SW3210301_Design Calculations (E&SC - Phase 2)_20211118

H
EROSION CONTROL CALCULATIONS
FOR:
CRESSWIND WESLEY CHAPEL - PHASE 02
WESLEY CHAPEL, NC
PREPARED FOR:
KOLTER HOMES, LLC
THOMAS
N HUTTON
O� j04948 _ _ ENGINEERING
:. Ir 1u—�i.� CO
F .• No. F-0871
NEW S. �SN
%F"i, ►��n
��a�m i i i n�►�,�� m
J - #2 7842.0002
FEBRUARY 16, 2021
LATEST REVISION: SEPTEMBER 15, 2021
Prepared by:
THOMAS Sc HUTTON

EROSION CONTROL CALCULATIONS
Cresswind Wesley Chapel - Phase 02
Project: Cresswind Wesley Chapel - Phase 02
T&H Job Number: J-27842.0002
Location: Potter Road
Wesley Chapel, NC 28173
Date Prepared: February 16, 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
Section1.......................................................................................................................... Channel Analysis
Section2................................................................................................................................Slope Analysis
Section 3............................................................................................................Rip Rap Outlet Protection
Section4.............................................................................................................................................. Basins
Section5............................................................................................................................................Exhibits
H THOMAS & HUTTON
Page 2

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION 1
CHANNEL ANALYSIS
27842.0002
Fq THOMAS Sc HUTTON

4/15/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 01
Name
SWALE 01
Discharge
0.51
Channel Slope
0.0211
Channel Bottom Width
2
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.51 cfs 0.82 ft/s 0.23 ft 0.084 4 Ibs/ft2 0.3 Ibs/ft2 13.2 STABLE
Vegetation
Underlying Straight 0.51 cfs 0.82 ft/s 0.23 ft 0.084 4 Ibs/ft2 0.24 Ibs/ft2 16.95 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.51 cfs 1.4 ft/s 0.15 ft 0.038 1.6 Ibs/ft2 0.2 Ibs/ft2 8.19 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 1.4 ft/s 0.15 ft 0.038 1.97 Ibs/ft2 0.16 Ibs/ft2 12.13 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.51 cfs 1.4 ft/s 0.15 ft 0.038 1.6 Ibs/ft2 0.2 Ibs/ft2 8.19 STABLE D
Unvegetated
Underlying Straight 0.51 cfs 1.4 ft/s 0.15 ft 0.038 1.97 Ibs/ft2 0.16 Ibs/ft2 12.13 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/198461 /show 1 /1

Eyj&Uklyzil
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.51 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0211 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/198461 /calculations 1 /2

4/15/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.084 0.23 ft 0.62 ft2 3.46 ft 0.18 ft 0.82 ft/s 0.34 0.3 Ibs/ft2 13.2 (SFL)
Vegetation
Underlying 0.084 0.23 ft 0.62 ft2 3.46 ft 0.18 ft 0.82 ft/s 0.34 0.24 Ibs/ft2 16.95 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.038 0.15 ft 0.36 ft2 2.94 ft 0.12 ft 1.4 ft/s 0.71 0.2 Ibs/ft2 8.19 (SFP)
Unvegetated
Underlying 0.038 0.15 ft 0.36 ft2 2.94 ft 0.12 ft 1.4 ft/s 0.71 0.16 Ibs/ft2 12.13 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.038 0.15 ft 0.36 ft2
Unvegetated
Underlying 0.038 0.15 ft 0.36 ft2
Substrate
2.94 ft 0.12 ft 1.4 ft/s 0.71 0.2 Ibs/ft2 8.19 (SFP)
2.94 ft 0.12 ft 1.4 ft/s 0.71 0.16 Ibs/ft2 12.13 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/198461 /calculations
2/2

4/27/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 02
Name
SWALE 02
Discharge
3.33
Channel Slope
0.0218
Channel Bottom Width
2
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.33 cfs 1.75 ft/s 0.53 ft 0.063 4 Ibs/ft2 0.72 Ibs/ft2 5.56 STABLE
Vegetation
Underlying Straight 3.33 cfs 1.75 ft/s 0.53 ft 0.063 4 Ibs/ft2 0.48 Ibs/ft2 8.28 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.6 Ibs/ft2 0.53 Ibs/ft2 3.04 STABLE D
Unvegetated
Underlying Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.97 Ibs/ft2 0.37 Ibs/ft2 5.27 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.6 Ibs/ft2 0.53 Ibs/ft2 3.04 STABLE D
Unvegetated
Underlying Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.97 Ibs/ft2 0.37 Ibs/ft2 5.27 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/198466/show 1 /1

typZ f 0YA
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
3.33 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0218 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/198466/calculations 1 /2

4/27/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.063 0.53 ft 1.9 ft2 5.35 ft 0.35 ft 1.75 ft/s 0.52 0.72 Ibs/ft2 5.56 (SFL)
Vegetation
Underlying 0.063 0.53 ft 1.9 ft2 5.35 ft 0.35 ft 1.75 ft/s 0.52 0.48 Ibs/ft2 8.28 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.034 0.39 ft 1.22 ft2 4.45 ft 0.28 ft 2.72 ft/s 0.91 0.53 Ibs/ft2 3.04 (SFP)
Unvegetated
Underlying 0.034 0.39 ft 1.22 ft2 4.45 ft 0.28 ft 2.72 ft/s 0.91 0.37 Ibs/ft2 5.27 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.034 0.39 ft 1.22 ft2
Unvegetated
Underlying 0.034 0.39 ft 1.22 ft2
Substrate
4.45 ft 0.28 ft 2.72 ft/s 0.91 0.53 Ibs/ft2 3.04 (SFP)
4.45 ft 0.28 ft 2.72 ft/s 0.91 0.37 Ibs/ft2 5.27 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/198466/calculations
2/2

4/14/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 03
Name
SWALE 03
Discharge
1.9
Channel Slope
0.0235
Channel Bottom Width
2
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.9 cfs 1.48 ft/s 0.4 ft 0.067 4 Ibs/ft2 0.59 Ibs/ft2 6.79 STABLE
Vegetation
Underlying Straight 1.9 cfs 1.48 ft/s 0.4 ft 0.067 4 Ibs/ft2 0.42 Ibs/ft2 9.62 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.9 cfs 2.33 ft/s 0.28 ft 0.035 1.6 Ibs/ft2 0.42 Ibs/ft2 3.83 STABLE D
Unvegetated
Underlying Straight 1.9 cfs 2.33 ft/s 0.28 ft 0.035 1.97 Ibs/ft2 0.31 Ibs/ft2 6.29 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.9 cfs 2.33 ft/s 0.28 ft 0.035 1.6 Ibs/ft2 0.42 Ibs/ft2 3.83 STABLE D
Unvegetated
Underlying Straight 1.9 cfs 2.33 ft/s 0.28 ft 0.035 1.97 Ibs/ft2 0.31 Ibs/ft2 6.29 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/198477/show 1 /1

EFIEFAKIYA
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.9 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0235 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/198477/calculations 1 /2

4/14/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.067 0.4 ft 1.29 ft2 4.54 ft 0.28 ft 1.48 ft/s 0.49 0.59 Ibs/ft2 6.79 (SFL)
Vegetation
Underlying 0.067 0.4 ft 1.29 ft2 4.54 ft 0.28 ft 1.48 ft/s 0.49 0.42 Ibs/ft2 9.62 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.035 0.28 ft 0.81 ft2 3.8 ft 0.21 ft 2.33 ft/s 0.9 0.42 Ibs/ft2 3.83 (SFP)
Unvegetated
Underlying 0.035 0.28 ft 0.81 ft2 3.8 ft 0.21 ft 2.33 ft/s 0.9 0.31 Ibs/ft2 6.29 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.035 0.28 ft 0.81 ft2 3.8 ft
Unvegetated
Underlying 0.035 0.28 ft 0.81 ft2 3.8 ft
Substrate
0.21 ft 2.33 ft/s 0.9 0.42 Ibs/ft2 3.83 (SFP)
0.21 ft 2.33 ft/s 0.9 0.31 Ibs/ft2 6.29 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/198477/calculations
2/2

2/16/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 04
Name
SWALE 04
Discharge
12.99
Channel Slope
0.0057
Channel Bottom Width
2
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 12.99 cfs 1.33 ft/s 1.5 ft 0.076 4 Ibs/ft2 0.53 Ibs/ft2 7.49 STABLE
Vegetation
Underlying Straight 12.99 cfs 1.33 ft/s 1.5 ft 0.076 4 Ibs/ft2 0.3 Ibs/ft2 13.24 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.6 Ibs/ft2 0.38 Ibs/ft2 4.16 STABLE D
Unvegetated
Underlying Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.97 Ibs/ft2 0.23 Ibs/ft2 8.65 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.6 Ibs/ft2 0.38 Ibs/ft2 4.16 STABLE D
Unvegetated
Underlying Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.97 Ibs/ft2 0.23 Ibs/ft2 8.65 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/198478/show 1 /1

f�af[Apkil➢z
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
12.99 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0057 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/198478/calculations 1 /2

2/16/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.076 1.5 ft 9.77 ft2 11.5 ft 0.85 ft 1.33 ft/s 0.25 0.53 Ibs/ft2 7.49 (SFL)
Vegetation
Underlying 0.076 1.5 ft 9.77 ft2 11.5 ft 0.85 ft 1.33 ft/s 0.25 0.3 Ibs/ft2 13.24 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 1.08 ft 5.66 ft2 8.83 ft 0.64 ft 2.29 ft/s 0.5 0.38 Ibs/ft2 4.16 (SFP)
Unvegetated
Underlying 0.036 1.08 ft 5.66 ft2 8.83 ft 0.64 ft 2.29 ft/s 0.5 0.23 Ibs/ft2 8.65 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 1.08 ft 5.66 ft2
Unvegetated
Underlying 0.036 1.08 ft 5.66 ft2
Substrate
8.83 ft 0.64 ft 2.29 ft/s 0.5 0.38 Ibs/ft2 4.16 (SFP)
8.83 ft 0.64 ft 2.29 ft/s 0.5 0.23 Ibs/ft2 8.65 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/198478/calculations
2/2

2/16/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 05
Name
SWALE 05
Discharge
1.27
Channel Slope
0.0367
Channel Bottom Width
2
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.27 cfs 1.6 ft/s 0.28 ft 0.063 4 Ibs/ft2 0.64 Ibs/ft2 6.26 STABLE
Vegetation
Underlying Straight 1.27 cfs 1.6 ft/s 0.28 ft 0.063 4 Ibs/ft2 0.48 Ibs/ft2 8.31 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.6 Ibs/ft2 0.46 Ibs/ft2 3.49 STABLE D
Unvegetated
Underlying Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.97 Ibs/ft2 0.36 Ibs/ft2 5.41 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.6 Ibs/ft2 0.46 Ibs/ft2 3.49 STABLE D
Unvegetated
Underlying Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.97 Ibs/ft2 0.36 Ibs/ft2 5.41 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/198479/show 1 /1

f�af[Apkil➢z
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.27 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0367 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/198479/calculations 1 /2

2/16/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.063 0.28 ft 0.79 ft2 3.76 ft 0.21 ft 1.6 ft/s 0.62 0.64 Ibs/ft2 6.26 (SFL)
Vegetation
Underlying 0.063 0.28 ft 0.79 ft2 3.76 ft 0.21 ft 1.6 ft/s 0.62 0.48 Ibs/ft2 8.31 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.034 0.2 ft 0.52 ft2 3.26 ft 0.16 ft 2.44 ft/s 1.08 0.46 Ibs/ft2 3.49 (SFP)
Unvegetated
Underlying 0.034 0.2 ft 0.52 ft2 3.26 ft 0.16 ft 2.44 ft/s 1.08 0.36 Ibs/ft2 5.41 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.034 0.2 ft 0.52 ft2
Unvegetated
Underlying 0.034 0.2 ft 0.52 ft2
Substrate
3.26 ft 0.16 ft 2.44 ft/s 1.08 0.46 Ibs/ft2 3.49 (SFP)
3.26 ft 0.16 ft 2.44 ft/s 1.08 0.36 Ibs/ft2 5.41 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/198479/calculations
2/2

5/12/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 07
Name
SWALE 07
Discharge
65
Channel Slope
0.01
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Existing Bend Radius
80
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced
Straight
65 cfs
3.25 ft/s
2.27 ft
0.052
4 Ibs/ft2
1.42 Ibs/ft2
2.83
STABLE
Vegetation
Underlying
Straight
65 cfs
3.25 ft/s
2.27 ft
0.052
4 Ibs/ft2
0.76 Ibs/ft2
5.25
STABLE
Substrate
Unreinforced
Bend
65 cfs
3.25 ft/s
2.27 ft
0.052
4 Ibs/ft2
2.15 Ibs/ft2
1.86
STABLE
Vegetation
Underlying
Bend
65 cfs
3.25 ft/s
2.27 ft
0.052
4 Ibs/ft2
1.16 Ibs/ft2
3.46
STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
65 cfs
4.71 ft/s
1.84 ft
0.032
1.6 Ibs/ft2
1.15 Ibs/ft2
1.39
STABLE
D
Unvegetated
Underlying
Straight
65 cfs
4.71 ft/s
1.84 ft
0.032
1.97 Ibs/ft2
0.63 Ibs/ft2
3.12
STABLE
D
Substrate
S75BN
Bend
65 cfs
4.71 ft/s
1.84 ft
0.032
1.6 Ibs/ft2
1.6 Ibs/ft2
1
STABLE
D
Unvegetated
Underlying
Bend
65 cfs
4.71 ft/s
1.84 ft
0.032
1.97 Ibs/ft2
0.88 Ibs/ft2
2.24
STABLE
D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75
Straight
65 cfs
4.71 ft/s
1.84 ft
0.032
1.6 Ibs/ft2
1.15 Ibs/ft2
1.39
STABLE D
Unvegetated
Underlying
Straight
65 cfs
4.71 ft/s
1.84 ft
0.032
1.97 Ibs/ft2
0.63 Ibs/ft2
3.12
STABLE D
Substrate
DS75
Bend
65 cfs
4.71 ft/s
1.84 ft
0.032
1.6 Ibs/ft2
1.6 Ibs/ft2
1
STABLE D
Unvegetated
Underlying
Bend
65 cfs
4.71 ft/s
1.84 ft
0.032
1.97 Ibs/ft2
0.88 Ibs/ft2
2.24
STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/198974/show 1 /2

611NaNI ail
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
65 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
2 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
Yes
Bend Coefficient (Kb):
Channel Bend Radius:
80 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/198974/calculations 1 /3

611PINI ail
Ixyl.�u>L�x��
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced
0.052
2.27 ft
19.97 ft2
16.35 ft
1.22 ft
3.25 ft/s
0.52
1.42 Ibs/ft2
2.83 (SFL)
Vegetation
Underlying
0.052
2.27 ft
19.97 ft2
16.35 ft
1.22 ft
3.25 ft/s
0.52
0.76 Ibs/ft2
5.25 (SFL)
Substrate
Unreinforced
0.052
2.27 ft
19.97 ft2
16.35 ft
1.22 ft
3.25 ft/s
0.52
2.15 Ibs/ft2
1.86 (SFL)
Vegetation
Underlying
0.052
2.27 ft
19.97 ft2
16.35 ft
1.22 ft
3.25 ft/s
0.52
1.16 Ibs/ft2
3.46 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Flow velocity
Fronde
Calculated Shear
Phase
Mannings N
I
I
SFP/SFL
depth (D)
area (A)
perimeter (P)
radius (R)
(V)
number (FR)
Stress
S75BN
0.032
1.84 ft
13.82 ft2
13.63 ft
1.01 ft
4.71 ft/s
0.83
1.15 Ibs/ft2
1.39 (SFP)
Unvegetated
Underlying
0.032
1.84 ft
13.82 ft2
13.63 ft
1.01 ft
4.71 ft/s
0.83
0.63 Ibs/ft2
3.12 (SFL)
Substrate
S75BN
0.032
1.84 ft
13.82 ft2
13.63 ft
1.01 ft
4.71 ft/s
0.83
1.6 Ibs/ft2
1 (SFP)
Unvegetated
Underlying
0.032
1.84 ft
13.82 ft2
13.63 ft
1.01 ft
4.71 ft/s
0.83
0.88 Ibs/ft2
2.24 (SFL)
Substrate
DS75
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
https://ecmds.com/project/l 47005/channel-analysis/198974/calculations 2/3

611PI zIN
depth (D)
I area (A)
DS75
0.032
1.84 ft
13.82 ft2
Unvegetated
Underlying
0.032
1.84 ft
13.82 ft2
Substrate
DS75
0.032
1.84 ft
13.82 ft2
Unvegetated
Underlying
0.032
1.84 ft
13.82 ft2
Substrate
ECMDS 7.0
perimeter (P) I
radius (R)
13.63 ft
1.01 ft
13.63 ft
1.01 ft
13.63 ft
1.01 ft
13.63 ft
1.01 ft
(V)
I number (FR) I
Stress
4.71 ft/s
0.83
1.15 Ibs/ft2
1.39 (SFP)
4.71 ft/s
0.83
0.63 Ibs/ft2
3.12 (SFL)
4.71 ft/s
0.83
1.6 Ibs/ft2
1 (SFP)
4.71 ft/s
0.83
0.88 Ibs/ft2
2.24 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/198974/calculations 3/3

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 08
Name
SWALE 08
Discharge
6.01
Channel Slope
0.0178
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.01 cfs 1.71 ft/s 0.84 ft 0.064 4 Ibs/ft2 0.93 Ibs/ft2 4.3 STABLE
Vegetation
Underlying Straight 6.01 cfs 1.71 ft/s 0.84 ft 0.064 4 Ibs/ft2 0.46 Ibs/ft2 8.76 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.6 Ibs/ft2 0.74 Ibs/ft2 2.17 STABLE D
Unvegetated
Underlying Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.97 Ibs/ft2 0.36 Ibs/ft2 5.47 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.6 Ibs/ft2 0.74 Ibs/ft2 2.17 STABLE D
Unvegetated
Underlying Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.97 Ibs/ft2 0.36 Ibs/ft2 5.47 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199042/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.34 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.025 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199092/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.074 0.41 ft 1.24 ft2 6.16 ft 0.2 ft 1.08 ft/s 0.43 0.63 Ibs/ft2 6.31 (SFL)
Vegetation
Underlying 0.074 0.41 ft 1.24 ft2 6.16 ft 0.2 ft 1.08 ft/s 0.43 0.31 Ibs/ft2 12.75 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.31 ft 0.72 ft2 4.7 ft 0.15 ft 1.86 ft/s 0.85 0.48 Ibs/ft2 3.31 (SFP)
Unvegetated
Underlying 0.036 0.31 ft 0.72 ft2 4.7 ft 0.15 ft 1.86 ft/s 0.85 0.24 Ibs/ft2 8.23 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.31 ft 0.72 ft2 4.7 ft
Unvegetated
Underlying 0.036 0.31 ft 0.72 ft2 4.7 ft
Substrate
0.15 ft 1.86 ft/s 0.85 0.48 Ibs/ft2 3.31 (SFP)
0.15 ft 1.86 ft/s 0.85 0.24 Ibs/ft2 8.23 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199092/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 09
Name
SWALE 09
Discharge
1.34
Channel Slope
0.025
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.34 cfs 1.08 ft/s 0.41 ft 0.074 4 Ibs/ft2 0.63 Ibs/ft2 6.31 STABLE
Vegetation
Underlying Straight 1.34 cfs 1.08 ft/s 0.41 ft 0.074 4 Ibs/ft2 0.31 Ibs/ft2 12.75 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.6 Ibs/ft2 0.48 Ibs/ft2 3.31 STABLE D
Unvegetated
Underlying Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.97 Ibs/ft2 0.24 Ibs/ft2 8.23 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.6 Ibs/ft2 0.48 Ibs/ft2 3.31 STABLE D
Unvegetated
Underlying Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.97 Ibs/ft2 0.24 Ibs/ft2 8.23 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199092/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
5.49 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.01 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
6 (H : V)
Right Side Slope (ZR):
2 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199093/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.075 1.04 ft 4.36 ft2 8.69 ft 0.5 ft 1.26 ft/s 0.31 0.65 Ibs/ft2 6.14 (SFL)
Vegetation
Underlying 0.075 1.04 ft 4.36 ft2 8.69 ft 0.5 ft 1.26 ft/s 0.31 0.31 Ibs/ft2 12.77 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.8 ft 2.54 ft2 6.63 ft 0.38 ft 2.16 ft/s 0.62 0.5 Ibs/ft2 3.22 (SFP)
Unvegetated
Underlying 0.036 0.8 ft 2.54 ft2 6.63 ft 0.38 ft 2.16 ft/s 0.62 0.24 Ibs/ft2 8.25 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.8 ft 2.54 ft2
Unvegetated
Underlying 0.036 0.8 ft 2.54 ft2
Substrate
6.63 ft 0.38 ft 2.16 ft/s 0.62 0.5 Ibs/ft2 3.22 (SFP)
6.63 ft 0.38 ft 2.16 ft/s 0.62 0.24 Ibs/ft2 8.25 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199093/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 10
Name
SWALE 10
Discharge
5.49
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
6
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5.49 cfs 1.26 ft/s 1.04 ft 0.075 4 Ibs/ft2 0.65 Ibs/ft2 6.14 STABLE
Vegetation
Underlying Straight 5.49 cfs 1.26 ft/s 1.04 ft 0.075 4 Ibs/ft2 0.31 Ibs/ft2 12.77 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.97 Ibs/ft2 0.24 Ibs/ft2 8.25 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.97 Ibs/ft2 0.24 Ibs/ft2 8.25 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199093/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.67 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0408 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199094/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.071 0.28 ft 0.59 ft2 4.25 ft 0.14 ft 1.13 ft/s 0.53 0.71 Ibs/ft2 5.6 (SFL)
Vegetation
Underlying 0.071 0.28 ft 0.59 ft2 4.25 ft 0.14 ft 1.13 ft/s 0.53 0.35 Ibs/ft2 11.31 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.22 ft 0.35 ft2 3.28 ft 0.11 ft 1.9 ft/s 1.01 0.55 Ibs/ft2 2.9 (SFP)
Unvegetated
Underlying 0.036 0.22 ft 0.35 ft2 3.28 ft 0.11 ft 1.9 ft/s 1.01 0.27 Ibs/ft2 7.23 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.22 ft 0.35 ft2
Unvegetated
Underlying 0.036 0.22 ft 0.35 ft2
Substrate
3.28 ft 0.11 ft 1.9 ft/s 1.01 0.55 Ibs/ft2 2.9 (SFP)
3.28 ft 0.11 ft 1.9 ft/s 1.01 0.27 Ibs/ft2 7.23 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199094/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 11
Name
SWALE 11
Discharge
0.67
Channel Slope
0.0408
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.67 cfs 1.13 ft/s 0.28 ft 0.071 4 Ibs/ft2 0.71 Ibs/ft2 5.6 STABLE
Vegetation
Underlying Straight 0.67 cfs 1.13 ft/s 0.28 ft 0.071 4 Ibs/ft2 0.35 Ibs/ft2 11.31 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.67 cfs 1.9 ft/s 0.22 ft 0.036 1.6 Ibs/ft2 0.55 Ibs/ft2 2.9 STABLE D
Unvegetated
Underlying Straight 0.67 cfs 1.9 ft/s 0.22 ft 0.036 1.97 Ibs/ft2 0.27 Ibs/ft2 7.23 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.67 cfs 1.9 ft/s 0.22 ft 0.036 1.6 Ibs/ft2 0.55 Ibs/ft2 2.9 STABLE D
Unvegetated
Underlying Straight 0.67 cfs 1.9 ft/s 0.22 ft 0.036 1.97 Ibs/ft2 0.27 Ibs/ft2 7.23 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199094/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
3.56 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0165 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199095/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.074 0.63 ft 2.99 ft2 9.56 ft 0.31 ft 1.19 ft/s 0.38 0.65 Ibs/ft2 6.16 (SFL)
Vegetation
Underlying 0.074 0.63 ft 2.99 ft2 9.56 ft 0.31 ft 1.19 ft/s 0.38 0.32 Ibs/ft2 12.43 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.48 ft 1.74 ft2 7.3 ft 0.24 ft 2.03 ft/s 0.73 0.5 Ibs/ft2 3.22 (SFP)
Unvegetated
Underlying 0.036 0.48 ft 1.74 ft2 7.3 ft 0.24 ft 2.03 ft/s 0.73 0.25 Ibs/ft2 8.02 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.48 ft 1.74 ft2 7.3 ft
Unvegetated
Underlying 0.036 0.48 ft 1.74 ft2 7.3 ft
Substrate
0.24 ft 2.03 ft/s 0.73 0.5 Ibs/ft2 3.22 (SFP)
0.24 ft 2.03 ft/s 0.73 0.25 Ibs/ft2 8.02 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199095/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 12
Name
SWALE 12
Discharge
3.56
Channel Slope
0.0165
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.56 cfs 1.19 ft/s 0.63 ft 0.074 4 Ibs/ft2 0.65 Ibs/ft2 6.16 STABLE
Vegetation
Underlying Straight 3.56 cfs 1.19 ft/s 0.63 ft 0.074 4 Ibs/ft2 0.32 Ibs/ft2 12.43 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.97 Ibs/ft2 0.25 Ibs/ft2 8.02 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.6 Ibs/ft2 0.5 Ibs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.97 Ibs/ft2 0.25 Ibs/ft2 8.02 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199095/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.08 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:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199097/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.073 0.74 ft 1.66 ft2 4.71 ft 0.35 ft 1.25 ft/s 0.37 0.7 Ibs/ft2 5.74 (SFL)
Vegetation
Underlying 0.073 0.74 ft 1.66 ft2 4.71 ft 0.35 ft 1.25 ft/s 0.37 0.33 Ibs/ft2 12.09 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.12 ft/s 0.72 0.54 Ibs/ft2 2.99 (SFP)
Unvegetated
Underlying 0.036 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.12 ft/s 0.72 0.25 Ibs/ft2 7.77 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.57 ft 0.98 ft2
Unvegetated
Underlying 0.036 0.57 ft 0.98 ft2
Substrate
3.62 ft 0.27 ft 2.12 ft/s 0.72 0.54 Ibs/ft2 2.99 (SFP)
3.62 ft 0.27 ft 2.12 ft/s 0.72 0.25 Ibs/ft2 7.77 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199097/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 13
Name
SWALE 13
Discharge
2.08
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.08 cfs 1.25 ft/s 0.74 ft 0.073 4 Ibs/ft2 0.7 Ibs/ft2 5.74 STABLE
Vegetation
Underlying Straight 2.08 cfs 1.25 ft/s 0.74 ft 0.073 4 Ibs/ft2 0.33 Ibs/ft2 12.09 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.6 Ibs/ft2 0.54 Ibs/ft2 2.99 STABLE D
Unvegetated
Underlying Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.97 Ibs/ft2 0.25 Ibs/ft2 7.77 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.6 Ibs/ft2 0.54 Ibs/ft2 2.99 STABLE D
Unvegetated
Underlying Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.97 Ibs/ft2 0.25 Ibs/ft2 7.77 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199097/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.52 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0352 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199098/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.075 0.28 ft 0.52 ft2 3.74 ft 0.14 ft 1 ft/s 0.47 0.62 Ibs/ft2 6.43 (SFL)
Vegetation
Underlying 0.075 0.28 ft 0.52 ft2 3.74 ft 0.14 ft 1 ft/s 0.47 0.31 Ibs/ft2 13.07 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.036 0.22 ft 0.3 ft2 2.85 ft 0.11 ft 1.72 ft/s 0.91 0.47 Ibs/ft2 3.38 (SFP)
Unvegetated
Underlying 0.036 0.22 ft 0.3 ft2 2.85 ft 0.11 ft 1.72 ft/s 0.91 0.23 Ibs/ft2 8.46 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.036 0.22 ft 0.3 ft2
Unvegetated
Underlying 0.036 0.22 ft 0.3 ft2
Substrate
2.85 ft 0.11 ft 1.72 ft/s 0.91 0.47 Ibs/ft2 3.38 (SFP)
2.85 ft 0.11 ft 1.72 ft/s 0.91 0.23 Ibs/ft2 8.46 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199098/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 14
Name
SWALE 14
Discharge
0.52
Channel Slope
0.0352
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.52 cfs 1 ft/s 0.28 ft 0.075 4 Ibs/ft2 0.62 Ibs/ft2 6.43 STABLE
Vegetation
Underlying Straight 0.52 cfs 1 ft/s 0.28 ft 0.075 4 Ibs/ft2 0.31 Ibs/ft2 13.07 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.52 cfs 1.72 ft/s 0.22 ft 0.036 1.6 Ibs/ft2 0.47 Ibs/ft2 3.38 STABLE D
Unvegetated
Underlying Straight 0.52 cfs 1.72 ft/s 0.22 ft 0.036 1.97 Ibs/ft2 0.23 Ibs/ft2 8.46 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.52 cfs 1.72 ft/s 0.22 ft 0.036 1.6 Ibs/ft2 0.47 Ibs/ft2 3.38 STABLE D
Unvegetated
Underlying Straight 0.52 cfs 1.72 ft/s 0.22 ft 0.036 1.97 Ibs/ft2 0.23 Ibs/ft2 8.46 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199098/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.63 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0161 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199099/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.082 0.49 ft 1.82 ft2 7.46 ft 0.24 ft 0.89 ft/s 0.32 0.49 Ibs/ft2 8.08 (SFL)
Vegetation
Underlying 0.082 0.49 ft 1.82 ft2 7.46 ft 0.24 ft 0.89 ft/s 0.32 0.25 Ibs/ft2 16.32 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.038 0.37 ft 1.01 ft2 5.56 ft 0.18 ft 1.61 ft/s 0.67 0.37 Ibs/ft2 4.34 (SFP)
Unvegetated
Underlying 0.038 0.37 ft 1.01 ft2 5.56 ft 0.18 ft 1.61 ft/s 0.67 0.18 Ibs/ft2 10.8 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.038 0.37 ft 1.01 ft2
Unvegetated
Underlying 0.038 0.37 ft 1.01 ft2
Substrate
5.56 ft 0.18 ft 1.61 ft/s 0.67 0.37 Ibs/ft2 4.34 (SFP)
5.56 ft 0.18 ft 1.61 ft/s 0.67 0.18 Ibs/ft2 10.8 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199099/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 15
Name
SWALE 15
Discharge
1.63
Channel Slope
0.0161
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.63 cfs 0.89 ft/s 0.49 ft 0.082 4 Ibs/ft2 0.49 Ibs/ft2 8.08 STABLE
Vegetation
Underlying Straight 1.63 cfs 0.89 ft/s 0.49 ft 0.082 4 Ibs/ft2 0.25 Ibs/ft2 16.32 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.6 Ibs/ft2 0.37 Ibs/ft2 4.34 STABLE D
Unvegetated
Underlying Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.97 Ibs/ft2 0.18 Ibs/ft2 10.8 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.6 Ibs/ft2 0.37 Ibs/ft2 4.34 STABLE D
Unvegetated
Underlying Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.97 Ibs/ft2 0.18 Ibs/ft2 10.8 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199099/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
0.97 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0088 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
5 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 991 00/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.099 0.57 ft 1.62 ft2 5.8 ft 0.28 ft 0.6 ft/s 0.2 0.31 Ibs/ft2 12.81 (SFL)
Vegetation
Underlying 0.099 0.57 ft 1.62 ft2 5.8 ft 0.28 ft 0.6 ft/s 0.2 0.15 Ibs/ft2 26.12 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.04 0.41 ft 0.82 ft2 4.13 ft 0.2 ft 1.18 ft/s 0.47 0.22 Ibs/ft2 7.19 (SFP)
Unvegetated
Underlying 0.04 0.41 ft 0.82 ft2 4.13 ft 0.2 ft 1.18 ft/s 0.47 0.11 Ibs/ft2 18.09 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.04 0.41 ft 0.82 ft2
Unvegetated
Underlying 0.04 0.41 ft 0.82 ft2
Substrate
4.13 ft 0.2 ft 1.18 ft/s 0.47 0.22 Ibs/ft2 7.19 (SFP)
4.13 ft 0.2 ft 1.18 ft/s 0.47 0.11 Ibs/ft2 18.09 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 991 00/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 16
Name
SWALE 16
Discharge
0.97
Channel Slope
0.0088
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.97 cfs 0.6 ft/s 0.57 ft 0.099 4 Ibs/ft2 0.31 Ibs/ft2 12.81 STABLE
Vegetation
Underlying Straight 0.97 cfs 0.6 ft/s 0.57 ft 0.099 4 Ibs/ft2 0.15 Ibs/ft2 26.12 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 0.97 cfs 1.18 ft/s 0.41 ft 0.04 1.6 Ibs/ft2 0.22 Ibs/ft2 7.19 STABLE D
Unvegetated
Underlying Straight 0.97 cfs 1.18 ft/s 0.41 ft 0.04 1.97 Ibs/ft2 0.11 Ibs/ft2 18.09 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 0.97 cfs 1.18 ft/s 0.41 ft 0.04 1.6 Ibs/ft2 0.22 Ibs/ft2 7.19 STABLE D
Unvegetated
Underlying Straight 0.97 cfs 1.18 ft/s 0.41 ft 0.04 1.97 Ibs/ft2 0.11 Ibs/ft2 18.09 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 991 00/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.04 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0385 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
3 (H : V)
Right Side Slope (ZR):
4 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199101 /calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.062 0.43 ft 0.64 ft2 3.11 ft 0.2 ft 1.63 ft/s 0.64 1.02 Ibs/ft2 3.9 (SFL)
Vegetation
Underlying 0.062 0.43 ft 0.64 ft2 3.11 ft 0.2 ft 1.63 ft/s 0.64 0.49 Ibs/ft2 8.12 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.034 0.34 ft 0.4 ft2 2.48 ft 0.16 ft 2.57 ft/s 1.13 0.82 Ibs/ft2 1.96 (SFP)
Unvegetated
Underlying 0.034 0.34 ft 0.4 ft2 2.48 ft 0.16 ft 2.57 ft/s 1.13 0.39 Ibs/ft2 5.03 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.034 0.34 ft 0.4 ft2
Unvegetated
Underlying 0.034 0.34 ft 0.4 ft2
Substrate
2.48 ft 0.16 ft 2.57 ft/s 1.13 0.82 Ibs/ft2 1.96 (SFP)
2.48 ft 0.16 ft 2.57 ft/s 1.13 0.39 Ibs/ft2 5.03 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199101 /calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 17
Name
SWALE 17
Discharge
1.04
Channel Slope
0.0385
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
4
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.04 cfs 1.63 ft/s 0.43 ft 0.062 4 Ibs/ft2 1.02 Ibs/ft2 3.9 STABLE
Vegetation
Underlying Straight 1.04 cfs 1.63 ft/s 0.43 ft 0.062 4 Ibs/ft2 0.49 Ibs/ft2 8.12 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.6 Ibs/ft2 0.82 Ibs/ft2 1.96 STABLE D
Unvegetated
Underlying Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.97 Ibs/ft2 0.39 Ibs/ft2 5.03 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.6 Ibs/ft2 0.82 Ibs/ft2 1.96 STABLE D
Unvegetated
Underlying Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.97 Ibs/ft2 0.39 Ibs/ft2 5.03 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199101 /show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.41 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0093 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
7 (H : V)
Right Side Slope (ZR):
4 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199102/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.094 0.61 ft 2.06 ft2 6.86 ft 0.3 ft 0.68 ft/s 0.22 0.36 Ibs/ft2 11.25 (SFL)
Vegetation
Underlying 0.094 0.61 ft 2.06 ft2 6.86 ft 0.3 ft 0.68 ft/s 0.22 0.17 Ibs/ft2 22.91 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.039 0.44 ft 1.07 ft2 4.94 ft 0.22 ft 1.31 ft/s 0.49 0.26 Ibs/ft2 6.24 (SFP)
Unvegetated
Underlying 0.039 0.44 ft 1.07 ft2 4.94 ft 0.22 ft 1.31 ft/s 0.49 0.13 Ibs/ft2 15.66 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.039 0.44 ft 1.07 ft2
Unvegetated
Underlying 0.039 0.44 ft 1.07 ft2
Substrate
4.94 ft 0.22 ft 1.31 ft/s 0.49 0.26 Ibs/ft2 6.24 (SFP)
4.94 ft 0.22 ft 1.31 ft/s 0.49 0.13 Ibs/ft2 15.66 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199102/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 18
Name
SWALE 18
Discharge
1.41
Channel Slope
0.0093
Channel Bottom Width
0
Left Side Slope
7
Right Side Slope
4
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.41 cfs 0.68 ft/s 0.61 ft 0.094 4 Ibs/ft2 0.36 Ibs/ft2 11.25 STABLE
Vegetation
Underlying Straight 1.41 cfs 0.68 ft/s 0.61 ft 0.094 4 Ibs/ft2 0.17 Ibs/ft2 22.91 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.6 Ibs/ft2 0.26 Ibs/ft2 6.24 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.97 Ibs/ft2 0.13 Ibs/ft2 15.66 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.6 Ibs/ft2 0.26 Ibs/ft2 6.24 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.97 Ibs/ft2 0.13 Ibs/ft2 15.66 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199102/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
1.41 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0263 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
6 (H : V)
Right Side Slope (ZR):
3 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199104/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.069 0.48 ft 1.05 ft2 4.47 ft 0.24 ft 1.34 ft/s 0.48 0.79 Ibs/ft2 5.04 (SFL)
Vegetation
Underlying 0.069 0.48 ft 1.05 ft2 4.47 ft 0.24 ft 1.34 ft/s 0.48 0.39 Ibs/ft2 10.36 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.035 0.38 ft 0.64 ft2 3.48 ft 0.18 ft 2.21 ft/s 0.92 0.62 Ibs/ft2 2.59 (SFP)
Unvegetated
Underlying 0.035 0.38 ft 0.64 ft2 3.48 ft 0.18 ft 2.21 ft/s 0.92 0.3 Ibs/ft2 6.56 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.035 0.38 ft 0.64 ft2
Unvegetated
Underlying 0.035 0.38 ft 0.64 ft2
Substrate
3.48 ft 0.18 ft 2.21 ft/s 0.92 0.62 Ibs/ft2 2.59 (SFP)
3.48 ft 0.18 ft 2.21 ft/s 0.92 0.3 Ibs/ft2 6.56 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199104/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SWALE 19
Name
SWALE 19
Discharge
1.41
Channel Slope
0.0263
Channel Bottom Width
0
Left Side Slope
6
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.41 cfs 1.34 ft/s 0.48 ft 0.069 4 Ibs/ft2 0.79 Ibs/ft2 5.04 STABLE
Vegetation
Underlying Straight 1.41 cfs 1.34 ft/s 0.48 ft 0.069 4 Ibs/ft2 0.39 Ibs/ft2 10.36 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.6 Ibs/ft2 0.62 Ibs/ft2 2.59 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.97 Ibs/ft2 0.3 Ibs/ft2 6.56 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.6 Ibs/ft2 0.62 Ibs/ft2 2.59 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.97 Ibs/ft2 0.3 Ibs/ft2 6.56 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199104/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
2.82 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0357 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:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199105/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.055 0.64 ft 1.22 ft2 4.04 ft 0.3 ft 2.31 ft/s 0.74 1.42 Ibs/ft2 2.81 (SFL)
Vegetation
Underlying 0.055 0.64 ft 1.22 ft2 4.04 ft 0.3 ft 2.31 ft/s 0.74 0.67 Ibs/ft2 5.93 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.032 0.52 ft 0.82 ft2 3.32 ft 0.25 ft 3.42 ft/s 1.21 1.17 Ibs/ft2 1.37 (SFP)
Unvegetated
Underlying 0.032 0.52 ft 0.82 ft2 3.32 ft 0.25 ft 3.42 ft/s 1.21 0.55 Ibs/ft2 3.56 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.032 0.52 ft 0.82 ft2
Unvegetated
Underlying 0.032 0.52 ft 0.82 ft2
Substrate
3.32 ft 0.25 ft 3.42 ft/s 1.21 1.17 Ibs/ft2 1.37 (SFP)
3.32 ft 0.25 ft 3.42 ft/s 1.21 0.55 Ibs/ft2 3.56 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199105/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 20
Name
SWALE 20
Discharge
2.82
Channel Slope
0.0357
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
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 2.82 cfs 2.31 ft/s 0.64 ft 0.055 4 Ibs/ft2 1.42 Ibs/ft2 2.81 STABLE
Vegetation
Underlying Straight 2.82 cfs 2.31 ft/s 0.64 ft 0.055 4 Ibs/ft2 0.67 Ibs/ft2 5.93 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.97 Ibs/ft2 0.55 Ibs/ft2 3.56 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.6 Ibs/ft2 1.17 Ibs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.97 Ibs/ft2 0.55 Ibs/ft2 3.56 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199105/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
6.09 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0382 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
10 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199107/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.056 0.53 ft 2.85 ft2 10.74 ft 0.27 ft 2.13 ft/s 0.72 1.27 Ibs/ft2 3.14 (SFL)
Vegetation
Underlying 0.056 0.53 ft 2.85 ft2 10.74 ft 0.27 ft 2.13 ft/s 0.72 0.63 Ibs/ft2 6.31 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.033 0.44 ft 1.9 ft2 8.77 ft 0.22 ft 3.2 ft/s 1.2 1.04 Ibs/ft2 1.54 (SFP)
Unvegetated
Underlying 0.033 0.44 ft 1.9 ft2 8.77 ft 0.22 ft 3.2 ft/s 1.2 0.52 Ibs/ft2 3.81 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.033 0.44 ft 1.9 ft2
Unvegetated
Underlying 0.033 0.44 ft 1.9 ft2
Substrate
8.77 ft 0.22 ft 3.2 ft/s 1.2 1.04 Ibs/ft2 1.54 (SFP)
8.77 ft 0.22 ft 3.2 ft/s 1.2 0.52 Ibs/ft2 3.81 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199107/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 21
Name
SWALE 21
Discharge
6.09
Channel Slope
0.0382
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
10
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 6.09 cfs 2.13 ft/s 0.53 ft 0.056 4 Ibs/ft2 1.27 Ibs/ft2 3.14 STABLE
Vegetation
Underlying Straight 6.09 cfs 2.13 ft/s 0.53 ft 0.056 4 Ibs/ft2 0.63 Ibs/ft2 6.31 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.6 Ibs/ft2 1.04 Ibs/ft2 1.54 STABLE D
Unvegetated
Underlying Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.97 Ibs/ft2 0.52 Ibs/ft2 3.81 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.6 Ibs/ft2 1.04 Ibs/ft2 1.54 STABLE D
Unvegetated
Underlying Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.97 Ibs/ft2 0.52 Ibs/ft2 3.81 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199107/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
5.79 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0097 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
5 (H : V)
Right Side Slope (ZR):
5 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199108/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.077 0.99 ft 4.89 ft2 10.08 ft 0.48 ft 1.18 ft/s 0.3 0.6 Ibs/ft2 6.68 (SFL)
Vegetation
Underlying 0.077 0.99 ft 4.89 ft2 10.08 ft 0.48 ft 1.18 ft/s 0.3 0.29 Ibs/ft2 13.63 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.037 0.75 ft 2.82 ft2 7.66 ft 0.37 ft 2.06 ft/s 0.6 0.45 Ibs/ft2 3.52 (SFP)
Unvegetated
Underlying 0.037 0.75 ft 2.82 ft2 7.66 ft 0.37 ft 2.06 ft/s 0.6 0.22 Ibs/ft2 8.85 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.037 0.75 ft 2.82 ft2
Unvegetated
Underlying 0.037 0.75 ft 2.82 ft2
Substrate
7.66 ft 0.37 ft 2.06 ft/s 0.6 0.45 Ibs/ft2 3.52 (SFP)
7.66 ft 0.37 ft 2.06 ft/s 0.6 0.22 Ibs/ft2 8.85 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199108/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 22
Name
SWALE 22
Discharge
5.79
Channel Slope
0.0097
Channel Bottom Width
0
Left Side Slope
5
Right Side Slope
5
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 5.79 cfs 1.18 ft/s 0.99 ft 0.077 4 Ibs/ft2 0.6 Ibs/ft2 6.68 STABLE
Vegetation
Underlying Straight 5.79 cfs 1.18 ft/s 0.99 ft 0.077 4 Ibs/ft2 0.29 Ibs/ft2 13.63 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.6 Ibs/ft2 0.45 Ibs/ft2 3.52 STABLE D
Unvegetated
Underlying Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.97 Ibs/ft2 0.22 Ibs/ft2 8.85 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.6 Ibs/ft2 0.45 Ibs/ft2 3.52 STABLE D
Unvegetated
Underlying Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.97 Ibs/ft2 0.22 Ibs/ft2 8.85 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199108/show 1 /1

`a`Illln`zilyzi
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Inputs
Channel Discharge (Q):
9.58 cfs
Peak Flow Period (H):
hours
Channel Slope (SO):
0.0298 ft/ft
Bottom Width (B):
0 ft
Left Side Slope (ZL):
10 (H : V)
Right Side Slope (ZR):
10 (H : V)
Existing Channel Bend:
No
Bend Coefficient (Kb):
1
Channel Bend Radius:
50 ft
Retardance Class of Vegetation:
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
IGood 65-79%
Soil Type:
IClay (GC)
Channel Lining Options
DS75 Protection Type
emporary
S75BN Protection Type
remporary
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
n = Manning's n
a = Product specific coefficient from performance testing
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/199109/calculations 1 /2

2/17/2021 ECMDS 7.0
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = Taup/ Taua
Unreinforced Vegetation
Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.057 0.67 ft 4.43 ft2 13.38 ft 0.33 ft 2.16 ft/s 0.66 1.24 Ibs/ft2 3.23 (SFL)
Vegetation
Underlying 0.057 0.67 ft 4.43 ft2 13.38 ft 0.33 ft 2.16 ft/s 0.66 0.62 Ibs/ft2 6.5 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN 0.033 0.54 ft 2.94 ft2 10.9 ft 0.27 ft 3.26 ft/s 1.11 1.01 Ibs/ft2 1.59 (SFP)
Unvegetated
Underlying 0.033 0.54 ft 2.94 ft2 10.9 ft 0.27 ft 3.26 ft/s 1.11 0.5 Ibs/ft2 3.93 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear
Phase Mannings N SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
DS75 0.033 0.54 ft 2.94 ft2 10.9 ft
Unvegetated
Underlying 0.033 0.54 ft 2.94 ft2 10.9 ft
Substrate
0.27 ft 3.26 ft/s 1.11 1.01 Ibs/ft2 1.59 (SFP)
0.27 ft 3.26 ft/s 1.11 0.5 Ibs/ft2 3.93 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/199109/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > SWALE 23
Name
SWALE 23
Discharge
9.58
Channel Slope
0.0298
Channel Bottom Width
0
Left Side Slope
10
Right Side Slope
10
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.58 cfs 2.16 ft/s 0.67 ft 0.057 4 Ibs/ft2 1.24 Ibs/ft2 3.23 STABLE
Vegetation
Underlying Straight 9.58 cfs 2.16 ft/s 0.67 ft 0.057 4 Ibs/ft2 0.62 Ibs/ft2 6.5 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.6 Ibs/ft2 1.01 Ibs/ft2 1.59 STABLE D
Unvegetated
Underlying Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.97 Ibs/ft2 0.5 Ibs/ft2 3.93 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
DS75 Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.6 Ibs/ft2 1.01 Ibs/ft2 1.59 STABLE D
Unvegetated
Underlying Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.97 Ibs/ft2 0.5 Ibs/ft2 3.93 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/199109/show 1 /1

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 07
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 564.00
Slope (%)
= 1.43
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 68.96
Elev (ft) Section
568.00
567.00
565.00
564.00
563.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Friday, Feb 19 2021
= 1.71
= 68.96
= 12.19
= 5.66
= 12.81
= 1.72
= 12.26
= 2.21
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
4.00
3.00
2.00
1.00
■ WIT.i

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 08
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 571.00
Slope (%)
= 1.78
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.01
Elev (ft) Section
573.00
572.50
572.00
571.50
571.00
570.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.64
= 6.010
= 2.05
= 2.93
= 6.53
= 0.62
= 6.40
= 0.77
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 09
Triangular
Side Slopes (z:1)
= 10.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 577.50
Slope (%)
= 2.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.34
Elev (ft) Section
579.00
578.50
578.00
577.50
577.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.29
= 1.340
= 0.63
= 2.12
= 4.39
= 0.29
= 4.35
= 0.36
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 10
Triangular
Side Slopes (z:1)
= 6.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 577.50
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.49
Elev (ft) Section
579.00
578.50
578.00
577.50
577.00
1 2 3 4
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6
Reach (ft)
Wednesday, Feb 17 2021
= 0.75
= 5.490
= 2.25
= 2.44
= 6.24
= 0.66
= 6.00
= 0.84
Depth (ft)
1.50
1.00
0.50
wixffel
7 8 9 10 - --

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 11
Triangular
Side Slopes (z:1)
= 10.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 579.50
Slope (%)
= 4.08
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.67
Elev (ft) Section
581.00
580.50
579.50
579.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.21
= 0.670
= 0.33
= 2.03
= 3.18
= 0.22
= 3.15
= 0.27
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 12
Triangular
Side Slopes (z:1)
= 10.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 579.50
Slope (%)
= 1.65
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.56
Elev (ft) Section
581.00
580.50
579.50
579.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.46
= 3.560
= 1.59
= 2.24
= 6.97
= 0.43
= 6.90
= 0.54
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
1.50
1.00
0.50
wixffel

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)
= 581.50
Slope (%)
= 1.50
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.08
Elev (ft)
583.00
582.50
582.00
581.50
581.00
Section
D 1 2 3 4
Reach (ft)
Wednesday, Feb 17 2021
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
= 0.54
= 2.080
= 0.87
= 2.38
= 3.42
= 0.50
= 3.24
= 0.63
Depth (ft)
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)
= 10.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 581.50
Slope (%)
= 3.52
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.52
Elev (ft)
583.00
v
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
582.50
582.00
581.50
581.00
Section
D 2 4 6 8 10
Reach (ft)
Wednesday, Feb 17 2021
= 0.21
= 0.520
= 0.29
= 1.81
= 2.77
= 0.21
= 2.73
= 0.26
12 14 16
Depth (ft)
1.50
1.00
0.50
-0.50
18

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 15
Triangular
Side Slopes (z:1)
= 10.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 583.00
Slope (%)
= 1.61
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.63
Elev (ft) Section
585.00
584.50
584.00
583.50
583.00
582.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.34
= 1.630
= 0.87
= 1.88
= 5.15
= 0.32
= 5.10
= 0.39
2 4 6 8 10 12 14 16 18 20
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 16
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 583.00
Slope (%)
= 0.88
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.97
Elev (ft) Section
585.00
584.50
584.00
583.50
583.00
582.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.37
= 0.970
= 0.68
= 1.42
= 3.77
= 0.30
= 3.70
= 0.40
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 17
Triangular
Side Slopes (z:1)
= 3.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 581.50
Slope (%)
= 3.85
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.04
Elev (ft)
583.00
582.50
582.00
581.50
581.00
Section
Wednesday, Feb 17 2021
Highlighted
Depth (ft)
= 0.33
Q (cfs)
= 1.040
Area (sqft)
= 0.38
Velocity (ft/s)
= 2.73
Wetted Perim (ft)
= 2.40
Crit Depth, Yc (ft)
= 0.36
Top Width (ft)
= 2.31
EGL (ft)
= 0.45
0 1 2 3 4 5 6 7 8 9
Reach (ft)
Depth (ft)
1.50
1.00
0.50
-0.50

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 18
Triangular
Side Slopes (z:1)
= 7.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 581.50
Slope (%)
= 0.93
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.41
Elev (ft)
583.00
OF
582.50
582.00
581.50
581.00
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
D 2 4 6 8
Reach (ft)
Wednesday, Feb 17 2021
10 12 14
= 0.40
= 1.410
= 0.88
= 1.60
= 4.48
= 0.34
= 4.40
= 0.44
Depth (ft)
1.50
1.00
0.50
-0.50
16

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 19
Triangular
Side Slopes (z:1)
= 6.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 580.50
Slope (%)
= 2.63
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.41
Elev (ft) Section
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)
Wednesday, Feb 17 2021
= 0.36
= 1.410
= 0.58
= 2.42
= 3.33
= 0.37
= 3.24
= 0.45
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 20
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 580.50
Slope (%)
= 3.57
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.82
Elev (ft)
582.00
581.50
581.00
580.50
Section
D 1 2 3 4
Reach (ft)
Wednesday, Feb 17 2021
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
5 6 7
= 0.51
= 2.820
= 0.78
= 3.61
= 3.23
= 0.56
= 3.06
= 0.71
Depth (ft)
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 21
Triangular
Side Slopes (z:1)
= 10.00, 10.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 580.50
Slope (%)
= 3.82
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.09
Elev (ft) Section
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)
Wednesday, Feb 17 2021
= 0.43
= 6.090
= 1.85
= 3.29
= 8.64
= 0.48
= 8.60
= 0.60
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 22
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 593.00
Slope (%)
= 0.97
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.79
Elev (ft) Section
595.00
594.50
594.00
593.50
593.00
592.50
1 1 2 3 4 5
6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.70
= 5.790
= 2.45
= 2.36
= 7.14
= 0.61
= 7.00
= 0.79
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
SWALE 23
Triangular
Side Slopes (z:1)
= 10.00, 10.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 593.00
Slope (%)
= 2.98
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 9.58
Elev (ft) Section
595.00
594.50
594.00
593.50
593.00
592.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Feb 17 2021
= 0.53
= 9.580
= 2.81
= 3.41
= 10.65
= 0.57
= 10.60
= 0.71
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION 2
SLOPE ANALYSIS
27842.0002
Fq THOMAS Sc HUTTON

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NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > 2:1 Slopes
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Country United States
State/Region North Carolina
City Charlotte
Annual R Factor 175.00
Adjusted R Factor 36.75
Total Slope Length 100
Protection Type Permanent
Protection Period 1
Beginning Month August
Slope Gradient (1-1:1) 2
Soil Type Clay
K Factor 0.1
Reach 1
Start: Oft End: 100 ft
Vegetation Type: 65-79%
Material ASL bare ASL mat
MSL bare
MSL mat
Soil Loss
SF
Remarks
Staple / App
Tolerance
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
Estb. Veg. 0.8 in 0.0 in
N/A in
N/A in
0.03 in
1.835
STABLE
--
https://ecmds.com/project/l 47005/slope-analysis/199011 /show 1 /1

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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 - DS75
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
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 - S75BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.19
RUSLE Variables
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/slope-analysis/199011 /calculations 1 /2

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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 - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
7.01
S factor if slope length < 15 ft:
2.14
S factor Utilized:
7.01
Length Factor (L factor)
Slope Angle (0) =
26.57
Horizontal Slope Distance = A =
96.49
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 0.5
4.67
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.85
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.817
ASLMat = ASLBare * C factor =
0.016
Safety Factor (SF)
SF = SLT / MSLMat = 1.835
https://ecmds.com/project/l 47005/slope-analysis/199011 /calculations 2/2

f111111- ilyzl
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > 2.5:1 Slopes
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Country United States
State/Region North Carolina
City Charlotte
Annual R Factor 175.00
Adjusted R Factor 36.75
Total Slope Length 100
Protection Type Permanent
Protection Period 1
Beginning Month August
Slope Gradient (1-1:1) 2.5
Soil Type Clay
K Factor 0.1
Reach 1
Start: Oft End: 100 ft
Vegetation Type: 65-79%
Material ASL bare ASL mat
MSL bare
MSL mat
Soil Loss
SF
Remarks
Staple / App
Tolerance
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
Estb. Veg. 0.7 in 0.0 in
N/A in
N/A in
0.03 in
2.208
STABLE
--
https://ecmds.com/project/l 47005/slope-analysis/199013/show 1 /1

f�a111A I ail
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 = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.153
ASLMat = ASLBare * C factor =
0.005
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.266
MSLMat = MSLBare * C factor =
0.008
Safety Factor (SF)
SF = SLT / MSLMat = 31.274
Project Analysis - S75BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.22
RUSLE Variables
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/slope-analysis/199013/calculations 1 /2

Oft IIA I ail
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 - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
5.74
S factor if slope length < 15 ft:
1.92
S factor Utilized:
5.74
Length Factor (L factor)
Slope Angle (0) =
21.8
Horizontal Slope Distance = A =
97.63
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 0.5
4.32
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.81
L factor =
1.14
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
6.52
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.679
ASLMat = ASLBare * C factor =
0.014
Safety Factor (SF)
SF = SLT / MSLMat = 2.208
https://ecmds.com/project/l 47005/slope-analysis/199013/calculations 2/2

f111111- ilyzl
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > 3:1 Slopes
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Country United States
State/Region North Carolina
City Charlotte
Annual R Factor 175.00
Adjusted R Factor 36.75
Total Slope Length 100
Protection Type Permanent
Protection Period 1
Beginning Month August
Slope Gradient (1-1:1) 3
Soil Type Clay
K Factor 0.1
Reach 1
Start: Oft End: 100 ft
Vegetation Type: 65-79%
Material ASL bare ASL mat
MSL bare
MSL mat
Soil Loss
SF
Remarks
Staple / App
Tolerance
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
Estb. Veg. 0.6 in 0.0 in
N/A in
N/A in
0.03 in
2.616
STABLE
--
https://ecmds.com/project/l 47005/slope-analysis/199014/show 1 /1

f�a111A I ail
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 = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.13
ASLMat = ASLBare * C factor =
0.004
Maximum Soil Loss (MSL)
MSLBare = ASLBare * 1.73 =
0.225
MSLMat = MSLBare * C factor =
0.007
Safety Factor (SF)
SF = SLT / MSLMat = 36.966
Project Analysis - S75BN
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = p = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 2 =
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.24
RUSLE Variables
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/slope-analysis/199014/calculations 1 /2

Oft IIA I ail
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 - Estb. Veg.
Slope Steepness Factor (S factor)
S factor if slope gradient > 9%:
4.81
S factor if slope length < 15 ft:
1.75
S factor Utilized:
4.81
Length Factor (L factor)
Slope Angle (0) =
18.43
Horizontal Slope Distance = A =
98.31
Rill:Interril = (3 = (sin 6 / 0.0896) / [3.0(sin 6) 0.8 + 0.56] * 0.5
4.02
Slope Length Exponent = m = (3 / ( 1 + (3) =
0.8
L factor =
1.14
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.5
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASLBare = 0.00595 * RLSK =
0.573
ASLMat = ASLBare * C factor =
0.011
Safety Factor (SF)
SF = SLT / MSLMat = 2.616
https://ecmds.com/project/l 47005/slope-analysis/199014/calculations 2/2

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION 3
RIP RAP OUTLET PROTECTION
Fq THOMAS Sc HUTTON

Rip Rap Apron Design Temporary Skimmer Basin 01
- Outlet Protection
Project Name: 27842.0002 - Cresswind
Drainage Specialist: KSC Date: April 15, 2021
Checked By: MSK Date: April 15, 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):
3.1
Outlet pipe diameter, Do (in.)
10
Tailwater depth (Feet)
0.0
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
14.7
Velocity (ft./s)
27.0
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.)
0.3
Minimum apron length, La (ft.) **
10
Apron width at pipe outlet (ft.)
3
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
11
5
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dmax = 1.5 X dso
Determine the Apron Thickness, Ta = 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 5
Apron Thickness (Inches): 10
* * - 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.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
20
I0
0
3
Outlet W . Do + La
pipe I
diameter (Do) J1
M"ll
crater { 0.5DO
60
5 10 20 50 100 200 500
Discharge (ft%ec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protectkon protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
4
91
m
N_
U)
Q
co
Q
f=
O
1 LO
Rev. 12,93 8. 06.3

Rip Rap Apron Design Temporary Skimmer Basin 02
- Outlet Protection
Project Name: 27842.0002 - Cresswind
Drainage Specialist: KSC Date: April 15, 2021
Checked By: MSK Date: April 15, 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
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
4.2
Outlet pipe diameter, Do (in.)
10
Tailwater depth (Feet)
0.0
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
20.4
Velocity (ft./s)
37.4
Step 2. 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.
Step 3. 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.)
0.3
Minimum apron length, La (ft.) **
10
Apron width at pipe outlet (ft.)
3
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
11
5
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Step 4. Determine the maximum Stone Diameter. Dmax = 1.5 X dso
Determine the Apron Thickness, Ta = 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 5
Apron Thickness (Inches): 10
* * - 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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rl n� IMIIIII ,� I
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11 11 1I Irll! Illf
111111111111111u�• •:■

Rip Rap Apron Design Temporary Skimmer Basin 03 -
Outlet Protection
Project Name: 27842.0002 - Cresswind
Drainage Specialist: KSC Date: May 12, 2021
Checked By: MSK Date: May 12, 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):
-
Outlet pipe diameter, Do (in.)
42
Tailwater depth (Feet)
0.0
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
95.0
Velocity (ft./s)
11.0
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.)
0.5
Minimum apron length, La (ft.) **
30
Apron width at pipe outlet (ft.)
11
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
34
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): 9
Apron Thickness (Inches): 14
* * - 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.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 0
Outlet �- W . Do + La
pipe I
diameter (Do)
La —mot
Irjilwater 0.5p0
ion `V9,,t�1
of Pp 60 -
9�r ,
ties } F
I LI I I j I 1 I I I 10
3 5 1 r. 20 5l 100 2 DO 500 10 D0
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter)
Rev.1"3 8.06.3

Rip Rap Apron Design Temporary Skimmer Basin 04
- Outlet Protection
Project Name: 27842.0002 - Cresswind
Drainage Specialist: KSC Date: April 15, 2021
Checked By: MSK Date: April 15, 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
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
4.4
Outlet pipe diameter, Do (in.)
42
Tailwater depth (Feet)
0.0
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
32.3
Velocity (ft./s)
3.4
Step 2. 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.
Step 3. 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
Step 4. 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.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
20
10
0
Outlet W . Do + La
pipe I
diameter (Do) J1
crater { 0.5DO
"too
_w 0\ P4 I&
4'?
3 5 10 20 50 100 200 500
Discharge (ft%ec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protectkon protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
4
91
m
2 N_
Q
co
Q
f=
O
1 LO
I Rev.11-93 8.06.3

Rip Rap Apron Design Temporary Skimmer Basin 05
- Outlet Protection
Project Name: 27842.0002 - Cresswind
Drainage Specialist: KSC Date: April 15, 2021
Checked By: MSK Date: April 15, 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):
4.4
Outlet pipe diameter, Do (in.)
10
Tailwater depth (Feet)
0.0
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
20.9
Velocity (ft./s)
38.3
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.)
0.3
Minimum apron length, La (ft.) **
10
Apron width at pipe outlet (ft.)
3
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
11
5
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dmax = 1.5 X dso
Determine the Apron Thickness, Ta = 1.5 X dmax
Minimum TW Maximum TW
Max Stone Diameter, dmax (Inches): 5
Apron Thickness (Inches): 10
* * - 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.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3U. -----IT
J 1
20
10
Outlet W - Do + La
pipe
diameter (Do)
La ---.�
ilwater -- 0.5Do
1
� I .
a1 Pp 60 .. -t----{---�
3 5 10 20 50 100 200 500
Discharge (O/sec)
m
2 N
U)
Q
M
T
Q
if
O
1 �
L10
1000
Curves may not be extrapolated.
Figure 8.0ea Design of outlet protection protection from a round pipe flowing full, miNmum tailwaler condition (Tw a 0.5 dameter).
Rev.1"3 8.06.3

Rip Rap Apron Design FES-01
Project Name: 27842.0002 - Cresswind
Drainage Specialist: DAC Date: September 15, 2021
Checked By: MSK Date: September 15, 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):
19.0
Outlet pipe diameter, Do (in.)
54
Tailwater depth (Feet)
0.5
Tailwater Method To Be Used
Min TW (Fig. 8.06a)
Discharge (cfs)
65.0
Velocity (ft./s)
8.0
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.)
0.9
Minimum apron length, La (ft.) **
28
Apron width at pipe outlet (ft.)
14
Apron shape
W = Do + La
= o + . a
Apron width at outlet end (ft.)
33
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): 16
Apron Thickness (Inches): 24
* * - 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.

OPPA,

9/16/21, 12:11 PM
6 NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Wet Pond 03 - Emergency Spillway
Name
Wet Pond 03 - Emergency
Spillway
Discharge
10
Peak Flow Period
24
Channel Slope
0.01
Channel Bottom Width
50
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay (GC)
Rock Riprap - Class C - Mix (Sod & Bunch) - Good 65-79%
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Rock Riprap Straight 10 cfs 6.17 ft/s 0.61 ft 0.017 2 Ibs/ft2 0.38 Ibs/ft2 5.26 STABLE
Unvegetated
Underlying Straight 10 cfs 2.84 ft/s 0.61 ft 0.037 2 Ibs/ft2 0.37 Ibs/ft2 5.39 STABLE
Substrate
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 65-79%
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 10 cfs 0.69 ft/s 0.29 ft 0.093 4 Ibs/ft2 0.18 Ibs/ft2 22.15 STABLE
Vegetation
Underlying Straight 10 cfs 0.69 ft/s 0.29 ft 0.093 22.88 Ibs/ft2 0.18 Ibs/ft2 128.14 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
10 cfs
1.15 ft/s
0.17 ft
0.04
1.6 Ibs/ft2
0.11 Ibs/ft2
14.71
STABLE
D
Unvegetated
Underlying
Straight
10 cfs
1.15 ft/s
0.17 ft
0.04
1.97 Ibs/ft2
0.11 Ibs/ft2
18.26
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
1.15 ft/s
0.17 ft
0.04
1.6 Ibs/ft2
0.11 Ibs/ft2
14.71
STABLE
D
Unvegetated
Underlying
Straight
10 cfs
1.15 ft/s
0.17 ft
0.04
1.97 Ibs/ft2
0.11 Ibs/ft2
18.26
STABLE
D
Substrate
https://ecmds.com/project/l 47005/spillway-analysis/199020/show 1 /2

9/16/21, 12:12 PM
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Discharge:
10
Peak Flow Period:
24
Left Side Slope (ZL):
0
Right Side Slope (ZR):
0
Bottom Width:
50
Spillway Slope:
0.01
Bend Coefficient (Kb):
1
Retardance Class (A - E):
C 6-12 in
Vegetation Type:
Mix (Sod and Bunch)
Vegetation Density:
Good 65-79%
Soil Type:
lClay (GC)
Channel Lining Options
Protection Type 1permanent
Basic Relationships
= Cross sectional area, ft2 (m2) _ (B * D) + (ZL/ 2 * D2) + (ZR/ 2 * D2)
Where:
B = Base width of channel, ft (m)
D = Flow depth, ft (m)
ZL= Left side bank slope (H : 1 V)
ZR= Right side bank slope (H : 1 V)
P = Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R = Hydraulic radius, ft (m) = A / P
= Flow velocity, ft/s (m/s) = Q / A
Where:
Q = Channel discharge, cfs (cros)
aua Average bed shear stress, psf (Pa) = 62.4 * R * SO
Where:
SO = Gradient of channel, ft/ft (m/m)
auo = Maximum bed shear stress, psf (Pa) = 62.4 * D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)So°'5
Where:
n = Manning's n
a = Product specific coefficient from performance testing
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TauT/ Tauo
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/spillway-analysis/199020/calculations 1 /3

9/16/21, 12:12 PM
ECMDS 7.0
Where:
TauT = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = TauT/ alpha * (Taus+ alpha / 4.3)
Where:
alpha = unit conversion constant, 0.14 English, 6.5 Metric
Taus = Permissible shear stress of soil
SFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
and (iteratively solved).
n = 1.486 / Q * A * R(2/3)Soo'S
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retardance coefficient
SFP = Product factor of safety = TauTV/ Tauo
Where:
TauTV = Permissible shear stress from testing, psf (Pa)
auP= In place permissible shear, psf (Pa) = Taus/ (1 - CFTRM) * (n / ns)2
Where:
CFTRM = Coefficient of TRM performance derived from testing Taus= Permissible shear stress of soil
ns= Manning's of soil bed if left unprotected
SFL= Factor of safety of installed liner = TauP/ Taua
Rock Riprap - Class C - Mix (Sod & Bunch) - Good 65-79%
Phase Mannings N
Predicted flow Cross sectional wetted Hydraulic Flow velocity Froude Calculated Shear
SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Rock Riprap 0.017 0.61 ft 30.45 ft2 51.22 ft 0.59 ft 6.17 ft/s 1.42 0.38 Ibs/ft2 5.26 (SFP)
Unvegetated
Underlying 0.037 0.61 ft 30.45 ft2 51.22 ft 0.59 ft 2.84 ft/s 0.65 0.37 Ibs/ft2 5.39 (SFL)
Substrate
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 65-79%
Phase Mannings N
Predicted flow Cross sectional wetted Hydraulic Flow velocity Froude Calculated Shear
SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
Unreinforced 0.093 0.29 ft 14.47 ft2 50.58 ft 0.29 ft 0.69 ft/s 0.23 0.18 Ibs/ft2 22.15 (SFL)
Vegetation
Underlying 0.093 0.29 ft 14.47 ft2 50.58 ft 0.29 ft 0.69 ft/s 0.23 0.18 Ibs/ft2 128.14 (SFL)
Substrate
S75BN
Phase Mannings N
Predicted flow Cross sectional wetted Hydraulic Flow velocity Froude Calculated Shear
SFP/SFL
depth (D) area (A) perimeter (P) radius (R) (V) number (FR) Stress
S75BN
0.04
0.17 ft
8.72 ft2
50.35 ft
0.17 ft
1.15 ft/s
0.49
0.11 Ibs/ft2
14.71 (SFP)
Unvegetated
Underlying
0.04
0.17 ft
8.72 ft2
50.35 ft
0.17 ft
1.15 ft/s
0.49
0.11 Ibs/ft2
18.26 (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)
(V)
number (FR)
Stress
DS75
0.04
0.17 ft
8.72 ft2
50.35 ft
0.17 ft
1.15 ft/s
0.49
0.11 Ibs/ft2
14.71 (SFP)
https://ecmds.com/project/l 47005/spillway-analysis/199020/calculations
2/3

9/16/21, 12:12 PM
Unvegetated
Underlying 0.04
Substrate
ECMDS 7.0
0.17 ft 8.72 ft2 50.35 ft 0.17 ft 1.15 ft/s 0.49 0.11 Ibs/ft2 18.26 (SFL)
https://ecmds.com/project/l 47005/spillway-analysis/199020/calculations 3/3

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION 4
BASINS
Fq THOMAS Sc HUTTON

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 01
Selection of Sediment Control Measure Legend-
C I II N/HR) A (ACRES)
L 3.2 Total Drainage Area User entry 0.6 8 3.2 = 15.36 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 01
Okay
3.2 Disturbed Area (Acres)
15.36 Peak Flow from 10-year Storm (cfs)
5,760 Required Volume ft3
4,992 Required Surface Area ftZ
50.0 Suggested Width ft
99.9 Suggested Length ft
42 Trial Top Width at Spillway Invert ft
120 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
4 Trial Depth ft (2 to 3.5 feet above grade)
18 Bottom Width ft
96 Bottom Length ft
1,728 Bottom Area ftZ
13,152 Actual Volume ft3 Okay
5,040 Actual Surface Area ftZ Okay
10 Trial Weir Length ft
1 Trial Depth of Flow ft
30.0 Spillway Capacity cfs Okay
1.5 Skimmer Size (inches)
Skimmer Size
0.125 Head on Skimmer (feet)
(Inches)
1.5 Orifice Size (1/4 inch increments)
1.5
3.13 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 02
Selection of Sediment Control Measure Legend-
C I II N/HR) A (ACRES)
L 4.24 Total Drainage Area User entry = 20.35 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 02
Okay
4.24 Disturbed Area (Acres)
20.35 Peak Flow from 10-year Storm (cfs)
7,632 Required Volume ft3
6,614 Required Surface Area ftZ
57.5 Suggested Width ft
115.0 Suggested Length ft
50 Trial Top Width at Spillway Invert ft
150 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
32 Bottom Width ft
132 Bottom Length ft
4,224 Bottom Area ftZ
17,424 Actual Volume ft3 Okay
7,500 Actual Surface Area ftZ Okay
4 Trial Weir Length ft
1.5 Trial Depth of Flow ft
22.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
2 Orifice Size (1/4 inch increments)
1.5
2.02 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 03
Selection of Sediment Control Measure Legend-
C I II N/HR) A (ACRES)
L 9.7 Total Drainage Area User entry 0.6 8 9.7 = 46.56 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 03
Okay
9.7 Disturbed Area (Acres)
46.56 Peak Flow from 10-year Storm (cfs)
17,460 Required Volume ft3
15,132 Required Surface Area ftZ
87.0 Suggested Width ft
174.0 Suggested Length ft
75 Trial Top Width at Spillway Invert ft
210 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
57 Bottom Width ft
192 Bottom Length ft
10,944 Bottom Area ftZ
39,879 Actual Volume ft3 Okay
15,750 Actual Surface Area ftZ Okay
10 Trial Weir Length ft
1 Trial Depth of Flow ft
49.7 Spillway Capacity cfs Okay
2.5 Skimmer Size (inches)
Skimmer Size
0.208 Head on Skimmer (feet)
(Inches)
2.5 Orifice Size (1/4 inch increments)
1.5
2.65 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 04
Selection of Sediment Control Measure Legend-
C I II N/HR) A (ACRES)
L 18.1 Total Drainage Area User entry 0.6 8 18.1 = 86.88 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Do Not Use Skimmer Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 04
Do Not Use
8 Disturbed Area (Acres)
86.88 Peak Flow from 10-year Storm (cfs)
14,400 Required Volume ft3
28,236 Required Surface Area ftZ
118.8 Suggested Width ft
237.6 Suggested Length ft
60 Trial Top Width at Spillway Invert ft
480 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
8 Trial Depth ft (2 to 3.5 feet above grade)
12 Bottom Width ft
432 Bottom Length ft
5,184 Bottom Area ftZ
132,864 Actual Volume ft3 Okay
28,800 Actual Surface Area ftZ Okay
50 Trial Weir Length ft
0.5 Trial Depth of Flow ft
91.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
2 Orifice Size (1/4 inch increments)
1.5
3.81 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 05
Selection of Sediment Control Measure Legend-
C I II N/HR) A (ACRES)
L 4.7 Total Drainage Area User entry = 22.56 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 05
Okay
4.7 Disturbed Area (Acres)
22.56 Peak Flow from 10-year Storm (cfs)
8,460 Required Volume ft3
7,332 Required Surface Area ftZ
60.5 Suggested Width ft
121.1 Suggested Length ft
60 Trial Top Width at Spillway Invert ft
130 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
3 Trial Depth ft (2 to 3.5 feet above grade)
42 Bottom Width ft
112 Bottom Length ft
4,704 Bottom Area ftZ
18,594 Actual Volume ft3 Okay
7,800 Actual Surface Area ftZ Okay
10 Trial Weir Length ft
1 Trial Depth of Flow ft
30.0 Spillway Capacity cfs Okay
2 Skimmer Size (inches)
Skimmer Size
0.167 Head on Skimmer (feet)
(Inches)
2 Orifice Size (1/4 inch increments)
1.5
2.24 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

27842.0002 - Cresswind
Erosion Control Calculations Permanent Sediment Basin 01
Selection of Sediment Control Measure Legend-
C I II N/HR) A (ACRES)
22.5 Total Drainage Area User entry = 94.91 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Do Not Use Skimmer Basin
Okay Temporary Sediment Basin
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Skimmer Basin
Do Not Use
22.5 Disturbed Area (Acres)
94.91 Peak Flow from 10-year Storm (cfs)
40,500 Required Volume ft3
30,844 Required Surface Area ftZ
124.2 Suggested Width ft
248.4 Suggested Length ft
60 Trial Top Width at Spillway Invert ft
480 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
12 Trial Depth ft (2 to 3.5 feet above grade)
20 Bottom Width ft
408 Bottom Length ft
8,160 Bottom Area ftZ
216,000 Actual Volume ft3 Okay
31,800 Actual Surface Area ftZ Okay
42 Trial Weir Length ft
1 Trial Depth of Flow ft
126.0 Spillway Capacity cfs Okay
3 Skimmer Size (inches)
Skimmer Size
0.25 Head on Skimmer (feet)
(Inches)
3 Orifice Size (1/4 inch increments)
1.5
3.90 Dewatering Time (days)
2
Suggest about 3 days
2.5
3
4
5
6
8

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION 5
EXHIBITS
Fq THOMAS Sc HUTTON

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