SW3210301_Design Calculations (E&SC - Phase 3)_20211118

Iq
EROSION CONTROL CALCULATIONS
FOR:
CRESSWIND WESLEY CHAPEL - PHASE 03
WESLEY CHAPEL, NC
A C. ARa
THOMAS
& HUTTON
ENGINEERING
F :'•. N o COF 0 6 71 0
PREPARED FOR:
KOLTER HOMES, LLC
APRIL 2, 2021
LATEST REVISION: SEPTEMBER 22, 2021
Prepared by:
THOMAS Sc HUTTON

EROSION CONTROL CALCULATIONS
Cresswind Wesley Chapel - Phase 03
Project: Cresswind Wesley Chapel - Phase 03
T&H Job Number: J-27842.0003
Location: Potter Road
Wesley Chapel, NC 28173
Date Prepared: April 2, 2021
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
Sectionl.......................................................................................................................... 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 03
SECTION 1
CHANNEL ANALYSIS
27842.0003
H THOMAS Sc HUTTON

PERMANENT SWALES

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 01
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 581.00
Slope (%)
= 2.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.00
Elev (ft) Section
583.00
582.50
582.00
581.50
581.00
580.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Apr 2 2021
= 0.91
= 11.00
= 2.48
= 4.43
= 5.76
= 0.97
= 5.46
= 1.21
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 02
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 587.00
Slope (%)
= 5.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.50
Elev (ft)
589.00
588.50
587.50
587.00
586.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.46
Q (cfs)
= 2.500
Area (sqft)
= 0.63
Velocity (ft/s)
= 3.94
Wetted Perim (ft)
= 2.91
Crit Depth, Yc (ft)
= 0.54
Top Width (ft)
= 2.76
EGL (ft)
= 0.70
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 03
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 581.00
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.00
Elev (ft) Section
583.00
582.50
582.00
581.50
581.00
580.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Apr 2 2021
= 1.00
= 9.000
= 3.00
= 3.00
= 6.32
= 0.90
= 6.00
= 1.14
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 04
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 589.00
Slope (%)
= 1.75
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.00
Elev (ft) Section
591.00
590.50
W 1�
589.50
588.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Apr 2 2021
= 0.97
= 11.00
= 2.82
= 3.90
= 6.13
= 0.97
= 5.82
= 1.21
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 05
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 581.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.00
Elev (ft)
583.00
582.50
582.00
581.50
581.00
580.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.65
Q (cfs)
= 4.000
Area (sqft)
= 1.27
Velocity (ft/s)
= 3.16
Wetted Perim (ft)
= 4.11
Crit Depth, Yc (ft)
= 0.65
Top Width (ft)
= 3.90
EGL (ft)
= 0.80
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 06
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 576.00
Slope (%)
= 3.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.00
Elev (ft)
578.00
577.50
577.00
576.50
576.00
575.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.66
Q (cfs)
= 5.000
Area (sqft)
= 1.31
Velocity (ft/s)
= 3.83
Wetted Perim (ft)
= 4.17
Crit Depth, Yc (ft)
= 0.71
Top Width (ft)
= 3.96
EGL (ft)
= 0.89
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 07
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 576.00
Slope (%)
= 1.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.70
Elev (ft)
578.00
577.50
577.00
576.50
576.00
575.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.50
Q (cfs)
= 1.700
Area (sqft)
= 0.75
Velocity (ft/s)
= 2.27
Wetted Perim (ft)
= 3.16
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 3.00
EGL (ft)
= 0.58
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 08
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 578.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.30
Elev (ft)
580.00
579.50
579.00
578.50
578.00
577.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.43
Q (cfs)
= 1.300
Area (sqft)
= 0.55
Velocity (ft/s)
= 2.34
Wetted Perim (ft)
= 2.72
Crit Depth, Yc (ft)
= 0.42
Top Width (ft)
= 2.58
EGL (ft)
= 0.52
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 09
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 578.00
Slope (%)
= 2.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.00
Elev (ft)
580.00
579.50
579.00
578.50
578.00
577.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.37
Q (cfs)
= 1.000
Area (sqft)
= 0.41
Velocity (ft/s)
= 2.43
Wetted Perim (ft)
= 2.34
Crit Depth, Yc (ft)
= 0.37
Top Width (ft)
= 2.22
EGL (ft)
= 0.46
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 10
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 579.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.00
Elev (ft)
581.00
580.50
.: It It It
579.50
579.00
578.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.50
Q (cfs)
= 2.000
Area (sqft)
= 0.75
Velocity (ft/s)
= 2.67
Wetted Perim (ft)
= 3.16
Crit Depth, Yc (ft)
= 0.49
Top Width (ft)
= 3.00
EGL (ft)
= 0.61
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 11
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 579.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.90
Elev (ft)
581.00
580.50
.: It It It
579.50
579.00
578.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.49
Q (cfs)
= 1.900
Area (sqft)
= 0.72
Velocity (ft/s)
= 2.64
Wetted Perim (ft)
= 3.10
Crit Depth, Yc (ft)
= 0.48
Top Width (ft)
= 2.94
EGL (ft)
= 0.60
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 12
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 578.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.50
Elev (ft)
580.00
579.50
579.00
578.50
578.00
577.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.62
Q (cfs)
= 3.500
Area (sqft)
= 1.15
Velocity (ft/s)
= 3.04
Wetted Perim (ft)
= 3.92
Crit Depth, Yc (ft)
= 0.62
Top Width (ft)
= 3.72
EGL (ft)
= 0.76
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 13
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 579.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.50
Elev (ft)
581.00
580.50
.: It It It
579.50
579.00
578.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.55
Q (cfs)
= 2.500
Area (sqft)
= 0.91
Velocity (ft/s)
= 2.75
Wetted Perim (ft)
= 3.48
Crit Depth, Yc (ft)
= 0.54
Top Width (ft)
= 3.30
EGL (ft)
= 0.67
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 14
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 575.00
Slope (%)
= 3.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.80
Elev (ft)
577.00
576.50
576.00
575.50
575.00
574.50
0 1 2 3
Section
Friday, Apr 2 2021
Highlighted
Depth (ft)
= 0.53
Q (cfs)
= 2.800
Area (sqft)
= 0.84
Velocity (ft/s)
= 3.32
Wetted Perim (ft)
= 3.35
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 3.18
EGL (ft)
= 0.70
4 5
Reach (ft)
6
7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 15
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 579.00
Slope (%)
= 2.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.00
Elev (ft) Section
581.00
580.50
.: It It It
579.50
579.00
578.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Apr 2 2021
= 0.92
= 10.00
= 2.54
= 3.94
= 5.82
= 0.93
= 5.52
= 1.16
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
>> > SWALE 01
Name
SWALE 01
Discharge
10
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 10 cfs 3.78 ft/s 0.94 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Underlying Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.14 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 10 cfs 2.55 ft/s 1.14 ft 0.055 4 Ibs/ft2 1.43 Ibs/ft2 2.8 STABLE --
Vegetation
Underlying Straight 10 cfs 2.55 ft/s 1.14 ft 0.055 4 Ibs/ft2 0.68 Ibs/ft2 5.91 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.14 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.14 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
10 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 1.17 Ibs/ft2 1.37 (SFP)
Underlying 0.032 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 0.56 Ibs/ft2 3.14 (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 0.055 1.14 ft 3.92 ft2 7.23 ft 0.54 ft 2.55 ft/s 0.61 1.43 Ibs/ft2 2.8 (SFL)
Vegetation
Underlying 0.055 1.14 ft 3.92 ft2 7.23 ft 0.54 ft 2.55 ft/s 0.61 0.68 Ibs/ft2 5.91 (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 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 1.17 Ibs/ft2 1.37 (SFP)
Unvegetated

Underlying 0.032 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 0.56 Ibs/ft2 3.14 (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 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 1.17 Ibs/ft2 1.37 (SFP)
Unvegetated
Underlying 0.032 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 0.56 Ibs/ft2 3.14 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 02
Name
SWALE 02
Discharge
2.5
Channel Slope
0.05
Channel Bottom Width
0
Left Side Slope
3
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
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 2.5 cfs 3.85 ft/s 0.47 ft 0.032 1.6 Ibs/ft2 1.45 Ibs/ft2 1.1 STABLE D
Underlying Straight 2.5 cfs 3.85 ft/s 0.47 ft 0.032 1.74 Ibs/ft2 0.69 Ibs/ft2 2.53 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 2.5 cfs 2.7 ft/s 0.56 ft 0.051 4 Ibs/ft2 1.73 Ibs/ft2 2.31 STABLE --
Vegetation
Underlying Straight 2.5 cfs 2.7 ft/s 0.56 ft 0.051 4 Ibs/ft2 0.82 Ibs/ft2 4.86 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 2.5 cfs 3.85 ft/s 0.47 ft 0.032 1.6 Ibs/ft2 1.45 Ibs/ft2 1.1 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 3.85 ft/s 0.47 ft 0.032 1.74 Ibs/ft2 0.69 Ibs/ft2 2.53 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 2.5 cfs 3.85 ft/s 0.47 ft 0.032 1.6 Ibs/ft2 1.45 Ibs/ft2 1.1 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 3.85 ft/s 0.47 ft 0.032 1.74 Ibs/ft2 0.69 Ibs/ft2 2.53 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.05 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.47 ft 0.65 ft2 2.94 ft 0.22 ft 3.85 ft/s 1.45 1.45 Ibs/ft2 1.1 (SFP)
Underlying 0.032 0.47 ft 0.65 ft2 2.94 ft 0.22 ft 3.85 ft/s 1.45 0.69 Ibs/ft2 2.53 (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 0.56 ft 0.93 ft2 3.51 ft 0.26 ft 2.7 ft/s 0.93 1.73 Ibs/ft2 2.31 (SFL)
Vegetation
Underlying 0.051 0.56 ft 0.93 ft2 3.51 ft 0.26 ft 2.7 ft/s 0.93 0.82 Ibs/ft2 4.86 (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 0.032 0.47 ft 0.65 ft2 2.94 ft 0.22 ft 3.85 ft/s 1.45 1.45 Ibs/ft2 1.1 (SFP)
Unvegetated

Underlying 0.032 0.47 ft 0.65 ft2 2.94 ft 0.22 ft 3.85 ft/s 1.45 0.69 Ibs/ft2 2.53 (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 0.47 ft 0.65 ft2 2.94 ft 0.22 ft 3.85 ft/s 1.45 1.45 Ibs/ft2 1.1 (SFP)
Unvegetated
Underlying 0.032 0.47 ft 0.65 ft2 2.94 ft 0.22 ft 3.85 ft/s 1.45 0.69 Ibs/ft2 2.53 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 03
Name
SWALE 03
Discharge
9
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
3
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
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 cfs 2.68 ft/s 1.06 ft 0.035 1.6 Ibs/ft2 0.66 Ibs/ft2 2.42 STABLE D
Underlying Straight 9 cfs 2.68 ft/s 1.06 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.57 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 9 cfs 1.64 ft/s 1.35 ft 0.068 4 Ibs/ft2 0.84 Ibs/ft2 4.74 STABLE --
Vegetation
Underlying Straight 9 cfs 1.64 ft/s 1.35 ft 0.068 4 Ibs/ft2 0.4 Ibs/ft2 9.99 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 9 cfs 2.68 ft/s 1.06 ft 0.035 1.6 Ibs/ft2 0.66 Ibs/ft2 2.42 STABLE D
Unvegetated
Underlying Straight 9 cfs 2.68 ft/s 1.06 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.57 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 9 cfs 2.68 ft/s 1.06 ft 0.035 1.6 Ibs/ft2 0.66 Ibs/ft2 2.42 STABLE D
Unvegetated
Underlying Straight 9 cfs 2.68 ft/s 1.06 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.57 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.035 1.06 ft 3.36 ft2 6.69 ft 0.5 ft 2.68 ft/s 0.67 0.66 Ibs/ft2 2.42 (SFP)
Underlying 0.035 1.06 ft 3.36 ft2 6.69 ft 0.5 ft 2.68 ft/s 0.67 0.31 Ibs/ft2 5.57 (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 0.068 1.35 ft 5.49 ft2 8.56 ft 0.64 ft 1.64 ft/s 0.36 0.84 Ibs/ft2 4.74 (SFL)
Vegetation
Underlying 0.068 1.35 ft 5.49 ft2 8.56 ft 0.64 ft 1.64 ft/s 0.36 0.4 Ibs/ft2 9.99 (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 0.035 1.06 ft 3.36 ft2 6.69 ft 0.5 ft 2.68 ft/s 0.67 0.66 Ibs/ft2 2.42 (SFP)
Unvegetated

Underlying 0.035 1.06 ft 3.36 ft2 6.69 ft 0.5 ft 2.68 ft/s 0.67 0.31 Ibs/ft2 5.57 (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 0.035 1.06 ft 3.36 ft2 6.69 ft 0.5 ft 2.68 ft/s 0.67 0.66 Ibs/ft2 2.42 (SFP)
Unvegetated
Underlying 0.035 1.06 ft 3.36 ft2 6.69 ft 0.5 ft 2.68 ft/s 0.67 0.31 Ibs/ft2 5.57 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 04
Name
SWALE 04
Discharge
11
Channel Slope
0.0175
Channel Bottom Width
0
Left Side Slope
3
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
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 11 cfs 3.66 ft/s 1 ft 0.033 1.6 Ibs/ft2 1.09 Ibs/ft2 1.46 STABLE D
Underlying Straight 11 cfs 3.66 ft/s 1 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.36 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 11 cfs 2.44 ft/s 1.23 ft 0.056 4 Ibs/ft2 1.34 Ibs/ft2 2.99 STABLE --
Vegetation
Underlying Straight 11 cfs 2.44 ft/s 1.23 ft 0.056 4 Ibs/ft2 0.63 Ibs/ft2 6.3 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 11 cfs 3.66 ft/s 1 ft 0.033 1.6 Ibs/ft2 1.09 Ibs/ft2 1.46 STABLE D
Unvegetated
Underlying Straight 11 cfs 3.66 ft/s 1 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.36 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 11 cfs 3.66 ft/s 1 ft 0.033 1.6 Ibs/ft2 1.09 Ibs/ft2 1.46 STABLE D
Unvegetated
Underlying Straight 11 cfs 3.66 ft/s 1 ft 0.033 1.74 Ibs/ft2 0.52 Ibs/ft2 3.36 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
11 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0175 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.033 1 ft 3.01 ft2 6.33 ft 0.47 ft 3.66 ft/s 0.94 1.09 Ibs/ft2 1.46 (SFP)
Underlying 0.033 1 ft 3.01 ft2 6.33 ft 0.47 ft 3.66 ft/s 0.94 0.52 Ibs/ft2 3.36 (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 1.23 ft 4.51 ft2 7.75 ft 0.58 ft 2.44 ft/s 0.56 1.34 Ibs/ft2 2.99 (SFL)
Vegetation
Underlying 0.056 1.23 ft 4.51 ft2 7.75 ft 0.58 ft 2.44 ft/s 0.56 0.63 Ibs/ft2 6.3 (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 0.033 1 ft 3.01 ft2 6.33 ft 0.47 ft 3.66 ft/s 0.94 1.09 Ibs/ft2 1.46 (SFP)
Unvegetated

Underlying 0.033 1 ft
Substrate
DS75
3.01 ft2 6.33 ft 0.47 ft 3.66 ft/s 0.94 0.52 Ibs/ft2 3.36 (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 0.033 1 ft 3.01 ft2 6.33 ft 0.47 ft 3.66 ft/s 0.94 1.09 Ibs/ft2 1.46 (SFP)
Unvegetated
Underlying 0.033 1 ft 3.01 ft2 6.33 ft 0.47 ft 3.66 ft/s 0.94 0.52 Ibs/ft2 3.36 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 05
Name
SWALE 05
Discharge
4
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 cfs 2.91 ft/s 0.68 ft 0.034 1.6 Ibs/ft2 0.84 Ibs/ft2 1.89 STABLE D
Underlying Straight 4 cfs 2.91 ft/s 0.68 ft 0.034 1.74 Ibs/ft2 0.4 Ibs/ft2 4.35 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 4 cfs 1.85 ft/s 0.85 ft 0.062 4 Ibs/ft2 1.06 Ibs/ft2 3.78 STABLE --
Vegetation
Underlying Straight 4 cfs 1.85 ft/s 0.85 ft 0.062 4 Ibs/ft2 0.5 Ibs/ft2 7.97 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 4 cfs 2.91 ft/s 0.68 ft 0.034 1.6 Ibs/ft2 0.84 Ibs/ft2 1.89 STABLE D
Unvegetated
Underlying Straight 4 cfs 2.91 ft/s 0.68 ft 0.034 1.74 Ibs/ft2 0.4 Ibs/ft2 4.35 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 4 cfs 2.91 ft/s 0.68 ft 0.034 1.6 Ibs/ft2 0.84 Ibs/ft2 1.89 STABLE D
Unvegetated
Underlying Straight 4 cfs 2.91 ft/s 0.68 ft 0.034 1.74 Ibs/ft2 0.4 Ibs/ft2 4.35 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 2.91 ft/s 0.91 0.84 Ibs/ft2 1.89 (SFP)
Underlying 0.034 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 2.91 ft/s 0.91 0.4 Ibs/ft2 4.35 (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 0.062 0.85 ft 2.16 ft2 5.36 ft 0.4 ft 1.85 ft/s 0.52 1.06 Ibs/ft2 3.78 (SFL)
Vegetation
Underlying 0.062 0.85 ft 2.16 ft2 5.36 ft 0.4 ft 1.85 ft/s 0.52 0.5 Ibs/ft2 7.97 (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 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 2.91 ft/s 0.91 0.84 Ibs/ft2 1.89 (SFP)
Unvegetated

Underlying 0.034
Substrate
DS75
0.68 ft 1.37 ft2 4.28 ft 0.32 ft 2.91 ft/s 0.91 0.4 Ibs/ft2 4.35 (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 0.034 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 2.91 ft/s 0.91 0.84 Ibs/ft2 1.89 (SFP)
Unvegetated
Underlying 0.034 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 2.91 ft/s 0.91 0.4 Ibs/ft2 4.35 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 06
Name
SWALE 06
Discharge
5
Channel Slope
0.03
Channel Bottom Width
0
Left Side Slope
3
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
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 5 cfs 3.72 ft/s 0.67 ft 0.032 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
Underlying Straight 5 cfs 3.72 ft/s 0.67 ft 0.032 1.74 Ibs/ft2 0.59 Ibs/ft2 2.94 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 5 cfs 2.54 ft/s 0.81 ft 0.053 4 Ibs/ft2 1.52 Ibs/ft2 2.64 STABLE --
Vegetation
Underlying Straight 5 cfs 2.54 ft/s 0.81 ft 0.053 4 Ibs/ft2 0.72 Ibs/ft2 5.56 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 5 cfs 3.72 ft/s 0.67 ft 0.032 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
Unvegetated
Underlying Straight 5 cfs 3.72 ft/s 0.67 ft 0.032 1.74 Ibs/ft2 0.59 Ibs/ft2 2.94 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 5 cfs 3.72 ft/s 0.67 ft 0.032 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
Unvegetated
Underlying Straight 5 cfs 3.72 ft/s 0.67 ft 0.032 1.74 Ibs/ft2 0.59 Ibs/ft2 2.94 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.03 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.67 ft 1.34 ft2 4.23 ft 0.32 ft 3.72 ft/s 1.16 1.25 Ibs/ft2 1.28 (SFP)
Underlying 0.032 0.67 ft 1.34 ft2 4.23 ft 0.32 ft 3.72 ft/s 1.16 0.59 Ibs/ft2 2.94 (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 0.81 ft 1.97 ft2 5.12 ft 0.38 ft 2.54 ft/s 0.73 1.52 Ibs/ft2 2.64 (SFL)
Vegetation
Underlying 0.053 0.81 ft 1.97 ft2 5.12 ft 0.38 ft 2.54 ft/s 0.73 0.72 Ibs/ft2 5.56 (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 0.67 ft 1.34 ft2 4.23 ft 0.32 ft 3.72 ft/s 1.16 1.25 Ibs/ft2 1.28 (SFP)
Unvegetated

Underlying 0.032 0.67 ft 1.34 ft2 4.23 ft 0.32 ft 3.72 ft/s 1.16 0.59 Ibs/ft2 2.94 (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 0.67 ft 1.34 ft2 4.23 ft 0.32 ft 3.72 ft/s 1.16 1.25 Ibs/ft2 1.28 (SFP)
Unvegetated
Underlying 0.032 0.67 ft 1.34 ft2 4.23 ft 0.32 ft 3.72 ft/s 1.16 0.59 Ibs/ft2 2.94 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
>> > SWALE 07
Name
SWALE 07
Discharge
1.7
Channel Slope
0.015
Channel Bottom Width
0
Left Side Slope
3
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
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 1.7 cfs 2 ft/s 0.53 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Underlying Straight 1.7 cfs 2 ft/s 0.53 ft 0.036 1.74 Ibs/ft2 0.24 Ibs/ft2 7.4 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 1.7 cfs 1.16 ft/s 0.7 ft 0.075 4 Ibs/ft2 0.65 Ibs/ft2 6.12 STABLE --
Vegetation
Underlying Straight 1.7 cfs 1.16 ft/s 0.7 ft 0.075 4 Ibs/ft2 0.31 Ibs/ft2 12.91 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 1.7 cfs 2 ft/s 0.53 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 1.7 cfs 2 ft/s 0.53 ft 0.036 1.74 Ibs/ft2 0.24 Ibs/ft2 7.4 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 1.7 cfs 2 ft/s 0.53 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 1.7 cfs 2 ft/s 0.53 ft 0.036 1.74 Ibs/ft2 0.24 Ibs/ft2 7.4 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.7 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.015 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.53 ft 0.85 ft2 3.36 ft 0.25 ft 2 ft/s 0.71 0.5 Ibs/ft2 3.22 (SFP)
Underlying 0.036 0.53 ft 0.85 ft2 3.36 ft 0.25 ft 2 ft/s 0.71 0.24 Ibs/ft2 7.4 (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 0.7 ft 1.46 ft2 4.41 ft 0.33 ft 1.16 ft/s 0.36 0.65 Ibs/ft2 6.12 (SFL)
Vegetation
Underlying 0.075 0.7 ft 1.46 ft2 4.41 ft 0.33 ft 1.16 ft/s 0.36 0.31 Ibs/ft2 12.91 (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 0.53 ft 0.85 ft2 3.36 ft 0.25 ft 2 ft/s 0.71 0.5 Ibs/ft2 3.22 (SFP)
Unvegetated

Underlying 0.036
Substrate
DS75
0.53 ft 0.85 ft2 3.36 ft 0.25 ft 2 ft/s 0.71 0.24 Ibs/ft2 7.4 (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 0.036 0.53 ft 0.85 ft2 3.36 ft 0.25 ft 2 ft/s 0.71 0.5 Ibs/ft2 3.22 (SFP)
Unvegetated
Underlying 0.036 0.53 ft 0.85 ft2 3.36 ft 0.25 ft 2 ft/s 0.71 0.24 Ibs/ft2 7.4 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 08
Name
SWALE 08
Discharge
1.3
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 1.3 cfs 2.11 ft/s 0.45 ft 0.036 1.6 Ibs/ft2 0.57 Ibs/ft2 2.83 STABLE D
Underlying Straight 1.3 cfs 2.11 ft/s 0.45 ft 0.036 1.74 Ibs/ft2 0.27 Ibs/ft2 6.5 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 1.3 cfs 1.25 ft/s 0.59 ft 0.071 4 Ibs/ft2 0.73 Ibs/ft2 5.45 STABLE --
Vegetation
Underlying Straight 1.3 cfs 1.25 ft/s 0.59 ft 0.071 4 Ibs/ft2 0.35 Ibs/ft2 11.5 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 1.3 cfs 2.11 ft/s 0.45 ft 0.036 1.6 Ibs/ft2 0.57 Ibs/ft2 2.83 STABLE D
Unvegetated
Underlying Straight 1.3 cfs 2.11 ft/s 0.45 ft 0.036 1.74 Ibs/ft2 0.27 Ibs/ft2 6.5 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 1.3 cfs 2.11 ft/s 0.45 ft 0.036 1.6 Ibs/ft2 0.57 Ibs/ft2 2.83 STABLE D
Unvegetated
Underlying Straight 1.3 cfs 2.11 ft/s 0.45 ft 0.036 1.74 Ibs/ft2 0.27 Ibs/ft2 6.5 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.3 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.45 ft 0.62 ft2 2.87 ft 0.21 ft 2.11 ft/s 0.81 0.57 Ibs/ft2 2.83 (SFP)
Underlying 0.036 0.45 ft 0.62 ft2 2.87 ft 0.21 ft 2.11 ft/s 0.81 0.27 Ibs/ft2 6.5 (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 0.071 0.59 ft 1.04 ft2 3.72 ft 0.28 ft 1.25 ft/s 0.42 0.73 Ibs/ft2 5.45 (SFL)
Vegetation
Underlying 0.071 0.59 ft 1.04 ft2 3.72 ft 0.28 ft 1.25 ft/s 0.42 0.35 Ibs/ft2 11.5 (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 0.45 ft 0.62 ft2 2.87 ft 0.21 ft 2.11 ft/s 0.81 0.57 Ibs/ft2 2.83 (SFP)
Unvegetated

Underlying 0.036 0.45 ft 0.62 ft2 2.87 ft 0.21 ft 2.11 ft/s 0.81 0.27 Ibs/ft2 6.5 (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 0.45 ft 0.62 ft2 2.87 ft 0.21 ft 2.11 ft/s 0.81 0.57 Ibs/ft2 2.83 (SFP)
Unvegetated
Underlying 0.036 0.45 ft 0.62 ft2 2.87 ft 0.21 ft 2.11 ft/s 0.81 0.27 Ibs/ft2 6.5 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 09
Name
SWALE 09
Discharge
1
Channel Slope
0.025
Channel Bottom Width
0
Left Side Slope
3
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
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 cfs 2.17 ft/s 0.39 ft 0.035 1.6 Ibs/ft2 0.61 Ibs/ft2 2.62 STABLE D
Underlying Straight 1 cfs 2.17 ft/s 0.39 ft 0.035 1.74 Ibs/ft2 0.29 Ibs/ft2 6.01 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 1 cfs 1.3 ft/s 0.51 ft 0.069 4 Ibs/ft2 0.79 Ibs/ft2 5.08 STABLE --
Vegetation
Underlying Straight 1 cfs 1.3 ft/s 0.51 ft 0.069 4 Ibs/ft2 0.37 Ibs/ft2 10.7 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 1 cfs 2.17 ft/s 0.39 ft 0.035 1.6 Ibs/ft2 0.61 Ibs/ft2 2.62 STABLE D
Unvegetated
Underlying Straight 1 cfs 2.17 ft/s 0.39 ft 0.035 1.74 Ibs/ft2 0.29 Ibs/ft2 6.01 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 1 cfs 2.17 ft/s 0.39 ft 0.035 1.6 Ibs/ft2 0.61 Ibs/ft2 2.62 STABLE D
Unvegetated
Underlying Straight 1 cfs 2.17 ft/s 0.39 ft 0.035 1.74 Ibs/ft2 0.29 Ibs/ft2 6.01 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.025 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.035 0.39 ft 0.46 ft2 2.48 ft 0.19 ft 2.17 ft/s 0.88 0.61 Ibs/ft2 2.62 (SFP)
Underlying 0.035 0.39 ft 0.46 ft2 2.48 ft 0.19 ft 2.17 ft/s 0.88 0.29 Ibs/ft2 6.01 (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 0.069 0.51 ft 0.77 ft2 3.19 ft 0.24 ft 1.3 ft/s 0.47 0.79 Ibs/ft2 5.08 (SFL)
Vegetation
Underlying 0.069 0.51 ft 0.77 ft2 3.19 ft 0.24 ft 1.3 ft/s 0.47 0.37 Ibs/ft2 10.7 (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 0.035 0.39 ft 0.46 ft2 2.48 ft 0.19 ft 2.17 ft/s 0.88 0.61 Ibs/ft2 2.62 (SFP)
Unvegetated

Underlying 0.035 0.39 ft 0.46 ft2 2.48 ft 0.19 ft 2.17 ft/s 0.88 0.29 Ibs/ft2 6.01 (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 0.035 0.39 ft 0.46 ft2 2.48 ft 0.19 ft 2.17 ft/s 0.88 0.61 Ibs/ft2 2.62 (SFP)
Unvegetated
Underlying 0.035 0.39 ft 0.46 ft2 2.48 ft 0.19 ft 2.17 ft/s 0.88 0.29 Ibs/ft2 6.01 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 10
Name
SWALE 10
Discharge
2
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 cfs 2.39 ft/s 0.53 ft 0.035 1.6 Ibs/ft2 0.66 Ibs/ft2 2.43 STABLE D
Underlying Straight 2 cfs 2.39 ft/s 0.53 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.58 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 2 cfs 1.46 ft/s 0.68 ft 0.068 4 Ibs/ft2 0.84 Ibs/ft2 4.74 STABLE --
Vegetation
Underlying Straight 2 cfs 1.46 ft/s 0.68 ft 0.068 4 Ibs/ft2 0.4 Ibs/ft2 10 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 2 cfs 2.39 ft/s 0.53 ft 0.035 1.6 Ibs/ft2 0.66 Ibs/ft2 2.43 STABLE D
Unvegetated
Underlying Straight 2 cfs 2.39 ft/s 0.53 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.58 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 2 cfs 2.39 ft/s 0.53 ft 0.035 1.6 Ibs/ft2 0.66 Ibs/ft2 2.43 STABLE D
Unvegetated
Underlying Straight 2 cfs 2.39 ft/s 0.53 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.58 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.035 0.53 ft 0.83 ft2 3.34 ft 0.25 ft 2.39 ft/s 0.84 0.66 Ibs/ft2 2.43 (SFP)
Underlying 0.035 0.53 ft 0.83 ft2 3.34 ft 0.25 ft 2.39 ft/s 0.84 0.31 Ibs/ft2 5.58 (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 0.068 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 1.46 ft/s 0.46 0.84 Ibs/ft2 4.74 (SFL)
Vegetation
Underlying 0.068 0.68 ft 1.37 ft2 4.28 ft 0.32 ft 1.46 ft/s 0.46 0.4 Ibs/ft2 10 (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 0.035 0.53 ft 0.83 ft2 3.34 ft 0.25 ft 2.39 ft/s 0.84 0.66 Ibs/ft2 2.43 (SFP)
Unvegetated

Underlying 0.035 0.53 ft 0.83 ft2 3.34 ft 0.25 ft 2.39 ft/s 0.84 0.31 Ibs/ft2 5.58 (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 0.035 0.53 ft 0.83 ft2 3.34 ft 0.25 ft 2.39 ft/s 0.84 0.66 Ibs/ft2 2.43 (SFP)
Unvegetated
Underlying 0.035 0.53 ft 0.83 ft2 3.34 ft 0.25 ft 2.39 ft/s 0.84 0.31 Ibs/ft2 5.58 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 11
Name
SWALE 11
Discharge
1.9
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 1.9 cfs 2.35 ft/s 0.52 ft 0.035 1.6 Ibs/ft2 0.65 Ibs/ft2 2.47 STABLE D
Underlying Straight 1.9 cfs 2.35 ft/s 0.52 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.68 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 1.9 cfs 1.43 ft/s 0.66 ft 0.068 4 Ibs/ft2 0.83 Ibs/ft2 4.82 STABLE --
Vegetation
Underlying Straight 1.9 cfs 1.43 ft/s 0.66 ft 0.068 4 Ibs/ft2 0.39 Ibs/ft2 10.16 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 1.9 cfs 2.35 ft/s 0.52 ft 0.035 1.6 Ibs/ft2 0.65 Ibs/ft2 2.47 STABLE D
Unvegetated
Underlying Straight 1.9 cfs 2.35 ft/s 0.52 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.68 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 1.9 cfs 2.35 ft/s 0.52 ft 0.035 1.6 Ibs/ft2 0.65 Ibs/ft2 2.47 STABLE D
Unvegetated
Underlying Straight 1.9 cfs 2.35 ft/s 0.52 ft 0.035 1.74 Ibs/ft2 0.31 Ibs/ft2 5.68 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.9 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.035 0.52 ft 0.81 ft2 3.28 ft 0.25 ft 2.35 ft/s 0.83 0.65 Ibs/ft2 2.47 (SFP)
Underlying 0.035 0.52 ft 0.81 ft2 3.28 ft 0.25 ft 2.35 ft/s 0.83 0.31 Ibs/ft2 5.68 (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 0.068 0.66 ft 1.33 ft2 4.2 ft 0.32 ft 1.43 ft/s 0.45 0.83 Ibs/ft2 4.82 (SFL)
Vegetation
Underlying 0.068 0.66 ft 1.33 ft2 4.2 ft 0.32 ft 1.43 ft/s 0.45 0.39 Ibs/ft2 10.16 (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 0.035 0.52 ft 0.81 ft2 3.28 ft 0.25 ft 2.35 ft/s 0.83 0.65 Ibs/ft2 2.47 (SFP)
Unvegetated

Underlying 0.035 0.52 ft 0.81 ft2 3.28 ft 0.25 ft 2.35 ft/s 0.83 0.31 Ibs/ft2 5.68 (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 0.035 0.52 ft 0.81 ft2 3.28 ft 0.25 ft 2.35 ft/s 0.83 0.65 Ibs/ft2 2.47 (SFP)
Unvegetated
Underlying 0.035 0.52 ft 0.81 ft2 3.28 ft 0.25 ft 2.35 ft/s 0.83 0.31 Ibs/ft2 5.68 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 12
Name
SWALE 12
Discharge
3.5
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 2.8 ft/s 0.65 ft 0.034 1.6 Ibs/ft2 0.81 Ibs/ft2 1.99 STABLE D
Underlying Straight 3.5 cfs 2.8 ft/s 0.65 ft 0.034 1.74 Ibs/ft2 0.38 Ibs/ft2 4.56 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Underlying Straight 3.5 cfs 1.77 ft/s 0.81 ft 0.063 4 Ibs/ft2 0.48 Ibs/ft2 8.32 STABLE --
Substrate
Unreinforced Straight 3.5 cfs 1.77 ft/s 0.81 ft 0.063 4 Ibs/ft2 1.01 Ibs/ft2 3.95 STABLE --
Vegetation
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 3.5 cfs 2.8 ft/s 0.65 ft 0.034 1.6 Ibs/ft2 0.81 Ibs/ft2 1.99 STABLE D
Unvegetated
Underlying Straight 3.5 cfs 2.8 ft/s 0.65 ft 0.034 1.74 Ibs/ft2 0.38 Ibs/ft2 4.56 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 3.5 cfs 2.8 ft/s 0.65 ft 0.034 1.6 Ibs/ft2 0.81 Ibs/ft2 1.99 STABLE D
Unvegetated
Underlying Straight 3.5 cfs 2.8 ft/s 0.65 ft 0.034 1.74 Ibs/ft2 0.38 Ibs/ft2 4.56 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
3.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.65 ft 1.25 ft2 4.08 ft 0.31 ft 2.8 ft/s 0.89 0.81 Ibs/ft2 1.99 (SFP)
Underlying 0.034 0.65 ft 1.25 ft2 4.08 ft 0.31 ft 2.8 ft/s 0.89 0.38 Ibs/ft2 4.56 (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
Underlying 0.063 0.81 ft 1.98 ft2 5.13 ft 0.39 ft 1.77 ft/s 0.5 0.48 Ibs/ft2 8.32 (SFL)
Substrate
Unreinforced 0.063 0.81 ft 1.98 ft2 5.13 ft 0.39 ft 1.77 ft/s 0.5 1.01 Ibs/ft2 3.95 (SFL)
Vegetation
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 0.65 ft 1.25 ft2 4.08 ft 0.31 ft 2.8 ft/s 0.89 0.81 Ibs/ft2 1.99 (SFP)
Unvegetated

Underlying 0.034 0.65 ft 1.25 ft2 4.08 ft 0.31 ft 2.8 ft/s 0.89 0.38 Ibs/ft2 4.56 (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 0.65 ft 1.25 ft2 4.08 ft 0.31 ft 2.8 ft/s 0.89 0.81 Ibs/ft2 1.99 (SFP)
Unvegetated
Underlying 0.034 0.65 ft 1.25 ft2 4.08 ft 0.31 ft 2.8 ft/s 0.89 0.38 Ibs/ft2 4.56 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 13
Name
SWALE 13
Discharge
2.5
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 2.5 cfs 2.55 ft/s 0.57 ft 0.035 1.6 Ibs/ft2 0.71 Ibs/ft2 2.24 STABLE D
Underlying Straight 2.5 cfs 2.55 ft/s 0.57 ft 0.035 1.74 Ibs/ft2 0.34 Ibs/ft2 5.15 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 2.5 cfs 1.57 ft/s 0.73 ft 0.066 4 Ibs/ft2 0.91 Ibs/ft2 4.41 STABLE --
Vegetation
Underlying Straight 2.5 cfs 1.57 ft/s 0.73 ft 0.066 4 Ibs/ft2 0.43 Ibs/ft2 9.29 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 2.5 cfs 2.55 ft/s 0.57 ft 0.035 1.6 Ibs/ft2 0.71 Ibs/ft2 2.24 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 2.55 ft/s 0.57 ft 0.035 1.74 Ibs/ft2 0.34 Ibs/ft2 5.15 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 2.5 cfs 2.55 ft/s 0.57 ft 0.035 1.6 Ibs/ft2 0.71 Ibs/ft2 2.24 STABLE D
Unvegetated
Underlying Straight 2.5 cfs 2.55 ft/s 0.57 ft 0.035 1.74 Ibs/ft2 0.34 Ibs/ft2 5.15 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.035 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.55 ft/s 0.87 0.71 Ibs/ft2 2.24 (SFP)
Underlying 0.035 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.55 ft/s 0.87 0.34 Ibs/ft2 5.15 (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 0.73 ft 1.59 ft2 4.6 ft 0.34 ft 1.57 ft/s 0.47 0.91 Ibs/ft2 4.41 (SFL)
Vegetation
Underlying 0.066 0.73 ft 1.59 ft2 4.6 ft 0.34 ft 1.57 ft/s 0.47 0.43 Ibs/ft2 9.29 (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 0.035 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.55 ft/s 0.87 0.71 Ibs/ft2 2.24 (SFP)
Unvegetated

Underlying 0.035 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.55 ft/s 0.87 0.34 Ibs/ft2 5.15 (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 0.035 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.55 ft/s 0.87 0.71 Ibs/ft2 2.24 (SFP)
Unvegetated
Underlying 0.035 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.55 ft/s 0.87 0.34 Ibs/ft2 5.15 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 14
Name
SWALE 14
Discharge
2.8
Channel Slope
0.03
Channel Bottom Width
0
Left Side Slope
3
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
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 2.8 cfs 3.15 ft/s 0.54 ft 0.033 1.6 Ibs/ft2 1.01 Ibs/ft2 1.58 STABLE D
Underlying Straight 2.8 cfs 3.15 ft/s 0.54 ft 0.033 1.74 Ibs/ft2 0.48 Ibs/ft2 3.63 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 2.8 cfs 2.08 ft/s 0.67 ft 0.058 4 Ibs/ft2 1.25 Ibs/ft2 3.19 STABLE --
Vegetation
Underlying Straight 2.8 cfs 2.08 ft/s 0.67 ft 0.058 4 Ibs/ft2 0.59 Ibs/ft2 6.72 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 2.8 cfs 3.15 ft/s 0.54 ft 0.033 1.6 Ibs/ft2 1.01 Ibs/ft2 1.58 STABLE D
Unvegetated
Underlying Straight 2.8 cfs 3.15 ft/s 0.54 ft 0.033 1.74 Ibs/ft2 0.48 Ibs/ft2 3.63 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 2.8 cfs 3.15 ft/s 0.54 ft 0.033 1.6 Ibs/ft2 1.01 Ibs/ft2 1.58 STABLE D
Unvegetated
Underlying Straight 2.8 cfs 3.15 ft/s 0.54 ft 0.033 1.74 Ibs/ft2 0.48 Ibs/ft2 3.63 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.8 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.03 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.033 0.54 ft 0.88 ft2 3.43 ft 0.26 ft 3.15 ft/s 1.09 1.01 Ibs/ft2 1.58 (SFP)
Underlying 0.033 0.54 ft 0.88 ft2 3.43 ft 0.26 ft 3.15 ft/s 1.09 0.48 Ibs/ft2 3.63 (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 0.058 0.67 ft 1.35 ft2 4.24 ft 0.32 ft 2.08 ft/s 0.65 1.25 Ibs/ft2 3.19 (SFL)
Vegetation
Underlying 0.058 0.67 ft 1.35 ft2 4.24 ft 0.32 ft 2.08 ft/s 0.65 0.59 Ibs/ft2 6.72 (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 0.033 0.54 ft 0.88 ft2 3.43 ft 0.26 ft 3.15 ft/s 1.09 1.01 Ibs/ft2 1.58 (SFP)
Unvegetated

Underlying 0.033 0.54 ft 0.88 ft2 3.43 ft 0.26 ft 3.15 ft/s 1.09 0.48 Ibs/ft2 3.63 (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 0.033 0.54 ft 0.88 ft2 3.43 ft 0.26 ft 3.15 ft/s 1.09 1.01 Ibs/ft2 1.58 (SFP)
Unvegetated
Underlying 0.033 0.54 ft 0.88 ft2 3.43 ft 0.26 ft 3.15 ft/s 1.09 0.48 Ibs/ft2 3.63 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > SWALE 15
Name
SWALE 15
Discharge
10
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 10 cfs 3.78 ft/s 0.94 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Underlying Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.14 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 10 cfs 2.55 ft/s 1.14 ft 0.055 4 Ibs/ft2 1.43 Ibs/ft2 2.8 STABLE --
Vegetation
Underlying Straight 10 cfs 2.55 ft/s 1.14 ft 0.055 4 Ibs/ft2 0.68 Ibs/ft2 5.91 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.14 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 10 cfs 3.78 ft/s 0.94 ft 0.032 1.74 Ibs/ft2 0.56 Ibs/ft2 3.14 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
10 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 1.17 Ibs/ft2 1.37 (SFP)
Underlying 0.032 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 0.56 Ibs/ft2 3.14 (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 0.055 1.14 ft 3.92 ft2 7.23 ft 0.54 ft 2.55 ft/s 0.61 1.43 Ibs/ft2 2.8 (SFL)
Vegetation
Underlying 0.055 1.14 ft 3.92 ft2 7.23 ft 0.54 ft 2.55 ft/s 0.61 0.68 Ibs/ft2 5.91 (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 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 1.17 Ibs/ft2 1.37 (SFP)
Unvegetated

Underlying 0.032 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 0.56 Ibs/ft2 3.14 (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 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 1.17 Ibs/ft2 1.37 (SFP)
Unvegetated
Underlying 0.032 0.94 ft 2.65 ft2 5.94 ft 0.45 ft 3.78 ft/s 0.99 0.56 Ibs/ft2 3.14 (SFL)
Substrate

TEMPORARY DIVERSION SWALES

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 01 (TDS-01)
Name
Temp. Diversion Swale 01
(TDS-01)
Discharge
5.91
Channel Slope
0.03
Channel Bottom Width
0
Left Side Slope
3
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
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 5.91 cfs 3.91 ft/s 0.71 ft 0.032 1.6 Ibs/ft2 1.33 Ibs/ft2 1.2 STABLE D
Underlying Straight 5.91 cfs 3.91 ft/s 0.71 ft 0.032 1.74 Ibs/ft2 0.63 Ibs/ft2 2.77 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 5.91 cfs 2.7 ft/s 0.85 ft 0.052 4 Ibs/ft2 1.6 Ibs/ft2 2.5 STABLE --
Vegetation
Underlying Straight 5.91 cfs 2.7 ft/s 0.85 ft 0.052 4 Ibs/ft2 0.76 Ibs/ft2 5.27 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 5.91 cfs 3.91 ft/s 0.71 ft 0.032 1.6 Ibs/ft2 1.33 Ibs/ft2 1.2 STABLE D
Unvegetated
Underlying Straight 5.91 cfs 3.91 ft/s 0.71 ft 0.032 1.74 Ibs/ft2 0.63 Ibs/ft2 2.77 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 5.91 cfs 3.91 ft/s 0.71 ft 0.032 1.6 Ibs/ft2 1.33 Ibs/ft2 1.2 STABLE D
Unvegetated
Underlying Straight 5.91 cfs 3.91 ft/s 0.71 ft 0.032 1.74 Ibs/ft2 0.63 Ibs/ft2 2.77 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
5.91 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.03 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.71 ft 1.51 ft2 4.49 ft 0.34 ft 3.91 ft/s 1.18 1.33 Ibs/ft2 1.2 (SFP)
Underlying 0.032 0.71 ft 1.51 ft2 4.49 ft 0.34 ft 3.91 ft/s 1.18 0.63 Ibs/ft2 2.77 (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 0.052 0.85 ft 2.19 ft2 5.41 ft 0.41 ft 2.7 ft/s 0.74 1.6 Ibs/ft2 2.5 (SFL)
Vegetation
Underlying 0.052 0.85 ft 2.19 ft2 5.41 ft 0.41 ft 2.7 ft/s 0.74 0.76 Ibs/ft2 5.27 (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 0.71 ft 1.51 ft2 4.49 ft 0.34 ft 3.91 ft/s 1.18 1.33 Ibs/ft2 1.2 (SFP)
Unvegetated

Underlying 0.032 0.71 ft 1.51 ft2 4.49 ft 0.34 ft 3.91 ft/s 1.18 0.63 Ibs/ft2 2.77 (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 0.71 ft 1.51 ft2 4.49 ft 0.34 ft 3.91 ft/s 1.18 1.33 Ibs/ft2 1.2 (SFP)
Unvegetated
Underlying 0.032 0.71 ft 1.51 ft2 4.49 ft 0.34 ft 3.91 ft/s 1.18 0.63 Ibs/ft2 2.77 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 02 (TDS-02)
Name
Temp. Diversion Swale 02
(TDS-02)
Discharge
7.5
Channel Slope
0.025
Channel Bottom Width
0
Left Side Slope
3
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
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 7.5 cfs 3.85 ft/s 0.81 ft 0.032 1.6 Ibs/ft2 1.26 Ibs/ft2 1.27 STABLE D
Underlying Straight 7.5 cfs 3.85 ft/s 0.81 ft 0.032 1.74 Ibs/ft2 0.6 Ibs/ft2 2.93 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 7.5 cfs 2.63 ft/s 0.97 ft 0.053 4 Ibs/ft2 1.52 Ibs/ft2 2.63 STABLE --
Vegetation
Underlying Straight 7.5 cfs 2.63 ft/s 0.97 ft 0.053 4 Ibs/ft2 0.72 Ibs/ft2 5.55 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 7.5 cfs 3.85 ft/s 0.81 ft 0.032 1.6 Ibs/ft2 1.26 Ibs/ft2 1.27 STABLE D
Unvegetated
Underlying Straight 7.5 cfs 3.85 ft/s 0.81 ft 0.032 1.74 Ibs/ft2 0.6 Ibs/ft2 2.93 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 7.5 cfs 3.85 ft/s 0.81 ft 0.032 1.6 Ibs/ft2 1.26 Ibs/ft2 1.27 STABLE D
Unvegetated
Underlying Straight 7.5 cfs 3.85 ft/s 0.81 ft 0.032 1.74 Ibs/ft2 0.6 Ibs/ft2 2.93 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.025 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.81 ft 1.95 ft2 5.09 ft 0.38 ft 3.85 ft/s 1.1 1.26 Ibs/ft2 1.27 (SFP)
Underlying 0.032 0.81 ft 1.95 ft2 5.09 ft 0.38 ft 3.85 ft/s 1.1 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 0.97 ft 2.85 ft2 6.16 ft 0.46 ft 2.63 ft/s 0.68 1.52 Ibs/ft2 2.63 (SFL)
Vegetation
Underlying 0.053 0.97 ft 2.85 ft2 6.16 ft 0.46 ft 2.63 ft/s 0.68 0.72 Ibs/ft2 5.55 (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 0.81 ft 1.95 ft2 5.09 ft 0.38 ft 3.85 ft/s 1.1 1.26 Ibs/ft2 1.27 (SFP)
Unvegetated

Underlying 0.032
Substrate
DS75
0.81 ft 1.95 ft2 5.09 ft 0.38 ft 3.85 ft/s 1.1 0.6 Ibs/ft2 2.93 (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 0.032 0.81 ft 1.95 ft2 5.09 ft 0.38 ft 3.85 ft/s 1.1 1.26 Ibs/ft2 1.27 (SFP)
Unvegetated
Underlying 0.032 0.81 ft 1.95 ft2 5.09 ft 0.38 ft 3.85 ft/s 1.1 0.6 Ibs/ft2 2.93 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 03 (TDS-03)
Name
Temp. Diversion Swale 03
(TDS-03)
Discharge
1.7
Channel Slope
0.06
Channel Bottom Width
0
Left Side Slope
3
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
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 1.7 cfs 3.75 ft/s 0.39 ft 0.031 1.6 Ibs/ft2 1.46 Ibs/ft2 1.1 STABLE D
Underlying Straight 1.7 cfs 3.75 ft/s 0.39 ft 0.031 1.74 Ibs/ft2 0.69 Ibs/ft2 2.52 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 1.7 cfs 2.62 ft/s 0.46 ft 0.051 4 Ibs/ft2 1.74 Ibs/ft2 2.3 STABLE --
Vegetation
Underlying Straight 1.7 cfs 2.62 ft/s 0.46 ft 0.051 4 Ibs/ft2 0.83 Ibs/ft2 4.85 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 1.7 cfs 3.75 ft/s 0.39 ft 0.031 1.6 Ibs/ft2 1.46 Ibs/ft2 1.1 STABLE D
Unvegetated
Underlying Straight 1.7 cfs 3.75 ft/s 0.39 ft 0.031 1.74 Ibs/ft2 0.69 Ibs/ft2 2.52 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 1.7 cfs 3.75 ft/s 0.39 ft 0.031 1.6 Ibs/ft2 1.46 Ibs/ft2 1.1 STABLE D
Unvegetated
Underlying Straight 1.7 cfs 3.75 ft/s 0.39 ft 0.031 1.74 Ibs/ft2 0.69 Ibs/ft2 2.52 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.7 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.06 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.031 0.39 ft 0.45 ft2 2.46 ft 0.18 ft 3.75 ft/s 1.56 1.46 Ibs/ft2 1.1 (SFP)
Underlying 0.031 0.39 ft 0.45 ft2 2.46 ft 0.18 ft 3.75 ft/s 1.56 0.69 Ibs/ft2 2.52 (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 0.46 ft 0.65 ft2 2.94 ft 0.22 ft 2.62 ft/s 0.98 1.74 Ibs/ft2 2.3 (SFL)
Vegetation
Underlying 0.051 0.46 ft 0.65 ft2 2.94 ft 0.22 ft 2.62 ft/s 0.98 0.83 Ibs/ft2 4.85 (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 0.031 0.39 ft 0.45 ft2 2.46 ft 0.18 ft 3.75 ft/s 1.56 1.46 Ibs/ft2 1.1 (SFP)
Unvegetated

Underlying 0.031 0.39 ft 0.45 ft2 2.46 ft 0.18 ft 3.75 ft/s 1.56 0.69 Ibs/ft2 2.52 (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 0.031 0.39 ft 0.45 ft2 2.46 ft 0.18 ft 3.75 ft/s 1.56 1.46 Ibs/ft2 1.1 (SFP)
Unvegetated
Underlying 0.031 0.39 ft 0.45 ft2 2.46 ft 0.18 ft 3.75 ft/s 1.56 0.69 Ibs/ft2 2.52 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 04 (TDS-04)
Name
Temp. Diversion Swale 04
(TDS-04)
Discharge
8.8
Channel Slope
0.015
Channel Bottom Width
0
Left Side Slope
3
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
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 8.8 cfs 3.2 ft/s 0.96 ft 0.034 1.6 Ibs/ft2 0.9 Ibs/ft2 1.79 STABLE D
Underlying Straight 8.8 cfs 3.2 ft/s 0.96 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.1 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 8.8 cfs 2.06 ft/s 1.19 ft 0.06 4 Ibs/ft2 1.12 Ibs/ft2 3.58 STABLE --
Vegetation
Underlying Straight 8.8 cfs 2.06 ft/s 1.19 ft 0.06 4 Ibs/ft2 0.53 Ibs/ft2 7.55 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 8.8 cfs 3.2 ft/s 0.96 ft 0.034 1.6 Ibs/ft2 0.9 Ibs/ft2 1.79 STABLE D
Unvegetated
Underlying Straight 8.8 cfs 3.2 ft/s 0.96 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.1 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 8.8 cfs 3.2 ft/s 0.96 ft 0.034 1.6 Ibs/ft2 0.9 Ibs/ft2 1.79 STABLE D
Unvegetated
Underlying Straight 8.8 cfs 3.2 ft/s 0.96 ft 0.034 1.74 Ibs/ft2 0.42 Ibs/ft2 4.1 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
3.8 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.015 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.96 ft 2.75 ft2 6.05 ft 0.45 ft 3.2 ft/s 0.84 0.9 Ibs/ft2 1.79 (SFP)
Underlying 0.034 0.96 ft 2.75 ft2 6.05 ft 0.45 ft 3.2 ft/s 0.84 0.42 Ibs/ft2 4.1 (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 0.06 1.19 ft 4.27 ft2 7.54 ft 0.57 ft 2.06 ft/s 0.48 1.12 Ibs/ft2 3.58 (SFL)
Vegetation
Underlying 0.06 1.19 ft 4.27 ft2 7.54 ft 0.57 ft 2.06 ft/s 0.48 0.53 Ibs/ft2 7.55 (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 0.96 ft 2.75 ft2 6.05 ft 0.45 ft 3.2 ft/s 0.84 0.9 Ibs/ft2 1.79 (SFP)
Unvegetated

Underlying 0.034 0.96 ft 2.75 ft2 6.05 ft 0.45 ft 3.2 ft/s 0.84 0.42 Ibs/ft2 4.1 (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 0.96 ft 2.75 ft2 6.05 ft 0.45 ft 3.2 ft/s 0.84 0.9 Ibs/ft2 1.79 (SFP)
Unvegetated
Underlying 0.034 0.96 ft 2.75 ft2 6.05 ft 0.45 ft 3.2 ft/s 0.84 0.42 Ibs/ft2 4.1 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 05 (TDS-05)
Name
Temp. Diversion Swale 05
(TDS-05)
Discharge
7.5
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
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
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 7.5 cfs 3.48 ft/s 0.85 ft 0.033 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Underlying Straight 7.5 cfs 3.48 ft/s 0.85 ft 0.033 1.74 Ibs/ft2 0.5 Ibs/ft2 3.48 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 7.5 cfs 2.31 ft/s 1.04 ft 0.057 4 Ibs/ft2 1.3 Ibs/ft2 3.08 STABLE --
Vegetation
Underlying Straight 7.5 cfs 2.31 ft/s 1.04 ft 0.057 4 Ibs/ft2 0.62 Ibs/ft2 6.49 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 7.5 cfs 3.48 ft/s 0.85 ft 0.033 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Unvegetated
Underlying Straight 7.5 cfs 3.48 ft/s 0.85 ft 0.033 1.74 Ibs/ft2 0.5 Ibs/ft2 3.48 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 7.5 cfs 3.48 ft/s 0.85 ft 0.033 1.6 Ibs/ft2 1.06 Ibs/ft2 1.51 STABLE D
Unvegetated
Underlying Straight 7.5 cfs 3.48 ft/s 0.85 ft 0.033 1.74 Ibs/ft2 0.5 Ibs/ft2 3.48 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
7.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.02 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.033 0.85 ft 2.15 ft2 5.36 ft 0.4 ft 3.48 ft/s 0.97 1.06 Ibs/ft2 1.51 (SFP)
Underlying 0.033 0.85 ft 2.15 ft2 5.36 ft 0.4 ft 3.48 ft/s 0.97 0.5 Ibs/ft2 3.48 (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 0.057 1.04 ft 3.25 ft2 6.58 ft 0.49 ft 2.31 ft/s 0.58 1.3 Ibs/ft2 3.08 (SFL)
Vegetation
Underlying 0.057 1.04 ft 3.25 ft2 6.58 ft 0.49 ft 2.31 ft/s 0.58 0.62 Ibs/ft2 6.49 (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 0.033 0.85 ft 2.15 ft2 5.36 ft 0.4 ft 3.48 ft/s 0.97 1.06 Ibs/ft2 1.51 (SFP)
Unvegetated

Underlying 0.033
Substrate
DS75
0.85 ft 2.15 ft2 5.36 ft 0.4 ft 3.48 ft/s 0.97 0.5 Ibs/ft2 3.48 (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 0.033 0.85 ft 2.15 ft2 5.36 ft 0.4 ft 3.48 ft/s 0.97 1.06 Ibs/ft2 1.51 (SFP)
Unvegetated
Underlying 0.033 0.85 ft 2.15 ft2 5.36 ft 0.4 ft 3.48 ft/s 0.97 0.5 Ibs/ft2 3.48 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 06 (TDS-06)
Name
Temp. Diversion Swale 06
(TDS-06)
Discharge
3.5
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
3
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
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 2.05 ft/s 0.75 ft 0.037 1.6 Ibs/ft2 0.47 Ibs/ft2 3.4 STABLE D
Underlying Straight 3.5 cfs 2.05 ft/s 0.75 ft 0.037 1.74 Ibs/ft2 0.22 Ibs/ft2 7.81 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 3.5 cfs 1.18 ft/s 0.99 ft 0.076 4 Ibs/ft2 0.62 Ibs/ft2 6.45 STABLE --
Vegetation
Underlying Straight 3.5 cfs 1.18 ft/s 0.99 ft 0.076 4 Ibs/ft2 0.29 Ibs/ft2 13.61 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 3.5 cfs 2.05 ft/s 0.75 ft 0.037 1.6 Ibs/ft2 0.47 Ibs/ft2 3.4 STABLE D
Unvegetated
Underlying Straight 3.5 cfs 2.05 ft/s 0.75 ft 0.037 1.74 Ibs/ft2 0.22 Ibs/ft2 7.81 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 3.5 cfs 2.05 ft/s 0.75 ft 0.037 1.6 Ibs/ft2 0.47 Ibs/ft2 3.4 STABLE D
Unvegetated
Underlying Straight 3.5 cfs 2.05 ft/s 0.75 ft 0.037 1.74 Ibs/ft2 0.22 Ibs/ft2 7.81 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
3.5 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 0.75 ft 1.7 ft2 4.77 ft 0.36 ft 2.05 ft/s 0.6 0.47 Ibs/ft2 3.4 (SFP)
Underlying 0.037 0.75 ft 1.7 ft2 4.77 ft 0.36 ft 2.05 ft/s 0.6 0.22 Ibs/ft2 7.81 (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 0.076 0.99 ft 2.96 ft2 6.28 ft 0.47 ft 1.18 ft/s 0.3 0.62 Ibs/ft2 6.45 (SFL)
Vegetation
Underlying 0.076 0.99 ft 2.96 ft2 6.28 ft 0.47 ft 1.18 ft/s 0.3 0.29 Ibs/ft2 13.61 (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 0.037 0.75 ft 1.7 ft2 4.77 ft 0.36 ft 2.05 ft/s 0.6 0.47 Ibs/ft2 3.4 (SFP)
Unvegetated

Underlying 0.037
Substrate
DS75
0.75 ft 1.7 ft2 4.77 ft 0.36 ft 2.05 ft/s 0.6 0.22 Ibs/ft2 7.81 (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 0.037 0.75 ft 1.7 ft2 4.77 ft 0.36 ft 2.05 ft/s 0.6 0.47 Ibs/ft2 3.4 (SFP)
Unvegetated
Underlying 0.037 0.75 ft 1.7 ft2 4.77 ft 0.36 ft 2.05 ft/s 0.6 0.22 Ibs/ft2 7.81 (SFL)
Substrate

NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > Temp. Diversion Swale 07 (TDS-07)
Name
Temp. Diversion Swale 07
(TDS-07)
Discharge
12.2
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
3
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
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 12.2 cfs 2.92 ft/s 1.18 ft 0.034 1.6 Ibs/ft2 0.74 Ibs/ft2 2.18 STABLE D
Underlying Straight 12.2 cfs 2.92 ft/s 1.18 ft 0.034 1.74 Ibs/ft2 0.35 Ibs/ft2 5 STABLE D
Substrate
Unreinforced Vegetation
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced Straight 12.2 cfs 1.82 ft/s 1.49 ft 0.065 4 Ibs/ft2 0.93 Ibs/ft2 4.29 STABLE --
Vegetation
Underlying Straight 12.2 cfs 1.82 ft/s 1.49 ft 0.065 4 Ibs/ft2 0.44 Ibs/ft2 9.04 STABLE --
Substrate
S75BN
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 12.2 cfs 2.92 ft/s 1.18 ft 0.034 1.6 Ibs/ft2 0.74 Ibs/ft2 2.18 STABLE D
Unvegetated
Underlying Straight 12.2 cfs 2.92 ft/s 1.18 ft 0.034 1.74 Ibs/ft2 0.35 Ibs/ft2 5 STABLE D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75 Straight 12.2 cfs 2.92 ft/s 1.18 ft 0.034 1.6 Ibs/ft2 0.74 Ibs/ft2 2.18 STABLE D
Unvegetated
Underlying Straight 12.2 cfs 2.92 ft/s 1.18 ft 0.034 1.74 Ibs/ft2 0.35 Ibs/ft2 5 STABLE D
Substrate

NORTH
AMERICAN
GREEN'
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
12.2 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
0 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:
IFair 50-64%
Soil Type:
lay 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)So0.5
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
SFr = 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)So0'5
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFr = Product factor of safety = TauTv/ Tauo
Where:
TauTv= Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFrRM) * (n / ns)2
Where:
CFrRM = 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 1.18 ft 4.17 ft2 7.45 ft 0.56 ft 2.92 ft/s 0.69 0.74 Ibs/ft2 2.18 (SFP)
Underlying 0.034 1.18 ft 4.17 ft2 7.45 ft 0.56 ft 2.92 ft/s 0.69 0.35 Ibs/ft2 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 0.065 1.49 ft 6.7 ft2 9.45 ft 0.71 ft 1.82 ft/s 0.38 0.93 Ibs/ft2 4.29 (SFL)
Vegetation
Underlying 0.065 1.49 ft 6.7 ft2 9.45 ft 0.71 ft 1.82 ft/s 0.38 0.44 Ibs/ft2 9.04 (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 1.18 ft 4.17 ft2 7.45 ft 0.56 ft 2.92 ft/s 0.69 0.74 Ibs/ft2 2.18 (SFP)
Unvegetated

Underlying 0.034 1.18 ft 4.17 ft2 7.45 ft 0.56 ft 2.92 ft/s 0.69 0.35 Ibs/ft2 5 (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 1.18 ft 4.17 ft2 7.45 ft 0.56 ft 2.92 ft/s 0.69 0.74 Ibs/ft2 2.18 (SFP)
Unvegetated
Underlying 0.034 1.18 ft 4.17 ft2 7.45 ft 0.56 ft 2.92 ft/s 0.69 0.35 Ibs/ft2 5 (SFL)
Substrate

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 03
SECTION 2
SLOPE ANALYSIS
27842.0003
H THOMAS Sc HUTTON

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 (H: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
--

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 = X =
96.49
Rill:Interril = R = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + R) =
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 - SC15013N
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 = X =
96.49
Rill:Interril = R = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + 0) =
0.82
L factor =
1.19
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

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 - 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 = X =
96.49
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
96.49
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + (i) =
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 - 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 = X =
96.49
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
96.49
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + (i) =
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 - 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 = X =
96.49
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 2 =
4.67
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
96.49
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 0.5
4.67
Slope Length Exponent = m = R / ( 1 + (i) =
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)
SF = SLT / MSLMat =
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 (H: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
DS75
0.2 in
0.0 in
0.3 in
0.0 in
0.25 in
>10
STABLE
C
S75BN
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
SC150BN
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
S150BN
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
--

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 - 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 = X =
97.63
Rill:Interril = R = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + R) =
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 - 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 = X =
97.63
Rill:Interril = R = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + 0) =
0.81
L factor =
1.22
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

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 - 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 = X =
97.63
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + (i) =
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 - SC15013N
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 = X =
97.63
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
97.63
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + (i) =
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 - 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 = X =
97.63
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + (i) =
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 - 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 = X =
97.63
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 2 =
4.32
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
97.63
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 0.5
4.32
Slope Length Exponent = m = R / ( 1 + (i) =
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)
SF = SLT / MSLMat =
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 (H: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
DS75
0.1 in
0.0 in
0.2 in
0.0 in
0.25 in
>10
STABLE
C
S75BN
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
SC150BN
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
S150BN
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
--

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 - 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 = X =
98.31
Rill:Interril = R = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + R) =
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 - 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 = X =
98.31
Rill:Interril = R = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + 0) =
0.8
L factor =
1.24
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0

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 - 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 = X =
98.31
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + (i) =
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 - SC15013N
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 = X =
98.31
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
98.31
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + (i) =
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 - 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 = X =
98.31
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + (i) =
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 - 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 = X =
98.31
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 2 =
4.02
Slope Length Exponent = m = R / ( 1 + (i) =
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 = X =
98.31
Rill:Interril = R = (sin 0 / 0.0896) / [3.0(sin 0) 0.8 + 0.561 * 0.5
4.02
Slope Length Exponent = m = R / ( 1 + (i) =
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)
SF = SLT / MSLMat =
0

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 03
SECTION 3
RIP RAP OUTLET PROTECTION
+wi : - + illioN
H THOMAS Sc HUTTON

Rip Rap Apron Design Permanent Wet Pond 03
FES-3
Project Name: 27842.0003 - Cresswind
Drainage Specialist: DAC Date: April 1, 2021
Checked By: MSK Date: April 1, 2021
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.
Step 4.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
20.3
Outlet pipe diameter, Do (in.)
48
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
40.7
Velocity (ft./s)
7.6
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the dso rip rap size and minimum apron length (La). The dso 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
Riprap d50, (ft.)
0.8
Minimum apron length, La (ft.) **
26
Apron width at pipe outlet (ft.)
12
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
30
9
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dmax = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 14
Apron Thickness (Inches): 22
* * - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. 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.

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Rip Rap Apron Design Permanent Wet Pond 04
FES.3(3)
Project Name: 27842.0003 - Cresswind
Drainage Specialist: DAC Date: April 1, 2021
Checked By: MSK Date: April 1, 2021
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.
Step 4.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
19.9
Outlet pipe diameter, Do (in.)
42
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
19.8
Velocity (ft./s)
4.4
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the dso rip rap size and minimum apron length (La). The dso 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
Riprap d50, (ft.)
0.7
Minimum apron length, La (ft.) **
22
Apron width at pipe outlet (ft.)
11
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
26
8
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dmax = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 13
Apron Thickness (Inches): 19
* * - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. 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.

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Rip Rap Apron Design Permanent Wet Pond 04
FES-109
Project Name: 27842.0003 - Cresswind
Drainage Specialist: DAC Date: April 1, 2021
Checked By: MSK Date: April 1, 2021
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.
Step 4.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
19.9
Outlet pipe diameter, Do (in.)
48
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
56.6
Velocity (ft./s)
8.3
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the dso rip rap size and minimum apron length (La). The dso 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
Riprap d50, (ft.)
0.8
Minimum apron length, La (ft.) **
25
Apron width at pipe outlet (ft.)
12
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
29
9
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dmax = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 14
Apron Thickness (Inches): 22
* * - Minimum Apron Thickness Is 10 Inches per CLDS 20.23
Step 5. 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.

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STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 03
SECTION 4
SEDIMENT BASINS
+wi : - + illioN
H THOMAS Sc HUTTON

27842.0003 - Cresswind Sediment Basin 01
Erosion Control Calculations (Pre -Developed)
Selection of Sediment Control Measure
-Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
5.6 Disturbed Area (Acres)
19.68 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Legend
User entry
Calculated Value
C 1 I( N/HR) A (ACRES)
0.5 7.03 5.6 = 19.68 cfs

27842.0003 - Cresswind Sediment Basin 01
Erosion Control Calculations (Pre -Developed)
Okay
5.6 Disturbed Area (Acres)
19.68 Peak Flow from 10-year Storm (cfs)
10080 Required Volume ft3
8574 Required Surface Area ftZ
65.5 Suggested Width ft
131.0 Suggested Length ft
120 Trial Top Width at Spillway Invert ft
280 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
9.5 Trial Depth ft (2 to 13 feet above grade)
63 Bottom Width ft
223 Bottom Length ft
14049 Bottom Area ftZ
221189 Actual Volume ft3 Okay
33600 Actual Surface Area ftZ Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
3 Skimmer Size (inches)
0.25 Head on Skimmer (feet)
3 Orifice Size (1/4 inch increments)
0.97 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0003 - Cresswind Sediment Basin 01
Erosion Control Calculations (Post -Developed)
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Sediment Basin
Okay Temporary Sediment Basin
19.86 Disturbed Area (Acres)
69.81 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Legend
User entry
Calculated Value
C 1 I( N/HR) A (ACRES)
0.5 7.03 19.86 = 69.81 cfs

27842.0003 - Cresswind Sediment Basin 01
Erosion Control Calculations (Post -Developed)
Okay
19.86 Disturbed Area (Acres)
69.81 Peak Flow from 10-year Storm (cfs)
35748 Required Volume ft3
30408 Required Surface Area ftZ
123.3 Suggested Width ft
246.6 Suggested Length ft
120 Trial Top Width at Spillway Invert ft
280 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
9.5 Trial Depth ft (2 to 13 feet above grade)
63 Bottom Width ft
223 Bottom Length ft
14049 Bottom Area ftZ
221189 Actual Volume ft3 Okay
33600 Actual Surface Area ftZ Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
3 Skimmer Size (inches)
0.25 Head on Skimmer (feet)
3 Orifice Size (1/4 inch increments)
3.44 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0003 - Cresswind
Erosion Control Calculations
Selection of Sediment Control Measure
-Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
2.3 Disturbed Area (Acres)
8.08 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Temporary Sediment Skimmer Basin 02
(Pre -Developed)
Legend-
C I I( N/HR) A (ACRES)
User entry 0.5 7.03 2.3 = 8.08 cfs
Calculated Value

27842.0003 - Cresswind
Erosion Control Calculations
Okay
2.3 Disturbed Area (Acres)
8.08 Peak Flow from 10-year Storm (cfs)
4140 Required Volume ft3
2627 Required Surface Area ftZ
36.2 Suggested Width ft
72.5 Suggested Length ft
Temporary Sediment Skimmer Basin 02
(Pre -Developed)
30 Trial Top Width at Spillway Invert ft
100 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 13 feet above grade)
16 Bottom Width ft
86 Bottom Length ft
1376 Bottom Area ftZ
7544 Actual Volume ft3 Okay
3000 Actual Surface Area ftZ Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
1.5 Skimmer Size (inches)
0.125 Head on Skimmer (feet)
1.25 Orifice Size (1/4 inch increments)
3.24 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0003 - Cresswind
Erosion Control Calculations
Selection of Sediment Control Measure
-Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
5.5 Disturbed Area (Acres)
19.33 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Temporary Sediment Skimmer Basin 03
(Pre -Developed)
Legend-
C I I( N/HR) A (ACRES)
User entry 0.5 7.03 5.5 = 19.33 cfs
Calculated Value

27842.0003 - Cresswind
Erosion Control Calculations
Okay
5.5 Disturbed Area (Acres)
19.33 Peak Flow from 10-year Storm (cfs)
9900 Required Volume ft3
6283 Required Surface Area ftZ
56.0 Suggested Width ft
112.1 Suggested Length ft
Temporary Sediment Skimmer Basin 03
(Pre -Developed)
50 Trial Top Width at Spillway Invert ft
195 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 13 feet above grade)
36 Bottom Width ft
181 Bottom Length ft
6516 Bottom Area ftZ
28351 Actual Volume ft3 Okay
9750 Actual Surface Area ftZ Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2 Orifice Size (1/4 inch increments)
2.35 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0003 - Cresswind
Erosion Control Calculations
Selection of Sediment Control Measure
-Total Drainage Area
Do Not Use Temporary Sediment Trap
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
7.2 Disturbed Area (Acres)
25.31 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Temp. Skimmer Sediment Basin 04
(Pre -Developed)
Legend-
C I I( N/HR) A (ACRES)
User entry 0.5 7.03 7.2 = 25.31 cfs
Calculated Value

27842.0003 - Cresswind Temp. Skimmer Sediment Basin 04
Erosion Control Calculations (Pre -Developed)
Okay
7.2 Disturbed Area (Acres)
25.31 Peak Flow from 10-year Storm (cfs)
12960 Required Volume ft3
11024 Required Surface Area ftZ
74.2 Suggested Width ft
148.5 Suggested Length ft
60 Trial Top Width at Spillway Invert ft
200 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 13 feet above grade)
42 Bottom Width ft
182 Bottom Length ft
7644 Bottom Area ftZ
29304 Actual Volume ft3 Okay
12000 Actual Surface Area ftZ Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2 Orifice Size (1/4 inch increments)
3.08 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8

27842.0003 - Cresswind Temp. Sediment Basin 05
Erosion Control Calculations (Pre -Developed)
Selection of Sediment Control Measure
Total Drainage Area
Do Not Use Temporary Sediment Trap
Do Not Use Skimmer Sediment Basin
Okay Temporary Sediment Basin
18.6 Disturbed Area (Acres)
71.71 Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012
Legend
User entry
Calculated Value
C 1 I( N/HR) A (ACRES)
0.5 7.03 20.4 = 71.71 cfs

27842.0003 - Cresswind Temp. Sediment Basin 05
Erosion Control Calculations (Pre -Developed)
Okay
18.6 Disturbed Area (Acres)
71.71 Peak Flow from 10-year Storm (cfs)
33480 Required Volume ft3
31235 Required Surface Area ftZ
125.0 Suggested Width ft
249.9 Suggested Length ft
110 Trial Top Width at Spillway Invert ft
350 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3.5 Trial Depth ft (2 to 13 feet above grade)
89 Bottom Width ft
329 Bottom Length ft
29281 Bottom Area ftZ
118360 Actual Volume ft3 Okay
38500 Actual Surface Area ftZ Okay
Use Spillway Capacity Sheet to Size Primary and Emergency Spillways
3 Skimmer Size (inches)
0.25 Head on Skimmer (feet)
2.75 Orifice Size (1/4 inch increments)
3.83 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8