SW4210601_Stormwater Report_20210628

KENNERLY
ENGINEERING & DESIGN, INC.
KED JOB #20-050
BBJ BUILDING, INC.
WYNNFALL SUBDIVISION
PHASE ONE
HINKLE LANE
LEXINGTON, NC
EROSION CONTROL & CULVERT CALCULATIONS
APRIL 1, 2021
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p • NE
REV 6/06/2021

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
TABLE OF CONTENTS
SOILMAP.......................................................................................................................1
DRAINAGE AREA MAPS...............................................................................................5
RATIONAL RAINFALL DATA........................................................................................9
SKIMMER SEDIMENT BASIN CALCULATIONS.........................................................11
DITCHDESIGN............................................................................................................29
CULVERTDESIGN.......................................................................................................52
OUTLET PROTECTION APRON..................................................................................63
1144 *]
Erosion Control & Culvert Calculations i April 2021

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
SOIL MAP
Erosion Control & Culvert Calculations 1 April 2021

v
568390
35o 54' 39" N
Soil Map —Davidson County, North Carolina
(Wynnfall Subdivision Phase One)
568470 568550 568630 568710 568790
I
V
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7"Ir
this35o54'22N Io -
568390 569470 568550 568630 568710 568790
a Map Scale: 1:3,610 if printed on A landscape (11" x 8.5") sheet.
Myers
$ N 0 50 100 200 300
A r
0 150 300 600 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
2
568870 568950
568870
v
569030 569110
i, 35o 54' 39" N
e i-
35o 54' 22" N
569110
o
4/1 /2021

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
Sodic Spot
Soil Map —Davidson County, North Carolina
(Wynnfall Subdivision Phase One)
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
th
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
—
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Davidson County, North Carolina
Survey Area Data: Version 21, Jun 2, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 4/1/2021
Conservation Service National Cooperative Soil Survey
3

Soil Map —Davidson County, North Carolina
Wynnfall Subdivision Phase One
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ApB
Appling sandy loam, 2 to 8
percent slopes
51.3
80.7%
PaB
Pacolet sandy loam, 2 to 8
percent slopes
3.8
6.0%
PaE
Pacolet sandy loam, 15 to 25
percent slopes
2.0
3.2%
WeD
Wedowee sandy loam, 8 to 15
percent slopes
6.4
10.1 %
Totals for Area of Interest
63.6
100.0%
USDA Natural Resources Web Soil Survey 4/1/2021
Conservation Service National Cooperative Soil Survey

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
DRAINAGE AREA MAPS
Erosion Control & Culvert Calculations 5 April 2021

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20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
RATIONAL RAINFALL DATA
Erosion Control & Culvert Calculations 9 April 2021

Table 8.03c Intensity Duration Frequency
For use with Rational Method**
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
4.93
3.94
3.30
2.28
1.43
0.89
0.62
0.38
0.24
0.15
10
6.78
5.42
4.57
3.31
2.16
1.29
0.92
0.55
0.34
0.21
25
7.90
6.29
5.31
3.94
2.62
1.57
1.13
0.68
0.41
0.25
100
9.62
7.64
6.44
4.93
3.40
2.06
1.50
0.90
0.53
0.33
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.21
4.16
3.46
2.41
1.51
0.89
0.63
0.38
0.24
0.14
10
7.06
5.65
4.76
3.45
2.25
1.30
0.91
0.55
0.34
0.20
25
8.09
6.44
5.45
4.03
2.69
1.56
1.10
0.66
0.40
0.24
100
9.68
7.69
6.48
4.96
3.42
2.00
1.43
0.86
0.50
0.30
Boone,
North Carolina
36.2167N, 81.6667W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.71
4.57
3.83
2.64
1.66
1.00
0.72
0.48
0.31
0.18
10
7.50
6.00
5.06
3.67
2.39
1.46
1.06
0.69
0.44
0.28
25
8.59
6.85
5.78
4.28
2.85
1.77
1.29
0.83
0.52
0.34
100
10.38
8.25
6.95
5.32
3.67
2.35
1.72
1.08
0.65
0.44
Charlotte, North Carolina, 35.2333N,
80.85W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.68
4.54
3.80
2.63
1.65
0.96
0.68
0.41
0.24
0.14
10
7.26
5.80
4.89
3.55
2.31
1.36
0.98
0.59
0.35
0.20
25
8.02
6.38
5.40
4.00
2.66
1.59
1.15
0.70
0.42
0.24
100
9.00
7.15
6.03
4.62
3.18
1.93
1.43
0.87
0.53
0.30
Greensboro, North Carolina 36.975N,
79.9436W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.46
4.36
3.66
2.52
1.58
0.93
0.66
0.40
0.23
0.14
10
6.85
5.48
4.62
3.35
2.18
1.30
0.92
0.56
0.33
0.20
25
7.39
5.89
4.98
3.69
2.46
1.49
1.06
0.65
0.39
0.23
100
7.93
6.30
5.31
4.07
2.80
1.75
1.24
0.78
0.48
0.29
* ARI is the Average Return Interval.
** Intensity Duration Frequency table is measured in inches per hour.
10 8.03.9

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
SEDIMENT BASIN CALCULATIONS
Erosion Control & Culvert Calculations 11 April 2021

WYNNFALL SUBDIVISION
PHASE ONE
SEDIMENT BASIN CALCULATIONS
Drainage Area (Acres) Weir Length (ft)
0 <_ 1 4
1 <_ 2 6
2 <_ 3 8
3 <_ 4 10
4 <_ 5 12
5 <
Sediment
TrapID
Drainage
Area
(Acres)
Disturbed
Area
(Acres)
3
Basin Volume (ft)
t hr
� ( )
C
Intensity
in/hr
( )
Q cfs
10 ( )
Required
Surface
Area (ft)
3:1 Raw
Estimated
Width
3:1 Raw
Estimated
Length
Target
Surface
Width (ft)
Target
Surface
Length (ft)
Final
Surface
Area (ft)
Depth
ft
()
Provided
Basin Volume
(ft3)
Weir
Length ft
g ( )
SSB-1
0.17
0.17
306
0.0833
0.5
6.85
0.58
189.23
7.94
23.8
12
26
312
2.0
624
4.00
SSB-2
0.22
0.22
396
0.0833
0.5
6.85
0.75
244.89
9.03
27.1
10
28
280
2.0
560
4.00
SSB-3
0.13
0.13
234
0.0833
0.5
6.85
0.45
144.71
6.95
20.8
10
28
280
2.0
560
4.00
SSB-4
0.15
0.15
270
0.0833
0.5
6.85
0.51
166.97
7.46
22.4
14
28
392
2.0
784
4.00
SSB-5
0.36
0.36
648
0.0833
0.5
6.85
1.23
400.73
11.56
34.7
12
36
432
2.0
864
4.00
SSB-6
0.30
0.30
540
0.0833
0.5
6.85
1.03
333.94
10.55
31.7
11
33
363
2.0
726
4.00
SSB-7
0.21
0.21
378
0.0833
0.5
6.85
0.72
233.76
8.83
26.5
10
27
270
2.0
540
4.00
SSB-8
0.23
0.23
414
0.0833
0.5
6.85
0.79
256.02
9.24
27.7
10
28
280
2.0
560
4.00
SSB-9
0.48
0.48
864
0.0833
0.5
6.85
1.64
534.30
13.35
40.0
15
36
540
2.0
1080
4.00
SSB-10
1.35
0.53
954
0.0833
0.5
6.85
4.62
1,502.72
22.38
67.1
22
70
1540
2.0
3080
6.00
SSB-12
0.54
0.54
972
0.0833
0.5
6.85
1.85
601.09
14.15
42.5
16
38
608
2.0
1216
4.00
SSB-13
0.90
0.90
1620
0.0833
0.5
6.85
3.08
1,001.81
18.27
54.8
21
52
1092
2.0
2184
4.00
SSB-14
0.31
0.31
558
0.0833
0.5
6.85
1.06
345.07
10.72
32.2
13
28
1 364
2.0
728
4.00
SSB-15
1 0.35
0.35
630
0.0833
0.5
6.85
1.20
389.59
11.40
34.2
14
29
406
2.0
812
4.00
SSB-19
1.78
0.28
504
0.0833
0.5
6.85
6.10
1,981.36
25.70
77.1
26
77
2002
2.0
4004
6.00
SSB-20
0.30
0.30
540
0.0833
6.85
1.03
333.94
10.55
31.7
14
26
364
2.0
728
4.00
__2L4
KENNERLY ENGINEERING AND DESIGN. INC. 12
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-1
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
624 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 26 12 Feet VOLUME 384 Cu. Ft.
Bottom dimensions in feet 18 4 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 13
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-2
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
560 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.2 Inch[es]
0.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 28 10 Feet VOLUME 320 Cu. Ft.
Bottom dimensions in feet 20 2 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 14
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-3
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
560 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.2 Inch[es]
0.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 28 10 Feet VOLUME 320 Cu. Ft.
Bottom dimensions in feet 20 2 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 15
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-4
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
784 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.6 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 28 14 Feet VOLUME 512 Cu. Ft.
Bottom dimensions in feet 20 6 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 16
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-5
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
864 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.6 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 36 12 Feet VOLUME 544 Cu. Ft.
Bottom dimensions in feet 28 4 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 17
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-6
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
726 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.6 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 33 11 Feet VOLUME 438 Cu. Ft.
Bottom dimensions in feet 25 3 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 18
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-7
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
540 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.2 Inch[es]
0.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 27 10 Feet VOLUME 308 Cu. Ft.
Bottom dimensions in feet 19 2 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 19
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-8
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
560 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.2 Inch[es]
0.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 28 10 Feet VOLUME 320 Cu. Ft.
Bottom dimensions in feet 20 2 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 20
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-9
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
1,080 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.7 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 36 15 Feet VOLUME 736 Cu. Ft.
Bottom dimensions in feet 28 7 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 21
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-10
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
2,080 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.5 Inch[es]
1.0 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 70 22 Feet VOLUME 2408 Cu. Ft.
Bottom dimensions in feet 62 14 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 22
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-12
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
1,216 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.4 Inch[es]
0.7 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 38 16 Feet VOLUME 848 Cu. Ft.
Bottom dimensions in feet 30 8 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 23
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-13
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
2,184 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.5 Inch[es]
1.0 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 52 21 Feet VOLUME 1664 Cu. Ft.
Bottom dimensions in feet 44 13 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 24
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-14
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
672 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 28 12 Feet VOLUME 416 Cu. Ft.
Bottom dimensions in feet 20 4 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 25
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-15
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
812 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.6 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 29 14 Feet VOLUME 532 Cu. Ft.
Bottom dimensions in feet 21 6 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 26
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-19
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
4,004 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.7 Inch[es]
1.3 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 77 26 Feet VOLUME 3244 Cu. Ft.
Bottom dimensions in feet 69 18 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 27
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Skimmer SSB-20
Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
I -in NC assume 3 days to drain
WYNNFALL SUBDIVISION
PHASE ONE
728 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
1.5 Inch
0.3 Inch[es]
0.6 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 26 14 Feet VOLUME 472 Cu. Ft.
Bottom dimensions in feet 18 6 Feet
Depth in feet 2 Feet
KENNERLY ENGINEERING AND DESIGN, INC. 28
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
DITCH DESIGN
Erosion Control & Culvert Calculations 29 April 2021

Hydraulic Analysis Report
Project Data
Project Title: 20-050 Wynnfall Subdivision
Designer:
Project Date: Tuesday, March 23, 2021
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Ditch No. 1
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Longitudinal Slope: 0.0310 ft/ft
Manning's n: 0.0200
Flow: 2.2700 cfs
Result Parameters
Depth: 0.3893 ft
Area of Flow: 0.5306 ft^2
Wetted Perimeter: 2.8365 ft
Hydraulic Radius: 0.1870 ft
Average Velocity: 4.2786 ft/s
Top Width: 2.7254 ft
Froude Number: 1.7089
Critical Depth: 0.4844 ft
Critical Velocity: 2.7640 ft/s
Critical Slope: 0.0097 ft/ft
Critical Top Width: 3.46 ft
Calculated Max Shear Stress: 0.7531 Ib/ft^2
Calculated Avg Shear Stress: 0.3618 Ib/ft^2
30

Channel Analysis: Ditch No. 2
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0580 ft/ft
Manning's n: 0.0200
Flow: 0.7800 cfs
Result Parameters
Depth: 0.2319 ft
Area of Flow: 0.1883 ft^2
Wetted Perimeter: 1.6896 ft
Hydraulic Radius: 0.1114 ft
Average Velocity: 4.1433 ft/s
Top Width: 1.6235 ft
Froude Number: 2.1442
Critical Depth: 0.3160 ft
Critical Velocity: 2.2323 ft/s
Critical Slope: 0.0111 ft/ft
Critical Top Width: 2.26 ft
Calculated Max Shear Stress: 0.8394 Ib/ft^2
Calculated Avg Shear Stress: 0.4032 Ib/ft^2
31

Channel Analysis: Ditch No. 3
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0270 ft/ft
Manning's n: 0.0200
Flow: 2.3500 cfs
Result Parameters
Depth: 0.4048 ft
Area of Flow: 0.5735 ft^2
Wetted Perimeter: 2.9490 ft
Hydraulic Radius: 0.1945 ft
Average Velocity: 4.0979 ft/s
Top Width: 2.8335 ft
Froude Number: 1.6052
Critical Depth: 0.4912 ft
Critical Velocity: 2.7832 ft/s
Critical Slope: 0.0096 ft/ft
Critical Top Width: 3.51 ft
Calculated Max Shear Stress: 0.6820 Ib/ft^2
Calculated Avg Shear Stress: 0.3276 Ib/ft^2
32

Channel Analysis: Ditch No. 4
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0310 ft/ft
Manning's n: 0.0200
Flow: 0.5500 cfs
Result Parameters
Depth: 0.2288 ft
Area of Flow: 0.1832 ft^2
Wetted Perimeter: 1.6669 ft
Hydraulic Radius: 0.1099 ft
Average Velocity: 3.0018 ft/s
Top Width: 1.6016 ft
Froude Number: 1.5640
Critical Depth: 0.2748 ft
Critical Velocity: 2.0816 ft/s
Critical Slope: 0.0117 ft/ft
Critical Top Width: 1.96 ft
Calculated Max Shear Stress: 0.4426 Ib/ft^2
Calculated Avg Shear Stress: 0.2126 Ib/ft^2
33

Channel Analysis: Ditch No. 5
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0210 ft/ft
Manning's n: 0.0200
Flow: 11.4900 cfs
Result Parameters
Depth: 0.7694 ft
Area of Flow: 2.0719 ft^2
Wetted Perimeter: 5.6054 ft
Hydraulic Radius: 0.3696 ft
Average Velocity: 5.5456 ft/s
Top Width: 5.3858 ft
Froude Number: 1.5756
Critical Depth: 0.9267 ft
Critical Velocity: 3.8230 ft/s
Critical Slope: 0.0078 ft/ft
Critical Top Width: 6.62 ft
Calculated Max Shear Stress: 1.0082 Ib/ft^2
Calculated Avg Shear Stress: 0.4844 Ib/ft^2
34

Channel Analysis: Ditch No. 6
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0490 ft/ft
Manning's n: 0.0200
Flow: 1.1000 cfs
Result Parameters
Depth: 0.2723 ft
Area of Flow: 0.2595 ft^2
Wetted Perimeter: 1.9839 ft
Hydraulic Radius: 0.1308 ft
Average Velocity: 4.2384 ft/s
Top Width: 1.9062 ft
Froude Number: 2.0242
Critical Depth: 0.3625 ft
Critical Velocity: 2.3912 ft/s
Critical Slope: 0.0106 ft/ft
Critical Top Width: 2.59 ft
Calculated Max Shear Stress: 0.8326 Ib/ft^2
Calculated Avg Shear Stress: 0.4000 Ib/ft^2
35

Channel Analysis: Ditch No. 7
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0160 ft/ft
Manning's n: 0.0200
Flow: 6.0300 cfs
Result Parameters
Depth: 0.6358 ft
Area of Flow: 1.4147 ft^2
Wetted Perimeter: 4.6318 ft
Hydraulic Radius: 0.3054 ft
Average Velocity: 4.2624 ft/s
Top Width: 4.4504 ft
Froude Number: 1.3323
Critical Depth: 0.7160 ft
Critical Velocity: 3.3605 ft/s
Critical Slope: 0.0085 ft/ft
Critical Top Width: 5.12 ft
Calculated Max Shear Stress: 0.6347 Ib/ft^2
Calculated Avg Shear Stress: 0.3049 Ib/ft^2
36

Channel Analysis: Ditch No. 8
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0520 ft/ft
Manning's n: 0.0200
Flow: 0.8400 cfs
Result Parameters
Depth: 0.2434 ft
Area of Flow: 0.2073 ft^2
Wetted Perimeter: 1.7732 ft
Hydraulic Radius: 0.1169 ft
Average Velocity: 4.0514 ft/s
Top Width: 1.7037 ft
Froude Number: 2.0466
Critical Depth: 0.3255 ft
Critical Velocity: 2.2656 ft/s
Critical Slope: 0.0110 ft/ft
Critical Top Width: 2.33 ft
Calculated Max Shear Stress: 0.7898 Ib/ft^2
Calculated Avg Shear Stress: 0.3794 Ib/ft^2
37

Channel Analysis: Ditch No. 9
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0440 ft/ft
Manning's n: 0.0200
Flow: 2.9500 cfs
Result Parameters
Depth: 0.4022 ft
Area of Flow: 0.5663 ft^2
Wetted Perimeter: 2.9305 ft
Hydraulic Radius: 0.1932 ft
Average Velocity: 5.2093 ft/s
Top Width: 2.8157 ft
Froude Number: 2.0470
Critical Depth: 0.5379 ft
Critical Velocity: 2.9127 ft/s
Critical Slope: 0.0093 ft/ft
Critical Top Width: 3.84 ft
Calculated Max Shear Stress: 1.1044 Ib/ft^2
Calculated Avg Shear Stress: 0.5306 Ib/ft^2
38

Channel Analysis: Ditch No. 10
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0440 ft/ft
Manning's n: 0.0200
Flow: 2.6000 cfs
Result Parameters
Depth: 0.3836 ft
Area of Flow: 0.5151 ft^2
Wetted Perimeter: 2.7949 ft
Hydraulic Radius: 0.1843 ft
Average Velocity: 5.0474 ft/s
Top Width: 2.6854 ft
Froude Number: 2.0309
Critical Depth: 0.5114 ft
Critical Velocity: 2.8401 ft/s
Critical Slope: 0.0095 ft/ft
Critical Top Width: 3.65 ft
Calculated Max Shear Stress: 1.0533 Ib/ft^2
Calculated Avg Shear Stress: 0.5060 Ib/ft^2
39

Channel Analysis: Ditch No. 11
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0110 ft/ft
Manning's n: 0.0200
Flow: 2.0700 cfs
Result Parameters
Depth: 0.4567 ft
Area of Flow: 0.7302 ft^2
Wetted Perimeter: 3.3276 ft
Hydraulic Radius: 0.2194 ft
Average Velocity: 2.8350 ft/s
Top Width: 3.1972 ft
Froude Number: 1.0454
Critical Depth: 0.4669 ft
Critical Velocity: 2.7135 ft/s
Critical Slope: 0.0098 ft/ft
Critical Top Width: 3.34 ft
Calculated Max Shear Stress: 0.3135 Ib/ft^2
Calculated Avg Shear Stress: 0.1506 Ib/ft^2
40

Channel Analysis: Ditch No. 12
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0470 ft/ft
Manning's n: 0.0200
Flow: 2.0000 cfs
Result Parameters
Depth: 0.3434 ft
Area of Flow: 0.4128 ft^2
Wetted Perimeter: 2.5019 ft
Hydraulic Radius: 0.1650 ft
Average Velocity: 4.8454 ft/s
Top Width: 2.4039 ft
Froude Number: 2.0607
Critical Depth: 0.4605 ft
Critical Velocity: 2.6949 ft/s
Critical Slope: 0.0098 ft/ft
Critical Top Width: 3.29 ft
Calculated Max Shear Stress: 1.0072 Ib/ft^2
Calculated Avg Shear Stress: 0.4839 Ib/ft^2
41

Channel Analysis: Ditch No. 13
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0480 ft/ft
Manning's n: 0.0200
Flow: 2.9200 cfs
Result Parameters
Depth: 0.3942 ft
Area of Flow: 0.5439 ft^2
Wetted Perimeter: 2.8720 ft
Hydraulic Radius: 0.1894 ft
Average Velocity: 5.3684 ft/s
Top Width: 2.7595 ft
Froude Number: 2.1309
Critical Depth: 0.5357 ft
Critical Velocity: 2.9068 ft/s
Critical Slope: 0.0093 ft/ft
Critical Top Width: 3.83 ft
Calculated Max Shear Stress: 1.1808 Ib/ft^2
Calculated Avg Shear Stress: 0.5673 Ib/ft^2
42

Channel Analysis: Ditch No. 14
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0470 ft/ft
Manning's n: 0.0200
Flow: 1.1300 cfs
Result Parameters
Depth: 0.2772 ft
Area of Flow: 0.2690 ft^2
Wetted Perimeter: 2.0197 ft
Hydraulic Radius: 0.1332 ft
Average Velocity: 4.2009 ft/s
Top Width: 1.9406 ft
Froude Number: 1.9884
Critical Depth: 0.3665 ft
Critical Velocity: 2.4041 ft/s
Critical Slope: 0.0106 ft/ft
Critical Top Width: 2.62 ft
Calculated Max Shear Stress: 0.8131 Ib/ft^2
Calculated Avg Shear Stress: 0.3906 Ib/ft^2
43

Channel Analysis: Ditch No. 15
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0420 ft/ft
Manning's n: 0.0200
Flow: 6.4300 cfs
Result Parameters
Depth: 0.5435 ft
Area of Flow: 1.0337 ft^2
Wetted Perimeter: 3.9593 ft
Hydraulic Radius: 0.2611 ft
Average Velocity: 6.2202 ft/s
Top Width: 3.8042 ft
Froude Number: 2.1028
Critical Depth: 0.7347 ft
Critical Velocity: 3.4039 ft/s
Critical Slope: 0.0084 ft/ft
Critical Top Width: 5.25 ft
Calculated Max Shear Stress: 1.4243 Ib/ft^2
Calculated Avg Shear Stress: 0.6843 Ib/ft^2
44

Channel Analysis: Ditch No. 16
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0190 ft/ft
Manning's n: 0.0200
Flow: 0.8400 cfs
Result Parameters
Depth: 0.2940 ft
Area of Flow: 0.3024 ft^2
Wetted Perimeter: 2.1416 ft
Hydraulic Radius: 0.1412 ft
Average Velocity: 2.7774 ft/s
Top Width: 2.0577 ft
Froude Number: 1.2767
Critical Depth: 0.3255 ft
Critical Velocity: 2.2656 ft/s
Critical Slope: 0.0110 ft/ft
Critical Top Width: 2.33 ft
Calculated Max Shear Stress: 0.3485 Ib/ft^2
Calculated Avg Shear Stress: 0.1674 Ib/ft^2
45

Channel Analysis: Ditch No. 17
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0130 ft/ft
Manning's n: 0.0200
Flow: 1.8100 cfs
Result Parameters
Depth: 0.4209 ft
Area of Flow: 0.6202 ft^2
Wetted Perimeter: 3.0667 ft
Hydraulic Radius: 0.2022 ft
Average Velocity: 2.9186 ft/s
Top Width: 2.9465 ft
Froude Number: 1.1211
Critical Depth: 0.4425 ft
Critical Velocity: 2.6416 ft/s
Critical Slope: 0.0100 ft/ft
Critical Top Width: 3.16 ft
Calculated Max Shear Stress: 0.3415 Ib/ft^2
Calculated Avg Shear Stress: 0.1640 Ib/ft^2
46

Channel Analysis: Ditch No. 18
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0160 ft/ft
Manning's n: 0.0200
Flow: 0.8700 cfs
Result Parameters
Depth: 0.3076 ft
Area of Flow: 0.3312 ft^2
Wetted Perimeter: 2.2410 ft
Hydraulic Radius: 0.1478 ft
Average Velocity: 2.6270 ft/s
Top Width: 2.1533 ft
Froude Number: 1.1804
Critical Depth: 0.3301 ft
Critical Velocity: 2.2816 ft/s
Critical Slope: 0.0110 ft/ft
Critical Top Width: 2.36 ft
Calculated Max Shear Stress: 0.3071 Ib/ft^2
Calculated Avg Shear Stress: 0.1475 Ib/ft^2
47

Channel Analysis: Ditch No. 19
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0350 ft/ft
Manning's n: 0.0200
Flow: 5.9200 cfs
Result Parameters
Depth: 0.5452 ft
Area of Flow: 1.0404 ft^2
Wetted Perimeter: 3.9720 ft
Hydraulic Radius: 0.2619 ft
Average Velocity: 5.6903 ft/s
Top Width: 3.8164 ft
Froude Number: 1.9206
Critical Depth: 0.7108 ft
Critical Velocity: 3.3481 ft/s
Critical Slope: 0.0085 ft/ft
Critical Top Width: 5.08 ft
Calculated Max Shear Stress: 1.1907 Ib/ft^2
Calculated Avg Shear Stress: 0.5720 Ib/ft^2
48

Channel Analysis: Ditch No. 20
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Longitudinal Slope: 0.0370 ft/ft
Manning's n: 0.0200
Flow: 1.1300 cfs
Result Parameters
Depth: 0.2899 ft
Area of Flow: 0.2942 ft^2
Wetted Perimeter: 2.1124 ft
Hydraulic Radius: 0.1393 ft
Average Velocity: 3.8404 ft/s
Top Width: 2.0296 ft
Froude Number: 1.7775
Critical Depth: 0.3665 ft
Critical Velocity: 2.4041 ft/s
Critical Slope: 0.0106 ft/ft
Critical Top Width: 2.62 ft
Calculated Max Shear Stress: 0.6694 Ib/ft^2
Calculated Avg Shear Stress: 0.3216 Ib/ft^2
49

Channel Analysis: Ditch No. 21
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 4.0000 ft/ft
Side Slope 2 (Z2): 4.0000 ft/ft
Channel Width: 4.0000 ft
Longitudinal Slope: 0.0300 ft/ft
Manning's n: 0.0200
Flow: 23.2200 cfs
Result Parameters
Depth: 0.5429 ft
Area of Flow: 3.3503 ft^2
Wetted Perimeter: 8.4766 ft
Hydraulic Radius: 0.3952 ft
Average Velocity: 6.9307 ft/s
Top Width: 8.3430 ft
Froude Number: 1.9274
Critical Depth: 0.7802 ft
Critical Velocity: 4.1792 ft/s
Critical Slope: 0.0073 ft/ft
Critical Top Width: 10.24 ft
Calculated Max Shear Stress: 1.0163 Ib/ft^2
Calculated Avg Shear Stress: 0.7399 Ib/ft^2
50

WYNNFALL SUBDIVISION
PHASE ONE
C = 0.90
C = 0.40
1= 6.87 in/hr(10 YR Storm)
y = 62.40 Ib/ft^3 (unit weight of water)
SHEAR STRESS CALCULATIONS
10 Yr storm 5 Min Duration
Ditch
No.
Drainage
Area
LENGTH
UPSTREAM
ELEV
DOWNSTREAM
ELEV
Acreage
(AC)
C
IMPERVIOUS
C
PERVIOUS
WEIGHTED
C
Q=CiA
Ids)
Channel
Slope
(ft/ft)
Flow
Depth
(ft)
Shear
Stress
(Td)
Ditch
Type
Matting
Type
(AC)
(AC)
1
WYNNFALL DR. LT SIDE STA 10+00 -11+60
160.00
857.00
852.00
0.60
0.18
0.42
0.55
2.27
0.031
0.39
0.76
"V,,
Curlex Type l
2
WYNNFALL DR. RT SIDE STA 10+00 -12+00
200.00
857.00
845.50
0.22
0.05
0.17
0.51
0.78
0.058
0.23
0.83
"V,,
Curlex Type l
3
WYNNFALL DR. LT SIDE STA 11+60-13+10
150.00
852.00
848.00
0.68
0.14
0.54
0.50
2.35
0.027
0.41
0.68
"V,,
Curlex Type I
4
WYNNFALL DR. RT SIDE STA 12+00-13+75
175.00
851.00
845.50
0.15
0.04
0.11
0.53
0.55
0.031
0.23
0.45
"V,,
Curlex Type I
5
WYNNFALL DR. LT SIDE STA 13+10-17+00
390.00
852.00
844.00
3.77
0.33
3.44
0.44
11.49
0.021
0.77
0.99
"V,,
Curlex Type I
6
WYNNFALL DR. RT SIDE STA 13+75-17+00
325.00
851.00
835.00
0.30
0.08
0.22
0.53
1.10
0.049
0.27
0.83
"V,,
Curlex Type I
7
WYNNFALL DR. LT SIDE STA 17+00-19+95
250.00
848.00
844.00
1.87
0.26
1.61
0.47
6.03
0.016
0.64
0.64
"V,,
Curlex Type I
8
WYN N FALL DR. RT SI DE STA 17+00-19+95
250.00
848.00
1 835.00
0.23
0.06
0.17
0.53
0.84
0.052
1 0.24
0.78
"V,,I
Curlex Type l
9
WYNNFALL DR. LTSIDE STA 19+95-24+75
615.00
848.00
821.00
0.90
0.14
0.76
1 0.48
2.95
0.044
0.40
1.10
"V,,
Curlex Type I
10
WYN N FALL DR. RT SI DE STA 19+95-24+75
525.00
848.00
825.00
0.77
0.14
0.63
0.49
2.60
0.044
0.38
1.04
"V,,
Curlex Type l
11
PAINTED TRAILS LT SIDE STA 20+00 -21+90
190.00
852.00
850.00
0.69
0.05
0.64
0.44
2.07
0.011
0.46
0.30
"V,,
Curlex Type I
12
PAINTED TRAILS RT SIDE STA 21+25 -27+70
645.00
851.00
821.00
0.54
0.15
0.39
0.54
2.00
0.047
0.34
0.99
"V,,
Curlex Type I
13
PAINTED TRAILS LT SIDE STA 21+90 - 27+70
580.00
851.00
823.00
0.90
0.13
0.77
0.47
2.92
0.048
0.39
1.17
"V,,
Curlex Type I
14
PAINTED TRAILS RT SIDE STA 27+70 - 31+25
360.00
838.00
821.00
0.31
0.08
0.23
0.53
1.13
0.047
0.28
0.83
"V,,
Curlex Type I
15
PAINTED TRAILS LT SIDE STA 27+70 - 31+25
360.00
838.00
823.00
1.89
1 0.36
1.53
0.50
1 6.43
0.042
0.55
1 1.43
"V,,
Curlex Type I
16
PAINTED TRAILS RT SIDE STA 31+25 - 33+75
270.00
838.00
833.00
0.23
0.06
0.17
0.53
0.84
0.019
0.29
0.34
"V,,
Curlex Type I
17
PAINTED TRAILS LT SIDE STA 31+25 TO
CRI CKET'S RU N LT SI DE STA 30+80
160.00
838.00
836.00
0.52
0.11
0.41
0.51
1.81
0.013
0.42
0.33
'IV'IV,,V
Curlex Type l
18
CRICKET'S RUN RT SIDE STA 30+80 TO
PAI NTED TRAI LS LT SI DE STA 33+75
190.00
836.00
833.00
0.24
0.06
0.18
0.53
0.87
0.016
0.31
0.31
'IV'IV,,V
Curlex Type l
19
CRI CKET'S RU N LT SI DE STA 30+80 -34+00
310.00
836.00
825.00
1.78
0.30
1.48
0.48
5.92
0.035
0.55
1.22
"V"
Curlex Type l
20
CRICKET'S RUN RTSIDESTA 30+80-35+00
405.00
836.00
821.00
0.30
0.09
0.21
0.55
1.13
0.037
0.29
0.67
"V,,
Curlex Type I
21
BETWEEN LOT45 & LOT46
172.00
837.00
831.00
1.23
0.34
0.89
0.54
23.22
0.030
0.54
1.01
"Trapezoid"
Curlex Type I
KENNERLY ENGINEERING AND DESIGN, INC. 51
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
CULVERT DESIGN
Erosion Control & Culvert Calculations 52 April 2021

1992
4K
TRAVEL TIME FOR CHANNEL FLOW
(Kirpich Chart)
H (feet)
Gnn
TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS
Z'4 �'-1 8 rJ-Zv -; eo TX AU S Co w oi-r
1.. = 1,4ZLIF-7
Source: VDOT
Plate 5-3
V-13
53

WYNNFALL SUBDIVISION
PHASE ONE
CULVERT Tc CALCULATIONS
Tc = 0.0078[(L^0.77)/(S^0.385)]
Drainage Area
Length
(L)
High Point
(Elev.)
Low Point
(Elev.)
Slope
(S)
Time of Concentration
(Tc)
CULVERT 1
370.00
866.50
846.00
0.055
2.26
CULVERT
510.00
866.50
844.00
0.044
3.15
CULVERT
1424.00
867.00
823.00
0.031
7.97
CULVERT
525.00
848.00
825.00
0.044
3.23
KENNERLY ENGINEERING AND DESIGN, INC. 54
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

WYNNFALL SUBDIVISION
PHASE ONE
WEIGHTED C CALCULATIONS
DRAINAGE
AREA
TOTAL DRAINAGE AREA
(AC)
DISTURBED AREA
(AC)
BARE EARTH/PAVE
PERVIOUS AREA
(AC)
WOODLANDS
IMPERVIOUS AREA
'C' VALUE
BARE EARTH
PERVIOUS AREA
'C' VALUE
WOODLANDS
WEIGHTED 'C'
CULVERT 1
3.47
0.480
2.99
0.98
0.40
0.48
CULVERT 2
6.78
0.700
6.08
0.98
0.40
0.47
CULVERT 3
19.21
2.860
16.36
0.98
0.40
0.49
CULVERT 4
2.66
0.440
2.11
0.98
0.40
0.60
KENNERLY ENGINEERING AND DESIGN, INC.
55
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

WYNNFALL SUBDIVISION
PHASE ONE
CULVERT FLOW CALCULATION
C Culvert #1 = 0.48
C Culvert #2 = 0.47
C Culvert #3 = 0.49 (8 min. Tc per Kirpich Chart)
C Culvert #4 = 0.50
1= 6.87 in/hr(10 YR Storm)
1= 6.04 in/hr(10 YR Storm)
10 Yr storm 5 Min Duration
10 Yr storm 8 Min Duration
Culvert Numbers
Acreage
(AC)
Q=CiA
(cfs)
Culvert #1 Wynfall Dr. STA 12+00
3.47
11.45
Culvert #2 Wynfall Dr. STA 17+00
5.78
18.67
Culvert #3 Painted Trails STA 27+48
19.21
56.40
Culvert #4 Wynnfall Dr. STA 24+50
2.55
8.76
KENNERLY ENGINEERING AND DESIGN, INC. 56
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

WYNNFALL SUBDIVISION
PHASE ONE
CULVERT FLOW CALCULATION
C Culvert #1 =
0.48
C Culvert #2 =
0.47
C Culvert #3 =
0.49 (8 min. Tc per Kirpich Chart)
C Culvert #3 =
0.50
1 =
7.39 in/hr (25 YR Storm)
1=
6.49 in/hr(25 YR Storm)
25 Yr storm 5 Min Duration
25 Yr storm 8 Min Duration
Culvert Numbers
Acreage
(AC)
Q=CiA
(cfs)
Culvert #1 Wynfall Dr. STA 12+00
3.47
12.31
Culvert #2 Wynfall Dr. STA 17+00
5.78
20.09
Culvert #3 Painted Trails STA 27+48
19.21
60.60
Culvert #4 Wynall Dr STA 24+50
2.55
9.42
KENNERLY ENGINEERING AND DESIGN, INC. 57
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

WYNNFALL SUBDIVISION
PHASE ONE
CULVERT INFORMATION
Drainage
Area
Pipe Length
L
Pipe
Invert Elevations
Size
Slope
Material
Upstream
Downstream
(ft)
(in)
(%)
(ft)
(ft)
CULVERT 1
98.00
24
0.0050
RCP
846.00
845.50
CULVERT 2
66.00
30
0.0200
RCP
838.32
837.00
CULVERT 3
84.00
42
0.0200
RCP
822.68
821.00
CULVERT
48.00
18
0.0050
RCP
823.24
823.00
KENNERLY ENGINEERING AND DESIGN, INC.
58
20-050 WYNNFALL SUBDIVISION
HINKLE LANE
LEXINGTON, NC

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Friday, Apr 2 2021
Wynnfall Drive STA 12+00
Invert Elev Dn (ft)
= 845.50
Calculations
Pipe Length (ft)
= 98.00
Qmin (cfs)
= 1.00
Slope (%)
= 0.50
Qmax (cfs)
= 12.31
Invert Elev Up (ft)
= 845.99
Tailwater Elev (ft)
= Normal
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 12.00
No. Barrels
= 1
Qpipe (cfs)
= 12.00
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Corrugate Metal Pipe
Veloc Dn (ft/s)
= 5.58
Culvert Entrance
= Headwall
Veloc Up (ft/s)
= 5.82
Coeff. K,M,c,Y,k
= 0.0078, 2, 0.0379, 0.69, 0.5
HGL Dn (ft)
= 847.29
HGL Up (ft)
= 847.74
Embankment
Hw Elev (ft)
= 848.37
Top Elevation (ft)
= 855.00
Hw/D (ft)
= 1.19
Top Width (ft)
= 32.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 230.00
a-([)
95600
WAJW
Bum
a0A0
040A0
MGM
844 9O
Wynnfall Drive STA 12+00 H,e ❑epth (fti
9.51
7.51
551
351
151
-049
-2 49
1C 2% 3� 4C a 8� 90 100 110 120 13� 14�
Circular G,ert HGL Embank
Reach (fti
59

Culvert Report - Culvert #2
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Sunday, Mar 14 2021
Wynnfall Drive STA 17+00
Invert Elev Dn (ft)
= 837.00
Calculations
Pipe Length (ft)
= 66.00
Qmin (cfs)
= 1.00
Slope (%)
= 2.00
Qmax (cfs)
= 20.00
Invert Elev Up (ft)
= 838.32
Tailwater Elev (ft)
= Normal
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 20.00
No. Barrels
= 1
Qpipe (cfs)
= 20.00
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 10.07
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 6.42
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 838.06
HGL Up (ft)
= 839.84
Embankment
Hw Elev (ft)
= 840.61
Top Elevation (ft)
= 845.50
Hw/D (ft)
= 0.92
Top Width (ft)
= 32.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 475.00
Elev (ft)
846 00
845.00
844.00
843 00
842.00
841.00
840.00
839.00
836.00
837.00
836. 00
Wynnfall Drive STA 12+00
5 1� 15 20 25 30 35 4� 45 5% 55 0.. 55 75 8� 85
Circular Culvert HGL Embank
H& ❑epth (fti
7.68
6.68
5.68
4.68
3.68
2.68
1.68
0.68
-0.32
-1.32
-2.32
Reach (fti

Culvert Report - Culvert #3
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Sunday, Mar 14 2021
Painted Trails Culvert
Invert Elev Dn (ft)
= 821.00
Calculations
Pipe Length (ft)
= 84.00
Qmin (cfs)
= 1.00
Slope (%)
= 2.00
Qmax (cfs)
= 61.00
Invert Elev Up (ft)
= 822.68
Tailwater Elev (ft)
= Normal
Rise (in)
= 42.0
Shape
= Circular
Highlighted
Span (in)
= 42.0
Qtotal (cfs)
= 61.00
No. Barrels
= 1
Qpipe (cfs)
= 61.00
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 8.50
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.50
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 823.45
HGL Up (ft)
= 825.13
Embankment
Hw Elev (ft)
= 826.61
Top Elevation (ft)
= 829.50
Hw/D (ft)
= 1.12
Top Width (ft)
= 32.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 270.00
El. (ft)
930 0D
829.00
828.00
827 0D
826.00
825.00
824.00
823.00
822.00
821.00
820 0D
Painted Trails Culvert
1C 20 30 40 50 oC 70 60 90 100 110 120
Circular Culvert HGL Embank
H'& Depth (fti
732
6.32
5.32
4.32
3.32
2.32
1.32
0.32
-0.68
-1.68
-2.68
130
Reach (fti
61

Culvert Report -Culvert #4
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Thursday, Apr 1 2021
Wynnfall Drive STA 24+50 Culvert
Invert Elev Dn (ft)
= 823.00
Calculations
Pipe Length (ft)
= 48.00
Qmin (cfs)
= 0.00
Slope (%)
= 0.50
Qmax (cfs)
= 8.52
Invert Elev Up (ft)
= 823.24
Tailwater Elev (ft)
= Normal
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 8.50
No. Barrels
= 1
Qpipe (cfs)
= 8.50
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 4.81
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.81
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 824.50
HGL Up (ft)
= 824.81
Embankment
Hw Elev (ft)
= 825.16
Top Elevation (ft)
= 826.50
Hw/D (ft)
= 1.28
Top Width (ft)
= 39.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 50.00
El-(t) wynnfall Drive STA 24-50 Culvert Hw Depth(2)
826A0
M5A0
824A0
MAO
822A0
2.76
1.76
0.76
-0.24
-1 24
5 1C 15 20 25 3� 35 4� 45 50 55 60 H
Cirm lar Cu ba ert HGL Embank
Re h ft
62

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
OUTLET PROTECTION APRON
Erosion Control & Culvert Calculations 63 April 2021

Diameter
Manning's
Min, thickness
(inches)
"n"
of lining
(inches)
Fine C.L- is
3
0.031
91
12
Light " e
6
0,035
12
t8
Medium C-L 1
i3
0,040
18
24
Heavy C L_7:c�
23
0.044
30
36
(Channels) (Dissapators)
In ---'PF
Appendices
0--/Z,3IeF-;;,
Curves may not be extrapolated.
Figure 8,06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
�r
Pr tA)
Rev. 12/93
64

Diameter
Manning's
Min. thietcness
(inches)
"n"
of fining
(inches)
Fine C.� is
3
0.031
91
12
Light LL.13
6
0,035
12
18
Medium ( L 3
13
0,040
18
Heavy G L
23
0.044
30
36
(Channels)
(Dissapators)
� (.;14
S061)1 v/ 5 fj"j)
Appendices
Curves may not be extrapolated.
Figure 8.06a Design of outlet projection protection from a round pipe flowing full, minimum taflwater condition (Tw < 0.5 diameter).
7--
Q 2. 0, 0 9 cry 4-
3
rev. rzi9s
A F f / ` 7— _ _..._A 3,06.3
o, 50'
65

Diameter
(inches)
Manning's
"n"
Mtn. thickness
of lining (inches)
Fine C.t-
3
0.031
9 •
12
Light LL Q)
6
0,035
12
18
Medium C-
11
0,040
18
24
Heavy C L
23
0,044
30
36
(Channels)
(Dissapators)
20-0`>C) I0 /njrJrA`5v0)/N
Discharge (ft3lsec)
6a: �l,I �
Appendices
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum talwater condition (Tw < 0.5 diameter).
UL_VR '
plrnf
al;G 0,-75 � �9" k c, Zz r
Rev. 12/93
Z6��
lP—PAP
e

Diameter
Manning's
Mtn. thickness
(inches)
"n"
of lining
(inches)
Fine C.t� />
3
0.031
9.
12
Light t~L Q)
6
0,035
12
18
Medium
13
0.040
18
24
Heavy
23
0.044
30
36
(Channels)
(Dissapators)
�(_ /Z
11 n --TT
Z0-0 0 WVIJAY/16�u D�tip ic�h1
Appendices
6) -(9,zor-P s
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0,5 diameter).
Q = 850 Cr5
Rev. 12/93 / R 2—F %—
w JZr-- + I,SFT
I&SFr
U5, Z4" Ct-JR/r")'AI
r
8.06.3
GISU , SC� r
67

20-050 —Wynnfall Subdivision Phase One
BBJ Building, Inc.
Hinkle Rd, Lexington, NC
DEED
Erosion Control & Culvert Calculations 68 April 2021

Book 2427 Page 1177
IIIIAlIII111111N1111
2020000019128
DAVIDSON CO, NC FEE $26.00
STATE OF NC REAL ESTATE EXTX
$616.00
PRESENTED & RECORDED:
09-03-2020 08:54:40 AM
MICHAEL HORNE
REGISTER OF DEEDS
BY: CASEY RAINO
DEPUTY
BK: DE 2427
PG: 1177-1179
Excise Tax 0,16.00 Recording Time, Book and Page
Tax Parcel Identifiers: 11307130000041C, 1130300000066 and 11307A0000014
Verified by County on the day of , 2020
Mail after recording to Grantee:
This instrument was prepared by: Holly B. Curry, Attorney at Law, 212 N. State Street, Lexington, NC 27292
Brief Description for the index
This instrument prepared by Holly B. Curry, a licensed North Carolina attorney. Delinquent taxes, if any, to be paid by the closing
attorney to the county tax collector upon disbursement of closing proceeds.
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this lix day of 2020, by and between
GRANTOR
PINE TOP FARM, LLC
4904 TRENT WOODS DRIVE
NEW BERN, NC 28562
GRANTEE
BUEL BARKER
3632 FRIEDBERG CHURCH ROAD
WINSTON-SALEM, NC 27127
Enter in appropriate block for each party: name, address, and, if appropriate, character of entity, e.g., corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in
DAVIDSON County, North Carolina, and more particularly described as follows:
N.C. Bar Assoc. Form No. 3A ©1976, Revised © 1977 69
Printed by Agreement with the N.C. Bar Assoc. #003

Book 2427 Page 1178
SEE ATTACHMENT A
The propertyx is _ is not the primary residence of the Grantor.
A map showing the above described property is recorded in Plat Book , Page.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the lawful
claims of all persons whomsoever except for the exceptions hereinafter stated. Title to the property hereinabove described is subject to the
following exceptions:
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this instrument to be signed in
its corporate name by its duly authorized officers and its seal to be hereunto affixed by authority of its Board of Directors, the day and
year first above written.
PINE TOP FARM, LLC BY:
G
(seal)
R NALD D. E, MEMBER MANAGER
State of 1J C-
SEAL-STAMP bOVV6ew-) COUNTY.
I, «Ol l a t rr ,the undersigned, a Notary Public of the County and state aforesaid,
`��.�`�rd 0 �i,, certify th t RONA D D. RIPPLE, MEMBER MANAGER OF PINE TOP FARM, LLC , Grantor(s),
�•`�� O'''% personally appeared before me this day and acknowledged the due execution of the foregoing instrument..
o ca o << n E o Witness my hand and official stamp or seal, this o? ' day of Ik4'KIL4 2020.
o _ a 00= I,n n -
%G2 n V �.Oe My commission expires: ` l�J� Notary Public
Oft
N.C. Bar Assoc. Form No. 3A ©1976, Revised ©1977 70
Printed by Agreement with the N.C. Bar Assoc. #003

Book 2427 Page 1179
ATTACHMENT A
FIRST TRACT: Being Lots Nos. 14, 15, 16, 17, 18, 19, 20, 21, 22, and 23 David Hinkle
Lands as shown by map recorded in Plat Book 7, Page 44, in the office of the Register of
Deeds for Davidson County, North Carolina.
SECOND TRACT: Beginning at a point in the western margin of the right of way of
New Highway 52 in the previous line of G.D. Hemric, thence with the said line South 59
degrees West 366 feet to a point; thence South 45 deg. West 385.44 feet to a point;
thence South 40 deg. East 229.68 feet to a point; thence South 314.16 feet to a point;
thence South 35 deg. East 242.20 feet to a point in the right of way line of New Highway
52; thence with said right of way line North 09 deg. 43' East to the point and place of
beginning.
THIRD TRACT: Beginning at a stone Brinley's corner and running North 13 deg. West
9.20 chains to a stone; thence South 62 %2 Begs. West 16.71 chains to a stake, formerly a
post oak, South 871/2 deg. East 17 chains to the beginning, containing 7.65 acres, more
or less.
LESS AND EXCEPT any prior conveyances of record of any portion of the above
described properties, and less and except that certain 1.901 acres previously conveyed to
Ronald D. Ripple and Jane R. Schweizer on February 4, 2011, and more particularly
described in Deed recorded on February 21, 2011, in Deed Book 2009, Page 1153.
71