SW3220304_Stormwater Report_20220323

Charlotte
Raleigh
ColeJenest
& Stone
Shaping the Environment
Realizing the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street, Suitd400
Charlotte, North Carolina28202
p+704 376 1555 f+ 704 376 7851
url+ www.colejenesf3tone.com
Aldi East Spencer
In -bound Traffic Improvements
CJS # 4773
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
DATE: 02.17.2022
REV.-
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i►��`�02/11 /2022

CJS Project No. 4773
Issued: 02.11.22
Page 1 of 1
Aldi East Spencer In -bound Traffic Improvements
Project Narrative
Aldi, Inc, currently operates a distribution warehouse facility at 1985 Old Union Church Road in East
Spencer, NC. The original warehouse facility was constructed in 2000 with subsequent building
additions and site modifications in 2007. No permanent stormwater control measures were included
with previous construction and none currently exist on the property. The site encompasses roughly 273
acres and splits two major drainage basins with roughly 170 acres draining to Town Creek and 103 acres
draining to Crane Creek, both Class C waters. The existing built upon area within the property measures
approximately 25.5 acres, or 9.3% impervious. Accordingly, the site generally qualifies as low density
under stormwater rules. The current project will add improvements to aid in in -bound truck traffic
management (stacking and parking areas) along with employee and contractor parking. In total, the
proposed improvements will add approximately 6.2 acres of new built -upon area. For purposes of
stormwater permitting, the site should continue to qualify as low density based on the following:
Project Density = 6.2 acres / (273.3 acres — 25.5 acres) = 2.5%
In compliance with low density design requirements, the new driveway and parking areas have been
designed either without curb and gutter (except at required tree islands) or with regularly -spaced curb
cuts to allow stormwater runoff to sheet drain overland through existing vegetated areas or discharge to
new grass swales to the extent practical. All proposed construction and stormwater outfalls will occur at
least 300 LF upland of any existing surface waters and will drain through existing vegetated buffers that
are to remain. Grass swales and stormwater outfalls have been designed to convey the 10-year design
runoff in a non -erosive manner as documented in the attached calculations.

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Soil Map —Rowan County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2 percent
22.0
7.7%
slopes, frequently flooded
DoB
Dorian fine sandy loam, 2 to 6
12.4
4.3%
percent slopes, rarely
flooded
EnB
Enon fine sandy loam, 2 to 8
24.5
8.5%
percent slopes
EnC
Enon fine sandy loam, 8 to 15
24.3
8.5%
percent slopes
LcD
Lloyd loam, 15 to 25 percent
9.2
3.2%
slopes
LdB2
Lloyd clay loam, 2 to 8 percent
63.9
22.3%
slopes, moderately eroded
McB2
Mecklenburg clay loam, 2 to 8
64.3
22.4%
percent slopes, moderately
eroded
McC2
Mecklenburg clay loam, 8 to 15
30.1
10.5%
percent slopes, moderately
eroded
PaB
Pacolet sandy loam, 2 to 8
3.5
1.2%
percent slopes
PxC
Poindexter -Rowan complex, 8
0.3
0.1 %
to 15 percent slopes
PxD
Poindexter -Rowan complex,
27.1
9.4%
15 to 25 percent slopes
SeB
Sedgefield fine sandy loam, 1
5.1
1.8%
to 6 percent slopes
Ud
Udorthents, loamy
0.5
0.2%
Totals for Area of Interest
287.1
100.0%
USDA Natural Resources Web Soil Survey 12/9/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

NOAA Atlas 14, Volume 2, Version 3
Location name: Salisbury, North Carolina, USA* Mt
Latitude: 35.6793°, Longitude:-80.407°
Elevation: 693.91 ft**
*source: ESRI Maps
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/hourp
Average recurrence interval (years)
Duration
1 1 1 100
1 2 5 10 25 50 100 200 500 1000
5-min
4.63
5.47
6.38
7.01
7.70
8.16
8.56
8.88
9.23
9.44
(4.26-5.03)
(5.05-5.96)
(5.88-6.94)
1 (7.04-8.34)
1 (7.42-8.84)
1 (7.74-9.28)
1 (7.99-9.65)
1 (8.22-10.0)
1 (8.35-10.3)
3.70
4.38
5.11
5.60
6.14
6.49
6.80
7.04
7.30
7.43
10-min
(3.41-4.01) 11
(4.04-4.76)
(4.70-5.56)
(5.15-6.08)
11 (5.61-6.65)
1 (5.91-7.04)
1 (6.15-7.37)
1 (6.34-7.64)
1 (6.50-7.94)
1 (6.57-8.11)
3.08
3.67
4.31
4.73
5.18
5.48
5.73
5.92
6.12
6.22
15-min
(2.84-3.34) 11
(3.38-3.99)
1 (4.74-5.62)
(4.99-5.94)
1 (5.18-6.21)
1 (5.33-6.43)
1 (5.46-6.66)
1 (5.50-6.78)
2.11
2.53
3.06
3.43
3.84
4.13
4.39
4.61
4.87
5.04
30-min
(1.95-2.29)1
(2.34-2.76) 11
(2.82-3.33)
11 (3.14-3.71)
11 (3.51-4.16)
1 (3.75-4.47)
1 (3.97-4.76)
1 (4.15-5.01)
1 (4.34-5.30)
1 (4.45-5.49)
1.32
1.59
1.96
2.23
2.56
2.80
3.02
3.23
3.50
3.68
60-min
(1.21-1.43)
(1.47-1.73)
(1.81-2.13)
1 (2.34-2.77)
1 (2.54-3.03)
1 (2.73-3.28)
1 (2.91-3.51)
1 (3.12-3.80)
1 (3.25-4.01)
0.759
F 0.918
1.14
1.31
1.52
1.68
1.83
1.98
2.17
2.30
2-hr
(0.698-0.826)
(0.844-1.00)
1 (1.38-1.65)
(1.52-1.82)
1 (1.65-1.99)
1 (1.77-2.15)
1 (1.91-2.36)
1 (2.02-2.52)
0.538
0.650
0.812
0.932
1.09
111
1.33
1.45
1.61
1.72
3-hr
(0.495-0.587)
(0.599-0.710)
(0.746-0.885)
(0.854-1.01)
(0.993-1.18)
1 (1.10-1.32)
1 (1.20-1.44)
1 (1.29-1.57)
1 (1.41-1.74)
1 (1.50-1.87)
0.327
0.394
0.491
0.566
0.666
0.744
F 0.822
F 0.901
1.01
1.09
6-hr
(0.301-0.357)
(0.363-0.430)
(0.451-0.536)
(0.519-0.616)
(0.606-0.723)
(0.673-0.807)
(0.737-0.891)
(0.799-0.976)
1 (0.880-1.09)
1 (0.938-1.18)
0.191
0.230
0.288
0.334
0.397
0.446
0.497
0.549
0.620
0.674
12-hr
(0.176-0.209)
(0.212-0.252)
(0.265-0.315)
(0.307-0.365)
(0.360-0.431)
(0.402-0.483)
(0.444-0.537)
(0.485-0.592)
(0.538-0.668)
(0.577-0.727)
0.115
0.139
0.174
0.201
0.239
0.268
0.298
0.330
0.372
0.405
24-hr
(0.107-0.123)
(0.130-0.149)
(0.162-0.186)
(0.188-0.216)
(0.222-0.256)
(0.249-0.288)
(0.276-0.320)
(0.304-0.353)
(0.341-0.399)
(0.370-0.435)
0.067
0.080
0.100
0.115
0.135
0.152
0.168
0.185
0.208
0.226
2-day
(0.062-0.071)
(0.075-0.086)
(0.093-0.107)
(0.107-0.123)
(0.126-0.145)
(0.141-0.162)
(0.156-0.180)
(0.171-0.198)
(0.191-0.222)
(0.207-0.242)
0.047
0.057
0.070
0.081
0.095
0.106
0.118
0.130
0.146
0.158
3-day
(0.044-0.050)
(0.053-0.061)
(0.066-0.075)
(0.076-0.086)
(0.089-0.101)
(0.099-0.114)
(0.109-0.126)
(0.120-0.139)
(0.134-0.156)
(0.145-0.169)
0.038
0.045
0.055
0.064
0.075
0.084
0.093
0.102
0.115
0.124
4-day
(0.035-0.040)
(0.042-0.048)
(0.052-0.059)
(0.060-0.068)
(0.070-0.080)
(0.078-0.089)
(0.086-0.099)
(0.094-0.109)
(0.106-0.123)
(0.114-0.133)
0.025
0.030
0.036
0.041
0.048
0.053
0.059
0.065
0.072
0.078
7-day
(0.023-0.026)
(0.028-0.031)
(0.034-0.038)
(0.039-0.043)
(0.045-0.051)
(0.050-0.057)
(0.055-0.063)
(0.060-0.069)
(0.067-0.077)
(0.072-0.084)
0.020
0.023
0.028
0.032
0.037
0.041
0.045
0.049
0.054
0.058
10-day
(0.019-0.021)
(0.022-0.025)
(0.027-0.030)
(0.030-0.034)
(0.035-0.039)
(0.038-0.043)
(0.042-0.047)
(0.046-0.051)
(0.050-0.057)
(0.054-0.062)
0.013
0.016
0.018
0.021
0.024
0.026
0.028
0.031
0.034
0.037
20-day
(0.013-0.014)
(0.015-0.016)
(0.018-0.019)
(0.020-0.022)
(0.022-0.025)
(0.025-0.027)
(0.027-0.030)
(0.029-0.033)
(0.032-0.036)
(0.034-0.039)
0.011
0.013
0.015
0.017
0.019
0.020
0.022
0.023
0.026
0.027
30-day
(0.010-0.011)
(0.012-0.013)
(0.014-0.016)
(0.016-0.017)
(0.018-0.020)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.029)
0.009
0.011
0.012
0.013
0.015
0.016
0.017
0.018
0.020
0.021
45-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.019-0.021)
(0.020-0.022)
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.017
60-day
(0.008-0.009)
(0.009-0.010)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
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.
Back to Top
PF graphical

Hydraulic Analysis Report
Project Data
Project Title: 4773 - Aldi
Designer:
Project Date: Wednesday, December 8, 2021
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Ditch A North
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width 2.00 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0444
Flow 8.0000 cfs
Result Parameters
Depth 0.7028 ft
Area of Flow 2.8872 ft^2
Wetted Perimeter 6.4447 ft
Hydraulic Radius 0.4480 ft
Average Velocity 2.7709 ft/s
Top Width 6.2166 ft
Froude Number: 0.7165

Critical Depth 0.5901 ft
Critical Velocity 3.5956 ft/s
Critical Slope: 0.0408 ft/ft
Critical Top Width 5.54 ft
Calculated Max Shear Stress 0.8771 lb/ft12
Calculated Avg Shear Stress 0.5591 lb/ft12
Channel Analysis: Ditch A South
Notes:
Inaut ParameterF
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width 2.00 ft
Longitudinal Slope: 0.0150 ft/ft
Manning's n: 0.0513
Flow 5.0000 cfs
Result Parameters
Depth 0.6431 ft
Area of Flow 2.5272 ft^2
Wetted Perimeter 6.0676 ft
Hydraulic Radius 0.4165 ft
Average Velocity 1.9785 ft/s
Top Width 5.8588 ft
Froude Number: 0.5309
Critical Depth 0.4579 ft
Critical Velocity 3.2368 ft/s

Critical Slope: 0.0581 ft/ft
Critical Top Width 4.75 ft
Calculated Max Shear Stress 0.6020 lb/ft^2
Calculated Avg Shear Stress 0.3898 lb/ft^2
Channel Analysis: Ditch B2
Notes:
,nput Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width 3.00 ft
Longitudinal Slope: 0.0150 ft/ft
Manning's n: 0.0427
Flow 20.3600 cfs
Result Parameters
Depth 1.0321 ft
Area of Flow 6.2919 ft^2
Wetted Perimeter 9.5275 ft
Hydraulic Radius 0.6604 ft
Average Velocity 3.2359 ft/s
Top Width 9.1925 ft
Froude Number: 0.6893
Critical Depth 0.8485 ft
Critical Velocity 4.3271 ft/s
Critical Slope: 0.0332 ft/ft
Critical Top Width 8.09 ft

Calculated Max Shear Stress 0.9660 lb/ft12
Calculated Avg Shear Stress 0.6181 lb/ft^2
Channel Analysis: Ditch C
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 6.0000 ft/ft
Side Slope 2 (Z2): 6.0000 ft/ft
Channel Width 4.00 ft
Longitudinal Slope: 0.0065 ft/ft
Manning's n: 0.0734
Flow 3.8000 cfs
Result Parameters
Depth 0.5803 ft
Area of Flow 4.3418 ft^2
Wetted Perimeter 11.0598 ft
Hydraulic Radius 0.3926 ft
Average Velocity 0.8752 ft/s
Top Width 10.9638 ft
Froude Number: 0.2451
Critical Depth 0.2643 ft
Critical Velocity 2.5744 ft/s
Critical Slope: 0.1341 ft/ft
Critical Top Width 7.17 ft
Calculated Max Shear Stress 0.2354 lb/ft^2
Calculated Avg Shear Stress 0.1592 lb/ft^2

Median/Ditch Drop -Inlet Analysis: Ditch A Median/Ditch Drop -Inlet
Analysis
Notes:
Using the following channel: Ditch A North
Channel Analysis: Ditch A North
Notes:
Input Parameter
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width 2.00 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0444
Flow 8.0000 cfs
Result Parameters
Depth 0.7028 ft
Area of Flow 2.8872 ft^2
Wetted Perimeter 6.4447 ft
Hydraulic Radius 0.4480 ft
Average Velocity 2.7709 ft/s
Top Width 6.2166 ft
Froude Number: 0.7165
Critical Depth 0.5901 ft
Critical Velocity 3.5956 ft/s
Critical Slope: 0.0408 ft/ft
Critical Top Width 5.54 ft
Calculated Max Shear Stress 0.8771 lb/ft^2
Calculated Avg Shear Stress 0.5591 lb/ft^2

Not computing the channel block (berm) height
Inlet Location: Inlet in sag
Percent Clogging: 0.0000
Grate Type: P - 1-7/8
Grate Width: 2.00 ft
Grate Length: 3.00 ft
Computed Data:
Perimeter: 10.00 ft
Effective Perimeter: 10.00 ft
Area: 5.40 ft
Effective Area: 5.40 ft
Depth at Center of Grate: 0.41 ft
Computed Top Width at Sag: 4.49 ft
Flow Type: Weir Flow
Efficiency: 1.0000
Median/Ditch Drop -Inlet Analysis: Ditch B Median/Ditch Drop -Inlet
Analysis
Notes:
Using the following channel: Ditch B2
Channel Analysis: Ditch B2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width 3.00 ft

Longitudinal Slope: 0.0150 ft/ft
Manning's n: 0.0427
Flow 20.3600 cfs
Result Parameters
Depth 1.0321 ft
Area of Flow 6.2919 ft^2
Wetted Perimeter 9.5275 ft
Hydraulic Radius 0.6604 ft
Average Velocity 3.2359 ft/s
Top Width 9.1925 ft
Froude Number: 0.6893
Critical Depth 0.8485 ft
Critical Velocity 4.3271 ft/s
Critical Slope: 0.0332 ft/ft
Critical Top Width 8.09 ft
Calculated Max Shear Stress 0.9660 lb/ft12
Calculated Avg Shear Stress 0.6181 lb/ft^2
inlet Data:
Not computing the channel block (berm) height
Inlet Location: Inlet in sag
Percent Clogging: 0.0000
Grate Type: P - 1-7/8
Grate Width: 2.00 ft
Grate Length: 3.00 ft
Computed Data:
Perimeter: 10.00 ft
Effective Perimeter: 10.00 ft

Area: 5.40 ft
Effective Area: 5.40 ft
Depth at Center of Grate: 0.77 ft
Computed Top Width at Sag: 7.63 ft
Flow Type: Weir Flow
Efficiency: 1.0000
Channel Lining Analysis: Ditch A North Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Vegetation
Specific Weight of Water: 62.4 lb/ft"3
Height of Vegetation: 0.333 ft
Vegetation Condition is good
Growth Form of Vegetation is mixed
Cf: 0.75
See HEC-15, Table 4.5 (default: 0.75 for Good cover factor and Mixed growth form)
soil is cohesive
Soil Class is SC: Clayey sands, sand -clay mixtures
Plasticity Index: 25
Void Ratio: 0.2
Cl: 0
C2: 0
C3: 0.076
C4: 1.42
C5: -0.61
C6: 1

Safety Factor: 2
Lining Results
Cn: 0.165205
Permissible Soil Shear Stress: 0.128045 lb/ft"2
Mean Boundary Shear Stress: 0.559097 lb/ft"2
Maximum Shear Stress on the Channel Bottom: 0.877055 lb/ft12
Manning's n: 0.0444026
Soil Grain Roughness: 0.016
Effective Shear Stress: 0.0284702 lb/ft12
Permissible Shear Stress on Vegetation: 3.9445 6 lb/ft" 2
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
Channel bottom is stable
Channel Lining Stability Results 2
The channel is stable
Channel Summary
Name of Selected Channel: Ditch A North
Channel Lining Analysis: Ditch A South Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Vegetation
Specific Weight of Water: 62.4 lb/ft"3
Height of Vegetation: 0.333 ft
Vegetation Condition is good
Growth Form of Vegetation is mixed

Cf: 0.75
See HEC-IS, Table 4.5 (default: 0.75 for Good cover factor and Mixed growth form)
soil is cohesive
Soil Class is SC: Clayey sands, sand -clay mixtures
Plasticity Index: 25
Void Ratio: 0.2
Cl: 0
C2: 0
C3: 0.076
C4: 1.42
C5: -0.61
C6: 1
Safety Factor: 2
Lining Results
Cn: 0.165205
Permissible Soil Shear Stress: 0.128045 lb/ft^2
Mean Boundary Shear Stress: 0.389848 lb/ft^2
Maximum Shear Stress on the Channel Bottom: 0.601979 lb/ft12
Manning's n: 0.0512914
Soil Grain Roughness: 0.016
Effective Shear Stress: 0.0146444lb/ft^2
Permissible Shear Stress on Vegetation: 5.263471b/ft12
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
Channel bottom is stable

Channel Lining Stability Results 2
The channel is stable
Channel Summary
Name of Selected Channel: Ditch A South
Channel Lining Analysis: Ditch B2 Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Vegetation
Specific Weight of Water: 62.4 lb/ft^3
Height of Vegetation: 0.333 ft
Vegetation Condition is good
Growth Form of Vegetation is mixed
Cf: 0.75
See HEC-15, Table 4.5 (default: 0.75 for Good cover factor and Mixed growth form)
soil is cohesive
Soil Class is SC: Clayey sands, sand -clay mixtures
Plasticity Index: 25
Void Ratio: 0.2
Cl: 0
C2: 0
C3: 0.076
C4: 1.42
C5: -0.61
C6: 1
Safety Factor: 2
Lining Results
Cn: 0.165205

Permissible Soil Shear Stress: 0.128045 lb/ft^2
Mean Boundary Shear Stress: 0.618127 lb/ft^2
Maximum Shear Stress on the Channel Bottom: 0.966035 lb/ft12
Manning's n: 0.0426552
Soil Grain Roughness: 0.016
Effective Shear Stress: 0.03398051b/ft^2
Permissible Shear Stress on Vegetation: 3.64021 lb/ft^2
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
Channel bottom is stable
Channel Lining Stability Results 2
The channel is stable
Channel Summary
Name of Selected Channel: Ditch B2
Channel Lining Analysis: Ditch C Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Vegetation
Specific Weight of Water: 62.4 lb/ft^3
Height of Vegetation: 0.333 ft
Vegetation Condition is good
Growth Form of Vegetation is mixed
Cf: 0.75
See HEC-15, Table 4.5 (default: 0.75 for Good cover factor and Mixed growth form)
soil is cohesive

Soil Class is SC: Clayey sands, sand -clay mixtures
Plasticity Index: 25
Void Ratio: 0.2
Cl: 0
C2: 0
C3: 0.076
C4: 1.42
C5: -0.61
C6: 1
Safety Factor: 2
Lining Results
Cn: 0.165205
Permissible Soil Shear Stress: 0.128045 lb/ft12
Mean Boundary Shear Stress: 0.15923 lb/ft12
Maximum Shear Stress on the Channel Bottom: 0.235375 lb/ft^2
Manning's n: 0.0733826
Soil Grain Roughness: 0.016
Effective Shear Stress: 0.0027974lb/ft^2
Permissible Shear Stress on Vegetation: 10.7738 lb/ft12
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
Channel bottom is stable
Channel Lining Stability Results 2
The channel is stable

Channel Summary
Name of Selected Channel: Ditch C
Riprap Analysis: Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 34 cfs
Culvert Diameter: 3 ft
Normal Depth in Culvert: 0.274354 ft
Tailwater Depth: 1.2 ft
If tailwater is unknown, use 0.41)
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 1.2 ft
Culvert Diameter Used in Computations: 1.63718 ft
Computed D50: 286.663 mm
dprap Class
Riprap shape should be angular
ruprap Class Name:CLASS III
Riorap Class Order:3
The following values are an 'average' of the size fraction range for the selected riprap class.
d100: 609.60 mm
d85: 431.80 mm
d50: 317.50 mm
d15: 228.60 mm
Layout Recommendations
Apron Length: 15 ft
Apron Depth: 2.5 ft

Apron Width (at end): 14.9115 ft
Name of Selected Channel: Outfall Channel
Channel Analysis: Outfall Channel
Notes:
input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 9.0000 ft/ft
Side Slope 2 (Z2): 9.0000 ft/ft
Channel Width 10.00 ft
Longitudinal Slope: 0.2000 ft/ft
Manning's n: 0.0250
Flow 34.0000 cfs
Result Parameters
Depth 0.2744 ft
Area of Flow 3.4210 ft^2
Wetted Perimeter 14.9688 ft
Hydraulic Radius 0.2285 ft
Average Velocity 9.9387 ft/s
Top Width 14.9384 ft
Froude Number: 3.6600
Critical Depth 0.5907 ft
Critical Velocity 3.7576 ft/s
Critical Slope: 0.0120 ft/ft
Critical Top Width 20.63 ft
Calculated Max Shear Stress 3.4239 lb/ft^2
Calculated Avg Shear Stress 2.8522 lb/ft^2

Channel Analysis: Ditch 131
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width 2.00 ft
Longitudinal Slope: 0.0100 ft/ft
Manning's n: 0.0529
Flow 9.1300 cfs
Result Parameters
Depth 0.9584 ft
Area of Flow 4.6720 ft^2
Wetted Perimeter 8.0612 ft
Hydraulic Radius 0.5796 ft
Average Velocity 1.9542 ft/s
Top Width 7.7501 ft
Fronde Number: 0.4435
Critical Depth 0.6327 ft
Critical Velocity 3.7015 ft/s
Critical Slope: 0.0567 ft/ft
Critical Top Width 5.80 ft
Calculated Max Shear Stress 0.5980 lb/ft^2
Calculated Avg Shear Stress 0.3617 lb/ft^2
Channel Lining Analysis: Ditch 131 Channel Lining Design Analysis
Notes:

Lining Input Parameters
Channel Lining Type: Vegetation
Specific Weight of Water: 62.4 lb/ft^3
Height of Vegetation: 0.333 ft
Vegetation Condition is good
Growth Form of Vegetation is mixed
Cf: 0.75
See HEC-15, Table 4.5 (default: 0.75 for Good cover factor and Mixed growth form)
soil is cohesive
Soil Class is SC: Clayey sands, sand -clay mixtures
Plasticity Index: 25
Void Ratio: 0.2
Cl: 0
C2: 0
C3: 0.076
C4: 1.42
C5: -0.61
C6: 1
Safety Factor: 2
Lining Results
Cn: 0.165205
Permissible Soil Shear Stress: 0.128045 lb/ft^2
Mean Boundary Shear Stress: 0.361653 lb/ft^2
Maximum Shear Stress on the Channel Bottom: 0.598012 lb/ft^2
Manning's n: 0.052855
Soil Grain Roughness: 0.016
Effective Shear Stress: 0.0136999 lb/ft^2

Permissible Shear Stress on Vegetation: 5.58926 lb/ft^2
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
This value is compared with the maximum shear stress times the safety factor to determine
lining stability
Channel bottom is stable
Channel Lining Stability Results 2
The channel is stable
Channel Summary
Name of Selected Channel: Ditch B1

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch A North
Name
Ditch A North
Discharge
8
Channel Slope
0.02
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
Very Good 80-95%
Soil Type
Silt Loam (SM)
SC150
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 8 cfs 4.21 ft/s 0.53 ft 0.025 2 Ibs/ft2 0.66 Ibs/ft2 3.03 STABLE D
Unvegetated
Underlying Straight 8 cfs 4.21 ft/s 0.53 ft 0.025 1.47 Ibs/ft2 0.44 Ibs/ft2 3.31 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 8 cfs 4.21 ft/s 0.53 ft 0.025 4 Ibs/ft2 0.66 Ibs/ft2 6.06 STABLE
Vegetation
Underlying Straight 8 cfs 4.21 ft/s 0.53 ft 0.025 0.81 Ibs/ft2 0.44 Ibs/ft2 1.84 STABLE
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch A South
Name
Ditch A South
Discharge
5
Channel Slope
0.015
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
Very Good 80-95%
Soil Type
Silt Loam (SM)
SC150
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 5 cfs 3.34 ft/s 0.45 ft 0.025 2 Ibs/ft2 0.42 Ibs/ft2 4.77 STABLE D
Unvegetated
Underlying Straight 5 cfs 3.34 ft/s 0.45 ft 0.025 1.47 Ibs/ft2 0.29 Ibs/ft2 5.05 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 5 cfs 3.34 ft/s 0.45 ft 0.025 4 Ibs/ft2 0.42 Ibs/ft2 9.53 STABLE
Vegetation
Underlying Straight 5 cfs 3.34 ft/s 0.45 ft 0.025 0.81 Ibs/ft2 0.29 Ibs/ft2 2.8 STABLE
Substrate

2/17/22, 7:41 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch B1
Name
Ditch B1
Discharge
9.13
Channel Slope
0.01
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
Very Good 80-95%
Soil Type
Silt Loam (SM)
SC150
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 9.13 cfs 3.39 ft/s 0.67 ft 0.025 2 Ibs/ft2 0.42 Ibs/ft2 4.78 STABLE D
Unvegetated
Underlying Straight 9.13 cfs 3.39 ft/s 0.67 ft 0.025 1.47 Ibs/ft2 0.27 Ibs/ft2 5.45 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 9.13 cfs 3.39 ft/s 0.67 ft 0.025 4 Ibs/ft2 0.42 Ibs/ft2 9.57 STABLE
Vegetation
Underlying Straight 9.13 cfs 3.39 ft/s 0.67 ft 0.025 0.81 Ibs/ft2 0.27 Ibs/ft2 3.03 STABLE
Substrate
https://ecmds.com/project/l 51207/channel-analysis/218929/show 1 /1

2/17/22, 7:40 AM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch B2
Name
Ditch B2
Discharge
20.36
Channel Slope
0.015
Channel Bottom Width
3
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
Very Good 80-95%
Soil Type
Silt Loam (SM)
SC150
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 20.36 cfs 4.78 ft/s 0.79 ft 0.025 2 Ibs/ft2 0.74 Ibs/ft2 2.7 STABLE D
Unvegetated
Underlying Straight 20.36 cfs 4.78 ft/s 0.79 ft 0.025 1.47 Ibs/ft2 0.5 Ibs/ft2 2.94 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 20.36 cfs 4.78 ft/s 0.79 ft 0.025 4 Ibs/ft2 0.74 Ibs/ft2 5.4 STABLE
Vegetation
Underlying Straight 20.36 cfs 4.78 ft/s 0.79 ft 0.025 0.81 Ibs/ft2 0.5 Ibs/ft2 1.64 STABLE
Substrate
https://ecmds.com/project/l 51207/channel-analysis/218929/show 1 /1

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Ditch C
Name
Ditch C
Discharge
3.8
Channel Slope
0.0065
Channel Bottom Width
4
Left Side Slope
6
Right Side Slope
6
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Silt Loam (SM)
SC150
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
SC150 Straight 3.8 cfs 1.89 ft/s 0.33 ft 0.025 2 Ibs/ft2 0.14 Ibs/ft2 14.78 STABLE D
Unvegetated
Underlying Straight 3.8 cfs 1.89 ft/s 0.33 ft 0.025 1.47 Ibs/ft2 0.1 Ibs/ft2 14.54 STABLE D
Substrate
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
lnreinforced Straight 3.8 cfs 1.89 ft/s 0.33 ft 0.025 4 Ibs/ft2 0.14 Ibs/ft2 29.57 STABLE
Vegetation
Underlying Straight 3.8 cfs 1.89 ft/s 0.33 ft 0.025 0.81 Ibs/ft2 0.1 Ibs/ft2 8.08 STABLE
Substrate

STRUCTURE:
Outfall HW-1 Appendices
Do 3.0'
W= 1 23.0'
3Do 9.0'
d50= 8"
Qf.u= 1 34 cfs
dm 12"
La 1 20.0'
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

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