SW4230701_Design Calculations_20240322

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Project: High Meadows, Sec 2
Project#: 21-202
Submitted: 4/12/2023
Revised : 11/7/2023 and 3/22/2024
Stormwater Design Calculations
The enclosed calculations are for the storm basins and pipe system, outlet protections and swales/ditch
lines and ditch line matting. Calculations are performed using the Rational method for a NOAA data
10Yr storm event.
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3/22/2024

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.2836...
DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
NOAA Atlas 14,Volume 2,Version 3
""°``+ Location name: Kinot, g, North Carolina,USA*
'' '"�
Latitude: 36.2836°, Longitude: -80.3329° milk
Elevation: 1076.85 ft** i �..
a *source:ESRI Maps 3`
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF_tabular I PF_graphical I Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.43 5.28 6.24 6.91 7.72 8.28 8.80 9.28 1 9.84 I 10.2
(4.09-4.81) (4.87-5.76) (5.75-6.79) (6.36-7.51) (7.06-8.40) (7.52-9.01) (7.94-9.59) (8.30-10.1) (8.70-10.8) (8.96-11.3)
10-min 3.54 4.22 4.99 5.53 6.15 6.59 6.99 7.35 7.78 8.06
(3.27-3.85) (3.90-4.60) (4.60-5.44) (5.09-6.01) (5.63-6.69) (5.99-7.18) (6.31-7.62) (6.58-8.04) I (6.88-8.56) 1 (7.06-8.91)
15-min 2.95 3.54 4.21 4.66 5.20 5.56 5.89 6.18 6.53 6.75
(2.72-3.20) (3.27-3.86) (3.88-4.59) (4.29-5.06) (4.75-5.65) (5.06-6.06) (5.32-6.42) (5.54-6.76) (5.77-7.18) (5.90-7.46)
30-min 2.02 2.44 2.99 3.38 3.85 4.19 4.51 4.81 5.19 5.46
(1.87-2.20) (2.26-2.66) (2.76-3.26) (3.11-3.67) (3.52-4.19) (3.81-4.56) (4.07-4.92) (4.31-5.26) (4.59-5.71) (4.78-6.04)
60-min 1.26 1.53 1.92 2.20 2.56 2.84 3.11 3.37 3.73 3.99
1 (1.16-1.37) (1.42-1.67) 1 (1.77-2.09) (2.02-2.39) (2.34-2.79) (2.58-3.09) (2.80-3.39) (3.02-3.69) (3.29-4.10) (3.49-4.41) 1
2-hr 0.752 0.918 1.16 1.34 1.58 1.77 1.97 2.16 2.43 2.64
(0.692-0.823) (0.842-1.00) (1.06-1.27) (1.22-1.46) (1.43-1.73) (1.60-1.94) (1.76-2.15) (1.91-2.37) (2.12-2.68) (2.28-2.93)
3-hr 0.542 0.662 0.834 0.966 1.15 1.28 1.43 1.57 1.77 1.93
(0.498-0.593) (0.609-0.725) (0.766-0.912) (0.884-1.06) (1.04-1.25) (1.16-1.40) (1.27-1.56) (1.39-1.72) (1.54-1.95) (1.66-2.13)
6-hr 0.336 0.408 0.514 0.598 0.713 0.806 0.903 1.00 1.15 1.26
(0.310-0.368) (0.376-0.447) (0.472-0.563) (0.547-0.653)1(0.647-0.779) (0.725-0.880) (0.805-0.985) (0.883-1.10) (0.990-1.26) (1.07-1.39)
12-hr 0.204 0.248 0.313 0.365 0.439 0.500 0.565 0.634 0.734 0.816
(0.187-0.222) (0.228-0.271) (0.287-0.341) (0.334-0.397) (0.398-0.476) (0.449-0.541) (0.503-0.612) (0.556-0.687) (0.631-0.797) (0.690-0.887)
24-hr 0.122 0.148 0.187 0.220 0.266 0.304 0.346 0.390 0.455 0.509
(0.113-0.132) (0.137-0.160) (0.173-0.203) (0.202-0.237) (0.243-0.287) (0.277-0.329) (0.312-0.373) (0.350-0.422) (0.403-0.492) (0.447-0.550)
2-day 0.072 0.087 0.109 I 0.127 0.153 I 0.173 0.195 0.218 0.251 0.278
(0.067-0.078) (0.081-0.094) (0.101-0.118) (0.118-0.137) (0.140-0.164) (0.159-0.186) (0.178-0.210) (0.198-0.235) (0.225-0.271) (0.248-0.302)
3-day 0.051 0.061 0.077 0.090 0.107 0.122 0.137 0.153 0.176 0.195
(0.047-0.055) (0.057-0.066) (0.072-0.083) (0.083-0.096) (0.099-0.115)1(0.112-0.131) (0.125-0.147) (0.139-0.165) (0.158-0.190) (0.174-0.211)
4-day 0.040 0.049 0.061 0.071 0.085 0.096 0.108 0.121 0.139 0.154
(0.038-0.043) (0.045-0.052) (0.057-0.065) (0.066-0.076) (0.078-0.091) (0.088-0.103) (0.099-0.116) (0.110-0.130) (0.125-0.150) (0.137-0.166)
7-day 0.026 0.031 0.039 0.045 0.053 0.059 0.066 0.074 0.084 0.093
(0.025-0.028) (0.029-0.034) (0.036-0.041) (0.042-0.048) (0.049-0.056) (0.055-0.063) (0.061-0.071) (0.068-0.079) (0.076-0.091) (0.083-0.100)
10-day 0.021 0.025 0.030 0.035 0.041 I 0.046 0.051 0.056 0.063 0.069
(0.020-0.022) (0.023-0.027) (0.029-0.032) (0.033-0.037) (0.038-0.043)1(0.042-0.049) (0.047-0.054) (0.051-0.060) (0.058-0.068) (0.062-0.074)
20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.032 0.035 0.038 0.041
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.037) (0.035-0.041) (0.038-0.044)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.025 0.028 0.029
(0.011-0.012) (0.013-0.014) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.029) (0.027-0.031)
45-day 0.010 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 0.023
(0.009-0.010) (0.011-0.012)1(0.013-0.014) (0.014-0.015) (0.016-0.017) (0.017-0.019) (0.018-0.020) (0.019-0.021)1(0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.014-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
1 of 40
1 of 4 1/19/2023,4:58 PM

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.2836...
DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 36.2836°, Longitude: -80.3329°
100.000 , , , , I , I , , I
Average recurrence
interval
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+' — 60-min — 10-day
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a 0.010 - - — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Thu Jan 19 21:58:28 2023
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Maps & aerials
Small scale terrain
2 of 40
2 of 4 1/19/2023,4:58 PM

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.2836...
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DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: ATC Date: 3/19/2024
Checked By: JEB Date: 3/19/2024
Company: Beeson&Carter,PA
Project Name: High Meadows,Sec 2
Project No.: 21-202
Site Location(City/Town) King,NC
Culvert Id. FES1
Total Drainage Area(acres) 2.62
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter,it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,D.(in.) 18
Tailwater depth(in.) 3.6
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 7.17
Velocity(ft./s) 8.10
Step 2. Based on the tailwater conditions determined in step 1,enter Figure
8.06a or Figure 8.06b,and determine d50 riprap size and minimum apron length
(Li). The dS0 size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 10
Apron width at pipe outlet(ft.) 4.5 4.5
Apron shape Swale
Apron width at outlet end(ft.) 11.5 1.5
Step 4. Determine the maximum stone diameter:
d =1.5xd50
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length,L,, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.
7 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: ATC Date: 3/19/2024
Checked By: JEB Date: 3/19/2024
Company: Beeson&Carter,PA
Project Name: High Meadows,Sec 2
Project No.: 21-202
Site Location(City/Town) King,NC
Culvert Id. FES2
Total Drainage Area(acres) 0.87
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter,it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,D.(in.) 18
Tailwater depth(in.) 6.0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 2.4
Velocity(ft./s) 3.87
Step 2. Based on the tailwater conditions determined in step 1,enter Figure
8.06a or Figure 8.06b,and determine d50 riprap size and minimum apron length
(Li). The dS0 size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 10
Apron width at pipe outlet(ft.) 4.5 4.5
Apron shape Swale
Apron width at outlet end(ft.) 11.5 1.5
Step 4. Determine the maximum stone diameter:
d =1.5xd50
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length,L,, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.
8 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: ATC Date: 3/19/2024
Checked By: JEB Date: 3/19/2024
Company: Beeson&Carter,PA
Project Name: High Meadows,Sec 2
Project No.: 21-202
Site Location(City/Town) King,NC
Culvert Id. FES3
Total Drainage Area(acres) 1.09
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter,it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,D.(in.) 18
Tailwater depth(in.) 6.0
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 3.01
Velocity(ft./s) 2.89
Step 2. Based on the tailwater conditions determined in step 1,enter Figure
8.06a or Figure 8.06b,and determine d50 riprap size and minimum apron length
(Li). The dS0 size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 10
Apron width at pipe outlet(ft.) 4.5 4.5
Apron shape Swale
Apron width at outlet end(ft.) 11.5 1.5
Step 4. Determine the maximum stone diameter:
d =1.5xd50
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length,L,, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.
9 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: ATC Date: 3/19/2024
Checked By: JEB Date: 3/19/2024
Company: Beeson&Carter,PA
Project Name: High Meadows,Sec 2
Project No.: 21-202
Site Location(City/Town) King,NC
Culvert Id. FES4
Total Drainage Area(acres) 0.82
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter,it is classified minimum tailwater condition.
If it is greater than half the pipe diameter,it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter,D.(in.) 18
Tailwater depth(in.) 4.8
Minimum/Maximum tailwater? Min TW(Fig.8.06a)
Discharge(cfs) 2.27
Velocity(ft./s) 4.73
Step 2. Based on the tailwater conditions determined in step 1,enter Figure
8.06a or Figure 8.06b,and determine d50 riprap size and minimum apron length
(Li). The dS0 size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet,the apron shape,and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50,(ft.) 0.5
Minimum apron length,La(ft.) 10
Apron width at pipe outlet(ft.) 4.5 4.5
Apron shape Swale
Apron width at outlet end(ft.) 11.5 1.5
Step 4. Determine the maximum stone diameter:
d =1.5xd50
Minimum TW Maximum TW
Max Stone Diameter,dmax(ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness=1.5 x d ,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length,L,, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary(Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive,a plunge pool should be considered,see
page 8.06.8.
10 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 1
Hydrograph type = Rational Peak discharge (cfs) = 5.830
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 2.110 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=1,749(cuft);0.040(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 5.83 (cfs)
11 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 1
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.87
Total Depth (ft) = 2.00 Q (cfs) = 5.830
Area (sqft) = 2.27
Invert Elev (ft) = 1055.00 Velocity (ft/s) = 2.57
Slope (%) = 1.21 Wetted Perim (ft) = 5.50
N-Value = 0.035 Crit Depth, Yc (ft) = 0.75
Top Width (ft) = 5.22
Calculations EGL (ft) = 0.97
Compute by: Known Q
Known Q (cfs) = 5.83
Elev (ft) Section Depth (ft)
1058.00 1 3.00
1057.50 2.50
1057.00 2.00
1056.50 1.50
1056.00 1.00
1055.50 0.50
1055.00 0.00
1054.50 -0.50
0 2 4 6 8 10 12 14 16
12 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 2
Hydrograph type = Rational Peak discharge (cfs) = 1.344
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.490 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.859 Tc by User (min) = 5
IDF Curve = HP IDF Data.IDF Rec limb factor = 1.00
Hydrograph Volume=403(cult);0.009(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 1.34 (cfs)
13 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 2
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.50
Total Depth (ft) = 2.00 Q (cfs) = 1.340
Area (sqft) = 0.75
Invert Elev (ft) = 1055.00 Velocity (ft/s) = 1.79
Slope (%) = 1.21 Wetted Perim (ft) = 3.16
N-Value = 0.035 Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 3.00
Calculations EGL (ft) = 0.55
Compute by: Known Q
Known Q (cfs) = 1.34
Elev (ft) Section Depth (ft)
1058.00 1 3.00
1057.50 2.50
1057.00 2.00
1056.50 1.50
1056.00 1.00
1055.50 0.50
NV
1055.00 0.00
1054.50 -0.50
0 2 4 6 8 10 12 14 16
14 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>FES 1 Downstream
Name FES 1 Downstream
Discharge 7.2
Channel Slope 0.13
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 7.2 cfs 7.1 ft/s 0.34 ft 0.03 3 lbs/ft2 2.72 lbs/ft2 1.1 STABLE E
Unvegetated
Underlying Straight 7.2 cfs 7.1 ft/s 0.34 ft 0.03 2.84 lbs/ft2 1.99 lbs/ft2 1.43 STABLE E
Substrate
SC250 Straight 7.2 cfs 8.1 ft/s 0.3 ft 0.025 10 lbs/ft2 2.47 lbs/ft2 4.04 STABLE E
Reinforced
Vegetation
Underlying Straight 7.2 cfs 8.1 ft/s 0.3 ft 0.025 3 lbs/ft2 1.83 lbs/ft2 1.64 STABLE E
Substrate
15 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 4
Hydrograph type = Rational Peak discharge (cfs) = 2.128
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.770 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=638(cult);0.015(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 2.13 (cfs)
16 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 4
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.40
Total Depth (ft) = 2.00 Q (cfs) = 2.130
Area (sqft) = 0.48
Invert Elev (ft) = 1058.70 Velocity (ft/s) = 4.44
Slope (%) = 10.50 Wetted Perim (ft) = 2.53
N-Value = 0.035 Crit Depth, Yc (ft) = 0.51
Top Width (ft) = 2.40
Calculations EGL (ft) = 0.71
Compute by: Known Q
Known Q (cfs) = 2.13
Elev (ft) Section Depth (ft)
1061.00 2.30
1060.50 1.80
1060.00 1.30
1059.50 0.80
v
1059.00 0.30
1058.50 -0.20
1058.00 -0.70
0 2 4 6 8 10 12 14 16
17 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 5
Hydrograph type = Rational Peak discharge (cfs) = 2.404
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.870 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=721 (cuft);0.017(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 2.40 (cfs)
18 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 5
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.46
Total Depth (ft) = 2.00 Q (cfs) = 2.400
Area (sqft) = 0.63
Invert Elev (ft) = 1055.00 Velocity (ft/s) = 3.78
Slope (%) = 6.10 Wetted Perim (ft) = 2.91
N-Value = 0.035 Crit Depth, Yc (ft) = 0.53
Top Width (ft) = 2.76
Calculations EGL (ft) = 0.68
Compute by: Known Q
Known Q (cfs) = 2.40
Elev (ft) Section Depth (ft)
1058.00 1 3.00
1057.50 2.50
1057.00 2.00
1056.50 1.50
1056.00 1.00
1055.50 0 0.50
1055.00 0.00
1054.50 -0.50
0 2 4 6 8 10 12 14 16
19 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 6
Hydrograph type = Rational Peak discharge (cfs) = 7.050
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.570 Runoff coeff. (C) = 0.65
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=2,115(cult);0.049(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 7.05 (cfs)
20 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 6
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.63
Total Depth (ft) = 2.00 Q (cfs) = 7.050
Area (sqft) = 1.19
Invert Elev (ft) = 1077.91 Velocity (ft/s) = 5.92
Slope (%) = 10.50 Wetted Perim (ft) = 3.98
N-Value = 0.035 Crit Depth, Yc (ft) = 0.81
Top Width (ft) = 3.78
Calculations EGL (ft) = 1.18
Compute by: Known Q
Known Q (cfs) = 7.05
Elev (ft) Section Depth (ft)
1080.00 2.09
1079.50 1.59
1079.00 1.09
1078.50 _ 0.59
1078.00 0.09
1077.50 -0.41
1077.00 -0.91
0 2 4 6 8 10 12 14 16
21 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>DL6
Name DL6
Discharge 7.05
Channel Slope 0.105
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 7.05 cfs 6.8 ft/s 0.59 ft 0.03 3 Ibs/ft2 3.84 lbs/ft2 0.78 UNSTABLE E
Unvegetated
Underlying Straight 7.05 cfs 6.8 ft/s 0.59 ft 0.03 2.84 lbs/ft2 1.82 lbs/ft2 1.56 STABLE E
Substrate
SC250 Straight 7.05 cfs 7.76 ft/s 0.55 ft 0.025 10 lbs/ft2 3.59 lbs/ft2 2.78 STABLE E
Reinforced
Vegetation
Underlying Straight 7.05 cfs 7.76 ft/s 0.55 ft 0.025 3 lbs/ft2 1.7 lbs/ft2 1.76 STABLE E
Substrate
22 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 7
Hydrograph type = Rational Peak discharge (cfs) = 1.271
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.460 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=381 (cult);0.009(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 1.27 (cfs)
23 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 7
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.32
Total Depth (ft) = 2.00 Q (cfs) = 1.270
Area (sqft) = 0.31
Invert Elev (ft) = 1074.49 Velocity (ft/s) = 4.13
Slope (%) = 11.95 Wetted Perim (ft) = 2.02
N-Value = 0.035 Crit Depth, Yc (ft) = 0.41
Top Width (ft) = 1.92
Calculations EGL (ft) = 0.59
Compute by: Known Q
Known Q (cfs) = 1.27
Elev (ft) Section Depth (ft)
1077.00 2.51
1076.50 2.01
1076.00 1.51
1075.50 1.01
1075.00 0.51
1074.50 0.01
1074.00 -0.49
1073.50 -0.99
0 2 4 6 8 10 12 14 16
24 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 8
Hydrograph type = Rational Peak discharge (cfs) = 2.266
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.820 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=680(cuft);0.016(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 2.27 (cfs)
25 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 8
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.40
Total Depth (ft) = 2.00 Q (cfs) = 2.270
Area (sqft) = 0.48
Invert Elev (ft) = 1064.23 Velocity (ft/s) = 4.73
Slope (%) = 11.95 Wetted Perim (ft) = 2.53
N-Value = 0.035 Crit Depth, Yc (ft) = 0.52
Top Width (ft) = 2.40
Calculations EGL (ft) = 0.75
Compute by: Known Q
Known Q (cfs) = 2.27
Elev (ft) Section Depth (ft)
1067.00 2.77
1066.50 2.27
1066.00 1.77
1065.50 1.27
1065.00 0.77
.r
1064.50 0.27
1064.00 -0.23
1063.50 -0.73
0 2 4 6 8 10 12 14 16
26 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 9
Hydrograph type = Rational Peak discharge (cfs) = 3.012
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.090 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=904(cult);0.021 (acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 3.01 (cfs)
27 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 9
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.58
Total Depth (ft) = 2.00 Q (cfs) = 3.010
Area (sqft) = 1.01
Invert Elev (ft) = 1046.69 Velocity (ft/s) = 2.98
Slope (%) = 2.89 Wetted Perim (ft) = 3.67
N-Value = 0.035 Crit Depth, Yc (ft) = 0.58
Top Width (ft) = 3.48
Calculations EGL (ft) = 0.72
Compute by: Known Q
Known Q (cfs) = 3.01
Elev (ft) Section Depth (ft)
1049.00 2.31
1048.50 1.81
1048.00 1.31
1047.50 0.81
v _
1047.00 0.31
1046.50 -0.19
1046.00 -0.69
0 2 4 6 8 10 12 14 16
28 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 10
Hydrograph type = Rational Peak discharge (cfs) = 2.100
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.760 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=630(cuft);0.014(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 2.10 (cfs)
29 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 10
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.51
Total Depth (ft) = 2.00 Q (cfs) = 2.100
Area (sqft) = 0.78
Invert Elev (ft) = 1046.69 Velocity (ft/s) = 2.69
Slope (%) = 2.89 Wetted Perim (ft) = 3.23
N-Value = 0.035 Crit Depth, Yc (ft) = 0.50
Top Width (ft) = 3.06
Calculations EGL (ft) = 0.62
Compute by: Known Q
Known Q (cfs) = 2.10
Elev (ft) Section Depth (ft)
1049.00 2.31
1048.50 1.81
1048.00 1.31
1047.50 0.81
v
1047.00 0.31
1046.50 -0.19
1046.00 -0.69
0 2 4 6 8 10 12 14 16
30 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 11
Hydrograph type = Rational Peak discharge (cfs) = 2.321
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.840 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 6.908 Tc by User (min) = 5
IDF Curve = High Meadows.IDF Rec limb factor = 1.00
Hydrograph Volume=696(cuft);0.016(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 5 10
Time (min)
Runoff Hyd - Qp = 2.32 (cfs)
31 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Mar 22 2024
DL 11
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.53
Total Depth (ft) = 2.00 Q (cfs) = 2.320
Area (sqft) = 0.84
Invert Elev (ft) = 1046.69 Velocity (ft/s) = 2.75
Slope (%) = 2.89 Wetted Perim (ft) = 3.35
N-Value = 0.035 Crit Depth, Yc (ft) = 0.52
Top Width (ft) = 3.18
Calculations EGL (ft) = 0.65
Compute by: Known Q
Known Q (cfs) = 2.32
Elev (ft) Section Depth (ft)
1049.00 2.31
1048.50 1.81
1048.00 1.31
1047.50 0.81
1047.00 0.31
1046.50 -0.19
1046.00 -0.69
0 2 4 6 8 10 12 14 16
32 of 40
Reach (ft)

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>FES 6 Downstream
Name FES 6 Downstream
Discharge 3
Channel Slope 0.208
Channel Bottom Width 4
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 3 cfs 5.21 ft/s 0.13 ft 0.031 3 lbs/ft2 1.7 lbs/ft2 1.77 STABLE E
Unvegetated
Underlying Straight 3 cfs 5.21 ft/s 0.13 ft 0.031 2.84 lbs/ft2 1.54 lbs/ft2 1.84 STABLE E
Substrate
SC250 Straight 3 cfs 5.73 ft/s 0.12 ft 0.027 10 Ibs/ft2 1.56 Ibs/ft2 6.42 STABLE E
Reinforced
Vegetation
Underlying Straight 3 cfs 5.73 ft/s 0.12 ft 0.027 3 lbs/ft2 1.43 lbs/ft2 2.1 STABLE E
Substrate
33 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
>>>FES 7 Downstream
Name FES 7 Downstream
Discharge 2.3
Channel Slope 0.186
Channel Bottom Width 4
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class D 2-6 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Sandy Loam(GM)
SC250
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC250 Straight 2.3 cfs 4.43 ft/s 0.12 ft 0.033 3 lbs/ft2 1.38 Ibs/ft2 2.17 STABLE E
Unvegetated
Underlying Straight 2.3 cfs 4.43 ft/s 0.12 ft 0.033 2.84 lbs/ft2 1.27 lbs/ft2 2.25 STABLE E
Substrate
SC250 Straight 2.3 cfs 4.78 ft/s 0.11 ft 0.029 10 Ibs/ft2 1.29 Ibs/ft2 7.78 STABLE E
Reinforced
Vegetation
Underlying Straight 2.3 cfs 4.78 ft/s 0.11 ft 0.029 3 lbs/ft2 1.18 lbs/ft2 2.53 STABLE E
Substrate
34 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
41 ROLLMAXTM
(� ROLLED EROSION CONTROL
-1
Specification Sheet = -
VMax® SC250® Turf Reinforcement Mat '= -' *r ..
DESCRIPTION Index Property Test Method Typical
The composite turf reinforcement mat(C-TRM)shall be a ma-
chine-produced mat of 70%straw and 30%coconut fiber matrix Thickness ASTM D6525 0.62 in.
(15.75 mm)
incorporated into permanent three-dimensional turf reinforce-
ment matting.The matrix shall be evenly distributed across the Resiliency ASTM 6524 95.2%
entire width of the matting and stitch bonded between a heavy Density ASTM D792 0.891 g/cm3
duty UV stabilized nettings with 0.50 x 0.50 inch(1.27 x 1.27 cm)
openings,an ultra heavy UV stabilized,dramatically corrugated Mass/Unit Area ASTM 6566 16.13 oz/sy
(crimped)intermediate netting with 0.5 x 0.5 inch(1.27 x 1.27 cm) (548 g/sm)
openings,and covered by an heavy duty UV stabilized nettings ASTM D4355/
UV Stability 1000 HR 80%
with 0.50 x 0.50 inch(1.27 x 1.27 cm)openings.The middle
corrugated netting shall form prominent closely spaced ridges Porosity ECTC Guidelines 99%
across the entire width of the mat.The three nettings shall be
stitched together on 1.50 inch(3.81cm)centers with UV stabilized Stiffness ASTM D1388 222.65 oz-in.
polypropylene thread to form permanent three-dimensional turf
reinforcement matting.All mats shall be manufactured with Light Penetration ASTM D6567 4.1%
a colored thread stitched along both outer edges as an overlap
guide for adjacent mats. Tensile Strength-MD ASTM D6818 709 lbs/ft
(10.51 kN/m)
The SC250 shall meet Type 5A,5B,and 5C specification require Elongation-MD ASTM D6818 23.9%
ments established by the Erosion Control Technology Council
(ECTC)and Federal Highway Administration's(FHWA) FP-03 Tensile Strength-TD ASTM D6818 712 lbs/ft
Section 713.18 (10.56 kN/m)
Material Content Elongation-TD ASTM D6818 36.9%
70%Straw Fiber 0.35 lb/sq yd Biomass Improvement ASTM D7322 441%
Matrix (0.19 kg/sm)
30%Coconut Fiber 0.15 lbs/sq yd
(0.08 kg/sm)
Top and Bottom,UV-Stabilized 5 lb/1000 sq ft Design Permissible Shear Stress
Polypropylene (2.44 kg/100 sm) Short Duration Long Duration
Netting
Middle,Corrugated UV-Stabilized 24lb/1000 sf
Polypropylene (11.7 kg/100 sm) Phase 1:Unvegetated 3.0 psf(144 Pa) 2.5 psf(120 Pa)
Thread Polypropylene,UV Stable Phase 2:Partially Veg. 8.0 psf(383 Pa) 8.0 psf(383 Pa)
Phase 3:Fully Veg. 10.0 psf(480 Pa) 8.0 psf(383 Pa)
Standard Roll Sizes Unvegetated Velocity 9.5 fps(2.9 m/s)
Width 6.5 ft(2.0 m) 8 ft(2.44m) Vegetated Velocity 15 fps(4.6 m/s)
Length 55.5 ft(16.9 m) 90 ft(27.4 m)
Weight 10% 34 lbs(15.42 kg) 70 lbs(31.8 kg)
Area 40 sq yd(33.4 sm) 80 sq.yd.(66.8 sm)
35 of 40

DocuSign Envelope ID:43302690-E228-496D-874F-06804A8E495C
Slope Design Data: C Factors Roughness Coefficients-Unveg.
Slope Gradients(5) Flow Depth Manning's n
Slope Length(L) <_3:1 3:1-2.1 >_2:1 <0.50 ft(0.15 m) 0.040
<_20 ft(6 m) 0.0010 0.0209 0.0507 0.50-2.0 ft 0.040-0.012
20-50 ft 0.0081 0.0266 0.0574 >_2.0 ft(0.60 m) 0.011
_>SO ft(15.2 m) 0.0455 0.0555 0.081
N 0 RTH Western Green ©2019,North American Green is a registered trademark from Western Green.Certain
4609 E.Boonville New Harmony Rd. products and/or applications described or illustrated herein are protected under one or more
AMERICAN Evansville,IN47725 U.ScationsmayalUS.pt.Tradatents aarkrire ghs, lsoapplyia indicnedthetsanFpatent
applications may also exist.Trademark rights also apply as indicated herein.Final
determination of the suitability of any information or material for the use contemplated,and
GREEN' 800-7 nagreen.com its manner of use,is the sole responsibility of the user.Printed in the U.S.A.
800-772-2040
EC_RMX_MPDS_VMSC2S0_1.19
36 of 40

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