 15/2023

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 1
Pre DA-1
Hydrograph type = SCS Runoff Peak discharge = 47.87 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 124,235 cuft
Drainage area = 7.220 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 12.70 min
Total precip. = 8.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(23.050 x 88)+(23.370 x 79)+(24.810 x 83)+(9.490 x 91)+(5.320 x 98)+(93.760 x 73)]/7.220
Pre DA-1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
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 1320 1440 1560
Hyd No. 1 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 2
Post DA-1
Hydrograph type = SCS Runoff Peak discharge = 73.30 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 157,379 cuft
Drainage area = 7.420 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(6.110 x 91)+(8.920 x 79)]/7.420
Post DA-1
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
80.00 80.00
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 ,J _ 10.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 3
Pond #1
Hydrograph type = Reservoir Peak discharge = 40.56 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 156,329 cuft
Inflow hyd. No. = 2 - Post DA-1 Max. Elevation = 627.43 ft
Reservoir name = Wet Pond #1 Max. Storage = 65,933 cuft
Storage Indication method used.
Pond #1
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
80.00 80.00
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 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 1111111 Total storage used = 65,933 cuft

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 4
Post DA-1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 18.63 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 68,731 cuft
Drainage area = 4.780 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 25.30 min
Total precip. = 8.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-1 Bypass
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - ` 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 5
Post DA-1 Total
Hydrograph type = Combine Peak discharge = 56.00 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 225,060 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 4.780 ac
Post DA-1 Total
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 � 40.00
30.00 i 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 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 7
Pre DA-2
Hydrograph type = SCS Runoff Peak discharge = 115.17 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 460,191 cuft
Drainage area = 26.260 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 28.80 min
Total precip. = 8.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre DA-2
Q (cfs) Hyd. No. 7-- 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 1440 1560
Hyd No. 7 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 8
Post DA-2
Hydrograph type = SCS Runoff Peak discharge = 165.09 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 341,142 cuft
Drainage area = 18.940 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(6.230 x 91)+(11.910 x 79)]/18.940
Post DA-2
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
— I
120.00 I 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 j 40.00
20.00 20.00
0.00 - , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 9
Pond #2
Hydrograph type = Reservoir Peak discharge = 108.45 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 339,926 cuft
Inflow hyd. No. = 8 - Post DA-2 Max. Elevation = 625.54 ft
Reservoir name = Wet Pond #2 Max. Storage = 106,905 cuft
Storage Indication method used.
Pond #2
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
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 1440 1560
Time (min)
Hyd No. 9 Hyd No. 8 1111111 Total storage used = 106,905 cuft

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 10
Post DA-2 Bypass
Hydrograph type = SCS Runoff Peak discharge = 6.416 cfs
Storm frequency = 100 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 33,329 cuft
Drainage area = 2.260 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 41.20 min
Total precip. = 8.02 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA-2 Bypass
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
I
2.00 2.00
1.00 1.00
0.00 — '9 .- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Hyd. No. 11
Post DA-2 Total
Hydrograph type = Combine Peak discharge = 111.59 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 373,255 cuft
Inflow hyds. = 9, 10 Contrib. drain. area = 2.260 ac
Post DA-2 Total
Q (cfs) Hyd. No. 11 -- 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 1440 1560
Time (min)
Hyd No. 11 Hyd No. 9 Hyd No. 10

55
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,03/15/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 58.3542 12.0000 0.8640
2 62.5257 11.5000 0.8375
3 0.0000 0.0000 0.0000
5 66.0622 11.7000 0.8017
10 65.4061 11.3000 0.7698
25 58.1151 10.1000 0.7111
50 53.0577 9.2000 0.6695
100 48.9553 8.4000 0.6326
File name:7162 Intensity.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 5.05 4.04 3.38 2.92 2.58 2.31 2.10 1.92 1.77 1.65 1.54 1.45
2 5.98 4.79 4.02 3.48 3.07 2.76 2.51 2.30 2.13 1.99 1.86 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 6.91 5.60 4.75 4.14 3.68 3.32 3.03 2.79 2.60 2.43 2.28 2.15
10 7.63 6.21 5.28 4.62 4.12 3.73 3.42 3.16 2.94 2.75 2.59 2.45
25 8.43 6.88 5.87 5.16 4.63 4.21 3.87 3.59 3.36 3.16 2.98 2.83
50 8.98 7.34 6.28 5.54 4.99 4.55 4.20 3.91 3.66 3.45 3.27 3.11
100 9.48 7.76 6.66 5.89 5.32 4.87 4.51 4.21 3.95 3.74 3.55 3.38
Tc=time in minutes.Values may exceed 60.
Precip.file name:X:\Land Projects R2\6753-Olive Branch Rd Subdivision\Calculations\Stormwater\Monroe.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.01 3.63 0.00 4.57 5.31 6.34 7.16 8.02
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Piper Meadows—Union County,NC EEI Project#7162
Stormwater Management Report July 08,2021
Appendix D
Erosion Control Basin Calculations
Temporary Diversion Ditch Calculations
Riprap Apron Sizing Calculations
Channel Liner Specifications

BASIN A
SEDIMENT BASIN 1 ENGINGERLNG
NCDEQ 6.61 4\4�4
Project Piper Meadows Client McGee Properties of North Carolina
Project# 7162 Date 11/15/2022 2013A Van Buren Ave.
Designation Sediment Basin 1 Designer DPH Indian Trail,NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area 6.29 Acres
'Total Disturbed Area 6.29 Acres
c 0.55
Tc 5 Minutes Contour Area Volume Net Volume
In 7.64 Inches per Hour 625 15,153 0 0
010 26.43 CFS 626 16,925 16,031 16,031
626.5 17,523 17,223 33,254
Required Volume 11,322 Cubic Feet 627 18,752 18,134 51,388
Required Surface Area 11,497 Square Feet 628 20,637 19,687 71,075
Provided Volume 33,254 Cubic Feet OK
Provided Surface Area 17,523 Square Feet OK
Length 180 Feet Minimum Spillway Design
,Width 42 Feet Q10 26.43 CFS
L/W Ratio 4.29 OK H 1.5 Feet
C 3.333
Spillway Elevation 625.5 *Provides 1 Foot Freeboard
'Surface Area at Spillway 15,153 L 4.32 Feet
Top of Berm Elevation 627
EC Phase 1-Skimmer Basin 1-Emergency Spillway
Spillway Length 20 Feet OK Days to Drain 3 Days
Head over Spillway 1.5 Feet Skimmer Size 2.5 Inches
Weir Coefficient 3.333 *Cipoletti Weir Orifice Radius 0.9 Inches
Max Flow 122.5 CFS I OK I Orifice Diameter 1.9 Inches
EAGLE,ENGINEERING,INC.
2013 VAN BUREN AVENUE,STE A
INDIAN TRAIL,NORTH CAROLINA 28079

BASIN A
SEDIMENT BASIN 2 ENGINEERING
NCDEQ 6.61 ♦�� r�
Project Piper Meadows Client Park Meadows,LLC
Project# 7162 Date 11/15/2022 2013A Van Buren Ave.
Designation Sediment Basin 2 Designer DPH Indian Trail,NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area 20.17 Acres
Total Disturbed Area 20.17 Acres
C 0.55
Tc 30 Minutes See Tc Calculations on Next Sheet
In 3.73 Inches per Hour The Q10 intensity with a 30min T.o.C.
Q10 41.38 CFS
Required Volume 36,306 Cubic Feet Contour Area Volume Net Volume
Required Surface Area 18,000 Square Feet 621 12,923 0 0
622 14,523 13,715 13,715
Provided Volume 46,266 Cubic Feet OK 623 16,200 15,354 29,069
Provided Surface Area 18,213 Square Feet OK 624 18,213 17,197 46,266
625 23,787 20,938 67,204
626 25,799 24,786 91,990
626.5 26,483 26,140 118,130
Length 180 Feet Minimum Spillway Design
Width 68 Feet Q10 41.38 CFS
L/W Ratio 2.65 OK H 1.5 Feet
C 3.333
Spillway Elevation 625 *Provides 1 Foot Freeboard
Surface Area at Spillway 23,787 L 6.76 Feet
Top of Berm Elevation 626.5
EC Phase 1-Skimmer Basin 1-Emergency Spillway
Spillway Length 20 Feet OK Days to Drain 3 Days
Head over Spillway 1 Feet Skimmer Size 4 Inches
Weir Coefficient 3.333 *Cipoletti Weir Orifice Radius 1.63 Inches
Max Flow 66.7 CFS I OK I Orifice Diameter 3.25 Inches
EAGLE,ENGINEERING,INC.
2013 VAN BUREN AVENUE,STE A
INDIAN TRAIL,NORTH CAROLINA 28079

5
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. No. 1
Pre DA-1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.170 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.58 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 10.24 + 0.00 + 0.00 = 10.24
Shallow Concentrated Flow
Flow length (ft) = 527.00 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) = 2.43 + 0.00 + 0.00 = 2.43
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.026 0.015 0.015
Velocity (ft/s) =0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc 12.70 min

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Rip-Rap Apron Summary Table
Minimum TW Condition
Discharge
Outlet Do(in) W1=Do+ La W2=3*Do W2 H=(2/3)*Do
(cfs) d50(ft) La (ft) Wi (ft) (ft) *T(ft) H (ft)
113 FES 17.5 24 0.35 11 13.00 6.00 0.833 1.33
HW-1 18.7 24 I 0.4 12 14.00 6.00 0.900 1.33
222 FES 4.6 36 0.2 9 12.00 9.00 0.833 2.00
HW-2 77.7 36 I 0.8 26 29.00 9.00 1.800 2.00
dmax=1.5*d50 (MIN. 0.5)
*T=1.5*dmax (Min. *T=10") Apron Thickness = *T
Min. La=10 ft
H=Depth of apron