SW3220803_Design Calculations_20221223

Iq
EROSION CONTROL CALCULATIONS
FOR:
CRESSWIND WESLEY CHAPEL - PHASE 04
WESLEY CHAPEL, NC
PREPARED FOR:
KOLTER HOMES, LLC
C A R?
THOMAS
? & HUTTON
= ENGINEERING =
C 0. 2
F ' No. F-0871 0
P �
OF PP�
11,10,111111111110
J - #2 7842.0004
MAY 24, 2022
Prepared by:
THOMAS Sc HUTTON

EROSION CONTROL CALCULATIONS
Cresswind Wesley Chapel - Phase 04
Project: Cresswind Wesley Chapel - Phase 04
T&H Job Number: J-27842.0004
Location: Potter Road
Wesley Chapel, NC 28173
Date Prepared: May 24, 2022
Owner: Kolter Homes, LLC
Owner Address: 8913 Silver Springs Court Drive
Charlotte, NC 28215
Engineer: Thomas & Hutton
Engineer Address: 1020 Euclid Avenue
Charlotte, NC 28203
Phone: [phone]
H THOMAS & HUTTON
Page 1

TABLE OF CONTENTS
Section1.......................................................................................................................... Channel Analysis
Section2................................................................................................................................Slope Analysis
Section 3............................................................................................................Rip Rap Outlet Protection
Section4............................................................................................................................ Sediment Basins
H THOMAS & HUTTON
Page 2

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 04
SECTION 1
CHANNEL ANALYSIS
27842.0004
Fq THOMAS Sc HUTTON

PERMANENT SWALES

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 01
Triangular
Side Slopes (z:1)
= 4.50, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 594.82
Slope (%)
= 2.27
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.31
Elev (ft) Section
596.00
595.50
595.00
594.50
594.00
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.35
= 1.310
= 0.58
= 2.25
= 3.40
= 0.35
= 3.32
= 0.43
8 9 10 11 12
Depth (ft)
1.18
K .:,
0.18
-0.32
WMA01

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 02
Triangular
Side Slopes (z:1)
= 5.00, 5.50
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 596.97
Slope (%)
= 1.18
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.76
Elev (ft)
598.00
597.50
597.00
596.50
Section
D 2 4 6 8
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
10 12 14
Tuesday, May 24 2022
= 0.31
= 0.760
= 0.50
= 1.51
= 3.31
= 0.27
= 3.26
= 0.35
Depth (ft)
1.03
0.53
0.03
-0.47
1 -0.97
16

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 03
Triangular
Side Slopes (z:1)
= 2.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 592.18
Slope (%)
= 2.42
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.77
Elev (ft)
594.00
593.50
593.00
592.50
592.00
591.50
Section
Tuesday, May 24 2022
Highlighted
Depth (ft)
= 0.44
Q (cfs)
= 1.770
Area (sqft)
= 0.68
Velocity (ft/s)
= 2.61
Wetted Perim (ft)
= 3.23
Crit Depth, Yc (ft)
= 0.44
Top Width (ft)
= 3.08
EGL (ft)
= 0.55
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
1.82
1.32
0.82
0.32
-0.18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 04
Triangular
Side Slopes (z:1)
= 5.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 592.18
Slope (%)
= 2.96
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.28
Elev (ft)
594.00
593.50
593.00
592.50
592.00
591.50
Section
Tuesday, May 24 2022
Highlighted
Depth (ft)
= 0.46
Q (cfs)
= 2.280
Area (sqft)
= 0.74
Velocity (ft/s)
= 3.08
Wetted Perim (ft)
= 3.37
Crit Depth, Yc (ft)
= 0.49
Top Width (ft)
= 3.22
EGL (ft)
= 0.61
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
1.82
1.32
0.82
0.32
-0.18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 05
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 601.66
Slope (%)
= 4.03
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.50
Elev (ft) Section
603.00
602.50
602.00
601.50
601.00
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.45
= 3.500
= 1.01
= 3.46
= 4.59
= 0.50
= 4.50
= 0.64
8 9 10 11 12
Depth (ft)
1.34
0.84
0.34
-0.16
■r.T_rN

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 06
Triangular
Side Slopes (z:1)
= 3.30, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 591.89
Slope (%)
= 1.95
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.95
Elev (ft) Section
593.00
592.50
592.00
591.50
591.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.44
= 1.950
= 0.80
= 2.43
= 3.76
= 0.43
= 3.65
= 0.53
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
1.11
0.61
0.11
-0.39
■ 2w:z l

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 07
Triangular
Side Slopes (z:1)
= 5.00, 3.30
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 591.89
Slope (%)
= 4.92
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.52
Elev (ft) Section
593.00
592.50
592.00
591.50
591.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.34
= 1.520
= 0.48
= 3.17
= 2.91
= 0.39
= 2.82
= 0.50
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
1.11
0.61
0.11
-0.39
■ 2w:z l

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 08
Triangular
Side Slopes (z:1)
= 3.10, 8.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 583.91
Slope (%)
= 2.35
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.60
Elev (ft)
585.00
584.50
584.00
583.50
583.00
Section
D 2 4 6 8
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
10 12 14
Tuesday, May 24 2022
= 0.53
= 4.600
= 1.56
= 2.95
= 6.00
= 0.54
= 5.88
= 0.67
Depth (ft)
1.09
0.59
011
-0.41
1 -0.91
16

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 09
Triangular
Side Slopes (z:1)
= 2.40, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 583.91
Slope (%)
= 2.35
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.89
Elev (ft)
585.00
584.50
584.00
583.50
583.00
Section
D 1 2 3 4
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
Tuesday, May 24 2022
= 0.85
= 7.890
= 1.95
= 4.04
= 4.90
= 0.89
= 4.59
= 1.10
Depth (ft)
1.09
0.59
011
-0.41
L -0.91
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 10
Triangular
Side Slopes (z:1)
= 2.50, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 596.32
Slope (%)
= 4.07
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft) Section
598.00
597.50
597.00
596.50
595.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.35
= 0.800
= 0.28
= 2.90
= 1.73
= 0.38
= 1.58
= 0.48
1 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5
Reach (ft)
Depth (ft)
1.68
1.18
K .:,
0.18
-0.32
WMA01

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 11
Triangular
Side Slopes (z:1)
= 2.50, 2.50
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 596.32
Slope (%)
= 3.69
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.83
Elev (ft)
598.00
'Oor
597.50
597.00
596.50
595.50
Section
Tuesday, May 24 2022
Highlighted
Depth (ft)
= 0.87
Q (cfs)
= 9.830
Area (sqft)
= 1.89
Velocity (ft/s)
= 5.19
Wetted Perim (ft)
= 4.69
Crit Depth, Yc (ft)
= 1.00
Top Width (ft)
= 4.35
EGL (ft)
= 1.29
0 1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
1.68
1.18
0.18
-0.32
-0.82

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 12
Triangular
Side Slopes (z:1)
= 16.00, 32.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 589.66
Slope (%)
= 3.98
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.05
Elev (ft) Section
591.00
590.50
589.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.16
= 1.050
= 0.61
= 1.71
= 7.69
= 0.17
= 7.68
= 0.21
5 10 15 20 25 30 35 40 45 50 55 60
Reach (ft)
Depth (ft)
1.34
0.84
0.34
-0.16
■r.T_rN

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 13
Triangular
Side Slopes (z:1)
= 0.10, 9.60
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 589.66
Slope (%)
= 2.13
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.46
Elev (ft) Section
591.00
590.50
589.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.24
= 0.460
= 0.28
= 1.65
= 2.56
= 0.23
= 2.33
= 0.28
8 9 10 11 12
Depth (ft)
1.34
0.84
0.34
-0.16
■r.T_rN

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 14
Triangular
Side Slopes (z:1)
= 7.00, 6.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 581.81
Slope (%)
= 1.38
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.17
Elev (ft)
583.00
582.50
582.00
581.50
581.00
Section
D 2 4 6 8 10
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.64
= 7.170
= 2.66
= 2.69
= 8.42
= 0.60
= 8.32
= 0.75
12 14 16
Depth (ft)
1.19
0.19
-0.31
1 -0.81
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 15
Triangular
Side Slopes (z:1)
= 2.80, 2.80
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 579.26
Slope (%)
= 1.01
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.56
Elev (ft)
581.00
580.50
.: It It It
579.50
579.00
578.50
0 1 2 3
Section
Tuesday, May 24 2022
Highlighted
Depth (ft)
= 0.54
Q (cfs)
= 1.560
Area (sqft)
= 0.82
Velocity (ft/s)
= 1.91
Wetted Perim (ft)
= 3.21
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 3.02
EGL (ft)
= 0.60
4 5
Reach (ft)
6
7
Depth (ft)
1.74
1.24
0.74
0.24
-0.26
-0.76
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 16
Triangular
Side Slopes (z:1)
= 4.60, 4.60
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 580.61
Slope (%)
= 1.15
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.46
Elev (ft) Section
582.00
581.50
581.00
580.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.27
= 0.460
= 0.34
= 1.37
= 2.54
= 0.23
= 2.48
= 0.30
8 9 10 11 12
Depth (ft)
1.39
0.39
-0.11
■iftx

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 17
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 580.61
Slope (%)
= 0.81
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.45
Elev (ft)
582.00
581.50
581.00
580.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6 7 8
Reach (ft)
Tuesday, May 24 2022
= 0.57
= 2.450
= 1.30
= 1.89
= 4.70
= 0.48
= 4.56
= 0.63
Depth (ft)
1.39
0.39
-0.11
-0.61
9 10

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 18
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 582.98
Slope (%)
= 0.95
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.25
Elev (ft)
584.00
583.50
583.00
582.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
.5 1 1.5 2 2.5 3 3.5
Reach (ft)
Tuesday, May 24 2022
= 0.32
= 0.250
= 0.20
= 1.22
= 1.43
= 0.25
= 1.28
= 0.34
Depth (ft)
1.02
0.52
w o:
-0.48
-0.98
4 4.5 5

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 19
Triangular
Side Slopes (z:1)
= 1.80, 1.80
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 582.98
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.25
Elev (ft)
584.00
v
583.50
583.00
582.50
582.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.33
= 0.250
= 0.20
= 1.28
= 1.36
= 0.27
= 1.19
= 0.36
.5 1 1.5 2 2.5 3 3.5 4 4.5
Reach (ft)
Depth (ft)
1.02
0.52
-0.48

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 20
Triangular
Side Slopes (z:1)
= 1.50, 1.50
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 582.19
Slope (%)
= 2.03
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.46
Elev (ft)
584.00
583.50
583.00
582.50
582.00
581.50
0 .5 1
Section
Tuesday, May 24 2022
Highlighted
Depth (ft)
= 0.39
Q (cfs)
= 0.460
Area (sqft)
= 0.23
Velocity (ft/s)
= 2.02
Wetted Perim (ft)
= 1.41
Crit Depth, Yc (ft)
= 0.36
Top Width (ft)
= 1.17
EGL (ft)
= 0.45
1.5 2 2.5
Reach (ft)
3
Depth (ft)
1.81
1.31
0.81
0.31
-0.19
-0.69
3.5 4

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 21
Triangular
Side Slopes (z:1)
= 6.00, 6.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 585.66
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.72
Elev (ft)
587.00
586.50
585.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
2 4 6 8 10 12 14
Reach (ft)
Tuesday, May 24 2022
= 0.30
= 0.720
= 0.54
= 1.33
= 3.65
= 0.25
= 3.60
= 0.33
Depth (ft)
1.34
0.84
0.34
-0.16

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 22
Triangular
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 583.19
Slope (%)
= 4.16
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.56
Elev (ft)
585.00
584.50
584.00
583.50
583.00
582.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.47
= 1.560
= 0.44
= 3.53
= 2.10
= 0.52
= 1.88
= 0.66
.5 1 1.5 2 2.5 3 3.5 4 4.5
Reach (ft)
Depth (ft)
1.81
1.31
0.81
0.31
-0.19

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 23
Triangular
Side Slopes (z:1)
= 3.40, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 594.46
Slope (%)
= 3.42
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.25
Elev (ft) Section
596.00
595.50
595.00
594.50
594.00
593.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, May 24 2022
= 0.65
= 7.250
= 1.77
= 4.09
= 5.62
= 0.72
= 5.46
= 0.91
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
1.54
1.04
0.54
0.04
-0.46
■ IWOTN

5/24/22, 8:20 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 01
Name
SWALE 01
Discharge
1.31
Channel Slope
0.0227
Channel Bottom Width
0
Left Side Slope
4.5
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.31 cfs 1.99 ft/s 0.37 ft 0.036 1.6 Ibs/ft2 0.52 Ibs/ft2 3.07 STABLE D
Underlying Straight 1.31 cfs 1.99 ft/s 0.37 ft 0.036 1.74 Ibs/ft2 0.26 Ibs/ft2 6.83 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.31 cfs 1.18 ft/s 0.48 ft 0.073 4 Ibs/ft2 0.68 Ibs/ft2 5.84 STABLE
Vegetation
Underlying Straight 1.31 cfs 1.18 ft/s 0.48 ft 0.073 4 Ibs/ft2 0.34 Ibs/ft2 11.94 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.31 cfs 1.99 ft/s 0.37 ft 0.036 1.6 Ibs/ft2 0.52 Ibs/ft2 3.07 STABLE D
Unvegetated
Underlying Straight 1.31 cfs 1.99 ft/s 0.37 ft 0.036 1.74 Ibs/ft2 0.26 Ibs/ft2 6.83 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.31 cfs 1.99 ft/s 0.37 ft 0.036 1.6 Ibs/ft2 0.52 Ibs/ft2 3.07 STABLE D
Unvegetated
Underlying Straight 1.31 cfs 1.99 ft/s 0.37 ft 0.036 1.74 Ibs/ft2 0.26 Ibs/ft2 6.83 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224648/show 1 /2

5/24/22, 8:20 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224648/show 2/2

5/24/22, 8:21 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.31 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0227 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
4.5 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224648/calculations 1 /3

5/24/22, 8:21 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.036
0.37 ft
0.64 ft2
3.58 ft
0.18 ft
1.99 ft/s
0.83
0.52 Ibs/ft2
3.07 (SFP)
Underlying
0.036
0.37 ft
0.64 ft2
3.58 ft
0.18 ft
1.99 ft/s
0.83
0.26 Ibs/ft2
6.83 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.073
0.48 ft
1.11 ft2
4.69 ft
0.24 ft
1.18 ft/s
0.42
0.68 Ibs/ft2
5.84 (SFL)
Vegetation
Underlying
0.073
0.48 ft
1.11 ft2
4.69 ft
0.24 ft
1.18 ft/s
0.42
0.34 Ibs/ft2
11.94 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.37 ft 0.64 ft2 3.58 ft 0.18 ft 1.99 ft/s 0.83 0.52 Ibs/ft2 3.07 (SFP)
Unvegetated
Underlying 0.036 0.37 ft 0.64 ft2 3.58 ft 0.18 ft 1.99 ft/s 0.83 0.26 Ibs/ft2 6.83 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224648/calculations 2/3

5/24/22, 8:21 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.37 ft 0.64 ft2 3.58 ft 0.18 ft 1.99 ft/s 0.83 0.52 Ibs/ft2 3.07 (SFP)
Unvegetated
Underlying 0.036 0.37 ft 0.64 ft2 3.58 ft 0.18 ft 1.99 ft/s 0.83 0.26 Ibs/ft2 6.83 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224648/calculations 3/3

5/24/22, 8:25 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 02
Name
SWALE 02
Discharge
0.76
Channel Slope
0.0118
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
5.5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.76 cfs 1.24 ft/s 0.34 ft 0.04 1.6 Ibs/ft2 0.25 Ibs/ft2 6.37 STABLE D
Underlying Straight 0.76 cfs 1.24 ft/s 0.34 ft 0.04 1.74 Ibs/ft2 0.12 Ibs/ft2 14.12 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.76 cfs 0.64 ft/s 0.47 ft 0.095 4 Ibs/ft2 0.35 Ibs/ft2 11.47 STABLE
Vegetation
Underlying Straight 0.76 cfs 0.64 ft/s 0.47 ft 0.095 4 Ibs/ft2 0.17 Ibs/ft2 23.35 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.76 cfs 1.24 ft/s 0.34 ft 0.04 1.6 Ibs/ft2 0.25 Ibs/ft2 6.37 STABLE D
Unvegetated
Underlying Straight 0.76 cfs 1.24 ft/s 0.34 ft 0.04 1.74 Ibs/ft2 0.12 Ibs/ft2 14.12 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.76 cfs 1.24 ft/s 0.34 ft 0.04 1.6 Ibs/ft2 0.25 Ibs/ft2 6.37 STABLE D
Unvegetated
Underlying Straight 0.76 cfs 1.24 ft/s 0.34 ft 0.04 1.74 Ibs/ft2 0.12 Ibs/ft2 14.12 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224649/show 1 /2

5/24/22, 8:25 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224649/show 2/2

5/24/22, 8:25 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.76 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0118 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
5 (H : V)
Right Side Slope (ZR):
5.5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224649/calculations 1 /3

5/24/22, 8:25 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.04
0.34 ft
0.61 ft2
3.65 ft
0.17 ft
1.24 ft/s
0.53
0.25 Ibs/ft2
6.37 (SFP)
Underlying
0.04
0.34 ft
0.61 ft2
3.65 ft
0.17 ft
1.24 ft/s
0.53
0.12 Ibs/ft2
14.12 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.095
0.47 ft
1.18 ft2
5.06 ft
0.23 ft
0.64 ft/s
0.24
0.35 Ibs/ft2
11.47 (SFL)
Vegetation
Underlying
0.095
0.47 ft
1.18 ft2
5.06 ft
0.23 ft
0.64 ft/s
0.24
0.17 Ibs/ft2
23.35 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.04 0.34 ft 0.61 ft2 3.65 ft 0.17 ft 1.24 ft/s 0.53 0.25 Ibs/ft2 6.37 (SFP)
Unvegetated
Underlying 0.04 0.34 ft 0.61 ft2 3.65 ft 0.17 ft 1.24 ft/s 0.53 0.12 Ibs/ft2 14.12 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224649/calculations 2/3

5/24/22, 8:25 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.04 0.34 ft 0.61 ft2 3.65 ft 0.17 ft 1.24 ft/s 0.53 0.25 Ibs/ft2 6.37 (SFP)
Unvegetated
Underlying 0.04 0.34 ft 0.61 ft2 3.65 ft 0.17 ft 1.24 ft/s 0.53 0.12 Ibs/ft2 14.12 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224649/calculations 3/3

5/24/22, 8:29 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 03
Name
SWALE 03
Discharge
1.77
Channel Slope
0.0242
Channel Bottom Width
0
Left Side Slope
2
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.77 cfs 2.41 ft/s 0.46 ft 0.035 1.6 Ibs/ft2 0.69 Ibs/ft2 2.32 STABLE D
Underlying Straight 1.77 cfs 2.41 ft/s 0.46 ft 0.035 1.74 Ibs/ft2 0.33 Ibs/ft2 5.29 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.77 cfs 1.48 ft/s 0.58 ft 0.066 4 Ibs/ft2 0.88 Ibs/ft2 4.55 STABLE
Vegetation
Underlying Straight 1.77 cfs 1.48 ft/s 0.58 ft 0.066 4 Ibs/ft2 0.42 Ibs/ft2 9.53 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.77 cfs 2.41 ft/s 0.46 ft 0.035 1.6 Ibs/ft2 0.69 Ibs/ft2 2.32 STABLE D
Unvegetated
Underlying Straight 1.77 cfs 2.41 ft/s 0.46 ft 0.035 1.74 Ibs/ft2 0.33 Ibs/ft2 5.29 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.77 cfs 2.41 ft/s 0.46 ft 0.035 1.6 Ibs/ft2 0.69 Ibs/ft2 2.32 STABLE D
Unvegetated
Underlying Straight 1.77 cfs 2.41 ft/s 0.46 ft 0.035 1.74 Ibs/ft2 0.33 Ibs/ft2 5.29 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224650/show 1 /2

5/24/22, 8:29 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224650/show 2/2

5/24/22, 8:29 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.77 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0242 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224650/calculations 1 /3

5/24/22, 8:29 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.035
0.46 ft
0.73 ft2
3.36 ft
0.22 ft
2.41 ft/s
0.91
0.69 Ibs/ft2
2.32 (SFP)
Underlying
0.035
0.46 ft
0.73 ft2
3.36 ft
0.22 ft
2.41 ft/s
0.91
0.33 Ibs/ft2
5.29 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.066
0.58 ft
1.19 ft2
4.27 ft
0.28 ft
1.48 ft/s
0.49
0.88 Ibs/ft2
4.55 (SFL)
Vegetation
Underlying
0.066
0.58 ft
1.19 ft2
4.27 ft
0.28 ft
1.48 ft/s
0.49
0.42 Ibs/ft2
9.53 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.035 0.46 ft 0.73 ft2 3.36 ft 0.22 ft 2.41 ft/s 0.91 0.69 Ibs/ft2 2.32 (SFP)
Unvegetated
Underlying 0.035 0.46 ft 0.73 ft2 3.36 ft 0.22 ft 2.41 ft/s 0.91 0.33 Ibs/ft2 5.29 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224650/calculations 2/3

5/24/22, 8:29 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.035 0.46 ft 0.73 ft2 3.36 ft 0.22 ft 2.41 ft/s 0.91 0.69 Ibs/ft2 2.32 (SFP)
Unvegetated
Underlying 0.035 0.46 ft 0.73 ft2 3.36 ft 0.22 ft 2.41 ft/s 0.91 0.33 Ibs/ft2 5.29 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224650/calculations 3/3

5/24/22, 8:36 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 04
Name
SWALE 04
Discharge
2.28
Channel Slope
0.0296
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 2.28 cfs 2.84 ft/s 0.48 ft 0.034 1.6 Ibs/ft2 0.88 Ibs/ft2 1.81 STABLE D
Underlying Straight 2.28 cfs 2.84 ft/s 0.48 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.13 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.28 cfs 1.83 ft/s 0.6 ft 0.061 4 Ibs/ft2 1.1 Ibs/ft2 3.63 STABLE
Vegetation
Underlying Straight 2.28 cfs 1.83 ft/s 0.6 ft 0.061 4 Ibs/ft2 0.53 Ibs/ft2 7.6 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.28 cfs 2.84 ft/s 0.48 ft 0.034 1.6 Ibs/ft2 0.88 Ibs/ft2 1.81 STABLE D
Unvegetated
Underlying Straight 2.28 cfs 2.84 ft/s 0.48 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.13 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 2.28 cfs 2.84 ft/s 0.48 ft 0.034 1.6 Ibs/ft2 0.88 Ibs/ft2 1.81 STABLE D
Unvegetated
Underlying Straight 2.28 cfs 2.84 ft/s 0.48 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.13 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224652/show 1 /2

5/24/22, 8:36 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224652/show 2/2

5/24/22, 8:36 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.28 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0296 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
5 (H : V)
Right Side Slope (ZR):
2 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224652/calculations 1 /3

5/24/22, 8:36 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.034
0.48 ft
0.8 ft2
3.51 ft
0.23 ft
2.84 ft/s
1.04
0.88 Ibs/ft2
1.81 (SFP)
Underlying
0.034
0.48 ft
0.8 ft2
3.51 ft
0.23 ft
2.84 ft/s
1.04
0.42 Ibs/ft2
4.13 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.061
0.6 ft
1.25 ft2
4.38 ft
0.28 ft
1.83 ft/s
0.61
1.1 Ibs/ft2
3.63 (SFL)
Vegetation
Underlying
0.061
0.6 ft
1.25 ft2
4.38 ft
0.28 ft
1.83 ft/s
0.61
0.53 Ibs/ft2
7.6 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.034 0.48 ft 0.8 ft2 3.51 ft 0.23 ft 2.84 ft/s 1.04 0.88 Ibs/ft2 1.81 (SFP)
Unvegetated
Underlying 0.034 0.48 ft 0.8 ft2 3.51 ft 0.23 ft 2.84 ft/s 1.04 0.42 Ibs/ft2 4.13 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224652/calculations 2/3

5/24/22, 8:36 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.034 0.48 ft 0.8 ft2 3.51 ft 0.23 ft 2.84 ft/s 1.04 0.88 Ibs/ft2 1.81 (SFP)
Unvegetated
Underlying 0.034 0.48 ft 0.8 ft2 3.51 ft 0.23 ft 2.84 ft/s 1.04 0.42 Ibs/ft2 4.13 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224652/calculations 3/3

5/24/22, 8:39 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 05
Name
SWALE 05
Discharge
3.5
Channel Slope
0.0403
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 3.5 cfs 3.39 ft/s 0.45 ft 0.032 1.6 Ibs/ft2 1.14 Ibs/ft2 1.4 STABLE D
Underlying Straight 3.5 cfs 3.39 ft/s 0.45 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.11 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.5 cfs 2.29 ft/s 0.55 ft 0.055 4 Ibs/ft2 1.39 Ibs/ft2 2.88 STABLE
Vegetation
Underlying Straight 3.5 cfs 2.29 ft/s 0.55 ft 0.055 4 Ibs/ft2 0.68 Ibs/ft2 5.86 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 3.5 cfs 3.39 ft/s 0.45 ft 0.032 1.6 Ibs/ft2 1.14 Ibs/ft2 1.4 STABLE D
Unvegetated
Underlying Straight 3.5 cfs 3.39 ft/s 0.45 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.11 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 3.5 cfs 3.39 ft/s 0.45 ft 0.032 1.6 Ibs/ft2 1.14 Ibs/ft2 1.4 STABLE D
Unvegetated
Underlying Straight 3.5 cfs 3.39 ft/s 0.45 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.11 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224654/show 1 /2

5/24/22, 8:39 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224654/show 2/2

5/24/22, 8:39 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
3.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0403 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
5 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224654/calculations 1 /3

5/24/22, 8:39 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.032
0.45 ft
1.03 ft2
4.64 ft
0.22 ft
3.39 ft/s
1.27
1.14 Ibs/ft2
1.4 (SFP)
Underlying
0.032
0.45 ft
1.03 ft2
4.64 ft
0.22 ft
3.39 ft/s
1.27
0.56 Ibs/ft2
3.11 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.055
0.55 ft
1.53 ft2
5.64 ft
0.27 ft
2.29 ft/s
0.78
1.39 Ibs/ft2
2.88 (SFL)
Vegetation
Underlying
0.055
0.55 ft
1.53 ft2
5.64 ft
0.27 ft
2.29 ft/s
0.78
0.68 Ibs/ft2
5.86 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.032 0.45 ft 1.03 ft2 4.64 ft 0.22 ft 3.39 ft/s 1.27 1.14 Ibs/ft2 1.4 (SFP)
Unvegetated
Underlying 0.032 0.45 ft 1.03 ft2 4.64 ft 0.22 ft 3.39 ft/s 1.27 0.56 Ibs/ft2 3.11 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224654/calculations 2/3

5/24/22, 8:39 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.032 0.45 ft 1.03 ft2 4.64 ft 0.22 ft 3.39 ft/s 1.27 1.14 Ibs/ft2 1.4 (SFP)
Unvegetated
Underlying 0.032 0.45 ft 1.03 ft2 4.64 ft 0.22 ft 3.39 ft/s 1.27 0.56 Ibs/ft2 3.11 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224654/calculations 3/3

5/24/22, 8:42 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 06
Name
SWALE 06
Discharge
1.27
Channel Slope
0.0195
Channel Bottom Width
0
Left Side Slope
3.3
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.27 cfs 1.92 ft/s 0.4 ft 0.036 1.6 Ibs/ft2 0.49 Ibs/ft2 3.29 STABLE D
Underlying Straight 1.27 cfs 1.92 ft/s 0.4 ft 0.036 1.74 Ibs/ft2 0.24 Ibs/ft2 7.39 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.27 cfs 1.11 ft/s 0.52 ft 0.075 4 Ibs/ft2 0.64 Ibs/ft2 6.27 STABLE
Vegetation
Underlying Straight 1.27 cfs 1.11 ft/s 0.52 ft 0.075 4 Ibs/ft2 0.31 Ibs/ft2 12.91 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.27 cfs 1.92 ft/s 0.4 ft 0.036 1.6 Ibs/ft2 0.49 Ibs/ft2 3.29 STABLE D
Unvegetated
Underlying Straight 1.27 cfs 1.92 ft/s 0.4 ft 0.036 1.74 Ibs/ft2 0.24 Ibs/ft2 7.39 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.27 cfs 1.92 ft/s 0.4 ft 0.036 1.6 Ibs/ft2 0.49 Ibs/ft2 3.29 STABLE D
Unvegetated
Underlying Straight 1.27 cfs 1.92 ft/s 0.4 ft 0.036 1.74 Ibs/ft2 0.24 Ibs/ft2 7.39 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224655/show 1 /2

5/24/22, 8:42 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224655/show 2/2

5/24/22, 8:42 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.27 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0195 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
3.3 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224655/calculations 1 /3

5/24/22, 8:42 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.036
0.4 ft
0.66 ft2
3.42 ft
0.19 ft
1.92 ft/s
0.78
0.49 Ibs/ft2
3.29 (SFP)
Underlying
0.036
0.4 ft
0.66 ft2
3.42 ft
0.19 ft
1.92 ft/s
0.78
0.24 Ibs/ft2
7.39 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.075
0.52 ft
1.14 ft2
4.48 ft
0.25 ft
1.11 ft/s
0.39
0.64 Ibs/ft2
6.27 (SFL)
Vegetation
Underlying
0.075
0.52 ft
1.14 ft2
4.48 ft
0.25 ft
1.11 ft/s
0.39
0.31 Ibs/ft2
12.91 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.4 ft 0.66 ft2 3.42 ft 0.19 ft 1.92 ft/s 0.78 0.49 Ibs/ft2 3.29 (SFP)
Unvegetated
Underlying 0.036 0.4 ft 0.66 ft2 3.42 ft 0.19 ft 1.92 ft/s 0.78 0.24 Ibs/ft2 7.39 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224655/calculations 2/3

5/24/22, 8:42 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.4 ft 0.66 ft2 3.42 ft 0.19 ft 1.92 ft/s 0.78 0.49 Ibs/ft2 3.29 (SFP)
Unvegetated
Underlying 0.036 0.4 ft 0.66 ft2 3.42 ft 0.19 ft 1.92 ft/s 0.78 0.24 Ibs/ft2 7.39 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224655/calculations 3/3

5/24/22, 8:44 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 07
Name
SWALE 07
Discharge
1.52
Channel Slope
0.0492
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
3.3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.52 cfs 3.06 ft/s 0.35 ft 0.033 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Underlying Straight 1.52 cfs 3.06 ft/s 0.35 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.38 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.52 cfs 2.04 ft/s 0.42 ft 0.056 4 Ibs/ft2 1.3 Ibs/ft2 3.08 STABLE
Vegetation
Underlying Straight 1.52 cfs 2.04 ft/s 0.42 ft 0.056 4 Ibs/ft2 0.63 Ibs/ft2 6.34 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.52 cfs 3.06 ft/s 0.35 ft 0.033 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Unvegetated
Underlying Straight 1.52 cfs 3.06 ft/s 0.35 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.38 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.52 cfs 3.06 ft/s 0.35 ft 0.033 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Unvegetated
Underlying Straight 1.52 cfs 3.06 ft/s 0.35 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.38 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224657/show 1 /2

5/24/22, 8:44 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224657/show 2/2

5/24/22, 8:44 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.52 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0492 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
5 (H : V)
Right Side Slope (ZR):
3.3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224657/calculations 1 /3

5/24/22, 8:44 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.033
0.35 ft
0.5 ft2
2.96 ft
0.17 ft
3.06 ft/s
1.31
1.06 Ibs/ft2
1.51 (SFP)
Underlying
0.033
0.35 ft
0.5 ft2
2.96 ft
0.17 ft
3.06 ft/s
1.31
0.52 Ibs/ft2
3.38 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.056
0.42 ft
0.74 ft2
3.62 ft
0.21 ft
2.04 ft/s
0.78
1.3 Ibs/ft2
3.08 (SFL)
Vegetation
Underlying
0.056
0.42 ft
0.74 ft2
3.62 ft
0.21 ft
2.04 ft/s
0.78
0.63 Ibs/ft2
6.34 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.033 0.35 ft 0.5 ft2 2.96 ft 0.17 ft 3.06 ft/s 1.31 1.06 Ibs/ft2 1.51 (SFP)
Unvegetated
Underlying 0.033 0.35 ft 0.5 ft2 2.96 ft 0.17 ft 3.06 ft/s 1.31 0.52 Ibs/ft2 3.38 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224657/calculations 2/3

5/24/22, 8:44 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.033 0.35 ft 0.5 ft2 2.96 ft 0.17 ft 3.06 ft/s 1.31 1.06 Ibs/ft2 1.51 (SFP)
Unvegetated
Underlying 0.033 0.35 ft 0.5 ft2 2.96 ft 0.17 ft 3.06 ft/s 1.31 0.52 Ibs/ft2 3.38 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224657/calculations 3/3

5/24/22, 8:47 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 08
Name
SWALE 08
Discharge
4.6
Channel Slope
0.0235
Channel Bottom Width
0
Left Side Slope
3.1
Right Side Slope
8
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 4.6 cfs 2.78 ft/s 0.55 ft 0.034 1.6 Ibs/ft2 0.8 Ibs/ft2 2 STABLE D
Underlying Straight 4.6 cfs 2.78 ft/s 0.55 ft 0.034 1.74 Ibs/ft2 0.39 Ibs/ft2 4.45 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 4.6 cfs 1.77 ft/s 0.68 ft 0.062 4 Ibs/ft2 1 Ibs/ft2 3.99 STABLE
Vegetation
Underlying Straight 4.6 cfs 1.77 ft/s 0.68 ft 0.062 4 Ibs/ft2 0.49 Ibs/ft2 8.13 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 4.6 cfs 2.78 ft/s 0.55 ft 0.034 1.6 Ibs/ft2 0.8 Ibs/ft2 2 STABLE D
Unvegetated
Underlying Straight 4.6 cfs 2.78 ft/s 0.55 ft 0.034 1.74 Ibs/ft2 0.39 Ibs/ft2 4.45 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 4.6 cfs 2.78 ft/s 0.55 ft 0.034 1.6 Ibs/ft2 0.8 Ibs/ft2 2 STABLE D
Unvegetated
Underlying Straight 4.6 cfs 2.78 ft/s 0.55 ft 0.034 1.74 Ibs/ft2 0.39 Ibs/ft2 4.45 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224659/show 1 /2

5/24/22, 8:47 AM
xy�.Aulwall
https://ecmds.com/project/l 52279/channel-analysis/224659/show 2/2

5/24/22, 8:47 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
4.6 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0235 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
3.1 (H : V)
Right Side Slope (ZR):
8 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224659/calculations 1 /3

5/24/22, 8:47 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.034
0.55 ft
1.65 ft2
6.17 ft
0.27 ft
2.78 ft/s
0.94
0.8 Ibs/ft2
2 (SFP)
Underlying
0.034
0.55 ft
1.65 ft2
6.17 ft
0.27 ft
2.78 ft/s
0.94
0.39 Ibs/ft2
4.45 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.062
0.68 ft
2.6 ft2
7.75 ft
0.34 ft
1.77 ft/s
0.54
1 Ibs/ft2
3.99 (SFL)
Vegetation
Underlying
0.062
0.68 ft
2.6 ft2
7.75 ft
0.34 ft
1.77 ft/s
0.54
0.49 Ibs/ft2
8.13 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.034 0.55 ft 1.65 ft2 6.17 ft 0.27 ft 2.78 ft/s 0.94 0.8 Ibs/ft2 2 (SFP)
Unvegetated
Underlying 0.034 0.55 ft 1.65 ft2 6.17 ft 0.27 ft 2.78 ft/s 0.94 0.39 Ibs/ft2 4.45 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224659/calculations 2/3

5/24/22, 8:47 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.034 0.55 ft 1.65 ft2 6.17 ft 0.27 ft 2.78 ft/s 0.94 0.8 Ibs/ft2 2 (SFP)
Unvegetated
Underlying 0.034 0.55 ft 1.65 ft2 6.17 ft 0.27 ft 2.78 ft/s 0.94 0.39 Ibs/ft2 4.45 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224659/calculations 3/3

5/24/22, 10:20 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 09
Name
SWALE 09
Discharge
7.89
Channel Slope
0.0235
Channel Bottom Width
0
Left Side Slope
2.4
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 7.89 cfs 3.89 ft/s 0.87 ft 0.032 1.6 Ibs/ft2 1.27 Ibs/ft2 1.26 STABLE D
Underlying Straight 7.89 cfs 3.89 ft/s 0.87 ft 0.032 1.74 Ibs/ft2 0.6 Ibs/ft2 2.93 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.89 cfs 2.66 ft/s 1.05 ft 0.053 4 Ibs/ft2 1.54 Ibs/ft2 2.6 STABLE
Vegetation
Underlying Straight 7.89 cfs 2.66 ft/s 1.05 ft 0.053 4 Ibs/ft2 0.72 Ibs/ft2 5.55 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 7.89 cfs 3.89 ft/s 0.87 ft 0.032 1.6 Ibs/ft2 1.27 Ibs/ft2 1.26 STABLE D
Unvegetated
Underlying Straight 7.89 cfs 3.89 ft/s 0.87 ft 0.032 1.74 Ibs/ft2 0.6 Ibs/ft2 2.93 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 7.89 cfs 3.89 ft/s 0.87 ft 0.032 1.6 Ibs/ft2 1.27 Ibs/ft2 1.26 STABLE D
Unvegetated
Underlying Straight 7.89 cfs 3.89 ft/s 0.87 ft 0.032 1.74 Ibs/ft2 0.6 Ibs/ft2 2.93 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224674/show 1 /2

5/24/22, 10:20 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224674/show 2/2

5/24/22, 10:20 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7.89 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0235 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2.4 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224674/calculations 1 /3

5/24/22, 10:20 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.032
0.87 ft
2.03 ft2
4.99 ft
0.41 ft
3.89 ft/s
1.07
1.27 Ibs/ft2
1.26 (SFP)
Underlying
0.032
0.87 ft
2.03 ft2
4.99 ft
0.41 ft
3.89 ft/s
1.07
0.6 Ibs/ft2
2.93 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.053
1.05 ft
2.97 ft2
6.04 ft
0.49 ft
2.66 ft/s
0.67
1.54 Ibs/ft2
2.6 (SFL)
Vegetation
Underlying
0.053
1.05 ft
2.97 ft2
6.04 ft
0.49 ft
2.66 ft/s
0.67
0.72 Ibs/ft2
5.55 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.032 0.87 ft 2.03 ft2 4.99 ft 0.41 ft 3.89 ft/s 1.07 1.27 Ibs/ft2 1.26 (SFP)
Unvegetated
Underlying 0.032 0.87 ft 2.03 ft2 4.99 ft 0.41 ft 3.89 ft/s 1.07 0.6 Ibs/ft2 2.93 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224674/calculations 2/3

5/24/22, 10:20 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.032 0.87 ft 2.03 ft2 4.99 ft 0.41 ft 3.89 ft/s 1.07 1.27 Ibs/ft2 1.26 (SFP)
Unvegetated
Underlying 0.032 0.87 ft 2.03 ft2 4.99 ft 0.41 ft 3.89 ft/s 1.07 0.6 Ibs/ft2 2.93 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224674/calculations 3/3

5/24/22, 10:23 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 10
Name
SWALE 10
Discharge
0.8
Channel Slope
0.0407
Channel Bottom Width
0
Left Side Slope
2.5
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.8 cfs 2.69 ft/s 0.36 ft 0.034 1.6 Ibs/ft2 0.92 Ibs/ft2 1.73 STABLE D
Underlying Straight 0.8 cfs 2.69 ft/s 0.36 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.14 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.8 cfs 1.73 ft/s 0.45 ft 0.061 4 Ibs/ft2 1.15 Ibs/ft2 3.47 STABLE
Vegetation
Underlying Straight 0.8 cfs 1.73 ft/s 0.45 ft 0.061 4 Ibs/ft2 0.53 Ibs/ft2 7.61 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.8 cfs 2.69 ft/s 0.36 ft 0.034 1.6 Ibs/ft2 0.92 Ibs/ft2 1.73 STABLE D
Unvegetated
Underlying Straight 0.8 cfs 2.69 ft/s 0.36 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.14 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.8 cfs 2.69 ft/s 0.36 ft 0.034 1.6 Ibs/ft2 0.92 Ibs/ft2 1.73 STABLE D
Unvegetated
Underlying Straight 0.8 cfs 2.69 ft/s 0.36 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.14 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224675/show 1 /2

5/24/22, 10:23 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224675/show 2/2

5/24/22, 10:23 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.8 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0407 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2.5 (H : V)
Right Side Slope (ZR):
2 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224675/calculations 1 /3

5/24/22, 10:23 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.034
0.36 ft
0.3 ft2
1.79 ft
0.17 ft
2.69 ft/s
1.15
0.92 Ibs/ft2
1.73 (SFP)
Underlying
0.034
0.36 ft
0.3 ft2
1.79 ft
0.17 ft
2.69 ft/s
1.15
0.42 Ibs/ft2
4.14 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.061
0.45 ft
0.46 ft2
2.23 ft
0.21 ft
1.73 ft/s
0.67
1.15 Ibs/ft2
3.47 (SFL)
Vegetation
Underlying
0.061
0.45 ft
0.46 ft2
2.23 ft
0.21 ft
1.73 ft/s
0.67
0.53 Ibs/ft2
7.61 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.034 0.36 ft 0.3 ft2 1.79 ft 0.17 ft 2.69 ft/s 1.15 0.92 Ibs/ft2 1.73 (SFP)
Unvegetated
Underlying 0.034 0.36 ft 0.3 ft2 1.79 ft 0.17 ft 2.69 ft/s 1.15 0.42 Ibs/ft2 4.14 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224675/calculations 2/3

5/24/22, 10:23 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.034 0.36 ft 0.3 ft2 1.79 ft 0.17 ft 2.69 ft/s 1.15 0.92 Ibs/ft2 1.73 (SFP)
Unvegetated
Underlying 0.034 0.36 ft 0.3 ft2 1.79 ft 0.17 ft 2.69 ft/s 1.15 0.42 Ibs/ft2 4.14 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224675/calculations 3/3

5/24/22, 10:29 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 11
Name
SWALE 11
Discharge
9.83
Channel Slope
0.0369
Channel Bottom Width
0
Left Side Slope
2.5
Right Side Slope
2.5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 9.83 cfs 5.16 ft/s 0.87 ft 0.03 1.6 Ibs/ft2 2.01 Ibs/ft2 0.8 UNSTABLE D
Underlying Straight 9.83 cfs 5.16 ft/s 0.87 ft 0.03 1.74 Ibs/ft2 0.93 Ibs/ft2 1.87 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.83 cfs 3.81 ft/s 1.02 ft 0.045 4 Ibs/ft2 2.34 Ibs/ft2 1.71 STABLE
Vegetation
Underlying Straight 9.83 cfs 3.81 ft/s 1.02 ft 0.045 3.21 Ibs/ft2 1.09 Ibs/ft2 2.96 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 9.83 cfs 5.16 ft/s 0.87 ft 0.03 1.6 Ibs/ft2 2.01 Ibs/ft2 0.8 UNSTABLE D
Unvegetated
Underlying Straight 9.83 cfs 5.16 ft/s 0.87 ft 0.03 1.74 Ibs/ft2 0.93 Ibs/ft2 1.87 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 9.83 cfs 5.16 ft/s 0.87 ft 0.03 1.6 Ibs/ft2 2.01 Ibs/ft2 0.8 UNSTABLE D
Unvegetated
Underlying Straight 9.83 cfs 5.16 ft/s 0.87 ft 0.03 1.74 Ibs/ft2 0.93 Ibs/ft2 1.87 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224676/show 1 /2

5/24/22, 10:29 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224676/show 2/2

5/24/22, 10:29 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
9.83 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0369 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2.5 (H : V)
Right Side Slope (ZR):
2.5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224676/calculations 1 /3

5/24/22, 10:29 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.03
0.87 ft
1.9 ft2
4.7 ft
0.41 ft
5.16 ft/s
1.42
2.01 Ibs/ft2
0.8 (SFP)
Underlying
0.03
0.87 ft
1.9 ft2
4.7 ft
0.41 ft
5.16 ft/s
1.42
0.93 Ibs/ft2
1.87 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.045
1.02 ft
2.58 ft2
5.47 ft
0.47 ft
3.81 ft/s
0.98
2.34 Ibs/ft2
1.71 (SFL)
Vegetation
Underlying
0.045
1.02 ft
2.58 ft2
5.47 ft
0.47 ft
3.81 ft/s
0.98
1.09 Ibs/ft2
2.96 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.03 0.87 ft 1.9 ft2 4.7 ft 0.41 ft 5.16 ft/s 1.42 2.01 Ibs/ft2 0.8 (SFP)
Unvegetated
Underlying 0.03 0.87 ft 1.9 ft2 4.7 ft 0.41 ft 5.16 ft/s 1.42 0.93 Ibs/ft2 1.87 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224676/calculations 2/3

5/24/22, 10:29 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.03 0.87 ft 1.9 ft2 4.7 ft 0.41 ft 5.16 ft/s 1.42 2.01 Ibs/ft2 0.8 (SFP)
Unvegetated
Underlying 0.03 0.87 ft 1.9 ft2 4.7 ft 0.41 ft 5.16 ft/s 1.42 0.93 Ibs/ft2 1.87 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224676/calculations 3/3

5/24/22, 10:35 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 12
Name
SWALE 12
Discharge
1.05
Channel Slope
0.0398
Channel Bottom Width
0
Left Side Slope
16
Right Side Slope
32
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.05 cfs 1.54 ft/s 0.17 ft 0.037 1.6 Ibs/ft2 0.42 Ibs/ft2 3.83 STABLE D
Underlying Straight 1.05 cfs 1.54 ft/s 0.17 ft 0.037 1.74 Ibs/ft2 0.21 Ibs/ft2 8.35 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.05 cfs 0.88 ft/s 0.22 ft 0.078 4 Ibs/ft2 0.55 Ibs/ft2 7.21 STABLE
Vegetation
Underlying Straight 1.05 cfs 0.88 ft/s 0.22 ft 0.078 4 Ibs/ft2 0.28 Ibs/ft2 14.44 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.05 cfs 1.54 ft/s 0.17 ft 0.037 1.6 Ibs/ft2 0.42 Ibs/ft2 3.83 STABLE D
Unvegetated
Underlying Straight 1.05 cfs 1.54 ft/s 0.17 ft 0.037 1.74 Ibs/ft2 0.21 Ibs/ft2 8.35 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.05 cfs 1.54 ft/s 0.17 ft 0.037 1.6 Ibs/ft2 0.42 Ibs/ft2 3.83 STABLE D
Unvegetated
Underlying Straight 1.05 cfs 1.54 ft/s 0.17 ft 0.037 1.74 Ibs/ft2 0.21 Ibs/ft2 8.35 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224677/show 1 /2

5/24/22, 10:35 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224677/show 2/2

5/24/22, 10:36 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.05 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0398 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
16 (H : V)
Right Side Slope (ZR):
32 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224677/calculations 1 /3

5/24/22, 10:36 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.037
0.17 ft
0.68 ft2
8.09 ft
0.08 ft
1.54 ft/s
0.96
0.42 Ibs/ft2
3.83 (SFP)
Underlying
0.037
0.17 ft
0.68 ft2
8.09 ft
0.08 ft
1.54 ft/s
0.96
0.21 Ibs/ft2
8.35 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.078
0.22 ft
1.2 ft2
10.73 ft
0.11 ft
0.88 ft/s
0.47
0.55 Ibs/ft2
7.21 (SFL)
Vegetation
Underlying
0.078
0.22 ft
1.2 ft2
10.73 ft
0.11 ft
0.88 ft/s
0.47
0.28 Ibs/ft2
14.44 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.037 0.17 ft 0.68 ft2 8.09 ft 0.08 ft 1.54 ft/s 0.96 0.42 Ibs/ft2 3.83 (SFP)
Unvegetated
Underlying 0.037 0.17 ft 0.68 ft2 8.09 ft 0.08 ft 1.54 ft/s 0.96 0.21 Ibs/ft2 8.35 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224677/calculations 2/3

5/24/22, 10:36 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.037 0.17 ft 0.68 ft2 8.09 ft 0.08 ft 1.54 ft/s 0.96 0.42 Ibs/ft2 3.83 (SFP)
Unvegetated
Underlying 0.037 0.17 ft 0.68 ft2 8.09 ft 0.08 ft 1.54 ft/s 0.96 0.21 Ibs/ft2 8.35 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224677/calculations 3/3

5/24/22, 10:40 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 13
Name
SWALE 13
Discharge
0.46
Channel Slope
0.0213
Channel Bottom Width
0
Left Side Slope
0.1
Right Side Slope
9.6
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.46 cfs 1.37 ft/s 0.26 ft 0.038 1.6 Ibs/ft2 0.35 Ibs/ft2 4.59 STABLE D
Underlying Straight 0.46 cfs 1.37 ft/s 0.26 ft 0.038 1.74 Ibs/ft2 0.16 Ibs/ft2 11 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.46 cfs 0.75 ft/s 0.36 ft 0.087 4 Ibs/ft2 0.47 Ibs/ft2 8.44 STABLE
Vegetation
Underlying Straight 0.46 cfs 0.75 ft/s 0.36 ft 0.087 4 Ibs/ft2 0.22 Ibs/ft2 18.55 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.46 cfs 1.37 ft/s 0.26 ft 0.038 1.6 Ibs/ft2 0.35 Ibs/ft2 4.59 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.37 ft/s 0.26 ft 0.038 1.74 Ibs/ft2 0.16 Ibs/ft2 11 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.46 cfs 1.37 ft/s 0.26 ft 0.038 1.6 Ibs/ft2 0.35 Ibs/ft2 4.59 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.37 ft/s 0.26 ft 0.038 1.74 Ibs/ft2 0.16 Ibs/ft2 11 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224679/show 1 /2

5/24/22, 10:40 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224679/show 2/2

5/24/22, 10:40 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.46 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0213 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
0.1 (H : V)
Right Side Slope (ZR):
9.6 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224679/calculations 1 /3

5/24/22, 10:40 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.038
0.26 ft
0.33 ft2
2.79 ft
0.12 ft
1.37 ft/s
0.7
0.35 Ibs/ft2
4.59 (SFP)
Underlying
0.038
0.26 ft
0.33 ft2
2.79 ft
0.12 ft
1.37 ft/s
0.7
0.16 Ibs/ft2
11 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.087
0.36 ft
0.62 ft2
3.8 ft
0.16 ft
0.75 ft/s
0.33
0.47 Ibs/ft2
8.44 (SFL)
Vegetation
Underlying
0.087
0.36 ft
0.62 ft2
3.8 ft
0.16 ft
0.75 ft/s
0.33
0.22 Ibs/ft2
18.55 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.038 0.26 ft 0.33 ft2 2.79 ft 0.12 ft 1.37 ft/s 0.7 0.35 Ibs/ft2 4.59 (SFP;
Unvegetated
Underlying 0.038 0.26 ft 0.33 ft2 2.79 ft 0.12 ft 1.37 ft/s 0.7 0.16 Ibs/ft2 11 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224679/calculations 2/3

5/24/22, 10:40 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.038 0.26 ft 0.33 ft2 2.79 ft 0.12 ft 1.37 ft/s 0.7 0.35 Ibs/ft2 4.59 (SFP
Unvegetated
Underlying 0.038 0.26 ft 0.33 ft2 2.79 ft 0.12 ft 1.37 ft/s 0.7 0.16 Ibs/ft2 11 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224679/calculations 3/3

5/24/22, 10:46 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 14
Name
SWALE 14
Discharge
7.17
Channel Slope
0.0138
Channel Bottom Width
0
Left Side Slope
7
Right Side Slope
6
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 7.17 cfs 2.39 ft/s 0.68 ft 0.035 1.6 Ibs/ft2 0.59 Ibs/ft2 2.73 STABLE D
Underlying Straight 7.17 cfs 2.39 ft/s 0.68 ft 0.035 1.74 Ibs/ft2 0.29 Ibs/ft2 6.03 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.17 cfs 1.44 ft/s 0.88 ft 0.07 4 Ibs/ft2 0.75 Ibs/ft2 5.3 STABLE
Vegetation
Underlying Straight 7.17 cfs 1.44 ft/s 0.88 ft 0.07 4 Ibs/ft2 0.37 Ibs/ft2 10.73 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 7.17 cfs 2.39 ft/s 0.68 ft 0.035 1.6 Ibs/ft2 0.59 Ibs/ft2 2.73 STABLE D
Unvegetated
Underlying Straight 7.17 cfs 2.39 ft/s 0.68 ft 0.035 1.74 Ibs/ft2 0.29 Ibs/ft2 6.03 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 7.17 cfs 2.39 ft/s 0.68 ft 0.035 1.6 Ibs/ft2 0.59 Ibs/ft2 2.73 STABLE D
Unvegetated
Underlying Straight 7.17 cfs 2.39 ft/s 0.68 ft 0.035 1.74 Ibs/ft2 0.29 Ibs/ft2 6.03 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224681 /show 1 /2

5/24/22, 10:46 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224681 /show 2/2

5/24/22, 10:46 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7.17 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0138 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
7 (H : V)
Right Side Slope (ZR):
6 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224681 /calculations 1 /3

5/24/22, 10:46 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.035
0.68 ft
3 ft2
8.94 ft
0.34 ft
2.39 ft/s
0.72
0.59 Ibs/ft2
2.73 (SFP)
Underlying
0.035
0.68 ft
3 ft2
8.94 ft
0.34 ft
2.39 ft/s
0.72
0.29 Ibs/ft2
6.03 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.07
0.88 ft
4.99 ft2
11.52 ft
0.43 ft
1.44 ft/s
0.39
0.75 Ibs/ft2
5.3 (SFL)
Vegetation
Underlying
0.07
0.88 ft
4.99 ft2
11.52 ft
0.43 ft
1.44 ft/s
0.39
0.37 Ibs/ft2
10.73 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.035 0.68 ft 3 ft2 8.94 ft 0.34 ft 2.39 ft/s 0.72 0.59 Ibs/ft2 2.73 (SFP)
Unvegetated
Underlying 0.035 0.68 ft 3 ft2 8.94 ft 0.34 ft 2.39 ft/s 0.72 0.29 Ibs/ft2 6.03 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224681 /calculations 2/3

5/24/22, 10:46 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.035 0.68 ft 3 ft2 8.94 ft 0.34 ft 2.39 ft/s 0.72 0.59 Ibs/ft2 2.73 (SFP)
Unvegetated
Underlying 0.035 0.68 ft 3 ft2 8.94 ft 0.34 ft 2.39 ft/s 0.72 0.29 Ibs/ft2 6.03 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224681 /calculations 3/3

5/24/22, 9:31 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 15
Name
SWALE 15
Discharge
1.56
Channel Slope
0.0101
Channel Bottom Width
0
Left Side Slope
2.8
Right Side Slope
2.8
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.56 cfs 1.66 ft/s 0.58 ft 0.038 1.6 Ibs/ft2 0.37 Ibs/ft2 4.38 STABLE D
Underlying Straight 1.56 cfs 1.66 ft/s 0.58 ft 0.038 1.74 Ibs/ft2 0.17 Ibs/ft2 10.14 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.56 cfs 0.91 ft/s 0.78 ft 0.084 4 Ibs/ft2 0.49 Ibs/ft2 8.12 STABLE
Vegetation
Underlying Straight 1.56 cfs 0.91 ft/s 0.78 ft 0.084 4 Ibs/ft2 0.23 Ibs/ft2 17.25 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.56 cfs 1.66 ft/s 0.58 ft 0.038 1.6 Ibs/ft2 0.37 Ibs/ft2 4.38 STABLE D
Unvegetated
Underlying Straight 1.56 cfs 1.66 ft/s 0.58 ft 0.038 1.74 Ibs/ft2 0.17 Ibs/ft2 10.14 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.56 cfs 1.66 ft/s 0.58 ft 0.038 1.6 Ibs/ft2 0.37 Ibs/ft2 4.38 STABLE D
Unvegetated
Underlying Straight 1.56 cfs 1.66 ft/s 0.58 ft 0.038 1.74 Ibs/ft2 0.17 Ibs/ft2 10.14 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224682/show 1 /2

5/24/22, 9:31 PM
xy�.AuNWAII
https://ecmds.com/project/l 52279/channel-analysis/224682/show 2/2

5/24/22, 9:31 PM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.56 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0101 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2.8 (H : V)
Right Side Slope (ZR):
2.8 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224682/calculations 1 /3

5/24/22, 9:31 PM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.038
0.58 ft
0.94 ft2
3.45 ft
0.27 ft
1.66 ft/s
0.56
0.37 Ibs/ft2
4.38 (SFP)
Underlying
0.038
0.58 ft
0.94 ft2
3.45 ft
0.27 ft
1.66 ft/s
0.56
0.17 Ibs/ft2
10.14 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.084
0.78 ft
1.71 ft2
4.65 ft
0.37 ft
0.91 ft/s
0.26
0.49 Ibs/ft2
8.12 (SFL)
Vegetation
Underlying
0.084
0.78 ft
1.71 ft2
4.65 ft
0.37 ft
0.91 ft/s
0.26
0.23 Ibs/ft2
17.25 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.038 0.58 ft 0.94 ft2 3.45 ft 0.27 ft 1.66 ft/s 0.56 0.37 Ibs/ft2 4.38 (SFP)
Unvegetated
Underlying 0.038 0.58 ft 0.94 ft2 3.45 ft 0.27 ft 1.66 ft/s 0.56 0.17 Ibs/ft2 10.14 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224682/calculations 2/3

5/24/22, 9:31 PM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.038 0.58 ft 0.94 ft2 3.45 ft 0.27 ft 1.66 ft/s 0.56 0.37 Ibs/ft2 4.38 (SFP)
Unvegetated
Underlying 0.038 0.58 ft 0.94 ft2 3.45 ft 0.27 ft 1.66 ft/s 0.56 0.17 Ibs/ft2 10.14 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224682/calculations 3/3

5/24/22, 10:50 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 16
Name
SWALE 16
Discharge
0.46
Channel Slope
0.0115
Channel Bottom Width
0
Left Side Slope
4.6
Right Side Slope
4.6
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.46 cfs 1.1 ft/s 0.3 ft 0.04 1.6 Ibs/ft2 0.22 Ibs/ft2 7.4 STABLE D
Underlying Straight 0.46 cfs 1.1 ft/s 0.3 ft 0.04 1.74 Ibs/ft2 0.11 Ibs/ft2 16.5 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.46 cfs 0.56 ft/s 0.42 ft 0.1 4 Ibs/ft2 0.3 Ibs/ft2 13.15 STABLE
Vegetation
Underlying Straight 0.46 cfs 0.56 ft/s 0.42 ft 0.1 4 Ibs/ft2 0.15 Ibs/ft2 26.91 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.46 cfs 1.1 ft/s 0.3 ft 0.04 1.6 Ibs/ft2 0.22 Ibs/ft2 7.4 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.1 ft/s 0.3 ft 0.04 1.74 Ibs/ft2 0.11 Ibs/ft2 16.5 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.46 cfs 1.1 ft/s 0.3 ft 0.04 1.6 Ibs/ft2 0.22 Ibs/ft2 7.4 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.1 ft/s 0.3 ft 0.04 1.74 Ibs/ft2 0.11 Ibs/ft2 16.5 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224683/show 1 /2

5/24/22, 10:50 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224683/show 2/2

5/24/22, 10:51 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.46 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0115 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
4.6 (H : V)
Right Side Slope (ZR):
4.6 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224683/calculations 1 /3

5/24/22, 10:51 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.04
0.3 ft
0.42 ft2
2.84 ft
0.15 ft
1.1 ft/s
0.5
0.22 Ibs/ft2
7.4 (SFP)
Underlying
0.04
0.3 ft
0.42 ft2
2.84 ft
0.15 ft
1.1 ft/s
0.5
0.11 Ibs/ft2
16.5 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.1
0.42 ft
0.83 ft2
3.99 ft
0.21 ft
0.56 ft/s
0.22
0.3 Ibs/ft2
13.15 (SFL)
Vegetation
Underlying
0.1
0.42 ft
0.83 ft2
3.99 ft
0.21 ft
0.56 ft/s
0.22
0.15 Ibs/ft2
26.91 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.04 0.3 ft 0.42 ft2 2.84 ft 0.15 ft 1.1 ft/s 0.5 0.22 Ibs/ft2 7.4 (SFP)
Unvegetated
Underlying 0.04 0.3 ft 0.42 ft2 2.84 ft 0.15 ft 1.1 ft/s 0.5 0.11 Ibs/ft2 16.5 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224683/calculations 2/3

5/24/22, 10:51 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.04 0.3 ft 0.42 ft2 2.84 ft 0.15 ft 1.1 ft/s 0.5 0.22 Ibs/ft2 7.4 (SFP)
Unvegetated
Underlying 0.04 0.3 ft 0.42 ft2 2.84 ft 0.15 ft 1.1 ft/s 0.5 0.11 Ibs/ft2 16.5 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224683/calculations 3/3

5/24/22, 10:53 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 17
Name
SWALE 17
Discharge
2.45
Channel Slope
0.0081
Channel Bottom Width
0
Left Side Slope
4
Right Side Slope
4
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 2.45 cfs 1.57 ft/s 0.62 ft 0.038 1.6 Ibs/ft2 0.32 Ibs/ft2 5.07 STABLE D
Underlying Straight 2.45 cfs 1.57 ft/s 0.62 ft 0.038 1.74 Ibs/ft2 0.15 Ibs/ft2 11.38 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.45 cfs 0.85 ft/s 0.85 ft 0.088 4 Ibs/ft2 0.43 Ibs/ft2 9.3 STABLE
Vegetation
Underlying Straight 2.45 cfs 0.85 ft/s 0.85 ft 0.088 4 Ibs/ft2 0.21 Ibs/ft2 19.17 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.45 cfs 1.57 ft/s 0.62 ft 0.038 1.6 Ibs/ft2 0.32 Ibs/ft2 5.07 STABLE D
Unvegetated
Underlying Straight 2.45 cfs 1.57 ft/s 0.62 ft 0.038 1.74 Ibs/ft2 0.15 Ibs/ft2 11.38 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 2.45 cfs 1.57 ft/s 0.62 ft 0.038 1.6 Ibs/ft2 0.32 Ibs/ft2 5.07 STABLE D
Unvegetated
Underlying Straight 2.45 cfs 1.57 ft/s 0.62 ft 0.038 1.74 Ibs/ft2 0.15 Ibs/ft2 11.38 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224687/show 1 /2

5/24/22, 10:53 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224687/show 2/2

5/24/22, 10:54 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.45 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0081 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
4 (H : V)
Right Side Slope (ZR):
4 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224687/calculations 1 /3

5/24/22, 10:54 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.038
0.62 ft
1.56 ft2
5.15 ft
0.3 ft
1.57 ft/s
0.51
0.32 Ibs/ft2
5.07 (SFP)
Underlying
0.038
0.62 ft
1.56 ft2
5.15 ft
0.3 ft
1.57 ft/s
0.51
0.15 Ibs/ft2
11.38 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.088
0.85 ft
2.9 ft2
7.02 ft
0.41 ft
0.85 ft/s
0.23
0.43 Ibs/ft2
9.3 (SFL)
Vegetation
Underlying
0.088
0.85 ft
2.9 ft2
7.02 ft
0.41 ft
0.85 ft/s
0.23
0.21 Ibs/ft2
19.17 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.038 0.62 ft 1.56 ft2 5.15 ft 0.3 ft 1.57 ft/s 0.51 0.32 Ibs/ft2 5.07 (SFP)
Unvegetated
Underlying 0.038 0.62 ft 1.56 ft2 5.15 ft 0.3 ft 1.57 ft/s 0.51 0.15 Ibs/ft2 11.38 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224687/calculations 2/3

5/24/22, 10:54 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.038 0.62 ft 1.56 ft2 5.15 ft 0.3 ft 1.57 ft/s 0.51 0.32 Ibs/ft2 5.07 (SFP)
Unvegetated
Underlying 0.038 0.62 ft 1.56 ft2 5.15 ft 0.3 ft 1.57 ft/s 0.51 0.15 Ibs/ft2 11.38 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224687/calculations 3/3

5/24/22, 10:55 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 18
Name
SWALE 18
Discharge
0.25
Channel Slope
0.0095
Channel Bottom Width
0
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.25 cfs 1.02 ft/s 0.35 ft 0.041 1.6 Ibs/ft2 0.21 Ibs/ft2 7.73 STABLE D
Underlying Straight 0.25 cfs 1.02 ft/s 0.35 ft 0.041 1.74 Ibs/ft2 0.09 Ibs/ft2 18.84 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.25 cfs 0.5 ft/s 0.5 ft 0.105 4 Ibs/ft2 0.3 Ibs/ft2 13.56 STABLE
Vegetation
Underlying Straight 0.25 cfs 0.5 ft/s 0.5 ft 0.105 4 Ibs/ft2 0.13 Ibs/ft2 30.32 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.25 cfs 1.02 ft/s 0.35 ft 0.041 1.6 Ibs/ft2 0.21 Ibs/ft2 7.73 STABLE D
Unvegetated
Underlying Straight 0.25 cfs 1.02 ft/s 0.35 ft 0.041 1.74 Ibs/ft2 0.09 Ibs/ft2 18.84 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.25 cfs 1.02 ft/s 0.35 ft 0.041 1.6 Ibs/ft2 0.21 Ibs/ft2 7.73 STABLE D
Unvegetated
Underlying Straight 0.25 cfs 1.02 ft/s 0.35 ft 0.041 1.74 Ibs/ft2 0.09 Ibs/ft2 18.84 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224688/show 1 /2

5/24/22, 10:55 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224688/show 2/2

5/24/22, 10:55 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.25 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0095 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2 (H : V)
Right Side Slope (ZR):
2 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224688/calculations 1 /3

5/24/22, 10:55 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.041
0.35 ft
0.24 ft2
1.56 ft
0.16 ft
1.02 ft/s
0.45
0.21 Ibs/ft2
7.73 (SFP)
Underlying
0.041
0.35 ft
0.24 ft2
1.56 ft
0.16 ft
1.02 ft/s
0.45
0.09 Ibs/ft2
18.84 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.105
0.5 ft
0.5 ft2
2.23 ft
0.22 ft
0.5 ft/s
0.19
0.3 Ibs/ft2
13.56 (SFL)
Vegetation
Underlying
0.105
0.5 ft
0.5 ft2
2.23 ft
0.22 ft
0.5 ft/s
0.19
0.13 Ibs/ft2
30.32 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.041 0.35 ft 0.24 ft2 1.56 ft 0.16 ft 1.02 ft/s 0.45 0.21 Ibs/ft2 7.73 (SFP)
Unvegetated
Underlying 0.041 0.35 ft 0.24 ft2 1.56 ft 0.16 ft 1.02 ft/s 0.45 0.09 Ibs/ft2 18.84 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224688/calculations 2/3

5/24/22, 10:55 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.041 0.35 ft 0.24 ft2 1.56 ft 0.16 ft 1.02 ft/s 0.45 0.21 Ibs/ft2 7.73 (SFP)
Unvegetated
Underlying 0.041 0.35 ft 0.24 ft2 1.56 ft 0.16 ft 1.02 ft/s 0.45 0.09 Ibs/ft2 18.84 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224688/calculations 3/3

5/24/22, 10:57 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 19
Name
SWALE 19
Discharge
0.25
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
1.8
Right Side Slope
1.8
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.25 cfs 1.07 ft/s 0.36 ft 0.041 1.6 Ibs/ft2 0.23 Ibs/ft2 7.1 STABLE D
Underlying Straight 0.25 cfs 1.07 ft/s 0.36 ft 0.041 1.74 Ibs/ft2 0.1 Ibs/ft2 17.71 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.25 cfs 0.53 ft/s 0.51 ft 0.103 4 Ibs/ft2 0.32 Ibs/ft2 12.54 STABLE
Vegetation
Underlying Straight 0.25 cfs 0.53 ft/s 0.51 ft 0.103 4 Ibs/ft2 0.14 Ibs/ft2 28.68 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.25 cfs 1.07 ft/s 0.36 ft 0.041 1.6 Ibs/ft2 0.23 Ibs/ft2 7.1 STABLE D
Unvegetated
Underlying Straight 0.25 cfs 1.07 ft/s 0.36 ft 0.041 1.74 Ibs/ft2 0.1 Ibs/ft2 17.71 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.25 cfs 1.07 ft/s 0.36 ft 0.041 1.6 Ibs/ft2 0.23 Ibs/ft2 7.1 STABLE D
Unvegetated
Underlying Straight 0.25 cfs 1.07 ft/s 0.36 ft 0.041 1.74 Ibs/ft2 0.1 Ibs/ft2 17.71 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224690/show 1 /2

5/24/22, 10:57 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224690/show 2/2

5/24/22, 10:57 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.25 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
1.8 (H : V)
Right Side Slope (ZR):
1.8 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224690/calculations 1 /3

5/24/22, 10:57 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.041
0.36 ft
0.23 ft2
1.49 ft
0.16 ft
1.07 ft/s
0.47
0.23 Ibs/ft2
7.1 (SFP)
Underlying
0.041
0.36 ft
0.23 ft2
1.49 ft
0.16 ft
1.07 ft/s
0.47
0.1 Ibs/ft2
17.71 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.103
0.51 ft
0.47 ft2
2.11 ft
0.22 ft
0.53 ft/s
0.2
0.32 Ibs/ft2
12.54 (SFL)
Vegetation
Underlying
0.103
0.51 ft
0.47 ft2
2.11 ft
0.22 ft
0.53 ft/s
0.2
0.14 Ibs/ft2
28.68 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.041 0.36 ft 0.23 ft2 1.49 ft 0.16 ft 1.07 ft/s 0.47 0.23 Ibs/ft2 7.1 (SFP)
Unvegetated
Underlying 0.041 0.36 ft 0.23 ft2 1.49 ft 0.16 ft 1.07 ft/s 0.47 0.1 Ibs/ft2 17.71 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224690/calculations 2/3

5/24/22, 10:57 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.041 0.36 ft 0.23 ft2 1.49 ft 0.16 ft 1.07 ft/s 0.47 0.23 Ibs/ft2 7.1 (SFP)
Unvegetated
Underlying 0.041 0.36 ft 0.23 ft2 1.49 ft 0.16 ft 1.07 ft/s 0.47 0.1 Ibs/ft2 17.71 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224690/calculations 3/3

5/24/22, 10:59 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 20
Name
SWALE 20
Discharge
0.46
Channel Slope
0.0203
Channel Bottom Width
0
Left Side Slope
1.5
Right Side Slope
1.5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.46 cfs 1.79 ft/s 0.41 ft 0.037 1.6 Ibs/ft2 0.52 Ibs/ft2 3.05 STABLE D
Underlying Straight 0.46 cfs 1.79 ft/s 0.41 ft 0.037 1.74 Ibs/ft2 0.22 Ibs/ft2 8 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.46 cfs 1.02 ft/s 0.55 ft 0.077 4 Ibs/ft2 0.69 Ibs/ft2 5.77 STABLE
Vegetation
Underlying Straight 0.46 cfs 1.02 ft/s 0.55 ft 0.077 4 Ibs/ft2 0.29 Ibs/ft2 13.88 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.46 cfs 1.79 ft/s 0.41 ft 0.037 1.6 Ibs/ft2 0.52 Ibs/ft2 3.05 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.79 ft/s 0.41 ft 0.037 1.74 Ibs/ft2 0.22 Ibs/ft2 8 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.46 cfs 1.79 ft/s 0.41 ft 0.037 1.6 Ibs/ft2 0.52 Ibs/ft2 3.05 STABLE D
Unvegetated
Underlying Straight 0.46 cfs 1.79 ft/s 0.41 ft 0.037 1.74 Ibs/ft2 0.22 Ibs/ft2 8 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224691 /show 1 /2

5/24/22, 10:59 AM
xy�.AuNWAII1
https://ecmds.com/project/l 52279/channel-analysis/224691 /show 2/2

5/24/22, 10:59 AM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.46 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0203 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
1.5 (H : V)
Right Side Slope (ZR):
1.5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224691 /calculations 1 /3

5/24/22, 10:59 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.037
0.41 ft
0.26 ft2
1.49 ft
0.17 ft
1.79 ft/s
0.77
0.52 Ibs/ft2
3.05 (SFP)
Underlying
0.037
0.41 ft
0.26 ft2
1.49 ft
0.17 ft
1.79 ft/s
0.77
0.22 Ibs/ft2
8 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.077
0.55 ft
0.45 ft2
1.97 ft
0.23 ft
1.02 ft/s
0.37
0.69 Ibs/ft2
5.77 (SFL)
Vegetation
Underlying
0.077
0.55 ft
0.45 ft2
1.97 ft
0.23 ft
1.02 ft/s
0.37
0.29 Ibs/ft2
13.88 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.037 0.41 ft 0.26 ft2 1.49 ft 0.17 ft 1.79 ft/s 0.77 0.52 Ibs/ft2 3.05 (SFP;
Unvegetated
Underlying 0.037 0.41 ft 0.26 ft2 1.49 ft 0.17 ft 1.79 ft/s 0.77 0.22 Ibs/ft2 8 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224691 /calculations 2/3

5/24/22, 10:59 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.037 0.41 ft 0.26 ft2 1.49 ft 0.17 ft 1.79 ft/s 0.77 0.52 Ibs/ft2 3.05 (SFP
Unvegetated
Underlying 0.037 0.41 ft 0.26 ft2 1.49 ft 0.17 ft 1.79 ft/s 0.77 0.22 Ibs/ft2 8 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224691 /calculations 3/3

5/24/22, 11:02 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 21
Name
SWALE 21
Discharge
0.72
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
6
Right Side Slope
6
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 0.72 cfs 1.09 ft/s 0.33 ft 0.041 1.6 Ibs/ft2 0.21 Ibs/ft2 7.75 STABLE D
Underlying Straight 0.72 cfs 1.09 ft/s 0.33 ft 0.041 1.74 Ibs/ft2 0.1 Ibs/ft2 17.11 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.72 cfs 0.55 ft/s 0.47 ft 0.102 4 Ibs/ft2 0.29 Ibs/ft2 13.68 STABLE
Vegetation
Underlying Straight 0.72 cfs 0.55 ft/s 0.47 ft 0.102 4 Ibs/ft2 0.14 Ibs/ft2 27.73 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.72 cfs 1.09 ft/s 0.33 ft 0.041 1.6 Ibs/ft2 0.21 Ibs/ft2 7.75 STABLE D
Unvegetated
Underlying Straight 0.72 cfs 1.09 ft/s 0.33 ft 0.041 1.74 Ibs/ft2 0.1 Ibs/ft2 17.11 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.72 cfs 1.09 ft/s 0.33 ft 0.041 1.6 Ibs/ft2 0.21 Ibs/ft2 7.75 STABLE D
Unvegetated
Underlying Straight 0.72 cfs 1.09 ft/s 0.33 ft 0.041 1.74 Ibs/ft2 0.1 Ibs/ft2 17.11 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224692/show 1 /2

5/24/22, 11:02 AM
xy�.AuNwall
https://ecmds.com/project/l 52279/channel-analysis/224692/show 2/2

5/24/22, 11:02 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.72 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
6 (H : V)
Right Side Slope (ZR):
6 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224692/calculations 1 /3

5/24/22, 11:02 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.041
0.33 ft
0.66 ft2
4.03 ft
0.16 ft
1.09 ft/s
0.48
0.21 Ibs/ft2
7.75 (SFP)
Underlying
0.041
0.33 ft
0.66 ft2
4.03 ft
0.16 ft
1.09 ft/s
0.48
0.1 Ibs/ft2
17.11 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.102
0.47 ft
1.32 ft2
5.7 ft
0.23 ft
0.55 ft/s
0.2
0.29 Ibs/ft2
13.68 (SFL)
Vegetation
Underlying
0.102
0.47 ft
1.32 ft2
5.7 ft
0.23 ft
0.55 ft/s
0.2
0.14 Ibs/ft2
27.73 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.041 0.33 ft 0.66 ft2 4.03 ft 0.16 ft 1.09 ft/s 0.48 0.21 Ibs/ft2 7.75 (SFP)
Unvegetated
Underlying 0.041 0.33 ft 0.66 ft2 4.03 ft 0.16 ft 1.09 ft/s 0.48 0.1 Ibs/ft2 17.11 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224692/calculations 2/3

5/24/22, 11:02 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.041 0.33 ft 0.66 ft2 4.03 ft 0.16 ft 1.09 ft/s 0.48 0.21 Ibs/ft2 7.75 (SFP)
Unvegetated
Underlying 0.041 0.33 ft 0.66 ft2 4.03 ft 0.16 ft 1.09 ft/s 0.48 0.1 Ibs/ft2 17.11 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224692/calculations 3/3

5/24/22, 11:05 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 22
Name
SWALE 22
Discharge
1.56
Channel Slope
0.0416
Channel Bottom Width
0
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 1.56 cfs 3.36 ft/s 0.48 ft 0.032 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
Underlying Straight 1.56 cfs 3.36 ft/s 0.48 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.12 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.56 cfs 2.27 ft/s 0.59 ft 0.055 4 Ibs/ft2 1.52 Ibs/ft2 2.63 STABLE
Vegetation
Underlying Straight 1.56 cfs 2.27 ft/s 0.59 ft 0.055 4 Ibs/ft2 0.68 Ibs/ft2 5.88 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.56 cfs 3.36 ft/s 0.48 ft 0.032 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
Unvegetated
Underlying Straight 1.56 cfs 3.36 ft/s 0.48 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.12 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.56 cfs 3.36 ft/s 0.48 ft 0.032 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
Unvegetated
Underlying Straight 1.56 cfs 3.36 ft/s 0.48 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.12 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224693/show 1 /2

5/24/22, 11:05 AM
xy�.AuNwall
https://ecmds.com/project/l 52279/channel-analysis/224693/show 2/2

5/24/22, 11:05 AM
xNdd.Lwall
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.56 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0416 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
2 (H : V)
Right Side Slope (ZR):
2 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224693/calculations 1 /3

5/24/22, 11:05 AM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.032
0.48 ft
0.46 ft2
2.15 ft
0.22 ft
3.36 ft/s
1.26
1.25 Ibs/ft2
1.28 (SFP)
Underlying
0.032
0.48 ft
0.46 ft2
2.15 ft
0.22 ft
3.36 ft/s
1.26
0.56 Ibs/ft2
3.12 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.055
0.59 ft
0.69 ft2
2.62 ft
0.26 ft
2.27 ft/s
0.78
1.52 Ibs/ft2
2.63 (SFL)
Vegetation
Underlying
0.055
0.59 ft
0.69 ft2
2.62 ft
0.26 ft
2.27 ft/s
0.78
0.68 Ibs/ft2
5.88 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.032 0.48 ft 0.46 ft2 2.15 ft 0.22 ft 3.36 ft/s 1.26 1.25 Ibs/ft2 1.28 (SFP)
Unvegetated
Underlying 0.032 0.48 ft 0.46 ft2 2.15 ft 0.22 ft 3.36 ft/s 1.26 0.56 Ibs/ft2 3.12 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224693/calculations 2/3

5/24/22, 11:05 AM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.032 0.48 ft 0.46 ft2 2.15 ft 0.22 ft 3.36 ft/s 1.26 1.25 Ibs/ft2 1.28 (SFP)
Unvegetated
Underlying 0.032 0.48 ft 0.46 ft2 2.15 ft 0.22 ft 3.36 ft/s 1.26 0.56 Ibs/ft2 3.12 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224693/calculations 3/3

5/24/22, 12:23 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 23
Name
SWALE 23
Discharge
7.25
Channel Slope
0.0342
Channel Bottom Width
0
Left Side Slope
3.4
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Fair 50-64%
Soil Type
Clay Loam (CL)
S75
ECMDS 7.0
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
S75 Unvegetated Straight 7.25 cfs 4.05 ft/s 0.65 ft 0.032 1.6 Ibs/ft2 1.39 Ibs/ft2 1.15 STABLE D
Underlying Straight 7.25 cfs 4.05 ft/s 0.65 ft 0.032 1.74 Ibs/ft2 0.68 Ibs/ft2 2.57 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.25 cfs 2.83 ft/s 0.78 ft 0.051 4 Ibs/ft2 1.67 Ibs/ft2 2.4 STABLE
Vegetation
Underlying Straight 7.25 cfs 2.83 ft/s 0.78 ft 0.051 4 Ibs/ft2 0.81 Ibs/ft2 4.94 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 7.25 cfs 4.05 ft/s 0.65 ft 0.032 1.6 Ibs/ft2 1.39 Ibs/ft2 1.15 STABLE D
Unvegetated
Underlying Straight 7.25 cfs 4.05 ft/s 0.65 ft 0.032 1.74 Ibs/ft2 0.68 Ibs/ft2 2.57 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 7.25 cfs 4.05 ft/s 0.65 ft 0.032 1.6 Ibs/ft2 1.39 Ibs/ft2 1.15 STABLE D
Unvegetated
Underlying Straight 7.25 cfs 4.05 ft/s 0.65 ft 0.032 1.74 Ibs/ft2 0.68 Ibs/ft2 2.57 STABLE D
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224715/show 1 /2

5/24/22, 12:23 PM
xy�.AuNWAI1
https://ecmds.com/project/l 52279/channel-analysis/224715/show 2/2

5/24/22, 12:23 PM
xNdd.IWAIII
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7.25 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0342 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
3.4 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
lMix (Sod and Bunch)
Vegetation Density:
11air 50-64%
Soil Type:
IClay Loam (CL)
Channel Lining Options
DS75 Protection Type
Temporary
S75BN Protection Type
Temporary
S75 Protection Type
Temporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/channel-analysis/224715/calculations 1 /3

5/24/22, 12:23 PM
ECMDS 7.0
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
S75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75 Unvegetated
0.032
0.65 ft
1.79 ft2
5.65 ft
0.32 ft
4.05 ft/s
1.26
1.39 Ibs/ft2
1.15 (SFP)
Underlying
0.032
0.65 ft
1.79 ft2
5.65 ft
0.32 ft
4.05 ft/s
1.26
0.68 Ibs/ft2
2.57 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced
0.051
0.78 ft
2.57 ft2
6.76 ft
0.38 ft
2.83 ft/s
0.81
1.67 Ibs/ft2
2.4 (SFL)
Vegetation
Underlying
0.051
0.78 ft
2.57 ft2
6.76 ft
0.38 ft
2.83 ft/s
0.81
0.81 Ibs/ft2
4.94 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Froude Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.032 0.65 ft 1.79 ft2 5.65 ft 0.32 ft 4.05 ft/s 1.26 1.39 Ibs/ft2 1.15 (SFP)
Unvegetated
Underlying 0.032 0.65 ft 1.79 ft2 5.65 ft 0.32 ft 4.05 ft/s 1.26 0.68 Ibs/ft2 2.57 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224715/calculations 2/3

5/24/22, 12:23 PM
DS75
ECMDS 7.0
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.032 0.65 ft 1.79 ft2 5.65 ft 0.32 ft 4.05 ft/s 1.26 1.39 Ibs/ft2 1.15 (SFP)
Unvegetated
Underlying 0.032 0.65 ft 1.79 ft2 5.65 ft 0.32 ft 4.05 ft/s 1.26 0.68 Ibs/ft2 2.57 (SFL)
Substrate
https://ecmds.com/project/l 52279/channel-analysis/224715/calculations 3/3

TEMPORARY DIVERSION SWALES

NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
33 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.007 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Fair 50-64%
Soil Type:
Clay Loam (CL)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
emporary
S75 Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR = Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TaUT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TaUT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
Taury = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus = Permissible shear stress of soil
ns = Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
S75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75 Unvegetated 0.034 1.52 ft 10.02 ft2 11.64 ft 0.86 ft 3.3 ft/s 0.63 0.67 Ibs/ft2 2.4 (SFP)
Underlying 0.034 1.52 ft 10.02 ft2 11.64 ft 0.86 ft 3.3 ft/s 0.63 0.38 Ibs/ft2 4.64 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced 0.063 1.99 ft 15.85 ft2 14.58 ft 1.09 ft 2.08 ft/s 0.35 0.87 Ibs/ft2 4.6 (SFL)
Vegetation
Underlying 0.063 1.99 ft 15.85 ft2 14.58 ft 1.09 ft 2.08 ft/s 0.35 0.47 Ibs/ft2 8.43 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75BN 0.034 1.52 ft 10.02 ft2 11.64 ft 0.86 ft 3.3 ft/s 0.63 0.67 Ibs/ft2 2.4 (SFP)
Unvegetated

Underlying 0.034 1.52 ft 10.02 ft2 11.64 ft 0.86 ft 3.3 ft/s 0.63 0.38 Ibs/ft2 4.64 (SFL)
Substrate
DS75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
M
number (FR)
Stress
DS75 0.034 1.52 ft 10.02 ft2 11.64 ft 0.86 ft 3.3 ft/s 0.63 0.67 Ibs/ft2 2.4 (SFP)
Unvegetated
Underlying 0.034 1.52 ft 10.02 ft2 11.64 ft 0.86 ft 3.3 ft/s 0.63 0.38 Ibs/ft2 4.64 (SFL)
Substrate

NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.007 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Fair 50-64%
Soil Type:
Clay Loam (CL)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
emporary
S75 Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR = Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TaUT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TaUT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
Taury = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus = Permissible shear stress of soil
ns = Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
S75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75 Unvegetated 0.037 0.77 ft 3.34 ft2 6.89 ft 0.49 ft 2.08 ft/s 0.52 0.34 Ibs/ft2 4.73 (SFP)
Underlying 0.037 0.77 ft 3.34 ft2 6.89 ft 0.49 ft 2.08 ft/s 0.52 0.21 Ibs/ft2 8.23 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced 0.078 1.1 ft 5.82 ft2 8.95 ft 0.65 ft 1.2 ft/s 0.26 0.48 Ibs/ft2 8.34 (SFL)
Vegetation
Underlying 0.078 1.1 ft 5.82 ft2 8.95 ft 0.65 ft 1.2 ft/s 0.26 0.28 Ibs/ft2 14.09 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75BN 0.037 0.77 ft 3.34 ft2 6.89 ft 0.49 ft 2.08 ft/s 0.52 0.34 Ibs/ft2 4.73 (SFP)
Unvegetated

Underlying 0.037 0.77 ft 3.34 ft2 6.89 ft 0.49 ft 2.08 ft/s 0.52 0.21 Ibs/ft2 8.23 (SFL)
Substrate
DS75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
M
number (FR)
Stress
DS75 0.037 0.77 ft 3.34 ft2 6.89 ft 0.49 ft 2.08 ft/s 0.52 0.34 Ibs/ft2 4.73 (SFP)
Unvegetated
Underlying 0.037 0.77 ft 3.34 ft2 6.89 ft 0.49 ft 2.08 ft/s 0.52 0.21 Ibs/ft2 8.23 (SFL)
Substrate

NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
53 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Fair 50-64%
Soil Type:
Clay Loam (CL)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
emporary
S75 Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR = Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TaUT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TaUT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
Taury = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus = Permissible shear stress of soil
ns = Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
S75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75 Unvegetated 0.032 1.69 ft 11.94 ft2 12.69 ft 0.94 ft 4.44 ft/s 0.81 1.05 Ibs/ft2 1.52 (SFP)
Underlying 0.032 1.69 ft 11.94 ft2 12.69 ft 0.94 ft 4.44 ft/s 0.81 0.59 Ibs/ft2 2.97 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced 0.054 2.1 ft 17.5 ft2 15.31 ft 1.14 ft 3.03 ft/s 0.5 1.31 Ibs/ft2 3.05 (SFL)
Vegetation
Underlying 0.054 2.1 ft 17.5 ft2 15.31 ft 1.14 ft 3.03 ft/s 0.5 0.71 Ibs/ft2 5.61 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75BN 0.032 1.69 ft 11.94 ft2 12.69 ft 0.94 ft 4.44 ft/s 0.81 1.05 Ibs/ft2 1.52 (SFP)
Unvegetated

Underlying 0.032 1.69 ft 11.94 ft2 12.69 ft 0.94 ft 4.44 ft/s 0.81 0.59 Ibs/ft2 2.97 (SFL)
Substrate
DS75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
M
number (FR)
Stress
DS75 0.032 1.69 ft 11.94 ft2 12.69 ft 0.94 ft 4.44 ft/s 0.81 1.05 Ibs/ft2 1.52 (SFP)
Unvegetated
Underlying 0.032 1.69 ft 11.94 ft2 12.69 ft 0.94 ft 4.44 ft/s 0.81 0.59 Ibs/ft2 2.97 (SFL)
Substrate

NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.005 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Fair 50-64%
Soil Type:
Clay Loam (CL)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
emporary
S75 Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR = Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TaUT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TaUT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
Taury = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus = Permissible shear stress of soil
ns = Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
S75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75 Unvegetated 0.038 0.85 ft 3.9 ft2 7.4 ft 0.53 ft 1.8 ft/s 0.44 0.27 Ibs/ft2 6.01 (SFP)
Underlying 0.038 0.85 ft 3.9 ft2 7.4 ft 0.53 ft 1.8 ft/s 0.44 0.16 Ibs/ft2 10.62 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced 0.085 1.24 ft 7.07 ft2 9.83 ft 0.72 ft 0.99 ft/s 0.21 0.39 Ibs/ft2 10.36 (SFL)
Vegetation
Underlying 0.085 1.24 ft 7.07 ft2 9.83 ft 0.72 ft 0.99 ft/s 0.21 0.22 Ibs/ft2 17.82 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75BN 0.038 0.85 ft 3.9 ft2 7.4 ft 0.53 ft 1.8 ft/s 0.44 0.27 Ibs/ft2 6.01 (SFP)
Unvegetated

Underlying 0.038 0.85 ft
Substrate
DS75
3.9 ft2 7.4 ft 0.53 ft 1.8 ft/s 0.44 0.16 Ibs/ft2 10.62 (SFL)
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
M
number (FR)
Stress
DS75 0.038 0.85 ft 3.9 ft2 7.4 ft 0.53 ft 1.8 ft/s 0.44 0.27 Ibs/ft2 6.01 (SFP)
Unvegetated
Underlying 0.038 0.85 ft 3.9 ft2 7.4 ft 0.53 ft 1.8 ft/s 0.44 0.16 Ibs/ft2 10.62 (SFL)
Substrate

NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
24 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.005 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Fair 50-64%
Soil Type:
Clay Loam (CL)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
emporary
S75 Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR = Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL* D + ZR* D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TaUT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TaUT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So° 5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
Taury = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus = Permissible shear stress of soil
ns = Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
S75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75 Unvegetated 0.036 1.46 ft 9.29 ft2 11.22 ft 0.83 ft 2.58 ft/s 0.5 0.45 Ibs/ft2 3.52 (SFP)
Underlying 0.036 1.46 ft 9.29 ft2 11.22 ft 0.83 ft 2.58 ft/s 0.5 0.26 Ibs/ft2 6.75 (SFL)
Substrate
Unreinforced Vegetation
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
Unreinforced 0.072 1.98 ft 15.68 ft2 14.51 ft 1.08 ft 1.53 ft/s 0.26 0.62 Ibs/ft2 6.48 (SFL)
Vegetation
Underlying 0.072 1.98 ft 15.68 ft2 14.51 ft 1.08 ft 1.53 ft/s 0.26 0.34 Ibs/ft2 11.86 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75BN 0.036 1.46 ft 9.29 ft2 11.22 ft 0.83 ft 2.58 ft/s 0.5 0.45 Ibs/ft2 3.52 (SFP)
Unvegetated

Underlying 0.036 1.46 ft 9.29 ft2 11.22 ft 0.83 ft 2.58 ft/s 0.5 0.26 Ibs/ft2 6.75 (SFL)
Substrate
DS75
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Froude
Calculated Shear
Phase
Mannings N
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
M
number (FR)
Stress
DS75 0.036 1.46 ft 9.29 ft2 11.22 ft 0.83 ft 2.58 ft/s 0.5 0.45 Ibs/ft2 3.52 (SFP)
Unvegetated
Underlying 0.036 1.46 ft 9.29 ft2 11.22 ft 0.83 ft 2.58 ft/s 0.5 0.26 Ibs/ft2 6.75 (SFL)
Substrate

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 04
SECTION 2
SLOPE ANALYSIS
27842.0004
Fq THOMAS Sc HUTTON

5/17/22, 7:49 PM ECMDS 7.0
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > SLOPE ANALYSIS - 2:1 SLOPES
Country
United States
State/Region
North Carolina
City
Charlotte
Annual R Factor
175.00
Adjusted R Factor
36.75
Total Slope Length
100
Protection Type
Permanent
Protection Period
1
Beginning Month
August
Slope Gradient (1-1:1)
2
Soil Type
Clay
K Factor
0.1
Reach 1
Start: Oft End: 100 ft
Vegetation Type:
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Material
ASL bare
ASL mat
MSL bare
MSL mat
Soil Loss
Tolerance
SF
Remarks
Staple / App
Rate
S75BN
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
SC150BN
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S150BN
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
DS75
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S75
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
DS150
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S150
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
Estb. Veg.
0.8 in
0.0 in
N/A in
N/A in
0.03 in
0
UNSTABLE
--
https://ecmds.com/project/l 52279/slope-analysis/224250/show 1 /1

5/17/22, 7:49 PM
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North Carolina United States
Slope Length:
100
Project Start:
August
Protection Period:
1
Slope Gradient (_H:1V):
2
Soil Type:
Clay
Project Analysis - S75BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.182
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.01
Safety Factor (SF)
SF = SLT / MSLMat = 26.166
Project Analysis - SC150BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/slope-analysis/224250/calculations 1 /5

5/17/22, 7:49 PM
xy�.AuNWAII
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.182
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.01
Safety Factor (SF)
SF = SLT / MSLMat = 26.166
Project Analysis - S150BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.182
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.006
Safety Factor (SF)
SF = SLT / MSLMat = 39.249
Project Analysis - DS75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
https://ecmds.com/project/l 52279/slope-analysis/224250/calculations 2/5

5/17/22, 7:49 PM
xy�.AuNWAII
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.182
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.01
Safety Factor (SF)
SF = SLT / MSLMat = 26.166
Project Analysis - S75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.182
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.01
Safety Factor (SF)
SF = SLT / MSLMat = 26.166
Project Analysis - IDS 150
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin/ 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
-0
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
https://ecmds.com/project/l 52279/slope-analysis/224250/calculations 3/5

5/17/22, 7:49 PM
xy�.AuNWAII
ASLBare = 0.00595 * RLSK =
1 0.182
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.006
Safety Factor (SF)
SF = SLT / MSLMat = 39.249
Project Analysis - S150
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.182
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.318
MSLMat = MSLBare * C factor =
0.006
Safety Factor (SF)
SF = SLT / MSLMat = 39.249
Project Analysis - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 0.5
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.85
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.817
ASLMat = ASLBare * C factor =
0
Safety Factor (SF)
https://ecmds.com/project/l 52279/slope-analysis/224250/calculations 4/5

5/17/22, 7:49 PM
xy�.AuNWAII
SF = SLT / MSLMat = 0
https://ecmds.com/project/l 52279/slope-analysis/224250/calculations 5/5

5/17/22, 7:43 PM ECMDS 7.0
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > SLOPE ANALYSIS - 2.5:1 SLOPES
Country
United States
State/Region
North Carolina
City
Charlotte
Annual R Factor
175.00
Adjusted R Factor
36.75
Total Slope Length
100
Protection Type
Permanent
Protection Period
1
Beginning Month
August
Slope Gradient (1-1:1)
2.5
Soil Type
Clay
K Factor
0.1
Reach 1
Start: Oft End: 100 ft
Vegetation Type:
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Material
ASL bare
ASL mat
MSL bare
MSL mat
Soil Loss
Tolerance
SF
Remarks
Staple / App
Rate
S75BN
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
SC150BN
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S150BN
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
DS75
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S75
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
DS150
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S150
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
Estb. Veg.
0.7 in
0.0 in
N/A in
N/A in
0.03 in
0
UNSTABLE
--
https://ecmds.com/project/l 52279/slope-analysis/224242/show# 1 /1

5/17/22, 7:45 PM
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North Carolina United States
Slope Length:
100
Project Start:
August
Protection Period:
1
Slope Gradient (_H:1V):
2.5
Soil Type:
Clay
Project Analysis - S75BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.008
Safety Factor (SF)
SF = SLT / MSLMat = 31.274
Project Analysis - SC150BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/slope-analysis/224242/calculations 1 /5

5/17/22, 7:45 PM
xy�.AuNWAII
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.008
Safety Factor (SF)
SF = SLT / MSLMat = 31.274
Project Analysis - S150BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.003
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.005
Safety Factor (SF)
SF = SLT / MSLMat = 46.912
Project Analysis - DS75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
https://ecmds.com/project/l 52279/slope-analysis/224242/calculations 2/5

5/17/22, 7:45 PM
xy�.AuNWAII
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.008
Safety Factor (SF)
SF = SLT / MSLMat = 31.274
Project Analysis - S75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.008
Safety Factor (SF)
SF = SLT / MSLMat = 31.274
Project Analysis - IDS 150
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin/ 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
-0
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
https://ecmds.com/project/l 52279/slope-analysis/224242/calculations 3/5

5/17/22, 7:45 PM
xy�.AuNWAII
ASLBare = 0.00595 * RLSK =
1 0.153
ASLMat = ASLBare * C factor =
0.003
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.005
Safety Factor (SF)
SF = SLT / MSLMat = 46.912
Project Analysis - S150
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = P = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.003
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.005
Safety Factor (SF)
SF = SLT / MSLMat = 46.912
Project Analysis - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 0.5
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.14
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
6.52
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.679
ASLMat = ASLBare * C factor =
0
Safety Factor (SF)
https://ecmds.com/project/l 52279/slope-analysis/224242/calculations 4/5

5/17/22, 7:45 PM
xy�.AuNWAII
SF = SLT / MSLMat = 0
https://ecmds.com/project/l 52279/slope-analysis/224242/calculations 5/5

5/17/22, 7:47 PM ECMDS 7.0
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > SLOPE ANALYSIS - 3:1 SLOPES
Country
United States
State/Region
North Carolina
City
Charlotte
Annual R Factor
175.00
Adjusted R Factor
36.75
Total Slope Length
100
Protection Type
Permanent
Protection Period
1
Beginning Month
August
Slope Gradient (1-1:1)
3
Soil Type
Clay
K Factor
0.1
Reach 1
Start: Oft End: 100 ft
Vegetation Type:
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Material
ASL bare
ASL mat
MSL bare
MSL mat
Soil Loss
Tolerance
SF
Remarks
Staple / App
Rate
S75BN
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
SC150BN
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
S150BN
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
DS75
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
S75
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
DS150
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
S150
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
Estb. Veg.
0.6 in
0.0 in
N/A in
N/A in
0.03 in
0
UNSTABLE
--
https://ecmds.com/project/l 52279/slope-analysis/224249/show 1 /1

5/17/22, 7:47 PM
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North Carolina United States
Slope Length:
100
Project Start:
August
Protection Period:
1
Slope Gradient (_H:1V):
3
Soil Type:
Clay
Project Analysis - S75BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.007
Safety Factor (SF)
SF = SLT / MSLMat = 36.966
Project Analysis - SC150BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 52279/slope-analysis/224249/calculations 1 /5

5/17/22, 7:47 PM
xy�.AuNWAII
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.007
Safety Factor (SF)
SF = SLT / MSLMat = 36.966
Project Analysis - S150BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.003
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.005
Safety Factor (SF)
SF = SLT / MSLMat = 55.45
Project Analysis - DS75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
https://ecmds.com/project/l 52279/slope-analysis/224249/calculations 2/5

5/17/22, 7:47 PM
xy�.AuNWAII
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.007
Safety Factor (SF)
SF = SLT / MSLMat = 36.966
Project Analysis - S75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.007
Safety Factor (SF)
SF = SLT / MSLMat = 36.966
Project Analysis - IDS 150
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin/ 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
-0
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
https://ecmds.com/project/l 52279/slope-analysis/224249/calculations 3/5

5/17/22, 7:47 PM
xy�.AuNWAII
ASLBare = 0.00595 * RLSK =
1 0.13
ASLMat = ASLBare * C factor =
0.003
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.005
Safety Factor (SF)
SF = SLT / MSLMat = 55.45
Project Analysis - S150
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = P = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.003
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.005
Safety Factor (SF)
SF = SLT / MSLMat = 55.45
Project Analysis - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 0.5
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.14
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.5
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.573
ASLMat = ASLBare * C factor =
0
Safety Factor (SF)
https://ecmds.com/project/l 52279/slope-analysis/224249/calculations 4/5

5/17/22, 7:47 PM
xy�.AuNWAII
SF = SLT / MSLMat = 0
https://ecmds.com/project/l 52279/slope-analysis/224249/calculations 5/5

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 04
SECTION 3
RIP RAP OUTLET PROTECTION
W: - ► 1Z1Z1l�
Fq THOMAS Sc HUTTON

Rip Rap Apron Design
Project Name: 27842.0004 - Cresswind FES 18
Drainage Specialist: LSE Date: December 15, 2022
Checked By: MSK Date: December 15, 2022
Step 1. Determine the tailwater depth from the 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 classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
Step 2.
Step 3.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
14.7
Outlet pipe diameter, Do (in.)
54
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
60.5
Velocity (ft./s)
10.3
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the 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 Maximum TW
** - Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. Dm, ,x = 1.5 X d50
Step 5.
Determine the Apron Thickness, Ta = 1.5 X dmzx
Minimum TW Maximum TW
** - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep 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 the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter) im
outlet f W -
Pepe i
diameter (DD)
La
T-ki 1water 0. 5De i f
7Q60
J 5.-
ts�t;'
In
�i f0f.
4?
3 5 10 20 5't 100 2 C 3 500
Discharge (Olsec)
n
N_
to
OL
i.
CO
-...
C)
1
LO
�
1-.�U
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwater condition (Tw c 0.5 diameter)
Rev. 11, 93 8. 06.3

Rip Rap Apron Design
Project Name: 27842.0004 - Cresswind FES 126
Drainage Specialist: LSE Date: December 15, 2022
Checked By: MSK Date: December 15, 2022
Step 1. Determine the tailwater depth from the 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 classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
Step 2.
Step 3.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
42.0
Outlet pipe diameter, Do (in.)
42
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
14.0
Velocity (ft./s)
10.0
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the 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 Maximum TW
** - Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. Dm, ,x = 1.5 X d50
Step 5.
Determine the Apron Thickness, Ta = 1.5 X dmzx
Minimum TW Maximum TW
** - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep 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 the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter) im
•
k1111111111111
•�
•
•
�
� ��
` ,
'•
y H1h�Il�H
1
ly
■
�
111111111IIIIIIIII
III1111I1fI111ls
�
'i1lIIIII111�I1111(IN
a
I [n
�
I nililllllr
�fi
I�
fll
IIi��
y
II
IllllIlll
■■
,.Y;.�1�
.��
��#�
!N
������
��
�■
1111111.1
1�����1�11
,.�
�I
1
� !"�
1 �.■�.�.�.��.
■■■■■nnn..wn.ww�w��
�
_
ram.—
����■■■
1
111�'.
.■
•.
r
�
w
11
1
Discharge Ot3lsec)
Curves may not be extrapolated.
Figure 8.06a Design of outbeI protection protection from a round pipe thawing full, minimum taiiwaler condition (Tw c 0.5 dameter)
Rev. 11,93 8.06.3

Rip Rap Apron Design
Project Name: 27842.0004 - Cresswind FES 129
Drainage Specialist: LSE Date: December 15, 2022
Checked By: MSK Date: December 15, 2022
Step 1. Determine the tailwater depth from the 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 classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
Step 2.
Step 3.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
12.8
Outlet pipe diameter, Do (in.)
48
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
54.7
Velocity (ft./s)
12.0
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the 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 Maximum TW
** - Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. Dm, ,x = 1.5 X d50
Step 5.
Determine the Apron Thickness, Ta = 1.5 X dmzx
Minimum TW Maximum TW
** - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep 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 the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter) im
41
•
kIIIIIII111111
•�
•
•
�
•
� � �
'•
�
l�H
`
H
lhll
1 II
N
■
�
IIIf11111I1fIIN
111111111IIIIIIIII
� 'i
AAtt
f11lIIIIllilililiililli
I [n
I1 nili�llllr
r
1 ii� 1 � IMNI���� ��:_..rir+�1�!'
��iilil■■I>'■■■■���
��1.1ii�
11
Discharge (Ofsec)
Curves may not be extrapolated.
Figure 8.❑6a Design of outlet protection protection from a round pipe flowing fu11, minimum taiiwater condition (Tw c 0.5 dameter)
Rev. 11,93 8.06.3

Rip Rap Apron Design
Project Name: 27842.0004 - Cresswind FES 130
Drainage Specialist: LSE Date: December 15, 2022
Checked By: MSK Date: December 15, 2022
Step 1. Determine the tailwater depth from the 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 classifies as minimum tailwater conditions. If the tailwater is greater than half the pipe
diameter, it is classified as maximum tailwater conditions. Pipes that outlet onto wide flat
areas with no defined channel are assumed to have a minimum tailwater condition unless
Step 2.
Step 3.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
8.4
Outlet pipe diameter, Do (in.)
54
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
33.5
Velocity (ft./s)
7.2
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d50 rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the 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 Maximum TW
** - Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. Dm, ,x = 1.5 X d50
Step 5.
Determine the Apron Thickness, Ta = 1.5 X dmzx
Minimum TW Maximum TW
** - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Fit the rip rap apron to the site by making it level for the minimum length La. Extend the
apron farther downstream and along the channel banks until stability is assured. Keep 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 the rip rap where protection of the channel side slopes
is necessary. Where overfalls exist at pipe outlets or flows are excessive, a plunge pool
should be considered.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter) im
outlet f W -
Pepe i
diameter (DD)
La
T-ki 1water 0. 5De i f
SQ -
3 5 10 24 51 100 103 500
Discharge (f13lsec)
n
N_
to
OL
i.
CO
-...
C)
1
LO
�
1-.�U
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwater condition (Tw c 0.5 diameter)
Rev. 11, 93 8. 06.3

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 04
SECTION 4
SEDIMENT BASINS
W: - ► 1Z1Z1l�
Fq THOMAS Sc HUTTON

27842.0004 Cresswind Phase 4
Erosion Control Calculations Temporary Skimmer Basin 01
Selection of Sediment Control Measure Leaend-
C I If N/HR) A (ACRES)
9.3 Total Drainage Area User entry 0.6 8 9.3 = 44.64 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
9.3 Disturbed Area (Acres)
44.64 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 01
Okay
9.3 Disturbed Area (Acres)
44.64 Peak Flow from 10-year Storm (cfs)
16,740 Required Volume ft3
14,508 Required Surface Area ft2
85.2 Suggested Width ft
170.3 Suggested Length ft
100 Trial Top Width at Spillway Invert ft
255 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio ZA
4.5 Trial Depth ft (2 to 3.5 feet above grade)
73 Bottom Width ft
228 Bottom Length ft
16,644 Bottom Area ft2
94,277 Actual Volume ft3
25,500 Actual Surface Area ft2
10 Trial Weir Length ft
1.5 Trial Depth of Flow ft
55.1 Spillway Capacity cfs
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2.5 Orifice Size (1/4 inch increments)
2.54 Dewatering Time (days)
Okay
Okay
Okay
STAGE- STORAGE
CHART
CONTOUR ELEV
CONTOUR AREA (SF)
DEPTH (FT)
INC. VOLUME (CU. FT.)
CUM. VOLUME (CU. FT.)
591
18045
0
0
0
591.5
19900
0.5
9486.25
9486.25
592.5
21812
1
20856
30342.25
593.5
23780
1
22796
53138.25
594.5
258051
11
24792.51
77930.75
595.5
278871
11
268461
104776.75
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0004 - Cresswind Erosion Control Calculations
SEDIMENT BASIN 02 - PRE
Selection of Sediment Control Measure
110.49 Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Basin
Okay Tern porary Sedim ent Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07103/2012
Leaend-
C I IfN/HR) A(ACRES)
-User entry 0.6 7.03 10.49 = 44.25 cfs
=Calculated Value

Sediment Basin
10.49 Disturbed Area (Acres)
44.25 Peak Flow from 10-year Storm (cfs)
18,882 Required Volume ft3
19,247 Required Surface Area ft2
98.1 Suggested Width ft
196.2 Suggested Length ft
100 Trial Top Width at Spillway Invert ft
200 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
4.5 Trial Depth ft (2 to 3.5 feet above grade)
100 Bottom Width ft
200 Bottom Length ft
18,613 Bottom Area ft2
26,360 Actual Volume ft3
27,284 Actual Surface Area ft2
10 Trial Weir Length ft (Control Structure Rim)
1.5 Trial Depth of Flow ft (Bottom of Spillway to Control Structure Rim
55.1 Control Structure Capacity cfs
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2.5 Orifice Size (1/4 inch increments)
2.87 Dewatering Time (days)
Suggest about 3 days
Okay
Okay
Okay
STAGE- STORAGE CHART
CONTOUR ELEV
CONTOUR AREA (SF)
DEPTH (FT)
INC. VOLUME (CU. FT.)
CUM. VOLUME (CU. FT.)
574.5
18612.57
0
0
0
575
20232.65
0.5
9711.305
9711.305
576
21909.12
1
21070.885
30782.19
577
23644.37
1
22776.745
53558.935
578
25435.33
1
24539.85
78098.785
5791
27283.851
1
1 26359.591
104458.375
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0004 - Cresswind Erosion Control Calculations
SEDIMENT BASIN 01 -PRE
Selection of Sediment Control Measure
20.41 Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Basin
Okay Tern porary Sedim ent Basin
20.41 Disturbed Area (Acres)
86.09 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07103/2012
Leaend-
C I IfN/HR) A(ACRES)
-User entry 0.6 7.03 20.41 = 86.09 cfs
=Calculated Value

Sediment Basin
20.41 Disturbed Area (Acres)
86.09 Peak Flow from 10-year Storm (cfs)
36,738 Required Volume ft3
37,449 Required Surface Area ft2
136.8 Suggested Width ft
273.7 Suggested Length ft
See Plan Trial Top Width at Spillway Invert ft
See Plan Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
10 Trial Depth ft (2 to 3.5 feet above grade)
See Plan Bottom Width ft
See Plan Bottom Length ft
32,775 Bottom Area ft2
494,743 Actual Volume ft3 Okay
69,647 Actual Surface Area ft2 Okay
25 Trial Weir Length ft (Control Structure Rim)
1.5 Trial Depth of Flow ft (Bottom of Spillway to Control Structure Rim
137.8 Control Structure Capacity cfs Okay
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2.5 Orifice Size (1/4 inch increments)
5.58 Dewatering Time (days)
Suggest about 3 days
STAGE- STORAGE CHART
CONTOUR ELEV
CONTOUR AREA (SF)
DEPTH (FT)
INC. VOLUME (CU. FT.)
CUM. VOLUME (CU. FT.)
570
327551
0
0
0
571
35126
1
181338.5
181338.5
572
37526
1
36326
217664.5
573
39951
1
38738.5
256403
574
42401
1
41176
297579
574.5
461231
0.51
22131
319710
575
499011
11
46151
343730
576
537371
11
51819
395549
577
576291
11
55683
451232
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8