SW4210802_Design Calculations_20210816

HYDRAULIC CALCULATIONS
MIDDLETON PHASE 1
DAVIDSON COUNTY, NC
PROJECT.
2020-040
MARCH, 2021
JAMESTO WN ENGINEERING GROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
[phone]
C - 0626

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SWALE
NO.
AREA
1
10
C
Q
10
BOTTOM
WIDTH
LT
SS
RT
SS
LINING
SLOPE MATERIAL
n
DEPTH
VEL
SHEAR
STRESS
WP
A
1-12
1.90
5.8
0.7
7.2
1.0
3 :1
3 :1
6.2%
EXCEL S-2
0.066
0.52
3.46
1.99
4.3
2.1
1-12
1.90
5.8
0.7
7.2
1.0
3 :1
3 :1
6.2%
VEGETATED
0.035
0.30
5.90
1.17
2.9
1.2
1-11
0.65
5.8
0.7
2.5
1.0
3:1
3:1
5.1%
EXCELS-2
0.066
0.23
2.65
0.73
2.5
0.9
1-11
0.65
5.8
0.7
2.5
1.0
13:1
3 :11
5.1%
VEGETATED
0.0351
0.14
4.28
1 0.45
1.9
1 0.6
1-10
1.35
5.8
0.7
5.1
1.0
3 : 1
3 : 1
2.2%
EXCEL R-1
0.066
0.60
2.11
0.82
4.8
2.4
1-10
1.35
5.8
0.71
5.1
1.0
3 :1
3 :1
2.2%
VEGETATED
0.035
0.35
3.63
0.48
3.2
1.4
1-9
0.79
5.8
0.7
3.0
1.0
3 : 1
3 : 1
2.2%
EXCEL R-1
0.066
0.38
1.96
0.62
3.4
1.5
1-9
0.79
5.8
0.7
3.0
1.0
3:1
3 :1
2.2%
VEGETATED
0.035
0.23
3.28
0.32
2.5
0.9
1-8
0.80
5.8
0.7
3.0
1.0
3 :1
3 :1
1.2%
EXCEL R-1
0.066
0.50
1.52
0.37
4.2
2.0
1-8
0.80
5.8
0.7
3.0
1.0
3 :1
3 :11
1.2%
VEGETATED
0.035
0.30
1 2.58
0.22
2.9
1.2
1-7
1.38
5.8
0.7
5.2
1.0
3 :1
3 :1
2.8%
EXCEL S-2
0.066
0.55
2.35
0.96
4.5
2.2
1-7
1.38
5.8
0.71
5.2
1.0
3 :1
3 :1
2.8%
VEGETATED
0.035
0.33
4.03
0.67
3.1
1.3
1-6
1.08
5.8
0.7
4.1
1.0
3 :1
3 :1
5.9%
EXCEL S-2
0.066
0.33
3.11
1.21
3.1
1.3
1-6
1.08
5.8
0.7
4.1
1.0
3 :1
3 :1
5.9%
VEGETATED
0.035
0.20
5.15
0.73
2.3
0.$
1-5
0.47
15.8
0.7
1.8
1.0
13 :1
3 :1
5.6%
EXCEL S-2
0.0661
0.18
2.56
1 0.61
2.1
1 0.7
1-5
0.47
5.8
0.7
1.8
1.0
3 :1
3 :11
5.6%
VEGETATED
0.035
0.11
4.10
0.38
1.7
0.4
1-4
0.35
5.8
0.7
1.3
1.0
3 :1
3 :1
5.1%
EXCEL R-1
0.066
0.15
2.30
0.46
1.9
0.6
1-4
0.35
5.8
0.71
1.3
1.0
3:1
3:1
5.1%
VEGETATED
0.035
0.09
3.60
0.29
1.6
0.4
1-3
1.13
5.8
0.7
4.3
1.0
3 :1
3 :1
4.2%
JEXCEL R-1
0.066
0.40
2.72
1.04
3.5
1.6
1-3
1.13
5.8
0.7
4.3
1.0
3:1
3 :1
4.2%
VEGETATED
0.035
0.24
4.56
0.62
2.5
0.9
2-5
1.62
5.8
0.7
6.1
1.0
3 : 1
3 :1
1.8%
EXCEL R-1
0.0661
0.78
1.97
0.88
5.9
1 3.1
2-5
1.62
5.8
0.7
6.1
1.0
3 :1
3 :1
1.8%
VEGETATED
0.035
0.45
3.44
0.50
3.8
1.8
2-4
0.66
5.8
0.7
2.5
1.0
3 :1
3 :1
1.7%
EXCEL R-1
0.066
0.37
1.71
0.39
3.3
1.5
2-4
0.66
5.8
0.71
2.5
1.0
3 :1
3 :11
1.7%
VEGETATED
0.035
0.22
2.85
0.23
2.4
0.9
2-3
1.35
5.8
0.7
5.1
1.0
3 :1
3 :1
1.8%
JEXCEL R-1
0.066
0.66
1.93
0.74
5.2
2.6
2-3
1.35
5.8
0.7
5.1
1.0
3 :1
3 :1
1.8%
VEGETATED
0.035
0.38
3.34
0.43
3.4
1.5
2-2
1.79
5.8
0.7
6.7
1.0
13 :1
3 : 1
1.5%
EXCEL R-1
0.0661
0.92
1.83
1 0.86
6.8
1 3.7
2-2
1.79
5.8
0.7
6.7
1.0
3 :1
3 :1
1.5%
VEGETATED
0.035
0.53
3.22
0.49
4.3
2.1
3-3A
1.00
5.8
0.7
3.8
1.0
3 :1
3 :1
1.5%
EXCEL R-1
0.066
0.55
1.72
0.51
4.5
2.2
3-3A
1.00
5.8
0.71
3.8
1.0
3 :1
3 :11
1.5%
VEGETATED
0.035
0.32
2.94
0.30
3.0
1.3
3-3B
1.01
5.8
0.7
3.8
1.0
3 :1
3 :1
1.5%
EXCEL R-1
0.066
0.55
1.72
0.61
4.5
2.2
3-38
1.01
5.8
0.7
3.8
1.0
3 :1
3 :1
1.5%
VEGETATED
0.035
0.32
2.94
0.30
3.0
1.3
3-2A
0.66
5.8
0.7
2.5
1.0
1 3 :1
3 :1
1.5%
EXCEL R-1
0.0661
0.39
1.62
1 0.37
3.5
1.6
3-2A
0.66
5.8
0.7
2.5
1.0
13 :1
3 :1
1.5%
VEGETATED
0.0351
0.23
2.71
0.22
2.5
0.9
3-2B
0.66
5.8
0.7
2.5
1.0
3 :1
3 :1
1.5%
EXCEL R-1
0.0661
0.39
1.62
0.36
3.4
1.5
3-2B
0.66
5.810.71
2.5
1.0
3 :1
3 :11
1.5%
VEGETATED
0.035
0.23
2.71
0.22
2.5
0.9
4-3
1.28
5.8
0.71
4.8
1.0
3 :1
3 :11
4.8%
EXCEL S-2
0.066
0.41
2.94
1.24
3.6
1.7
4-3
1.2$
5.8
0.71
4.8
1.0
3 :1
3 :1
4.8%
VEGETATED
0.035
0.25
4.93
0.73
2.5
1.0
4-2
0.67
5.8
0.71
2.5
1.0
13 :1
3 :1
4.8%
EXCEL S-2
0.066
0.24
2.61
0.73
2.5
1.0
4-2
0.67
5.8
0.7
2.5
1.0
13 :1
3 : 1
4.8%
VEGETATED
0.035
0.15
4.25
0.45
1.9
0.6
BASIN 1
19.10
5.8
0.5
55.4
12.0
3 :1
3 : 1
1.0%
EXCEL R-1
0.066
1.56
2.36
0.97
21.9
23.4
BASIN 1
19.10
5.8
0.5
55.4
12.0
3 : 1
3 : 1
1.0%
VEGETATED
0.035
1.00
3.72
0.62
18.3
14.9
TYP
0.30
5.8
0.7
1.1
1.0
3 : 1
3 : 1
2.0%
EXCEL R-1
0.066
0.18
1.55
0.23
2.2
0.7
TYP
0.30
5.8
0.7
1.1
1.0
3 : 1
3 : 1
2.0%
VEGETATED
0.035
0.11
2.48
0.14
1.7
0.5
LINER
MAX. SHEAR
MAX. VELOCITY
EXCEL R-1
1.6 PSF
5.5 FPS
EXCEL S-2
2.0 PSF
7.0 FPS
EXCEL PP5-8
1.5 PSF
6.0 FPS
EXCEL PP5-10
2.3 PSF
7.0 FPS
EXCEL PP5-12
2.7 PSF
8.0 FPS
VEG. VELOCITY
5.5 FPS
7.0 FPS
10 FPS
12 FPS
15 FPS

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Calculate Skimmer Size
Basin Volume in Cubic Feet 45,000 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 Days Orifice Radius 1.7 Inch[es]
Orifice Diameter 3.5 Inch[es]
'!n NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 16,000 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain" 3 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.3 Inch[es]
'!n NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface In feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions In feet Feet
Depth in feet Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 2,300 Cu.Ft Skimmer Size 1.5 Inch
Days to Drain* 3 Days Orifice Radius 0.5 Inch[es]
Orifice Diameter 1.0 Inch[es]
'In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Circular Channel Analysis & Design
Solved with manning's Equation
Open Channel - Uniform flow
Worksheet Name: MIDDLETON PHASE I
Comment: 1-1
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope.............
Manning's n .......
Discharge.........
Computed Results:
Depth. ...........
Velocity..........
Flow Area.........
Critical Depth....
Percent Full......
Full Capacity.....
QMAX @.94D ........
Froude Number.....
3.00 ft
0.0500 ft/ft
0.013
40.60 cfs
1.07 ft
17.96 fps
2.26 sf
2.08 ft
35.65 %
149.14 cfs
160.43 cfs
3.57 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
L
6
r

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: MIDDLETON PHASE 1
Comment: 2-1
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope .............
Manning's n.......
Discharge.........
Computed Results:
Depth. ...........
Velocity..........
Flow Area.........
Critical Depth....
Percent Full......
Full Capacity.....
QMAX @.99D........
Froude Number.....
2.50 ft
0.0060 ft/ft
0.013
22.00 cfs
1.53
ft
6.99
fps
3.15
sf
1.60
ft
61.20
%
31.77
cfs
34.18
cfs
1.08
(flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
-z 0,ic Z
L= JS'
= ZA"

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: MIDDLETON PHASE 1
Comment: 3-1
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope .............
Manning's n.......
Discharge.........
Computed Results:
Depth .............
Velocity..........
Flow Area.........
Critical Depth....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
2.00 ft
0.0270 ft/ft
0.013
13.50 cfs
0.83 ft
10.89 fps
1.24 sf
1.32 ft
41.68 %
37.17 cfs
39.99 cfs
2.42 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
-Z 0—j6- Z.
L
(-L,/-�s5 Jl sn-Ar

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: MIDDLETON PHASE 1
Comment: 4-1
Solve For Actual Depth
Given Input Data:
Diameter..........
slope .............
Manning'. n.......
Discharge.........
Computed Results:
Depth. ...........
velocity..........
Flow Area.........
Critical Depth....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
1.50 ft
0.1000 ft/ft
0.013
7.90 cfs
0.50 ft
15.41 fps
0.51 sf
1.09 ft
33.19 %
33.22 cfs
35.73 cfs
4.51 (flow is Supercritical)
Open Channel Flow Module, version 2.01 (c) 1990
Haestad Methods, Inc. * 31 Brookside Rd * Waterbury, Ct 06708
zO.J4
ZZ,.r

F81
8.06.E
Z
z
APRON MATERIAL
,LENSz ?F AP'RON
TO PROTECT CULVERT
L1
TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 x Do
4 x Do
2
STONE FILLING (LIGHT) CL. 8
3 x Do
6 x Do
3
STONE FILLING (MEDIUM) CL, 1
4 x Do
8 x Do
4
STONE FILLING (HEAVY) CL. 1
4 x Do
& x Do
5
STONE FILLING (HEAVY) CL. 2
_
5 x Do
10 x Do
6
STONE FILLING (HEAVY) CL. 2
_
- 6 x Do
10 x Do
_
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times pipe dia. (min.)
DETEIRMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.0 to determine maximum stone size (e.g, for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs, for 75% of stone, and the maximum
and minimum range in weight should be 25-5001bs.)
Note: In determining channel velocities for stone linings and reveunent, use
the following coefficients of roughness:
Diameter Mannin's Min, thickness
(inches} "n„ of U•ning (inches)
Fine
3
0.031
Light
6
0.035
Medium
13
0.040
Heavy
23
0.044
9
12
X2
18
18
24
30
36
(Channels)
(Dissapators)
Rev. 12,93

Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNEL;
(Source; 'Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 197I.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qlo
Q) V full
(c) V10
where Q = discharge in efs and V = Velocity in F1:1S.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross -sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recornmend aUons
For next -higher zone, (Zones I through 6),
2
r-
5
0
'_ DIAMETER {Ft.}
Figure 8.06.b.1 3h
Roy, 12H3
8.06.5