SW4240904_Supplement-EZ Form_20240924

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Wynnfall Subdivision Phase 2
2 Project Area(ac) _ 24.43
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? Low
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) N/A
8 Will the vegetated setback remain vegetated? N/A
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? No
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell _
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Nikole L.Kennedy
28 Organization: Kennedy Engineering&Design,Inc.
29 Street address: 12133 N.NC HWY 150,Ste.F
30 City,State,Zip: Winston-Salem,NC 27127
31 Phone number(s): [phone]
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
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DRAINAGE AREAS
1 Is this a high density project? No
2 If so,number of drainage areas/SCMs 0
3 Does this project have low density areas? Yes
4 If so,number of low density drainage areas 1
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION W Entire Site LD 1
4 Type of SCM
5 Total drainage area(sq ft) 1,064,171 1,064,171 _
6 Onsite drainage area(sq ft) 1,064,171 1,064,171 _
7 Offsite drainage area(sq ft) 0 0 _
8 Total BUA in project(sq ft) 255401 sf 255401 sf _
New BUA on subdivided lots(subject to
9 permitting)(sq ft) _ 197466 sf 197433 sf _
New BUA not on subdivided lots(subject to
10 permitting)(sf) 57935 sf 57935 sf _
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft)
-Roof(sq ft)
-Roadway(sq ft) 57935 sf 57935 sf _
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft)
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft) _
18 Percent BUA 24% 24%
19 Design storm(inches)
20 Design volume of SCM(cu ft)
21 Calculation method for design volume
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

LOW DENSITY
DESIGN REQUIREMENTS FOR LOW DENSITY PROJECTS FROM 02H.1003 4111 _
1 Is project below density thresholds set forth in the applicable stormwater rule? Yes
2 Does project maximize dispersed flow and minimize channelization of flow? Yes
3 Has the use of piping been minimized per.1003(2)(c)? Yes
4 Side slopes of the vegetated conveyances(H:V) 4:1,3:1
5 Maximum velocity in the vegetated conveyances during the 10-year storm? 5.74
6 Are curb outlet swales proposed? No
7 Maximum longitudinal slope of curb outlet swale(s)(%) N/A
8 Bottom width of curb outlet swale(s)(feet) N/A
9 Maximum side slope of curb outlet swale(s)(H:V) N/A
10 Minimum length of curb outlet swale(s)(feet) N/A
11 Are treatment swales used instead of curb outlet swales? No
12 Is stormwater released at the edge of the setback as dispersed flow? Yes
13 Have stormwater outlets been designed to prevent downslope erosion? Yes
14 Are variations to rule.1003 proposed? No
ADDITIONAL INFORMATION
15 Please use this space to provide any additional information about this low density project:
This Project will consist of grassed roadside ditches with driveway culverts and culverts under the roads for conveyance
Drainage Pervious
Swale BUA Q Slope Vallow Van„ai Flow depth
Area area C
# (ac) (cfs) (%) (fps) (fps) (ft)
(ac) 1 (ac)
1 0.37 0.11 0.26 0.48 1.27 5.41 5.50 1.78 0.45
2 0.97 0.11 0.86 0.37 2.52 1.50 5.50 1.31 0.74
3 1.20 0.16 1.04 0.38 3.23 2.93 5.50 1.79 0.72
4 0.13 0.05 0.08 0.53 0.50 3.42 5.50 1.19 0.35
5 1.91 0.42 1.49 0.43 5.89 6.89 5.50 2.86 0.77
6 0.63 0.19 0.44 0.48 2.18 5.14 5.50 2.00 0.56
7 0.37 0.11 0.26 0.48 1.27 1.50 5.50 1.10 0.57
8 0.63 0.06 0.58 0.35 1.56 5.13 5.00 1.84 0.49
9 0.11 0.03 0.08 0.46 0.37 3.88 5.50 1.16 0.30
10 2.55 0.20 2.35 0.35 6.23 2.71 5.50 2.04 0.93
11 0.15 0.04 0.11 0.46 2.08 10.00 5.50 2.54 0.48
12 1.38 0.21 1.17 0.39 3.83 2.87 5.50 1.85 0.77
13 0.17 0.05 0.12 0.48 0.75 9.50 5.50 1.93 0.33
14 0.97 0.20 0.77 0.42 2.93 2.00 5.50 1.51 0.74
15 2.85 0.54 2.31 0.41 8.39 4.02 5.50 2.56 0.97
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7/21/23,4:53 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
i °°\ Location name: Lexington,North Carolina, USA* ''''
V Latitude:35.9098°,Longitude: -80.2552° ek_none I
Elevation:869 ft** i
0`. 'source:ESRI Maps "a )
-,"`s 0 **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 4.61 5.46 6.36 6.96 7.60 7.99 8.34 8.60 8.86 9.00
(4.22-5.02) (5.04-5.96) (5.86-6.94) (6.38-7.56) (6.94-8.24) (7.27-8.69) (7.54-9.06) (7.74-9.36) (7.90-9.65) (7.94-9.83)
10-min 3.68 4.37 5.09 5.57 6.05 6.37 6.62 6.82 7.01 7.09
(3.38-4.00) (4.03-4.77) (4.69-5.55) (5.11-6.04) (5.53-6.57) (5.79-6.91) (5.99-7.20) (6.14-7.42) (6.24-7.63) (6.26-7.74)
15-min 3.06 3.66 4.30 4.69 5.12 5.38 5.58 5.74 5.88 5.93
(2.82-3.34) (3.38-4.00) (3.95-4.68) (4.30-5.10) (4.67-5.55) (4.89-5.84) (5.04-6.07) (5.16-6.24) (5.24-6.40) (5.24-6.48)
30-min 2.10 2.53 3.05 3.40 3.79 4.05 4.27 4.46 4.68 4.80
(1.93-2.29) (2.33-2.76) (2.81-3.33) (3.12-3.69) (3.46-4.11) (3.68-4.40) (3.86-4.65) (4.02-4.86) (4.17-5.10) (4.24-5.25)
60-min 1.31 1.59 1.96 2.21 2.52 2.74 2.94 3.13 3.36 3.50
(1.20-1.42) (1.46-1.73) (1.80-2.13) (2.03-2.40) (2.30-2.74) (2.49-2.98) (2.66-3.20) (2.82-3.41) (2.99-3.66) (3.10-3.83)
2-hr 0.758 0.919 1.14 1.30 1.51 1.66 1.80 1.94 2.12 2.24
(0.701-0.821) (0.850-0.998) (1.06-1.24) (1.20-1.41) (1.38-1.63) (1.51-1.79) (1.63-1.95) (1.74-2.10) (1.88-2.30) (1.96-2.43)
3-hr 0.539 0.654 0.815 0.932 1.08 1.19 1.30 1.40 1.54 1.63
(0.499-0.584) (0.606-0.710) (0.752-0.882) (0.858-1.00) (0.988-1.17) (1.08-1.29) (1.18-1.40) (1.26-1.52) (1.36-1.66) (1.43-1.77)
6-hr 0.328 0.396 0.493 0.567 0.663 1 0.738 f 0.812 0.885 0.982 1.05
(0.303-0.357) (0.367-0.431) (0.455-0.537) (0.521-0.614) (0.606-0.717)1(0.668-0.797)i(0.730-0.876) (0.787-0.955) (0.859-1.06) (0.912-1.14)
12-hr 0.192 0.232 0.290 0.335 0.397 0.445 0.494 1 0.545 0.613 0.666
(0.177-0.209) (0.214-0.254) (0.266-0.316) (0.307-0.365) (0.360-0.430) (0.400-0.481) (0.441-0.533) (0.480-0.587) (0.531-0.661) (0.568-0.718)
24-hr 0.116 0.141 0.176 0.203 0.240 0.269 0.299 0.330 0.372 0.404
(0.108-0.126) (0.131-0.152) (0.163-0.189) (0.188-0.219) (0.221-0.259) (0.248-0.291) (0.274-0.323) (0.301-0.357) (0.337-0.403) (0.366-0.440)
2-day 0.067 0.081 0.100 0.115 0.135 0.150 0.166 0.182 0.204 0.220
(0.063-0.072) (0.076-0.087) (0.094-0.108) (0.107-0.124) (0.125-0.145) (0.139-0.162)1(0.153-0.179)1(0.167-0.196) (0.186-0.220) (0.200-0.239)
3-day 0.047 0.057 0.070 0.081 0.095 0.106 0.117 0.128 0.143 0.155
(0.044-0.051) (0.053-0.061) (0.066-0.076) (0.075-0.087) (0.088-0.102) (0.098-0.113) (0.108-0.126) (0.118-0.138) (0.131-0.155) (0.141-0.168)
4-day 0.037 0.045 0.055 0.064 0.074 0.083 0.092 0.101 0.113 0.123
(0.035-0.040) (0.042-0.048) (0.052-0.059) (0.059-0.068) (0.069-0.080) (0.077-0.089) (0.085-0.099) (0.093-0.109) (0.103-0.122) (0.112-0.133)
7-day 0.024 0.029 0.035 0.040 0.047 0.052 0.058 0.063 0.071 0.077
(0.023-0.026) (0.027-0.031) (0.033-0.038) (0.038-0.043) (0.044-0.050) (0.049-0.056) (0.054-0.062) (0.059-0.068) (0.065-0.076) (0.070-0.083)
10-day 0.019 0.023 0.028 0.031 0.036 0.040 0.044 0.048 0.054 0.058
(0.018-0.020) (0.022-0.024) (0.026-0.029) (0.030-0.033) (0.034-0.039) (0.038-0.043) (0.041-0.047) (0.045-0.051) (0.049-0.057) (0.053-0.062)
20-day 0.013 0.015 0.018 0.020 0.023 0.026 0.028 0.031 I 0.034 0.037
(0.012-0.014) (0.014-0.016) (0.017-0.019) (0.019-0.021) (0.022-0.025) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.032-0.036) (0.034-0.039)
30-day 0.010 0.012 0.014 0.016 0.018 0.020 0.021 0.023 0.025 0.027
(0.010-0.011) (0.012-0.013) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.023) (0.022-0.024) (0.024-0.027) (0.025-0.028)
45-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.019-0.021) (0.020-0.022)
60-day 0.008 0.009 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017
(0.007-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012)1(0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018)1
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 NOAAAtlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9098&Ion=-80.2552&data=intensity&units=english&series=pds 1/4

IViannings n Coefficients
Manning's n Coefficient Table
Lined Channels Manning's
n
Concrete, with surfaces as indicated Formed, no finish 0.013 -
0.017
Trowel finish 0.012 -
0.014
Float finish 0.013 -
0.015
Float finish, gravel on bottom 0.015 -
0.017
Gunite, good section 0.016 -
0.019
Gunite, wavy section 0.018 -
0.022
Concrete, bottom float-finished, sides as indicated Dressed stone in mortar 0.015 -
0.017
Random stone in mortar 0.017 -
0.020
Cement rubble masonry 0.020 -
0.025
Cement rubble masonry, plastered 0.016 -
0.020
Dry rubble (riprap) 0.020 -
0.030
Gravel bottom, sides as indicated Formed concrete 0.017 -
0.020
Random stone in mortar 0.020 -
0.023
Dry rubble (riprap) 0.023 -
0.033
Brick 0.014-
0.017
Asphalt Smooth 0.013
Rough 0.016
Wood, planed, clean 0.011 -
0.013

Lined Channels Manning's
n
Concrete-lined excavated rock Good section 0.017 -
0.020
Irregular section 0.022 -
0.027
Unlined Channels Manning's n
Earth, uniform section Clean, recently completed 0.016 -
0.018
Clean, after weathering 0.018 -
0.020
With short grass, few weeds 0.022 -
0.027
In gravely soil, uniform section, 0.022 -
clean 0.025
Earth, fairly uniform section No vegetation 0.022 -
0.025
Grass, some weeds 0.025 -
0.030
Dense weeds or aquatic plants in 0.030 -
deep channels 0.035
Sides clean, gravel bottom 0.025 -
0.030
Sides clean, cobble bottom 0.030 -
0.040
Dragline excavated or dredged No vegetation 0.028 -
0.033
Light brush on banks 0.035 -
0.050
Rock: Based on design section 0.035
Based on actual mean section Smooth and uniform 0.035 -
0.040
Jagged and irregular 0.040 -
0.045
Channels not maintained, weeds and brush uncut Dense weeds, high as flow depth 0.08 - 0.12
Clean bottom, brush on sides 0.05 - 0.08
Clean bottom, brush on sides, 0.07 - 0.11
highest stage of flow
Dense brush, high stage 0.10 - 0.14

Lined Channels Manning's
n
Highway Channels and Swales with Maintained Vegetation Manning's n
(Values shown are for velocities of 2 and 5 fps)
Depth of flow up to 0.7 ft.
Bermuda grass, Kentucky bluegrass, buffalo grass Mowed to 2 in. 0.07 - 0.045
Length 4 to 6 in. 0.09 - 0.05
Good Stand, any grass Length about 12 in. 0.18 - 0.09
Length about 24 in. 0.30 - 0.15
Fair stand, any grass Length about 12 in. 0.14- 0.08
Length about 24 in. 0.25 - 0.13
Depth flow 0.7 ft. to 1.5 ft.
Bermuda grass, Kentucky bluegrass, buffalo grass Mowed to 2 in. 0.05 - 0.035
Length 4 to 6 in. 0.06 - 0.04
Good Stand, any grass Length about 12 in. 0.12 - 0.07
Length about 24 in. 0.20 - 0.10
Fair stand, any grass Length about 12 in. 0.10 - 0.06
Length about 24 in. 0.17 - 0.09
Gutters Manning's n
Concrete gutter Troweled finish 0.012
Asphalt pavement Smooth texture 0.013
Rough texture 0.016
Concrete gutter with asphalt pavement Smooth 0.013
Rough 0.015
Concrete pavement Float finish 0.014
Broom finish 0.016
For gutters with small slope, where sediment may accumulate, 0.002
increase all above values of n by
(Source: Searcy 1973.)(Source: U.S. Soil Conservation Service 1986.)
1. The n values are a composite of information compiled by Engman (1986).
2. Includes species such as weeping lovegrass, bluegrass, buffalo grass, blue grama grass, and native grass mixtures.
3. When selecting n, consider cover to a height of about 0.1 ft. This is the only part of the plant cover that obstructs
sheet flow.

Hydraulic Analysis Report
Project Data
Project Title: Wynnfall Subdivision PH II
Designer: Nikole L. Kennerly, PE
Project Date: Wednesday May 8, 2024
Project Units: U.S. Customary Units

Channel Analysis: Ditch #1
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0541 ft/ft
Manning's n: 0.0700
Flow 1.2700 cfs
Result Parameters
Depth: 0.4513 ft
Area of Flow 0.7127 ft^2
Wetted Perimeter 3.2876 ft
Hydraulic Radius 0.2168 ft
Average Velocity 1.7819 ft/s
Top Width 3.1588 ft
Froude Number: 0.6611
Critical Depth 0.3840 ft
Critical Velocity 2.4609 ft/s
Critical Slope: 0.1280 ft/ft
Critical Top Width 2.74 ft
Calculated Max Shear Stress 1.5234 Ib/ft^2
Calculated Avg Shear Stress 0.7319 Ib/ft^2

Channel Analysis: Ditch #2
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0150 ft/ft
Manning's n: 0.0700
Flow 2.5200 cfs
Result Parameters
Depth: 0.7421 ft
Area of Flow 1.9277 ft^2
Wetted Perimeter 5.4067 ft
Hydraulic Radius 0.3565 ft
Average Velocity 1.3073 ft/s
Top Width 5.1950 ft
Froude Number: 0.3782
Critical Depth 0.5051 ft
Critical Velocity 2.8224 ft/s
Critical Slope: 0.1168 ft/ft
Critical Top Width 3.61 ft
Calculated Max Shear Stress 0.6946 Ib/ft^2
Calculated Avg Shear Stress 0.3337 Ib/ft^2

Channel Analysis: Ditch #3
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0293 ft/ft
Manning's n: 0.0700
Flow 3.2300 cfs
Result Parameters
Depth: 0.7184 ft
Area of Flow 1.8065 ft^2
Wetted Perimeter 5.2341 ft
Hydraulic Radius 0.3451 ft
Average Velocity 1.7880 ft/s
Top Width 5.0291 ft
Froude Number: 0.5257
Critical Depth 0.5578 ft
Critical Velocity 2.9660 ft/s
Critical Slope: 0.1130 ft/ft
Critical Top Width 3.99 ft
Calculated Max Shear Stress 1.3135 Ib/ft^2
Calculated Avg Shear Stress 0.6310 Ib/ft^2

Channel Analysis: Ditch #4
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0342 ft/ft
Manning's n: 0.0700
Flow 0.5000 cfs
Result Parameters
Depth: 0.3467 ft
Area of Flow 0.4207 ft^2
Wetted Perimeter 2.5259 ft
Hydraulic Radius 0.1666 ft
Average Velocity 1.1885 ft/s
Top Width 2.4269 ft
Froude Number: 0.5030
Critical Depth 0.2645 ft
Critical Velocity 2.0423 ft/s
Critical Slope: 0.1449 ft/ft
Critical Top Width 1.89 ft
Calculated Max Shear Stress 0.7399 Ib/ft^2
Calculated Avg Shear Stress 0.3555 Ib/ft^2

Channel Analysis: Ditch #5
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0689 ft/ft
Manning's n: 0.0700
Flow 5.8900 cfs
Result Parameters
Depth: 0.7667 ft
Area of Flow 2.0572 ft^2
Wetted Perimeter 5.5854 ft
Hydraulic Radius 0.3683 ft
Average Velocity 2.8631 ft/s
Top Width 5.3666 ft
Froude Number: 0.8149
Critical Depth 0.7093 ft
Critical Velocity 3.3447 ft/s
Critical Slope: 0.1043 ft/ft
Critical Top Width 5.07 ft
Calculated Max Shear Stress 3.2961 Ib/ft^2
Calculated Avg Shear Stress 1.5835 Ib/ft^2

Channel Analysis: Ditch #6
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0514 ft/ft
Manning's n: 0.0700
Flow 2.1800 cfs
Result Parameters
Depth: 0.5579 ft
Area of Flow 1.0896 ft^2
Wetted Perimeter 4.0648 ft
Hydraulic Radius 0.2680 ft
Average Velocity 2.0008 ft/s
Top Width 3.9056 ft
Froude Number: 0.6676
Critical Depth 0.4766 ft
Critical Velocity 2.7417 ft/s
Critical Slope: 0.1191 ft/ft
Critical Top Width 3.41 ft
Calculated Max Shear Stress 1.7895 Ib/ft^2
Calculated Avg Shear Stress 0.8597 Ib/ft^2

Channel Analysis: Ditch #7
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0150 ft/ft
Manning's n: 0.0700
Flow 1.2700 cfs
Result Parameters
Depth: 0.5740 ft
Area of Flow 1.1530 ft^2
Wetted Perimeter 4.1815 ft
Hydraulic Radius 0.2757 ft
Average Velocity 1.1015 ft/s
Top Width 4.0177 ft
Froude Number: 0.3623
Critical Depth 0.3840 ft
Critical Velocity 2.4609 ft/s
Critical Slope: 0.1280 ft/ft
Critical Top Width 2.74 ft
Calculated Max Shear Stress 0.5372 Ib/ft^2
Calculated Avg Shear Stress 0.2581 Ib/ft^2

Channel Analysis: Ditch #8
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0513 ft/ft
Manning's n: 0.0700
Flow 1.5600 cfs
Result Parameters
Depth: 0.4923 ft
Area of Flow 0.8483 ft^2
Wetted Perimeter 3.5868 ft
Hydraulic Radius 0.2365 ft
Average Velocity 1.8389 ft/s
Top Width 3.4463 ft
Froude Number: 0.6532
Critical Depth 0.4169 ft
Critical Velocity 2.5642 ft/s
Critical Slope: 0.1245 ft/ft
Critical Top Width 2.98 ft
Calculated Max Shear Stress 1.5760 Ib/ft^2
Calculated Avg Shear Stress 0.7571 Ib/ft^2

Channel Analysis: Ditch #9
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0388 ft/ft
Manning's n: 0.0700
Flow 0.3700 cfs
Result Parameters
Depth: 0.3024 ft
Area of Flow 0.3202 ft^2
Wetted Perimeter 2.2034 ft
Hydraulic Radius 0.1453 ft
Average Velocity 1.1557 ft/s
Top Width 2.1171 ft
Froude Number: 0.5237
Critical Depth 0.2345 ft
Critical Velocity 1.9230 ft/s
Critical Slope: 0.1508 ft/ft
Critical Top Width 1.68 ft
Calculated Max Shear Stress 0.7323 Ib/ft^2
Calculated Avg Shear Stress 0.3518 Ib/ft^2

Channel Analysis: Ditch #10
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0271 ft/ft
Manning's n: 0.0700
Flow 6.2300 cfs
Result Parameters
Depth: 0.9327 ft
Area of Flow 3.0445 ft^2
Wetted Perimeter 6.7948 ft
Hydraulic Radius 0.4481 ft
Average Velocity 2.0463 ft/s
Top Width 6.5287 ft
Froude Number: 0.5281
Critical Depth 0.7254 ft
Critical Velocity 3.3825 ft/s
Critical Slope: 0.1035 ft/ft
Critical Top Width 5.18 ft
Calculated Max Shear Stress 1.5772 Ib/ft^2
Calculated Avg Shear Stress 0.7577 Ib/ft^2

Channel Analysis: Ditch #11
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.1000 ft/ft
Manning's n: 0.0700
Flow 2.0800 cfs
Result Parameters
Depth: 0.4839 ft
Area of Flow 0.8195 ft^2
Wetted Perimeter 3.5253 ft
Hydraulic Radius 0.2325 ft
Average Velocity 2.5380 ft/s
Top Width 3.3872 ft
Froude Number: 0.9093
Critical Depth 0.4678 ft
Critical Velocity 2.7161 ft/s
Critical Slope: 0.1198 ft/ft
Critical Top Width 3.34 ft
Calculated Max Shear Stress 3.0195 Ib/ft^2
Calculated Avg Shear Stress 1.4506 Ib/ft^2

Channel Analysis: Ditch #12
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0287 ft/ft
Manning's n: 0.0700
Flow 3.8300 cfs
Result Parameters
Depth: 0.7688 ft
Area of Flow 2.0688 ft^2
Wetted Perimeter 5.6011 ft
Hydraulic Radius 0.3693 ft
Average Velocity 1.8513 ft/s
Top Width 5.3817 ft
Froude Number: 0.5262
Critical Depth 0.5971 ft
Critical Velocity 3.0688 ft/s
Critical Slope: 0.1105 ft/ft
Critical Top Width 4.27 ft
Calculated Max Shear Stress 1.3769 Ib/ft^2
Calculated Avg Shear Stress 0.6615 Ib/ft^2

Channel Analysis: Ditch #13
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0950 ft/ft
Manning's n: 0.0700
Flow 0.7500 cfs
Result Parameters
Depth: 0.3333 ft
Area of Flow 0.3887 ft^2
Wetted Perimeter 2.4280 ft
Hydraulic Radius 0.1601 ft
Average Velocity 1.9293 ft/s
Top Width 2.3329 ft
Froude Number: 0.8329
Critical Depth 0.3110 ft
Critical Velocity 2.2149 ft/s
Critical Slope: 0.1373 ft/ft
Critical Top Width 2.22 ft
Calculated Max Shear Stress 1.9756 Ib/ft^2
Calculated Avg Shear Stress 0.9491 Ib/ft^2

Channel Analysis: Ditch #14
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0700
Flow 2.9300 cfs
Result Parameters
Depth: 0.7441 ft
Area of Flow 1.9377 ft^2
Wetted Perimeter 5.4208 ft
Hydraulic Radius 0.3575 ft
Average Velocity 1.5121 ft/s
Top Width 5.2084 ft
Froude Number: 0.4369
Critical Depth 0.5365 ft
Critical Velocity 2.9088 ft/s
Critical Slope: 0.1145 ft/ft
Critical Top Width 3.83 ft
Calculated Max Shear Stress 0.9286 Ib/ft^2
Calculated Avg Shear Stress 0.4461 Ib/ft^2

Channel Analysis: Ditch #15
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0402 ft/ft
Manning's n: 0.0700
Flow 8.3900 cfs
Result Parameters
Depth: 0.9685 ft
Area of Flow 3.2829 ft^2
Wetted Perimeter 7.0558 ft
Hydraulic Radius 0.4653 ft
Average Velocity 2.5557 ft/s
Top Width 6.7794 ft
Froude Number: 0.6472
Critical Depth 0.8172 ft
Critical Velocity 3.5899 ft/s
Critical Slope: 0.0995 ft/ft
Critical Top Width 5.84 ft
Calculated Max Shear Stress 2.4294 Ib/ft^2
Calculated Avg Shear Stress 1.1671 Ib/ft^2