SW4220601_Design Calculations_20220712 (2)

STORMWATER CALCULATIONS
FOR
HAVENBROOKE SUBDIVISION
FORSYTH COUNTY, NORTH CAROLINA
.. .11. .
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LATHAM-WALTERS ENGINEERING, INC.
16507-A NORTHCROSS DRIVE
HUNTERSVILLE, N.C. 28078
Phone:[phone] Fax:[phone]
N.C. Corporate License C-1815
FOR
BRAXTON REAL ESTATE
AND DEVELOPMENT CO.
6420 HAMPTON KNOLL RD.
CLEMMONS, NC 27012
6/15/2022
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�ti•� , CA
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SEAL a
0
185
8584 2

Havenbrooke Subdivision Stormwater Narrative
Havenbrooke Subdivision is a 71 lot single family development on a 74.97 acre parcel
in Northeast Forsyth County. The subdivision is being developed as low density since
the percent of impervious coverage is only 15.62% which is well below the State's
requirement of being less than 24% BUA. In trying to adhere to the low -density
requirement of the State it is very difficult due to the existing ground terrain for this
development being steep with over 60' of vertical fall from the main connection to
Bethel Church Road to the first outfall point with an average slope exceeding 10%.
This would not be conducive for roadside ditch construction due to erosive velocities
and the amount of runoff contributing to these areas. Therefore, the development is
using curb and gutter with pipes to convey the stormwater from larger storms across
the site (meeting NCDOT's requirement for allowable spread), then dissipating the
velocities at the outfalls with rip rap aprons. Since the subdivision is using curb 6t
gutter additional stormwater measures were added to try and meet the State's low -
density requirements and are listed and described below:
Curb Outlets:
Due to the extreme topographic issues with the site, there were only limited areas
where curb outlets could be used to take runoff from the street to treat the runoff by
use of Vegetated Conveyance Ditches so that ditches would not outfall over the
steeper fill slopes generally associated with the project's low points. Five areas were
located on the site that could take this runoff from the street using a 2% depression
from the edge of pavement past the sidewalk then to a vegetated conveyance ditch
for treatment.
Vegetated Conveyance Ditches:
At the end of all curb outlets vegetated conveyances were designed using a 3:1 slope
trapezoidal ditch with a minimum length of 100', a 2' bottom width, and slopes 5% or
less. These ditches are to be lined with N.A.G. SC150 liner and sodded with tall
fescue. These areas are depicted on sheets C8.0 6t 8.1 with design information and
details.
Treatment Swales:
At the end of all pipe outfall areas, treatment swales will connect to the end of the
rip rap apron that shall be installed at a 0% slope. These treatment swales have been
designed in general conformance with the State's guidelines using a 3:1 slope
trapezoidal ditch with a minimum length of 100', a 2' bottom width, and slopes 5% or
less. Like the vegetated conveyances, these ditches are to be lined with N.A.G. SC150
liner and sodded with tall fescue. Unlike the conveyance ditches, the treatment
swales shall have 1' high treated timber check dams with 3" low flow orifices
installed at 50' on center to increase the treatment time for the 0.75 in/hr rainfall
event to a minimum of 4 minutes. These areas are depicted on sheets C8.0 6t 8.1 with
design information and details.

TREATMENT SWALES CALCULATIONS

Havenbrooke Subdivision
7-Jun-22
Low Density Hydraulic Retention Calculation
Location: Ditch 1A
1. Detain 0.75 in/hour storm for 4 minutes in MDC Treatment Swales
2. Calculate Volume to be retained:
Q = cia, where
c = 0.5
1 = 0.75 in/hr.
A = 9.64 Ac.
Q = 3.615 cfs
Volume = Q x 60(sec/min) x 4 min. =
3. Utilize a V deep dam for low flow retention
Length of Ditch
Slope of Ditch
Bottom Width of Ditch
Side Slopes - Z:1
Design Depth
Total Depth
Calculate volume of ditch:
Length of Storage Area:
Average Area (each end)
Storage Volume in Ditch for Retention:
Storage Volume > Volume Required
867.6 cf volume required
150 ft.
0.035 ft/ft
3 ft.
3
1
2
150 ft.
6 sf
900 cf

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 1A 0.75
in/hr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 744.00
Slope (%)
= 4.00
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.61
Elev (ft) Section
748.00
747.00
746.00
745.00
744.00
743.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.34
= 3.610
= 1.03
= 3.52
= 4.15
= 0.39
= 4.04
= 0.53
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
4.00
3.00
2.00
1.00
■ WIT.i

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 1A 10
Year Storm
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 744.00
Slope (%)
= 4.00
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 23.25
Elev (ft) Section
748.00
747.00
746.00
745.00
744.00
743.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.85
= 23.25
= 3.87
= 6.01
= 7.38
= 1.02
= 7.10
= 1.41
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
4.00
3.00
2.00
1.00
■ WIT.i

Havenbrooke Subdivision
7-Jun-22
Low Density Hydraulic Retention Calculation
Location: Ditch 1B
1. Detain 0.75 in/hour storm for 4 minutes in MDC Treatment Swales
2. Calculate Volume to be retained:
Q = cia, where
c = 0.5
1 = 0.75 in/hr.
A = 4.41 Ac.
Q = 1.65375 cfs
Volume = Q x 60(sec/min) x 4 min. =
3. Utilize a V deep dam for low flow retention
Length of Ditch
Slope of Ditch
Bottom Width of Ditch
Side Slopes - Z:1
Design Depth
Calculate volume of ditch:
Length of Storage Area:
Average Area (each end)
Storage Volume in Ditch for Retention:
Storage Volume > Volume Required
396.9 cf volume required
140 ft.
0.0415 ft/ft
2 ft.
3
1
140 ft.
5 sf
700 cf

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 1 B 0.75
in/hr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 744.00
Slope (%)
= 4.15
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.65
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.21
= 1.650
= 0.55
= 2.99
= 3.33
= 0.25
= 3.26
= 0.35
Elev (ft) Section Depth (ft)
747.00 3.00
746.50
746.00
2.50
2.00
745.50
1.50
745.00
1.00
744.50
744.00
7d'1 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
DITCH 1 B
10 Year Storm
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 744.00
Slope (%)
= 4.15
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.75
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.66
= 14.75
= 2.63
= 5.62
= 6.17
= 0.82
= 5.96
= 1.15
Elev (ft) Section Depth (ft)
747.00 3.00
746.50
746.00
2.50
2.00
745.50
1.50
745.00
1.00
744.50
744.00
7d'1 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Havenbrooke Subdivision
7-Jun-22
Low Density Hydraulic Retention Calculation
Location: Ditch 1C
1. Detain 0.75 in/hour storm for 4 minutes in MDC Treatment Swales
2. Calculate Volume to be retained:
Q = cia, where
c = 0.5
1 = 0.75 in/hr.
A = 3.49 Ac.
Q = 1.30875 cfs
Volume = Q x 60(sec/min) x 4 min. =
3. Utilize a V deep dam for low flow retention
Length of Ditch
Slope of Ditch
Bottom Width of Ditch
Side Slopes - Z:1
Design Depth
Calculate volume of ditch:
Length of Storage Area:
Cross -Sectional Area:
Storage Volume in Ditch for Retention:
Storage Volume > Volume Required
314.1 cf volume required
130 ft.
0.05 ft/ft
2 ft.
3
1
130 ft.
5 sf
650 cf

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 C 0.75
in/hr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 854.00
Slope (%)
= 5.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.31
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.19
= 1.310
= 0.49
= 2.68
= 3.20
= 0.22
= 3.14
= 0.30
Elev (ft) Section Depth (ft)
857.00 3.00
856.50
856.00
2.50
2.00
855.50
1.50
855.00
1.00
854.50
854.00
R1;11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 C 10
Year Storm
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 854.00
Slope (%)
= 5.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.42
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.58
= 11.42
= 2.17
= 5.26
= 5.67
= 0.72
= 5.48
= 1.01
Elev (ft) Section Depth (ft)
857.00 3.00
856.50
856.00
2.50
2.00
855.50
1.50
855.00
1.00
854.50
854.00
R1;11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Havenbrooke Subdivision
7-Jun-22
Low Density Hydraulic Retention Calculation
Location: Ditch 1D
1. Detain 0.75 in/hour storm for 4 minutes in MDC Treatment Swales
2. Calculate Volume to be retained:
Q = cia, where
c = 0.5
1 = 0.75 in/hr.
A = 4.9 Ac.
Q = 1.8375 cfs
V=
Volume = Q x 60(sec/min) x 4 min. = 441 cf volume required
3. Utilize a V deep dam for low flow retention
Length of Ditch
167 ft.
Slope of Ditch
0.047 ft/ft
Bottom Width of Ditch
2 ft.
Side Slopes - Z:1
3
Design Depth
1
Total Depth
2
Calculate volume of ditch:
Length of Storage Area: 167 ft.
Average Area (each end) 5 sf
Storage Volume in Ditch for Retention: 835 cf
Storage Volume > Volume Required

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 D 0.75
in/hr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 870.00
Slope (%)
= 4.75
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.84
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.23
= 1.840
= 0.62
= 2.97
= 3.45
= 0.26
= 3.38
= 0.37
Elev (ft) Section Depth (ft)
873.00 3.00
872.50
872.00
2.50
2.00
871.50
1.50
871.00
1.00
870.50
870.00
Rrla tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 D 10
Year Storm
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 770.00
Slope (%)
= 4.75
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.13
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.67
= 16.13
= 2.69
= 6.00
= 6.24
= 0.85
= 6.02
= 1.23
Elev (ft) Section Depth (ft)
773.00 3.00
772.50
772.00
2.50
2.00
771.50
1.50
771.00
1.00
770.50
770.00
7Aa tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Havenbrooke Subdivision
7-Jun-22
Low Density Hydraulic Retention Calculation
Location: Ditch 1E
1. Detain 0.75 in/hour storm for 4 minutes in MDC Treatment Swales
2. Calculate Volume to be retained:
Q = cia, where
c = 0.5
1 = 0.75 in/hr.
A = 3.48 Ac.
Q = 1.305 cfs
V=
Volume = Q x 60(sec/min) x 4 min. = 313.2 cf volume required
3. Utilize a V deep dam for low flow retention
Length of Ditch
103 ft.
Slope of Ditch
0.01 ft/ft
Bottom Width of Ditch
2 ft.
Side Slopes - Z:1
3
Design Depth
1
Calculate volume of ditch:
Length of Storage Area: 103 ft.
Average Area (each end) 5 sf
Storage Volume in Ditch for Retention: 515 cf
Storage Volume > Volume Required

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 E 0.75
in/hr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 870.00
Slope (%)
= 1.00
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.31
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.28
= 1.305
= 0.80
= 1.64
= 3.77
= 0.22
= 3.68
= 0.32
Elev (ft) Section Depth (ft)
873.00 3.00
872.50
872.00
2.50
2.00
871.50
1.50
871.00
1.00
870.50
870.00
Rrla tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 E 10
Year Storm
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 870.00
Slope (%)
= 1.00
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.41
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.85
= 11.41
= 3.87
= 2.95
= 7.38
= 0.72
= 7.10
= 0.99
Elev (ft) Section Depth (ft)
873.00 3.00
872.50
872.00
2.50
2.00
871.50
1.50
871.00
1.00
870.50
870.00
Rrla tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Havenbrooke Subdivision
7-Jun-22
Low Density Hydraulic Retention Calculation
Location: Ditch 1F
1. Detain 0.75 in/hour storm for 4 minutes in MDC Treatment Swales
2. Calculate Volume to be retained:
Q = cia, where
c = 0.5
1 = 0.75 in/hr.
A = 1.12 Ac.
Q = 0.42 cfs
V=
Volume = Q x 60(sec/min) x 4 min 100.8 cf volume required
3. Utilize a V deep dam for low flow retention
Length of Ditch
103 ft.
Slope of Ditch
0.006 ft/ft
Bottom Width of Ditch
2 ft.
Side Slopes - Z:1
3
Design Depth
1
Calculate volume of ditch:
Length of Storage Area: 103 ft.
Average Area (each end) 5 sf
Storage Volume in Ditch for Retention: 515 cf
Storage Volume > Volume Required

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 F 0.75
in/hr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 854.00
Slope (%)
= 0.60
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.42
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.18
= 0.420
= 0.46
= 0.92
= 3.14
= 0.11
= 3.08
= 0.19
Elev (ft) Section Depth (ft)
857.00 3.00
856.50
856.00
2.50
2.00
855.50
1.50
855.00
1.00
854.50
854.00
R1;11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch 1 F 10
Year Storm
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 854.00
Slope (%)
= 0.60
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.81
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Jun 14 2022
= 0.57
= 3.810
= 2.11
= 1.80
= 5.60
= 0.40
= 5.42
= 0.62
Elev (ft) Section Depth (ft)
857.00 3.00
856.50
856.00
2.50
2.00
855.50
1.50
855.00
854.50
1.00
0.50
854.00
R1;11 tin
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Havenbrooke Subdivision
15-Jun-22
Vegetative Ditch Calculations for Curb Outlet Conveyance
Vegetative Conveyance Ditch 1
1. Calculate Ditch Flows for 10 Year
Storm
Q = cia, where
c =
0.5
1 =
6.88 in/hr.
A =
0.35 Ac.
Q =
1.204 cfs
Vegetative Conveyance Ditch 2
1. Calculate Ditch Flows for 10 Year
Storm
Q = cia, where
c =
0.5
1 =
6.88 in/hr.
A =
0.22 Ac.
Q =
0.7568 cfs
Vegetative Conveyance Ditch 3
1. Calculate Ditch Flows for 10 Year
Storm
Q = cia, where
c =
0.5
1 =
6.88 in/hr.
A =
0.44 Ac.
Q =
1.5136 cfs

Vegetative Conveyance Ditch 4
1. Calculate Ditch Flows for 10 Year Storm
Q = cia, where
c = 0.5
1 = 6.88 in/hr.
A = 1.17 Ac.
Q = 4.0248 cfs
Vegetative Conveyance Ditch 5
1. Calculate Ditch Flows for 10 Year Storm
Q = cia, where
c = 0.5
1 = 6.88 in/hr.
A = 0.36 Ac.
Q = 1.2384 cfs
Vegetative Conveyance Ditch 6
1. Calculate Ditch Flows for 10 Year Storm
Q = cia, where
c = 0.5
1 = 6.88 in/hr.
A = 3.86 Ac.
Q = 13.2784 cfs

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
VCD 1
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 884.00
Slope (%)
= 3.00
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.20
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 15 2022
= 0.20
= 1.200
= 0.52
= 2.31
= 3.26
= 0.21
= 3.20
= 0.28
Elev (ft) Section Depth (ft)
887.00 3.00
886.50
886.00
2.50
2.00
885.50
1.50
885.00
1.00
884.50
884.00
RR11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
VCD 2
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 884.00
Slope (%)
= 2.76
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.76
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 15 2022
= 0.16
= 0.760
= 0.40
= 1.92
= 3.01
= 0.16
= 2.96
= 0.22
Elev (ft) Section Depth (ft)
887.00 3.00
886.50
886.00
2.50
2.00
885.50
1.50
885.00
1.00
884.50
884.00
RR11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
VCD 3
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 884.00
Slope (%)
= 4.57
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.51
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 15 2022
= 0.20
= 1.510
= 0.52
= 2.90
= 3.26
= 0.24
= 3.20
= 0.33
Elev (ft) Section Depth (ft)
887.00 3.00
886.50
886.00
2.50
2.00
885.50
1.50
885.00
1.00
884.50
884.00
RR11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
VCD 4
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 870.00
Slope (%)
= 4.64
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.02
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 15 2022
= 0.34
= 4.020
= 1.03
= 3.92
= 4.15
= 0.41
= 4.04
= 0.58
Elev (ft) Section Depth (ft)
873.00 3.00
872.50
872.00
2.50
2.00
871.50
1.50
871.00
1.00
870.50
870.00
Rrla tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
VCD 5
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 884.00
Slope (%)
= 1.77
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.24
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 15 2022
= 0.24
= 1.240
= 0.65
= 1.90
= 3.52
= 0.21
= 3.44
= 0.30
Elev (ft) Section Depth (ft)
887.00 3.00
886.50
886.00
2.50
2.00
885.50
1.50
885.00
1.00
884.50
884.00
RR11 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
VCD 6
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 828.00
Slope (%)
= 5.00
N-Value
= 0.032
Calculations
Compute by:
Known Q
Known Q (cfs)
= 13.28
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 15 2022
= 0.62
= 13.28
= 2.39
= 5.55
= 5.92
= 0.77
= 5.72
= 1.10
Elev (ft) Section Depth (ft)
831.00 3.00
830.50
830.00
2.50
2.00
829.50
1.50
829.00
1.00
—
828.50
828.00
R77 tin
0.50
0.00
-0 50
2 4 6 8 10
Reach (ft)
12 14 16
18