SW1210902_Design Calculations_20211124

Broadpointe Industrial Facility
Stormwater and Erosion Control Calculations Report
For
Ditches, Culverts, and Stormwater System
Provided by Wade Trim
Wade Trim, Inc.
53 North Market Street, Suite 200 • Asheville, NC 28801
828.255.1197 • www.wadetrim.com
WADE
TRIM
N No 1`405Y z; k
Dante

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-M 10yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 10.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.67
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.37
= 2.670
= 1.77
= 1.51
= 7.61
= 0.28
= 7.55
= 0.41
1 2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-M 25yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 10.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.27
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.41
= 3.270
= 2.08
= 1.57
= 8.21
= 0.31
= 8.15
= 0.45
1 2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-1 B: 10yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 4.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.33
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.68
= 6.330
= 2.75
= 2.30
= 6.32
= 0.53
= 6.08
= 0.76
Elev (ft) Section Depth (ft)
103.00
102.50
3.00
2.50
102.00
101.50
2.00
1.50
101.00
1.00
100.50
0.50
100.00
as tin
0.00
0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-1 B: 25yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 4.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.99
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.76
= 7.990
= 3.25
= 2.46
= 6.83
= 0.59
= 6.56
= 0.85
Elev (ft) Section Depth (ft)
103.00
102.50
3.00
2.50
102.00
101.50
2.00
1.50
101.00
1.00
100.50
0.50
100.00
as tin
0.00
0 50
2 4 6 8 10
Reach (ft)
12 14 16
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-1 C: 10yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 2.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.90
Elev (ft) Section
104.00
103.00
102.00
101.00
100.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.68
= 5.900
= 2.52
= 2.34
= 5.67
= 0.52
= 5.40
= 0.77
1 2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
4.00
3.00
2.00
1.00
_ 1 M)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-1 C: 10yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 2.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.49
Elev (ft) Section
104.00
103.00
102.00
101.00
100.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Nov 12 2021
= 0.77
= 7.490
= 3.02
= 2.48
= 6.16
= 0.60
= 5.85
= 0.87
1 2 4 6 8 10 12 14 16 18 20 22
Reach (ft)
Depth (ft)
4.00
3.00
2.00
1.00
_ 1 M)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-2: 10yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 24.76
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Friday, Nov 12 2021
Highlighted
Depth (ft)
= 1.03
Q (cfs)
= 24.76
Area (sqft)
= 4.18
Velocity (ft/s)
= 5.92
Wetted Perim (ft)
= 6.61
Crit Depth, Yc (ft)
= 1.17
Top Width (ft)
= 6.12
EGL (ft)
= 1.58
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Ditch-2: 25yr
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 36.90
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Friday, Nov 12 2021
Highlighted
Depth (ft)
= 1.25
Q (cfs)
= 36.90
Area (sqft)
= 5.62
Velocity (ft/s)
= 6.56
Wetted Perim (ft)
= 7.59
Crit Depth, Yc (ft)
= 1.43
Top Width (ft)
= 7.00
EGL (ft)
= 1.92
1 2 3 4 5 6 7 8 9 10
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Existing Drainage Ditch: 10yr
Triangular
Side Slopes (z:1)
= 10.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 4.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 24.76
Friday, Nov 12 2021
Highlighted
Depth (ft)
= 0.80
Q (cfs)
= 24.76
Area (sqft)
= 4.16
Velocity (ft/s)
= 5.95
Wetted Perim (ft)
= 10.57
Crit Depth, Yc (ft)
= 0.98
Top Width (ft)
= 10.40
EGL (ft)
= 1.35
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
2 4 6
N7
8 10 12 14 16 18
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Existing Drainage Ditch: 25yr
Triangular
Side Slopes (z:1)
= 10.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 4.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 36.90
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
2 4 6
Friday, Nov 12 2021
Highlighted
Depth (ft)
= 0.92
Q (cfs)
= 36.90
Area (sqft)
= 5.50
Velocity (ft/s)
= 6.71
Wetted Perim (ft)
= 12.16
Crit Depth, Yc (ft)
= 1.00
Top Width (ft)
= 11.96
EGL (ft)
= 1.62
8 10 12 14 16 18
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Nov 23 2021
Culvert-1 10yr
Invert Elev Dn (ft)
= 2066.00
Calculations
Pipe Length (ft)
= 43.00
Qmin (cfs)
= 2.00
Slope (%)
= 0.56
Qmax (cfs)
= 4.00
Invert Elev Up (ft)
= 2066.24
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 2.70
No. Barrels
= 1
Qpipe (cfs)
= 2.70
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 2.02
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 3.89
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2067.06
HGL Up (ft)
= 2066.86
Embankment
Hw Elev (ft)
= 2067.17
Top Elevation (ft)
= 2069.80
Hw/D (ft)
= 0.62
Top Width (ft)
= 31.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 31.00
El-( )
2❑7❑.❑0
2D65.00
200.00
e-15'.D❑
2❑M.00
2❑M 00
Culvert t MY[
Hw Depth (R)
3.76
2.76
1.76
0.76
-0.24
-1 24
5 10 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
Reach (R)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Nov 23 2021
Culvert-1 25yr
Invert Elev Dn (ft)
= 2066.00
Calculations
Pipe Length (ft)
= 43.00
Qmin (cfs)
= 2.00
Slope (%)
= 0.56
Qmax (cfs)
= 4.00
Invert Elev Up (ft)
= 2066.24
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 3.30
No. Barrels
= 1
Qpipe (cfs)
= 3.30
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 2.39
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 4.14
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2067.10
HGL Up (ft)
= 2066.93
Embankment
Hw Elev (ft)
= 2067.29
Top Elevation (ft)
= 2069.80
Hw/D (ft)
= 0.70
Top Width (ft)
= 31.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 31.00
El-( )
2❑7❑.00
2D65.00
200.00
e-15'.D❑
2❑M.00
2❑M 00
Culvert-1 25yr
Hw Depth (R)
3.76
2.76
1.76
0.76
-0.24
-1 24
5 10 15 20 25 30 35 40 45 50 55 60 65
Circular Culvert HGL Embank
Reach (R)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 2 - 10yr
Invert Elev Dn (ft)
= 2050.43
Calculations
Pipe Length (ft)
= 87.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.00
Qmax (cfs)
= 85.00
Invert Elev Up (ft)
= 2051.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 83.00
No. Barrels
= 1
Qpipe (cfs)
= 83.00
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 7.33
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 8.98
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2053.81
HGL Up (ft)
= 2054.06
Embankment
Hw Elev (ft)
= 2056.11
Top Elevation (ft)
= 2058.00
Hw/D (ft)
= 1.20
Top Width (ft)
= 37.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 31.00
El- (R)
2059.00
2053.00
2057 on
2055.00
2055.00
2054.00
2053.00
2052 110
2@51.00
2050.00
2049.00
0
Culvert 2 - 10yr
10 20 30 40 50 60 70 V 110 120
Circular Culvert HGL Embank
H. Depth jt)
7.70
6.70
570
4.70
3.70
2.70
1.70
070
-0.30
-1.30
-2.30
130
Reach {0)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Aug 3 2021
Culvert 2 - 25yr
Invert Elev Dn (ft)
= 2050.43
Calculations
Pipe Length (ft)
= 87.00
Qmin (cfs)
= 0.00
Slope (%)
= 1.00
Qmax (cfs)
= 105.00
Invert Elev Up (ft)
= 2051.30
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 104.00
No. Barrels
= 1
Qpipe (cfs)
= 104.00
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 8.84
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 8.28
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2053.97
HGL Up (ft)
= 2055.47
Embankment
Hw Elev (ft)
= 2057.23
Top Elevation (ft)
= 2058.00
Hw/D (ft)
= 1.48
Top Width (ft)
= 37.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 31.00
El- (R)
2059.00
2053.00
2057 on
2055.00
2055.00
2054.00
2053.00
2052 110
2@51.00
2050.00
2049.00
0
Culvert 2 - 25yr
10 20 30 40 50 60 70 8o 110 120
Circular Culvert HGL Embank
H. Depth jt)
7.70
6.70
570
4.70
3.70
2.70
1.70
070
-0.30
-1.30
-2.30
130
Reach {0)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Nov 23 2021
Culvert-3 10yr
Invert Elev Dn (ft)
= 2063.26
Calculations
Pipe Length (ft)
= 32.00
Qmin (cfs)
= 6.00
Slope (%)
= 0.53
Qmax (cfs)
= 8.00
Invert Elev Up (ft)
= 2063.43
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 6.30
No. Barrels
= 1
Qpipe (cfs)
= 6.30
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 5.40
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 5.13
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2064.39
HGL Up (ft)
= 2065.33
Embankment
Hw Elev (ft)
= 2066.11
Top Elevation (ft)
= 2068.00
Hw/D (ft)
= 2.14
Top Width (ft)
= 10.00
Flow Regime
= Outlet Control
Crest Width (ft)
= 10.00
����
HGL Eft-k

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Nov 23 2021
Culvert-3 25yr
Invert Elev Dn (ft)
= 2063.26
Calculations
Pipe Length (ft)
= 32.00
Qmin (cfs)
= 6.00
Slope (%)
= 0.53
Qmax (cfs)
= 8.00
Invert Elev Up (ft)
= 2063.43
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 8.00
No. Barrels
= 1
Qpipe (cfs)
= 8.00
n-Value
= 0.023
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 6.66
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 6.52
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2064.44
HGL Up (ft)
= 2065.91
Embankment
Hw Elev (ft)
= 2067.16
Top Elevation (ft)
= 2068.00
Hw/D (ft)
= 2.98
Top Width (ft)
= 10.00
Flow Regime
= Outlet Control
Crest Width (ft)
= 10.00
Elev (ft)
-_-_�
Culvert3 25yr
Circular Culvert HGL Embank

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Oct 15 2021
Culvert 4 - 10yr
Invert Elev Dn (ft)
= 2047.67
Calculations
Pipe Length (ft)
= 88.00
Qmin (cfs)
= 35.00
Slope (%)
= 1.00
Qmax (cfs)
= 40.00
Invert Elev Up (ft)
= 2048.55
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 38.00
No. Barrels
= 1
Qpipe (cfs)
= 38.00
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 8.06
Culvert Entrance
= Projecting
Veloc Up (ft/s)
= 8.70
Coeff. K,M,c,Y,k
= 0.034, 1.5, 0.0553, 0.54, 0.9
HGL Dn (ft)
= 2049.96
HGL Up (ft)
= 2050.63
Embankment
Hw Elev (ft)
= 2053.20
Top Elevation (ft)
= 2059.20
Hw/D (ft)
= 1.86
Top Width (ft)
= 37.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 37.00
El. (ft)
2❑61.0❑
2059.❑❑
2057.00
2055.00
205300
2051.0❑
2M 00
204TOU
204500
Cu lwrt 4 - 14yr
10 20 30 40 50 60 70 00 90 130 IT 120
Circular Culvert HGL Embank
Hw Depth (R)
12.45
10.45
6.45
6.45
445
2.45
❑ 45
-1.55
356
13❑
Rmrh (R)

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Skimmer Basin 1 - Phase 1
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 4.790
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 4.25
Storm duration (hrs)
= 24
Q (cfs)
18.00
15.00
12.00
am
3.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 18 2021
= 15.24
= 1
= 80
= See Worksheet
= 12
= Type II
= 484
Hydrograph Volume = 38,511 (cult); 0.884 (acft)
Q (cfs)
18.00
15.00
12.00
• 11
. 11
3.00
fTiTil•
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 15.24 (cfs)

TR55 Tc Worksheet
SCS
Skimmer Basin 1 - Phase 1
Description
A
Sheet Flow
Manning's n-value
= 0.050
Flow length (ft)
= 300.0
Two-year 24-hr precip. ((in))
= 3.51
Land slope (%)
= 1.00
Travel Time (min)
= 12.34
Shallow Concentrated Flow
Flow length (ft)
= 0.00
Watercourse slope (%)
= 0.00
Surface description
= Paved
Average velocity (ft/s)
= 0.00
Travel Time (min)
Channel Flow
Q
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
n
C
0.011
0.0
0.00
0.00
0.00
0.00
Paved
0.00
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
Hydraflow Express by Intelisolve
Totals
= 12.34
Travel Time (min) = 0 + 0 + 0 = 0.00
Total Travel Time, Tc.............................................................................. 12.00 min

Skimmer Basin
Okay
2.95 Disturbed Area (Acres)
15.24 Peak Flow from 10-year Storm (cfs)
5310 Required Volume ft3
4953 Required Surface Area ftZ
49.8 Suggested Width ft
99.5 Suggested Length ft
46 Trial Top Width at Spillway Invert ft
110 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
30 Bottom Width ft
94 Bottom Length ft
2820 Bottom Area ftZ
15589 Actual Volume ft3 Okay
5060 Actual Surface Area ftZ Okay
16 Trial Weir Length ft
1 Trial Depth of Flow ft
48.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
1.5 Orifice Size (1/4 inch increments)
1.5
2.50 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Skimmer Basin 2 - Phase 1
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 5.180
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 4.25
Storm duration (hrs)
= 24
Q (cfs)
18.00
15.00
12.00
am
3.00
Peak discharge (cfs)
Time interval (min)
Curve number (CN)
Hydraulic length (ft)
Time of conc. (min)
Storm Distribution
Shape factor
Runoff Hydrograph
10-yr frequency
Wednesday, Aug 18 2021
= 16.48
= 1
= 80
= See Worksheet
= 12
= Type II
= 484
Hydrograph Volume = 41,647 (cult); 0.956 (acft)
Q (cfs)
18.00
15.00
12.00
• 11
. 11
3.00
fTiTil•
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 16.48 (cfs)

Skimmer Basin �2
Okay
5.18 Disturbed Area (Acres)
16.48 Peak Flow from 10-year Storm (cfs)
9324 Required Volume ft3
5356 Required Surface Area ftZ
51.7 Suggested Width ft
103.5 Suggested Length ft
59 Trial Top Width at Spillway Invert ft
103 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
42.5 Bottom Width ft
87 Bottom Length ft
3697.5 Bottom Area ftZ
19275 Actual Volume ft3 Okay
6025.5 Actual Surface Area ftZ Okay
12.5 Trial Weir Length ft
2 Trial Depth of Flow ft
106.1 Spillway Capacity cfs Okay
3 Skimmer Size (inches)
Skimmer Size
0.25 Head on Skimmer (feet)
(Inches)
2 Orifice Size (1/4 inch increments)
1.5
2.02 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SM-2 OUTLET
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.00
N-Value
= 0.023
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.30
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Nov 23 2021
= 0.18
= 0.300
= 0.14
= 2.14
= 1.22
= 0.19
= 1.15
= 0.25
Elev (ft) Section Depth (ft)
103.00 3.00
102.50
102.00
2.50
2.00
4
101.50
1.50
101.00
1.00
100.50
0.50
100.00
as tin
0.00
0 50
0
2
Reach (ft)
3
4

User Input Data
Calculated Value
Reference Data
Designed By: Date:
Checked By: Date:
Company:
Project Name:
Proiect No.:
Site Location (City/Town) Raleigh
Culvert Id. 101
Total Drainage Area (acres)
Step 1. Determine the ta.1b pater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otheruWise-
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
I►z!
0.18
Min TW (Fig. 8.06a)
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine d50 riprap size and minimum apron length
(Q. The d5,0 size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2_
Minimum TW
Figure 8.06a
Riprap d50, (ft.)
ME
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 12 2
',tep 4. Derernune the inax-inium stone diameter:
cl = 1.rixd5
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step -5. Deternune the apron thickness.
Apron Thickness(ft.)
Apron thickness = 1 5 x d_,_,
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by making it level for the nunituum
length, La. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream_
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8_

11 /19/21, 10:33 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch-1 A
Name
Ditch-1 A
Discharge
3.27
Channel Slope
0.005
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
B 12-24 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Jnreinforced Straight 3.27 cfs 2.07 ft/s 0.52 ft 0.026 4 Ibs/ft2 0.16 Ibs/ft2 24.65 STABLE
Vegetation
Underlying Straight 3.27 cfs 2.07 ft/s 0.52 ft 0.026 1.26 Ibs/ft2 0.11 Ibs/ft2 11.02 STABLE
Substrate
https://ecmds.com/project/l 48683/channel-analysis/206477/show 1 /1

11 /19/21, 10:35 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch-1 B
Name
Ditch-1 B
Discharge
7.99
Channel Slope
0.005
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
B 12-24 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Jnreinforced Straight 7.99 cfs 2.65 ft/s 0.83 ft 0.026 4 Ibs/ft2 0.26 Ibs/ft2 15.51 STABLE
Vegetation
Underlying Straight 7.99 cfs 2.65 ft/s 0.83 ft 0.026 1.26 Ibs/ft2 0.17 Ibs/ft2 7.6 STABLE
Substrate
https://ecmds.com/project/l 48683/channel-analysis/209023/show 1 /1

11 /19/21, 11:03 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch-1 C
Name
Ditch-1 C
Discharge
7.49
Channel Slope
0.01
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
B 12-24 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
xNdd.IWAII
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Jnreinforced Straight 7.49 cfs 3.34 ft/s 0.67 ft 0.026 4 Ibs/ft2 0.42 Ibs/ft2 9.58 STABLE
Vegetation
Underlying Straight 7.49 cfs 3.34 ft/s 0.67 ft 0.026 1.26 Ibs/ft2 0.28 Ibs/ft2 4.5 STABLE
Substrate
https://ecmds.com/project/l 48683/channel-analysis/214423/show 1 /1

11 /19/21, 10:11 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch-2
Name
Ditch-2
Discharge
36.9
Channel Slope
0.005
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
B 12-24 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
xNdd.IWAII
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Jnreinforced Straight 36.9 cfs 3.95 ft/s 1.72 ft 0.026 4 Ibs/ft2 0.54 Ibs/ft2 7.46 STABLE
Vegetation
Underlying Straight 36.9 cfs 3.95 ft/s 1.72 ft 0.026 1.26 Ibs/ft2 0.3 Ibs/ft2 4.18 STABLE
Substrate
https://ecmds.com/project/l 48683/channel-analysis/206476/show 1 /1

8/27/2021 ECMDS 7.0
NORTH
AMERICAN
GREEN'
SLOPE ANALYSIS
> > > SLOPE-1
Country
United States
State/Region
North Carolina
City
Asheville
Annual R Factor
175.00
Adjusted R Factor
19.25
Total Slope Length
37
Protection Type
Permanent
Protection Period
1
Beginning Month
September
Slope Gradient (1-1:1)
2
Soil Type
Sandy Loam
K Factor
0.19
Reach 1
Start: Oft End: 37 ft
Vegetation Type: 65-79%
Material ASL bare ASL mat MSL bare MSL mat Soil Loss
Tolerance
SC150 0.1 in 0.0 in 0.1 in
Estb. Veg. 0.9 in 0.0 in N/A in
North American Green
5401 St. Wend el -Cynthia na Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
SF Remarks Staple / App
Rate
0.0 in 0.1 in >10 STABLE D
N/A in 0.03 in 1.65 STABLE --
https://ecmds.com/project/l 48683/slope-analysis/206478/show 1 /2