SW3210301_Design Calculations (E&SC - Phase 2)_20210602

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EROSION CONTROL CALCULATIONS
FOR:
CRESSWIND WESLEY CHAPEL - PHASE 02
WESLEY CHAPEL., NC
PREPARED FOR:
KOLTER HOMES.. LLC
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THOMAS
HUTTON
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FEBRUARY 16., 2021
LATEST REVISION: MAY 13., 2021
Prepared by:
THOMAS & 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]
FJ THOMAS & HUTTON
Page 1

TABLE OF CONTENTS
Section1 .......................................................................................................................... Channel Analysis
Section2 ................................................................................................................................ Slope Analysis
Section 3 ............................................................................................................ Rip Rap Outlet Protection
Section4 .............................................................................................................................................. Basins
Section5 ............................................................................................................................................ Exhibits
Fj THOMAS & HUTTON
Page 2

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

4/15/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 01
Name
SVVALE 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 -Cynth i ana 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 Straig ht 0. 5 1 cfs 0.82 ft/s 0.23 ft 0.084 4 lbs/ft2 0.3 lbs/ft2 13.2 STABLE
Vegetation
Underlying Straight 0. 5 1 cfs 0.82 ft/s 0.23 ft 0.084 4 lbs/ft2 0.24 lbs/ft2 16.95 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 0. 5 1 cfs 1.4 ft/s 0.15 ft 0.038 1.6 lbs/ft2 0.2 lbs/ft2 8.19 STABLE D
Unvegetated
Underlying Straight 0. 5 1 cfs 1.4 ft/s 0.15 ft 0.038 1.97 lbs/ft2 0. 16 lbs/ft2 12.13 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 0. 5 1 cfs 1.4 ft/s 0.15 ft 0.038 1.6 lbs/ft2 0.2 lbs/ft2 8.19 STABLE D
Unvegetated
Underlying Straight 0. 5 1 cfs 1.4 ft/s 0.15 ft 0.038 1.97 lbs/ft2 0. 16 lbs/ft2 12.13 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 98461 /show 1/1

E yj &Uklyz
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):
I
Channel Bend Radius:
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 98461 /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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.084 0.23 ft 0.62 ft2 3.46 ft 0. 18 ft 0.82 ft/s 0.34 0.3 lbs/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 lbs/ft2 16.95 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.038 0.15 ft 0.36 ft2 2.94 ft 0.12 ft 1.4 ft/s 0.71 0.2 lbs/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 lbs/ft2 12.13 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 8. 19 (SFP)
2.94 ft 0. 12 ft 1.4 ft/s 0.71 0.16 lbs/ft2 12.13 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 98461 /calculations
2/2

4/27/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 02
Name
SVVALE 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 -Cynth i ana 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 Straig ht 3.33 cfs 1.75 ft/s 0.53 ft 0.063 4 lbs/ft2 0.72 lbs/ft2 5.56 STABLE
Vegetation
Underlying Straight 3.33 cfs 1.75 ft/s 0.53 ft 0.063 4 lbs/ft2 0.48 lbs/ft2 8.28 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.6 lbs/ft2 0.53 lbs/ft2 3.04 STABLE D
Unvegetated
Underlying Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.97 lbs/ft2 0.37 lbs/ft2 5.27 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.6 lbs/ft2 0.53 lbs/ft2 3.04 STABLE D
Unvegetated
Underlying Straight 3.33 cfs 2.72 ft/s 0.39 ft 0.034 1.97 lbs/ft2 0.37 lbs/ft2 5.27 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 98466/show 1/1

typZ00YA
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):
I
Channel Bend Radius:
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 98466/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.063 0.53 ft 1.9 ft2 5.35 ft 0.35 ft 1.75 ft/s 0.52 0.72 lbs/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 lbs/ft2 8.28 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.034 0.39 ft 1.22 ft2 4.45 ft 0.28 ft 2.72 ft/s 0.91 0.53 lbs/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 lbs/ft2 5.27 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.04 (SFP)
4.45 ft 0.28 ft 2.72 ft/s 0.91 0.37 lbs/ft2 5.27 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 98466/calculations
2/2

4/14/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 03
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1. 9 Cfs 1.48 ft/s 0.4 ft 0.067 4 lbs/ft2 0.59 lbs/ft2 6.79 STABLE
Vegetation
Underlying Straight 1. 9 Cfs 1.48 ft/s 0.4 ft 0.067 4 lbs/ft2 0.42 lbs/ft2 9.62 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1. 9 Cfs 2.33 ft/s 0.28 ft 0.035 1.6 lbs/ft2 0.42 lbs/ft2 3.83 STABLE D
Unvegetated
Underlying Straight 1. 9 Cfs 2.33 ft/s 0.28 ft 0.035 1.97 lbs/ft2 0.31 lbs/ft2 6.29 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1. 9 Cfs 2.33 ft/s 0.28 ft 0.035 1.6 lbs/ft2 0.42 lbs/ft2 3.83 STABLE D
Unvegetated
Underlying Straight 1. 9 Cfs 2.33 ft/s 0.28 ft 0.035 1.97 lbs/ft2 0.31 lbs/ft2 6.29 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 98477/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):
I
Channel Bend Radius:
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 98477/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.067 0.4 ft 1.29 ft2 4.54 ft 0.28 ft 1.48 ft/s 0.49 0.59 lbs/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 lbs/ft2 9.62 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.035 0.28 ft 0.81 ft2 3.8 ft 0.21 ft 2.33 ft/s 0.9 0.42 lbs/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 lbs/ft2 6.29 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.83 (SFP)
0.21 ft 2.33 ft/s 0.9 0.31 lbs/ft2 6.29 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 98477/calculations
2/2

2/16/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 04
Name
SVVALE 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 -Cynth i ana 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 Straig ht 12.99 cfs 1.33 ft/s 1.5 ft 0.076 4 lbs/ft2 0.53 lbs/ft2 7.49 STABLE
Vegetation
Underlying Straight 12.99 cfs 1.33 ft/s 1.5 ft 0.076 4 lbs/ft2 0.3 lbs/ft2 13.24 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.6 lbs/ft2 0.38 lbs/ft2 4.16 STABLE D
Unvegetated
Underlying Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.97 lbs/ft2 0.23 lbs/ft2 8.65 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.6 lbs/ft2 0.38 lbs/ft2 4.16 STABLE D
Unvegetated
Underlying Straight 12.99 cfs 2.29 ft/s 1.08 ft 0.036 1.97 lbs/ft2 0.23 lbs/ft2 8.65 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 98478/show 1/1

PIP11 [Apkilyz
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):
I
Channel Bend Radius:
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 98478/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.076 1.5 ft 9.77 ft2 11.5 ft 0.85 ft 1.33 ft/s 0.25 0.53 lbs/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 lbs/ft2 13.24 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 1.08 ft 5.66 ft2 8.83 ft 0.64 ft 2.29 ft/s 0.5 0.38 lbs/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 lbs/ft2 8.65 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 4.16 (SFP)
8.83 ft 0.64 ft 2.29 ft/s 0.5 0.23 lbs/ft2 8.65 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 98478/calculations
2/2

2/16/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 05
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1.27 cfs 1. 6 ft/s 0.28 ft 0.063 4 lbs/ft2 0.64 lbs/ft2 6.26 STABLE
Vegetation
Underlying Straight 1.27 cfs 1. 6 ft/s 0.28 ft 0.063 4 lbs/ft2 0.48 lbs/ft2 8.31 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.6 lbs/ft2 0.46 lbs/ft2 3.49 STABLE D
Unvegetated
Underlying Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.97 lbs/ft2 0.36 lbs/ft2 5.41 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.6 lbs/ft2 0.46 lbs/ft2 3.49 STABLE D
Unvegetated
Underlying Straight 1.27 cfs 2.44 ft/s 0.2 ft 0.034 1.97 lbs/ft2 0.36 lbs/ft2 5.41 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 98479/show 1/1

PIP11 [Apkilyz
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):
I
Channel Bend Radius:
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 98479/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.063 0.28 ft 0.79 ft2 3.76 ft 0.21 ft 1. 6 ft/s 0.62 0.64 lbs/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 lbs/ft2 8.31 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.034 0.2 ft 0.52 ft2 3.26 ft 0.16 ft 2.44 ft/s 1.08 0.46 lbs/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 lbs/ft2 5.41 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.49 (SFP)
3.26 ft 0. 16 ft 2.44 ft/s 1.08 0.36 lbs/ft2 5.41 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 98479/calculations
2/2

5/12/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 07
Name
SVVALE 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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Marmings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
Unreinforced
Straight
6 5 cfs
3.25 ft/s
2.27 ft
0.052
4 lbs/ft2
1.42 lbs/ft2
2.83
STABLE
Vegetation
Underlying
Straight
6 5 cfs
3.25 ft/s
2.27 ft
0.052
4 lbs/ft2
0.76 lbs/ft2
5.25
STABLE
Substrate
Unreinforced
Bend
6 5 cfs
3.25 ft/s
2.27 ft
0.052
4 lbs/ft2
2.15 lbs/ft2
1.86
STABLE
Vegetation
Underlying
Bend
6 5 cfs
3.25 ft/s
2.27 ft
0.052
4 lbs/ft2
1. 16 lbs/ft2
3.46
STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Marmings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN
Straight
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.6 lbs/ft2
1. 15 lbs/ft2
1.39
STABLE
D
Unvegetated
Underlying
Straight
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.97 lbs/ft2
0.63 lbs/ft2
3.12
STABLE
D
Substrate
S75BN
Bend
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.6 lbs/ft2
1.6 lbs/ft2
I
STABLE
D
Unvegetated
Underlying
Bend
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.97 lbs/ft2
0.88 lbs/ft2
2.24
STABLE
D
Substrate
DS75
Phase Reach Discharge Velocity Normal Marmings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75
Straight
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.6 lbs/ft2
1. 15 lbs/ft2
1.39
STABLE D
Unvegetated
Underlying
Straight
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.97 lbs/ft2
0.63 lbs/ft2
3.12
STABLE D
Substrate
DS75
Bend
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.6 lbs/ft2
1.6 lbs/ft2
I
STABLE D
Unvegetated
Underlying
Bend
6 5 cfs
4.71 ft/s
1.84 ft
0.032
1.97 lbs/ft2
0.88 lbs/ft2
2.24
STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 98974/show 1/2

611PININ
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:
so ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 98974/calculations 1/3

611PININ
b = Product specific coefficient from performance testing
SFP = Product factor of safety = TaUT/ Tauo
Where:
TauT = Permissible shear stress from testing, psf (Pa)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced
0.052
2.27 ft
19.97 ft2
16.35 ft
1.22 ft
3.25 ft/s
0.52
1.42 lbs/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 lbs/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 lbs/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 lbs/ft2
3.46 (SFL)
Substrate
S75BN
Predicted flow
Cross sectional
Wetted
Hydraulic
Fronde
Calculated Shear
Phase
I
Mannings N
I I
I
I I
IFlowvelocity
I I
I
SFP/SFL
I
de
ar
periFr
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 lbs/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 lbs/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 lbs/ft2
I (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 lbs/ft2
2.24 (SFL)
Substrate
DS75
Phase Mannings N I Predicted flow I Cross sectional Wetted Hydraulic I Flow velocity I Fronde I Calculated Shear I SFP/SFL
https://ecmds.com/project/l 47005/channel-analysis/1 98974/calculations 2/3

611PININ
depth (D)
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
ECIVIDS 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)
number (FR)
Stress
4.71 ft/s
0.83
__r--
1.15 lbs/ft2
1.39 (SFP)
4.71 ft/s
0.83
0.63 lbs/ft2
3.12 (SFL)
4.71 ft/s
0.83
1.6 lbs/ft2
I (SFP)
4.71 ft/s
0.83
0.88 lbs/ft2
2.24 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 98974/calculations 3/3

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 08
Name
SVVALE 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 -Cynth i ana 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 Straig ht 6.01 cfs 1.71 ft/s 0.84 ft 0.064 4 lbs/ft2 0.93 lbs/ft2 4.3 STABLE
Vegetation
Underlying Straight 6.01 cfs 1.71 ft/s 0.84 ft 0.064 4 lbs/ft2 0.46 lbs/ft2 8.76 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.6 lbs/ft2 0.74 lbs/ft2 2.17 STABLE D
Unvegetated
Underlying Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.97 lbs/ft2 0.36 lbs/ft2 5.47 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.6 lbs/ft2 0.74 lbs/ft2 2.17 STABLE D
Unvegetated
Underlying Straight 6.01 cfs 2.73 ft/s 0.66 ft 0.034 1.97 lbs/ft2 0.36 lbs/ft2 5.47 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99042/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99092/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.074 0.41 ft 1.24 ft2 6.16 ft 0.2 ft 1.08 ft/s 0.43 0.63 lbs/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 lbs/ft2 12.75 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 0.31 ft 0.72 ft2 4.7 ft 0.15 ft 1.86 ft/s 0.85 0.48 lbs/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 lbs/ft2 8.23 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.31 (SFP)
0.15 ft 1.86 ft/s 0.85 0.24 lbs/ft2 8.23 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99092/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 09
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1.34 cfs 1.08 ft/s 0.41 ft 0.074 4 lbs/ft2 0.63 lbs/ft2 6.31 STABLE
Vegetation
Underlying Straight 1.34 cfs 1.08 ft/s 0.41 ft 0.074 4 lbs/ft2 0.31 lbs/ft2 12.75 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.6 lbs/ft2 0.48 lbs/ft2 3.31 STABLE D
Unvegetated
Underlying Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.97 lbs/ft2 0.24 lbs/ft2 8.23 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.6 lbs/ft2 0.48 lbs/ft2 3.31 STABLE D
Unvegetated
Underlying Straight 1.34 cfs 1.86 ft/s 0.31 ft 0.036 1.97 lbs/ft2 0.24 lbs/ft2 8.23 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99092/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99093/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.075 1.04 ft 4.36 ft2 8.69 ft 0.5 ft 1.26 ft/s 0.31 0.65 lbs/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 lbs/ft2 12.77 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 0.8 ft 2.54 ft2 6.63 ft 0.38 ft 2.16 ft/s 0.62 0.5 lbs/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 lbs/ft2 8.25 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.22 (SFP)
6.63 ft 0.38 ft 2.16 ft/s 0.62 0.24 lbs/ft2 8.25 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99093/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 10
Name
SVVALE 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 -Cynth i ana 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 Straig ht 5.49 cfs 1.26 ft/s 1.04 ft 0.075 4 lbs/ft2 0.65 lbs/ft2 6.14 STABLE
Vegetation
Underlying Straight 5.49 cfs 1.26 ft/s 1.04 ft 0.075 4 lbs/ft2 0.31 lbs/ft2 12.77 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.6 lbs/ft2 0.5 lbs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.97 lbs/ft2 0.24 lbs/ft2 8.25 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.6 lbs/ft2 0.5 lbs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 5.49 cfs 2.16 ft/s 0.8 ft 0.036 1.97 lbs/ft2 0.24 lbs/ft2 8.25 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99093/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99094/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.071 0.28 ft 0.59 ft2 4.25 ft 0. 14 ft 1. 13 ft/s 0.53 0.71 lbs/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 lbs/ft2 11.31 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 0.22 ft 0.35 ft2 3.28 ft 0.11 ft 1.9 ft/s 1.01 0.55 lbs/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 lbs/ft2 7.23 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 2.9 (SFP)
3.28 ft 0.11 ft 1. 9 ft/s 1.01 0.27 lbs/ft2 7.23 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99094/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 11
Name
SVVALE 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 -Cynth i ana 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 Straig ht 0.67 cfs 1. 13 ft/s 0.28 ft 0.071 4 lbs/ft2 0.71 lbs/ft2 5.6 STABLE
Vegetation
Underlying Straight 0.67 cfs 1. 13 ft/s 0.28 ft 0.071 4 lbs/ft2 0.35 lbs/ft2 11.31 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 0.67 cfs 1. 9 ft/s 0.22 ft 0.036 1.6 lbs/ft2 0.55 lbs/ft2 2.9 STABLE D
Unvegetated
Underlying Straight 0.67 cfs 1. 9 ft/s 0.22 ft 0.036 1.97 lbs/ft2 0.27 lbs/ft2 7.23 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 0.67 cfs 1. 9 ft/s 0.22 ft 0.036 1.6 lbs/ft2 0.55 lbs/ft2 2.9 STABLE D
Unvegetated
Underlying Straight 0.67 cfs 1. 9 ft/s 0.22 ft 0.036 1.97 lbs/ft2 0.27 lbs/ft2 7.23 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99094/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99095/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.074 0.63 ft 2.99 ft2 9.56 ft 0.31 ft 1. 19 ft/s 0.38 0.65 lbs/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 lbs/ft2 12.43 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 0.48 ft 1.74 ft2 7.3 ft 0.24 ft 2.03 ft/s 0.73 0.5 lbs/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 lbs/ft2 8.02 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.22 (SFP)
0.24 ft 2.03 ft/s 0.73 0.25 lbs/ft2 8.02 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99095/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 12
Name
SVVALE 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 -Cynth i ana 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 Straig ht 3.56 cfs 1. 19 ft/s 0.63 ft 0.074 4 lbs/ft2 0.65 lbs/ft2 6.16 STABLE
Vegetation
Underlying Straight 3.56 cfs 1. 19 ft/s 0.63 ft 0.074 4 lbs/ft2 0.32 lbs/ft2 12.43 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.6 lbs/ft2 0.5 lbs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.97 lbs/ft2 0.25 lbs/ft2 8.02 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.6 lbs/ft2 0.5 lbs/ft2 3.22 STABLE D
Unvegetated
Underlying Straight 3.56 cfs 2.03 ft/s 0.48 ft 0.036 1.97 lbs/ft2 0.25 lbs/ft2 8.02 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99095/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99097/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.073 0.74 ft 1.66 ft2 4.71 ft 0.35 ft 1.25 ft/s 0.37 0.7 lbs/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 lbs/ft2 12.09 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 0.57 ft 0.98 ft2 3.62 ft 0.27 ft 2.12 ft/s 0.72 0.54 lbs/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 lbs/ft2 7.77 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 2.99 (SFP)
3.62 ft 0.27 ft 2.12 ft/s 0.72 0.25 lbs/ft2 7.77 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99097/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 13
Name
SVVALE 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 -Cynth i ana 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 Straig ht 2.08 cfs 1.25 ft/s 0.74 ft 0.073 4 lbs/ft2 0.7 lbs/ft2 5.74 STABLE
Vegetation
Underlying Straight 2.08 cfs 1.25 ft/s 0.74 ft 0.073 4 lbs/ft2 0.33 lbs/ft2 12.09 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.6 lbs/ft2 0.54 lbs/ft2 2.99 STABLE D
Unvegetated
Underlying Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.97 lbs/ft2 0.25 lbs/ft2 7.77 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.6 lbs/ft2 0.54 lbs/ft2 2.99 STABLE D
Unvegetated
Underlying Straight 2.08 cfs 2.12 ft/s 0.57 ft 0.036 1.97 lbs/ft2 0.25 lbs/ft2 7.77 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99097/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99098/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.075 0.28 ft 0.52 ft2 3.74 ft 0. 14 ft I ft/s 0.47 0.62 lbs/ft2 6.43 (SFL)
Vegetation
Underlying 0.075 0.28 ft 0.52 ft2 3.74 ft 0.14 ft I ft/s 0.47 0.31 lbs/ft2 13.07 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.036 0.22 ft 0.3 ft2 2.85 ft 0.11 ft 1.72 ft/s 0.91 0.47 lbs/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 lbs/ft2 8.46 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.38 (SFP)
2.85 ft 0.11 ft 1.72 ft/s 0.91 0.23 lbs/ft2 8.46 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99098/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 14
Name
SVVALE 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 -Cynth i ana 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 Straig ht 0. 5 2 cfs I ft/s 0.28 ft 0.075 4 lbs/ft2 0.62 lbs/ft2 6.43 STABLE
Vegetation
Underlying Straight 0. 5 2 cfs I ft/s 0.28 ft 0.075 4 lbs/ft2 0.31 lbs/ft2 13.07 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 0. 5 2 cfs 1.72 ft/s 0.22 ft 0.036 1.6 lbs/ft2 0.47 lbs/ft2 3.38 STABLE D
Unvegetated
Underlying Straight 0. 5 2 cfs 1.72 ft/s 0.22 ft 0.036 1.97 lbs/ft2 0.23 lbs/ft2 8.46 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 0. 5 2 cfs 1.72 ft/s 0.22 ft 0.036 1.6 lbs/ft2 0.47 lbs/ft2 3.38 STABLE D
Unvegetated
Underlying Straight 0. 5 2 cfs 1.72 ft/s 0.22 ft 0.036 1.97 lbs/ft2 0.23 lbs/ft2 8.46 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99098/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99099/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.082 0.49 ft 1.82 ft2 7.46 ft 0.24 ft 0.89 ft/s 0.32 0.49 lbs/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 lbs/ft2 16.32 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.038 0.37 ft 1.01 ft2 5.56 ft 0.18 ft 1.61 ft/s 0.67 0.37 lbs/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 lbs/ft2 10.8 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 4.34 (SFP)
5.56 ft 0. 18 ft 1.61 ft/s 0.67 0.18 lbs/ft2 10.8 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99099/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 15
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1.63 cfs 0.89 ft/s 0.49 ft 0.082 4 lbs/ft2 0.49 lbs/ft2 8.08 STABLE
Vegetation
Underlying Straight 1.63 cfs 0.89 ft/s 0.49 ft 0.082 4 lbs/ft2 0.25 lbs/ft2 16.32 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.6 lbs/ft2 0.37 lbs/ft2 4.34 STABLE D
Unvegetated
Underlying Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.97 lbs/ft2 0. 18 lbs/ft2 10.8 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.6 lbs/ft2 0.37 lbs/ft2 4.34 STABLE D
Unvegetated
Underlying Straight 1.63 cfs 1.61 ft/s 0.37 ft 0.038 1.97 lbs/ft2 0. 18 lbs/ft2 10.8 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99099/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana 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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.099 0.57 ft 1.62 ft2 5.8 ft 0.28 ft 0. 6 ft/s 0.2 0.31 lbs/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 lbs/ft2 26.12 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.04 0.41 ft 0.82 ft2 4.13 ft 0.2 ft 1. 18 ft/s 0.47 0.22 lbs/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 lbs/ft2 18.09 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 7. 19 (SFP)
4.13 ft 0.2 ft 1. 18 ft/s 0.47 0.11 lbs/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
> > > SVVALE 16
Name
SVVALE 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 -Cynth i ana 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 Straig ht 0.97 cfs 0. 6 ft/s 0.57 ft 0.099 4 lbs/ft2 0.31 lbs/ft2 12.81 STABLE
Vegetation
Underlying Straight 0.97 cfs 0. 6 ft/s 0.57 ft 0.099 4 lbs/ft2 0. 15 lbs/ft2 26.12 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 0.97 cfs 1. 18 ft/s 0.41 ft 0.04 1.6 lbs/ft2 0.22 lbs/ft2 7.19 STABLE D
Unvegetated
Underlying Straight 0.97 cfs 1. 18 ft/s 0.41 ft 0.04 1.97 lbs/ft2 0. 11 lbs/ft2 18.09 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 0.97 cfs 1. 18 ft/s 0.41 ft 0.04 1.6 lbs/ft2 0.22 lbs/ft2 7.19 STABLE D
Unvegetated
Underlying Straight 0.97 cfs 1. 18 ft/s 0.41 ft 0.04 1.97 lbs/ft2 0. 11 lbs/ft2 18.09 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 991 00/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99101 /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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.062 0.43 ft 0.64 ft2 3.11 ft 0.2 ft 1.63 ft/s 0.64 1.02 lbs/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 lbs/ft2 8.12 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.034 0.34 ft 0.4 ft2 2.48 ft 0.16 ft 2.57 ft/s 1.13 0.82 lbs/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 lbs/ft2 5.03 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 1.96 (SFP)
2.48 ft 0. 16 ft 2.57 ft/s 1.13 0.39 lbs/ft2 5.03 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99101 /calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 17
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1.04 cfs 1.63 ft/s 0.43 ft 0.062 4 lbs/ft2 1.02 lbs/ft2 3.9 STABLE
Vegetation
Underlying Straight 1.04 cfs 1.63 ft/s 0.43 ft 0.062 4 lbs/ft2 0.49 lbs/ft2 8.12 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.6 lbs/ft2 0.82 lbs/ft2 1.96 STABLE D
Unvegetated
Underlying Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.97 lbs/ft2 0.39 lbs/ft2 5.03 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.6 lbs/ft2 0.82 lbs/ft2 1.96 STABLE D
Unvegetated
Underlying Straight 1.04 cfs 2.57 ft/s 0.34 ft 0.034 1.97 lbs/ft2 0.39 lbs/ft2 5.03 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99101 /show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99102/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.094 0.61 ft 2.06 ft2 6.86 ft 0.3 ft 0.68 ft/s 0.22 0.36 lbs/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 lbs/ft2 22.91 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.039 0.44 ft 1.07 ft2 4.94 ft 0.22 ft 1.31 ft/s 0.49 0.26 lbs/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 lbs/ft2 15.66 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 6.24 (SFP)
4.94 ft 0.22 ft 1.31 ft/s 0.49 0.13 lbs/ft2 15.66 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99102/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 18
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1.41 cfs 0.68 ft/s 0.61 ft 0.094 4 lbs/ft2 0.36 lbs/ft2 11.25 STABLE
Vegetation
Underlying Straight 1.41 cfs 0.68 ft/s 0.61 ft 0.094 4 lbs/ft2 0. 17 lbs/ft2 22.91 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.6 lbs/ft2 0.26 lbs/ft2 6.24 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.97 lbs/ft2 0. 13 lbs/ft2 15.66 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.6 lbs/ft2 0.26 lbs/ft2 6.24 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 1.31 ft/s 0.44 ft 0.039 1.97 lbs/ft2 0. 13 lbs/ft2 15.66 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99102/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99104/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.069 0.48 ft 1.05 ft2 4.47 ft 0.24 ft 1.34 ft/s 0.48 0.79 lbs/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 lbs/ft2 10.36 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.035 0.38 ft 0.64 ft2 3.48 ft 0.18 ft 2.21 ft/s 0.92 0.62 lbs/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 lbs/ft2 6.56 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 2.59 (SFP)
3.48 ft 0. 18 ft 2.21 ft/s 0.92 0.3 lbs/ft2 6.56 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99104/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 19
Name
SVVALE 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 -Cynth i ana 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 Straig ht 1.41 cfs 1.34 ft/s 0.48 ft 0.069 4 lbs/ft2 0.79 lbs/ft2 5.04 STABLE
Vegetation
Underlying Straight 1.41 cfs 1.34 ft/s 0.48 ft 0.069 4 lbs/ft2 0.39 lbs/ft2 10.36 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.6 lbs/ft2 0.62 lbs/ft2 2.59 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.97 lbs/ft2 0.3 lbs/ft2 6.56 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.6 lbs/ft2 0.62 lbs/ft2 2.59 STABLE D
Unvegetated
Underlying Straight 1.41 cfs 2.21 ft/s 0.38 ft 0.035 1.97 lbs/ft2 0.3 lbs/ft2 6.56 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99104/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99105/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.055 0.64 ft 1.22 ft2 4.04 ft 0.3 ft 2.31 ft/s 0.74 1.42 lbs/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 lbs/ft2 5.93 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.032 0.52 ft 0.82 ft2 3.32 ft 0.25 ft 3.42 ft/s 1.21 1.17 lbs/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 lbs/ft2 3.56 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 1.37 (SFP)
3.32 ft 0.25 ft 3.42 ft/s 1.21 0.55 lbs/ft2 3.56 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99105/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 20
Name
SVVALE 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 -Cynth i ana 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 Straig ht 2.82 cfs 2.31 ft/s 0.64 ft 0.055 4 lbs/ft2 1.42 lbs/ft2 2.81 STABLE
Vegetation
Underlying Straight 2.82 cfs 2.31 ft/s 0.64 ft 0.055 4 lbs/ft2 0.67 lbs/ft2 5.93 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.6 lbs/ft2 1. 17 lbs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.97 lbs/ft2 0.55 lbs/ft2 3.56 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.6 lbs/ft2 1. 17 lbs/ft2 1.37 STABLE D
Unvegetated
Underlying Straight 2.82 cfs 3.42 ft/s 0.52 ft 0.032 1.97 lbs/ft2 0.55 lbs/ft2 3.56 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99105/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99107/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.056 0.53 ft 2.85 ft2 10.74 ft 0.27 ft 2.13 ft/s 0.72 1.27 lbs/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 lbs/ft2 6.31 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.033 0.44 ft 1.9 ft2 8.77 ft 0.22 ft 3.2 ft/s 1.2 1.04 lbs/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 lbs/ft2 3.81 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 1.54 (SFP)
8.77 ft 0.22 ft 3.2 ft/s 1.2 0.52 lbs/ft2 3.81 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99107/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 21
Name
SVVALE 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 -Cynth i ana 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 Straig ht 6.09 cfs 2.13 ft/s 0.53 ft 0.056 4 lbs/ft2 1.27 lbs/ft2 3.14 STABLE
Vegetation
Underlying Straight 6.09 cfs 2.13 ft/s 0.53 ft 0.056 4 lbs/ft2 0.63 lbs/ft2 6.31 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.6 lbs/ft2 1.04 lbs/ft2 1.54 STABLE D
Unvegetated
Underlying Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.97 lbs/ft2 0.52 lbs/ft2 3.81 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.6 lbs/ft2 1.04 lbs/ft2 1.54 STABLE D
Unvegetated
Underlying Straight 6.09 cfs 3.2 ft/s 0.44 ft 0.033 1.97 lbs/ft2 0.52 lbs/ft2 3.81 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99107/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99108/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.077 0.99 ft 4.89 ft2 10.08 ft 0.48 ft 1. 18 ft/s 0.3 0.6 lbs/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 lbs/ft2 13.63 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.037 0.75 ft 2.82 ft2 7.66 ft 0.37 ft 2.06 ft/s 0.6 0.45 lbs/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 lbs/ft2 8.85 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 3.52 (SFP)
7.66 ft 0.37 ft 2.06 ft/s 0.6 0.22 lbs/ft2 8.85 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99108/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 22
Name
SVVALE 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 -Cynth i ana 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 Straig ht 5.79 cfs 1. 18 ft/s 0.99 ft 0.077 4 lbs/ft2 0.6 lbs/ft2 6.68 STABLE
Vegetation
Underlying Straight 5.79 cfs 1. 18 ft/s 0.99 ft 0.077 4 lbs/ft2 0.29 lbs/ft2 13.63 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.6 lbs/ft2 0.45 lbs/ft2 3.52 STABLE D
Unvegetated
Underlying Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.97 lbs/ft2 0.22 lbs/ft2 8.85 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.6 lbs/ft2 0.45 lbs/ft2 3.52 STABLE D
Unvegetated
Underlying Straight 5.79 cfs 2.06 ft/s 0.75 ft 0.037 1.97 lbs/ft2 0.22 lbs/ft2 8.85 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99108/show 1/1

PIP11 v1pkilyz
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):
I
Channel Bend Radius:
50 ft
Retarclance 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
IDS75 Protection Type
emporary
IS75BN Protection Type
remporary
Basic Relationships
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/channel-analysis/1 99109/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)
Taup = 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
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation
Phase Mannings N Predicted flow Cross sectional Wetted Hydraulic Flow velocity Fronde Calculated Shear SFP/SFL
I depth (D) area (A) perimeter (P) radius (R) (V) nu I Stress
Unreinforced 0.057 0.67 ft 4.43 ft2 13.38 ft 0.33 ft 2.16 ft/s 0.66 1.24 lbs/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 lbs/ft2 6.5 (SFL)
Substrate
S75BN
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) I Stress
I depth D) area (A perimeter (P) radius (R) I (V)
S75BN 0.033 0.54 ft 2.94 ft2 10.9 ft 0.27 ft 3.26 ft/s 1.11 1.01 lbs/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 lbs/ft2 3.93 (SFL)
Substrate
DS75
Predicted flow I Cross sectional Wetted Hydraulic Flow Fronde Calculated Shear SFP/SFL
Phase Mannings N velocityIn mber(FR) Stress
I depth D) area (A perimeter (P) radius (R) I (V) I
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 lbs/ft2 1.59 (SFP)
0.27 ft 3.26 ft/s 1.11 0.5 lbs/ft2 3.93 (SFL)
https://ecmds.com/project/l 47005/channel-analysis/1 99109/calculations
2/2

2/17/2021
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > SVVALE 23
Name
SVVALE 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 -Cynth i ana 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 Straig ht 9.58 cfs 2.16 ft/s 0.67 ft 0.057 4 lbs/ft2 1.24 lbs/ft2 3.23 STABLE
Vegetation
Underlying Straight 9.58 cfs 2.16 ft/s 0.67 ft 0.057 4 lbs/ft2 0.62 lbs/ft2 6.5 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.6 lbs/ft2 1.01 lbs/ft2 1.59 STABLE D
Unvegetated
Underlying Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.97 lbs/ft2 0.5 lbs/ft2 3.93 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.6 lbs/ft2 1.01 lbs/ft2 1.59 STABLE D
Unvegetated
Underlying Straight 9.58 cfs 3.26 ft/s 0.54 ft 0.033 1.97 lbs/ft2 0.5 lbs/ft2 3.93 STABLE D
Substrate
https://ecmds.com/project/l 47005/channel-analysis/1 99109/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
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
Elev (ft) Section
568.00 1 1 1
567.00
.T.M11110
565.00
564.00
563.00
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
4.00
3.00
2.00
1.00
1 M)

Channel Report
Hydraflow Express Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.
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
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
Elev (ft) Section
573.00 1 1 1
572.50
572.00
571.50
571.00
570.50
1 1 2 3 4 5
6 7
Reach (ft)
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
n r1n

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
IIIMI
n r1n

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
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
= 0.75
= 5.490
= 2.25
= 2.44
= 6.24
= 0.66
= 6.00
= 0.84
Elev (ft) Section
579.00 1 1 1
578.50
578.00
577.50
577.00
1 2 3 4
5 6
Reach (ft)
7 8 9 10
Depth (ft)
1.50
1.00
0.50
IIIMI
n r1n

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
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
Elev (ft) Section
581.00 1 1 1
580.50
579.50
579.00
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
1.50
1.00
0.50
IIIMI
n r1n

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
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
Elev (ft) Section
581.00 1 1 1
580.50
579.50
579.00
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
1.50
1.00
0.50
IIIMI
n r1n

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
IIIMI
1 -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)
Z)OID.UU
582.50
582.00
581.50
581.00
Section
D 2 4 6 8 10
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
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
IIIMI
-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
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
Elev (ft) Section
585.00 1 1 1
584.50
584.00
583.50
583.00
582.50
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
n r1n

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
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
Elev (ft) Section
585.00 1 1 1
584.50
584.00
583.50
583.00
582.50
1 1 2 3 4 5
6 7
Reach (ft)
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
n r1n

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
IIIMI
-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)
Z)OID.UU
582.50
582.00
581.50
581.00
Section
D 2 4 6 8
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)
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
IIIMI
n r1n
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
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
Elev (ft) Section
582.00 1 1 1 1
581.50
581.00
580.50
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
1.50
1.00
0.50
IIIMI
n r1n

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
IIIMI
1 -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
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
Elev (ft) Section
582.00 1 1 1
581.50
581.00
580.50
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
1.50
1.00
0.50
IIIMI
n r1n

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)
= 5.7 9
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
Elev (ft) Section
595.00 1 1 1
594.50
594.00
593.50
593.00
592.50
1 1 2 3 4 5
6 7
Reach (ft)
8 9 10 11 12
Depth (ft)
2.00
1.50
1.00
0.50
n r1n

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
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
Elev (ft) Section
595.00 1 1 1
594.50
594.00
593.50
593.00
592.50
2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
n r1n

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

11111 11-Wilyz
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > 2-1 Slopes
North American Green
5401 St. Wendel -Cynth i ana 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/1 99011 /show 1/1

PIP11 11ANIN
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North Carolina United States
Slope Length:
100
Project Start:
August
Protection Period:
I
Slope Gradient (-H:IV):
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 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 2
4.67
Slope Length Exponent rn I +
0.82
L factor =
1.19
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
8.33
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASI-Bare 0.00595 * RLSK
0.182
ASLMat ASI-Bare * C factor
0.005
Maximum Soil Loss (MSL)
MSLBare ASI-Bare 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 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 2
4.67
Slope Length Exponent rn I +
0.82
L factor =
1.19
RUSLE Variables
North American Green
5401 St. Wendel -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/slope-analysis/1 99011 /calculations 1/2

Oft IIANIN
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
ASI-Bare 0.00595 RLSK
0.182
ASI-Mat ASI-Bare C factor
0.005
Maximum Soil Loss (MSL)
IVISI-Bare ASI-Bare 1.73
0.318
MSLMat IVISI-Bare 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 (sin 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 0.5
4.67
Slope Length Exponent rn I +
0.82
L factor =
1.12
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.85
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASI-Bare 0.00595 RLSK
0.817
ASI-Mat ASI-Bare C factor
0.016
Safety Factor (SF)
SF = SLT / MSLMat 1.835
https://ecmds.com/project/l 47005/slope-analysis/1 99011 /calculations 2/2

11111 11-Wilyz
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > 2.5-1 Slopes
North American Green
5401 St. Wendel -Cynth i ana 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/1 99013/show 1/1

PIP11 11ANIN
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North Carolina United States
Slope Length:
100
Project Start:
August
Protection Period:
I
Slope Gradient (-H:IV):
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 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 2
4.32
Slope Length Exponent rn I +
0.81
L factor =
1.22
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
7.01
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASI-Bare 0.00595 * RLSK
0.153
ASLMat ASI-Bare * C factor
0.005
Maximum Soil Loss (MSL)
MSLBare ASI-Bare 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 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 2
4.32
Slope Length Exponent rn I +
0.81
L factor =
1.22
RUSLE Variables
North American Green
5401 St. Wendel -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/slope-analysis/1 99013/calculations 1/2

Oft IIANIN
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
ASI-Bare 0.00595 RLSK
0.153
ASI-Mat ASI-Bare C factor
0.005
Maximum Soil Loss (MSL)
IVISI-Bare ASI-Bare 1.73
0.266
MSLMat IVISI-Bare 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 (sin 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 0.5
4.32
Slope Length Exponent rn I +
0.81
L factor =
1.14
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
6.52
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASI-Bare 0.00595 RLSK
0.679
ASI-Mat ASI-Bare C factor
0.014
Safety Factor (SF)
SF = SLT / MSLMat 2.208
https://ecmds.com/project/l 47005/slope-analysis/1 99013/calculations 2/2

11111 11-Wilyz
NORTH
AMERICAN
GREEN
SLOPE ANALYSIS
> > > 3-1 Slopes
North American Green
5401 St. Wendel -Cynth i ana 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/1 99014/show 1/1

PIP11 11ANIN
NORTH
AMERICAN
GREEN
ANALYSIS COMPUTATIONS
> > > > View Computation
Project Parameters
Project Location:
Charlotte, North Carolina United States
Slope Length:
100
Project Start:
August
Protection Period:
I
Slope Gradient (-H:IV):
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 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 2
4.02
Slope Length Exponent rn I +
0.8
L factor =
1.24
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.96
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.03
Soil Loss Tolerance (SLT):
0.25
Average Soil Loss
ASI-Bare 0.00595 * RLSK
0.13
ASLMat ASI-Bare * C factor
0.004
Maximum Soil Loss (MSL)
MSLBare ASI-Bare 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 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 2
4.02
Slope Length Exponent rn I +
0.8
L factor =
1.24
RUSLE Variables
North American Green
5401 St. Wendel -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/slope-analysis/1 99014/calculations 1/2

Oft IIANIN
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
ASI-Bare 0.00595 RLSK
0.13
ASI-Mat ASI-Bare C factor
0.004
Maximum Soil Loss (MSL)
IVISI-Bare ASI-Bare 1.73
0.225
MSLMat IVISI-Bare 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 (sin 0 0.0896) [3.0(sin 0) 0.8 + 0.56] 0.5
4.02
Slope Length Exponent rn I +
0.8
L factor =
1.14
RUSLE Variables
Soil Erodibility Factor:
0.1
Slope length & Gradient Factor (LS Factor):
5.5
Periodic Rainfall Factor (R Factor):
36.75
Annual Rainfall Factor:
175
Cover Factor (C Factor):
0.02
Soil Loss Tolerance (SLT):
0.03
Average Soil Loss
ASI-Bare 0.00595 RLSK
0.573
ASI-Mat ASI-Bare C factor
0.011
Safety Factor (SF)
SF = SLT / MSLMat 2.616
https://ecmds.com/project/l 47005/slope-analysis/1 99014/calculations 2/2

EROSION CONTROL CALCULATIONS
CRESSWIND WESLEY CHAPEL — PHASE 02
SECTION 3
Rip RAP OUTLET PROTECTION
W-111"Iflolly
Fq THOMAS & 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, D,) (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 d5o rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the apron width at the pipe outlet, the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft-)
0.3
Minimum apron length, La (ft-)
10
Apron width at pipe outlet (ft.)
3
!1
,Apron shape
W=Do+La
0 +.. a
Apron width at outlet end (ft.)
11
5
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dm�,, = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dm,�,
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.

from a round pipe flowing full, minimum
I
Bill
. . . L - 'L ' ' ' ' IL . I - 'L i ' I I i I 1 10
3 5 1 20 50 100 203 500 10DO
Discharge (ft3/sec)
Curves may not be extrapolated
Figure 8.06a DLsign of ou!k.,t protection protection from a round pipe flowing full, minimum tailwalor condition (T. < 0.5 diameter)
Rev. 1113 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
Step 2.
Step 3.
Step 4.
reliable flood stage elevations show otherwise.
Rational Method for Flow
Total Drainage Area (Acres):
4.2
Outlet pipe diameter, D,) (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
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d5o rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the apron width at the pipe outlet, the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft-)
0.3
Minimum apron length, La (ft-)
10
Apron width at pipe outlet (ft.)
3
!1
,Apron shape
W=Do+La
0 +.. a
Apron width at outlet end (ft.)
11
5
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dm�,, = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dm,�,
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.

from a round pipe flowing full, minimum
3),
Outlet W � 00 + La
pipe T-
diameter jDo)
-:�7.�i I Wd �te r - 0. 5DO
7Q......
1 -1 ---- F-T
24t
F-221
W
2
C3-
T
S
C1
Co
Ln
'0
. . . . I j I ' I 'L i I I I I I— I I [ I I " 0
3 5 10 20 50 100 200 500 NDO
Discharge (ft3 /sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protecbon protection from a round pipe flowing full. minimum tailwater condition (T. < 0.5 diameter)
Rev. 1"3 8.06.3
3

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, D,) (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 d5o rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the apron width at the pipe outlet, the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft-)
0.5
Minimum apron length, La (ft-)
30
Apron width at pipe outlet (ft.)
I I
;!!!1
,Apron shape
W=Do+La
0 +.. a
Apron width at outlet end (ft.)
34
8
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dm�,, = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dm,�,
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 &I
z:�Irjjlwater 0.5Do
- 1%
N%INI
IQV%
6
I 4W
(D
2 tj
(n
CIL
C>
I L I I I 1 10
L
3 5 ir. 20 5� 50 2DO 500 10DO
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Dcsign Of OutWt protectioon protection Irom a round pipe flowing full, minimum tailwaler condition (T. < 0.5 dameter)
Rev. 1"3 8.06.3

6/1/2021
NORTH
AMERICAN
GREEN
SPILLWAY ANALYSIS
> > > Wet Pond 03 - Emergency-�ipillway
ECMDS 7.0
Name
VVet 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)
Unreinforced Vegetation
- Class C - Mix (Sod & Bunch) - Good 65-79%
North American Green
5401 St. Wendel -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Marmings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
Unreinforced Straight 10 Cfs 0.69 ft/s 0.29 ft 0.093 4 lbs/ft2 0. 18 lbs/ft2 22.15 STABLE
Vegetation
Underlying Straight 10 Cfs 0.69 ft/s 0.29 ft 0.093 22.88 lbs/ft2 0. 18 lbs/ft2 128.14 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Marmings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
S75BN Straight 10 Cfs 1. 15 ft/s 0.17 ft 0.04 1.6 lbs/ft2 0. 11 lbs/ft2 14.71 STABLE D
Unvegetated
Underlying Straight 10 Cfs 1. 15 ft/s 0.17 ft 0.04 1.97 lbs/ft2 0. 11 lbs/ft2 18.26 STABLE D
Substrate
DS75
Phase Reach Discharge Velocity Normal Marmings N Permissible Calculated y Remarks Staple
ss I Safet rn
Depth Shear Stress � Shear Stre Factor I
DS75 Straight 10 Cfs 1. 15 ft/s 0.17 ft 0.04 1.6 lbs/ft2 0. 11 lbs/ft2 14.71 STABLE D
Unvegetated
Underlying Straight 10 Cfs 1. 15 ft/s 0.17 ft 0.04 1.97 lbs/ft2 0. 11 lbs/ft2 18.26 STABLE D
Substrate
https://ecmds.com/project/l 47005/spillway-analysis/1 99020/show 1/1

11-yJ FNIN
1:1618193vall
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):
I
Retarclance 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
A 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 : I V)
ZR = Right side bank slope (H : I V)
P Wetted perimeter, ft (m) = B + ZL * D + ZR * D
R Hydraulic radius, ft (m) = A/ P
V Flow velocity, ft/s (m/s) = Q / A
Where:
Q — Channel discharge, cfs (cms)
Taua Average bed shear stress, psf (Pa) = 62.4 * R SO
Where:
SO = Gradient of channel, ft/ft (m/m)
Tauo = Maximum bed shear stress, psf (Pa) = 62.4 D * So
Unvegetated Conditions Computations:
n = Manning's n = a * Tauab
gnd (iterativelyaolved).
n = 1.486 / Q * A R(2/3 )SOO,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 -Cynth i ana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
https://ecmds.com/project/l 47005/spillway-analysis/1 99020/calculations 1/2

6/1/2021 ECMDS 7.0
Where:
TauT = Permissible shear stress from testing, psf (Pa)
Taup = 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
ISFL = Factor of safety of installed liner = Taup / Taua
Vegetated Computations:
n = Manning's n = alpha * Cn* Taua-0.4
gnd (iterativelyaolved).
n - 1.486 / Q * A * R(2/3)Soo'
Where:
alpha = Unit conversion constant, 0.213 English, 1.0 Metric
Cn = Vegetation retarclance coefficient
SFP = Product factor of safety = TaUTV/ Tauo
Where:
TaUTV = Permissible shear stress from testing, psf (Pa)
Taup= In place permissible shear, psf (Pa) = Taus/ (I - 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
I I
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 65-79%
Phase Marmings N Predicted flow Cross sectional wetted Hydraulic Flow velocity Froude Calculated Shear
I depth (D) I area (A) I perimeter 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 lbs/ft2 22.15 (SFQ
Vegetation
Underlying 0.093 0.29 ft 14.47 ft2 50.58 ft 0.29 ft 0.69 ft/s 0.23 0.18 lbs/ft2 128.14 (SFQ
Substrate
S75BN
Phase Marmings N Predicted flow Cross sectional wetted Hydraulic Flow velocity Froude Calculated Shear
I depth (D) I area (A) I perimeter 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 lbs/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 lbs/ft2 18.26 (SFQ
Substrate
DS75
Phase Marmings N Predicted flow Cross sectional wetted Hydraulic Flow velocity Froude Calculated Shear
I depth (D) I area (A) I perimeter radius (R) (V) � number (FR) Stress
DS75 0.04 0. 17 ft 8.72 ft2
Unvegetated
Underlying 0.04 0. 17 ft 8.72 ft2
Substrate
50.35 ft 0. 17 ft 1. 15 ft/s 0.49 0.11 lbs/ft2 14.71 (SFP)
50.35 ft 0. 17 ft 1. 15 ft/s 0.49 0.11 lbs/ft2 18.26 (SFQ
https://ecmds.com/project/l 47005/spillway-analysis/1 99020/calculations
2/2

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
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, D,) (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
Based on the tailwater conditions determined in Step 1, enter Figure 8.06a or Figure 8.06b
and determine the d5o rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the apron width at the pipe outlet, the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft-)
0.7
Minimum apron length, La (ft-)
22
Apron width at pipe outlet (ft.)
I I
;!!!1
,Apron shape
W=Do+La
0 +.. a
Apron width at outlet end (ft.)
26
8
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dm�,, = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dm,�,
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.

from a round pipe flowing full, minimum
foal
Off,
"Mi
I IMM
1111HIIII.-I
HIM
map
oil
Curves may not be extrapolated
Figure 8.06a DLsign of ou!k.,t protection protection from a round pipe flowing full, minimum tailwalor condition (T. < 0.5 diameter)
Rev. 1113 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, D,) (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 d5o rip rap size and minimum apron length (La). The d50 size is the median
stone size in a well -graded rip rap apron.
Determine the apron width at the pipe outlet, the apron shape, and the apron width at the
outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Riprap d50, (ft-)
0.3
Minimum apron length, La (ft-)
10
Apron width at pipe outlet (ft.)
3
!1
,Apron shape
W=Do+La
0 +.. a
Apron width at outlet end (ft.)
11
5
* * - Minimum Apron Length Is 10 Feet per CLDS 20.23
Determine the maximum Stone Diameter. Dm�,, = 1.5 X d50
Determine the Apron Thickness, Ta = 1.5 X dm,�,
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.

on from a round i e flowin full minimuru
N
eodoo
'.0
jr-.,
lip
11A, I III
,11 Ili-mi;u-1111iii III,, won lip,
IPA
41111 Ills
011
HIM
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe tlowing full, minimum tailwaler condition (T� � 0.5 diameter)
Rev. 12,93 8.06.3

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION4
BASINS
W-111"llifily
Fq THOMAS & HUTTON

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 01
Selection of Sediment Control Measure Legend
�� I (IN/HR) A (ACRES)
3.07 Total Drainage Area User entry 0.6 8 3.07 14.74 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
3.07 Disturbed Area (Acres)
14.74 Peak Flow from 1 0-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 01
Okay
3.07 Disturbed Area (Acres)
14.74 Peak Flow from 1 0-year Storm (cfs)
5,526 Required Volume ft3
4,789 Required Surface Area ft2
48.9 Suggested Width ft
97.9 Suggested Length ft
40 Trial Top Width at Spillway Invert ft
120 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)
22 Bottom Width ft
102 Bottom Length ft
2,244 Bottom Area ft2
10,404 Actual Volume ft3 Okay
4,800 Actual Surface Area ft2 Okay
3 Trial Weir Length ft
1.5 Trial Depth of Flow ft
16.5 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
I
3.01 Dewatering Time (days)
2
Suggest about 3 days
2.5
4
5
6
8
�

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 02
Selection of Sediment Control Measure Legend
�� I (IN/HR) A (ACRES)
4.24 Total Drainage Area User entry 0.6 8 4.24 20.35 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
4.24 Disturbed Area (Acres)
20.35 Peak Flow from 1 0-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 1 0-year Storm (cfs)
7,632 Required Volume ft3
6,614 Required Surface Area ft2
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 ft2
17,424 Actual Volume ft3 Okay
7,500 Actual Surface Area ft2 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
I
2.02 Dewatering Time (days)
2
Suggest about 3 days
2.5
4
5
6
8
�

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 03
Selection of Sediment Control Measure Legend
�� I (IN/HR) A (ACRES)
8.66 Total Drainage Area User entry 0.6 8 8.66 41.57 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
8.66 Disturbed Area (Acres)
41.57 Peak Flow from 1 0-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 03
Okay
8.66 Disturbed Area (Acres)
41.57 Peak Flow from 1 0-year Storm (cfs)
15,588 Required Volume ft3
13,510 Required Surface Area ft2
82.2 Suggested Width ft
164.4 Suggested Length ft
70 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)
52 Bottom Width ft
192 Bottom Length ft
9,984 Bottom Area ft2
36,864 Actual Volume ft3 Okay
14,700 Actual Surface Area ft2 Okay
8 Trial Weir Length ft
1.5 Trial Depth of Flow ft
44.1 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
I
2.37 Dewatering Time (days)
2
Suggest about 3 days
2.5
4
5
6
8
�

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 04
Selection of Sediment Control Measure Legend
�� I (IN/HR) A (ACRES)
4.4 Total Drainage Area User entry 0.6 8 4.4 21.12 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
4.4 Disturbed Area (Acres)
21.12 Peak Flow from 1 0-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 04
Okay
4.4 Disturbed Area (Acres)
21.12 Peak Flow from 1 0-year Storm (cfs)
7,920 Required Volume ft3
6,864 Required Surface Area ft2
58.6 Suggested Width ft
117.2 Suggested Length ft
50 Trial Top Width at Spillway Invert ft
470 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)
2 Bottom Width ft
422 Bottom Length ft
844 Bottom Area ft2
94,304 Actual Volume ft3 Okay
23,500 Actual Surface Area ft2 Okay
50 Trial Weir Length ft
0.5 Trial Depth of Flow ft
53.0 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
I
2.10 Dewatering Time (days)
2
Suggest about 3 days
2.5
4
5
6
8
�

27842.0002 Cresswind Phase 2
Erosion Control Calculations Temporary Skimmer Basin 05
Selection of Sediment Control Measure Legend
�� I (IN/HR) A (ACRES)
4.36 Total Drainage Area User entry 0.6 8 4.36 20.93 cfs
Do Not Use Temporary Sediment Trap Calculated Value
Okay Skimmer Basin
Okay Temporary Sediment Basin
4.36 Disturbed Area (Acres)
20.93 Peak Flow from 1 0-year Storm (cfs)
Updated to comply with NPDES Permit Conditions
TGH and BRB 07/03/2012

Temporary Skimmer Basin 05
Okay
4.36 Disturbed Area (Acres)
20.93 Peak Flow from 1 0-year Storm (cfs)
7,848 Required Volume ft3
6,802 Required Surface Area ft2
58.3 Suggested Width ft
116.6 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 ft2
17,424 Actual Volume ft3 Okay
7,500 Actual Surface Area ft2 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
I
2.08 Dewatering Time (days)
2
Suggest about 3 days
2.5
4
5
6
8
�

STORMWATER MANAGEMENT REPORT
CRESSWIND WESLEY CHAPEL - PHASE 02
SECTION 5
EXHIBITS
W-111"llifily
Fq THOMAS & HUTTON

OP
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own
oo
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Pi THOMAS & HUTTON