SW4210703_Design Calculations_20211109

4;1*11M• ' •
HYDRAULIC CALCULATIONS
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PROJECT:
2020-025
JUNE 2020
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JAMESTOWN ENGINEERING GROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
[phone]
C - 0626

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SWALE
NO.
AREA
I
10
C
Q
10
BOTTOM
WIDTH
LT
SS
RT
SS
LINING
SLOPE MATERIAL
n
DEPTH
VEL
SHEAR
STRESS
WP
A
1-3
0.90
6.9
0.65
4.1
1.0
3 :1
3 :11
2.5%
EXCEL R-1
0.066
0.47
2.17 1
0.73
4.0
1 1.9
1-3
0.90
6.9
0.65
4.1
1.0
3 : 1
3 :11
2.5%
VEGETATED
0.035
0.28
3.66
0.43
2.7
1.1
1-6
0.30
6.9
0.65
1.4
1.0
3 :1
3 :11
3.2%
EXCEL R-1
0.066
0.18
1.95
0.36
2.1
0.7
1-6
0.30
6.9
0.651
1.4
1.0
3 :1
3 :11
3.2%
VEGETATED
0.0351
0.11
3.10
0.22
1.7
0.4
1-7
0.30
6.9
0.65
1.4
1.0
3 :1
3 :11
4.4%
EXCEL R-1
0.066
0.16
2.18
0.43
2.0
0.6
1-7
0.30
6.9
0.65
1.4
1.0
3:1
3 :11
4.4%
VEGETATED
0.035
0.10
3.50
0.27
1.6
0.4
1-8
0.60
6.9
0.66
2.7
1.0
3 : 1
3 :11
3.5%
EXCEL R-1
0.066
0.29
2.33 1
0.63
2.8 1
1.2
1-8
0.60
6.9
0.65
2.7
1.0
3 :1
3 :11
3.6%
VEGETATED
0.035
0.18
3.85
0.39
2.1
0.7
1-9
0.40
6.9
0.65
1.8
1.0
3 : 1
3 : 11
2.3%
EXCEL R-1
0.066
0.25
1.82
0.36
2.6
1.0
1-9
0.40
6.9
0.651
1.8
1.0
3 :1
3 :11
2.3%
VEGETATED
0.0351
0.16
2.98
0.22
2.0
0.6
1-10A
0.68
6.9
0.651
3.1
1.0
3 :1
3 : 11
2.1%
IEXCEL R-1
0.066
0.40
1.93
0.52
3.5
1.6
1-10A
0.68
6.9
0.651
3.1
1.0
3 :1
3 :11
2.1%
VEGETATED
0.035
0.24
3.24
0.31
2.5
1.0
1-1013
0.67
6.9
0.65
3.0
1.0
3 : 1
3 : 1
2.1%
EXCEL R-1
0.066
0.40
1.93
1 0.52
3.5
1.6
1-10B
0.67
6.9
0.65
3.0
1.0
3 :1
3 11
2.1%
VEGETATED
0.035
0.24
3.24
0.31
2.5
1.0
2-1
1.11
6.9
0.65
5.0
1.0
3 :1
3 :11
4.1%
EXCEL S-2
0.066
0.46
2.77
1.18
3.9
1.8
2-1
1.11
6.9
0.65
5.0
1.0
3 :1
3 :1
4.1%
VEGETATED
0.0351
0.28
4.71
0.72
2.8
1.1
2-2
0.55
6.9
0.65
2.5
1.0
3 : 1
3 : 1
4.1%
EXCEL R-1
0.066
0.26
2.44
0.65
2.6
1.0
2-2
0.55
1 6.9
0.651
2.5
1.0
3 :1
3 :1
4.1%
VEGETATED
0.035
0.16
3.97
0.40
2.0
0.6
2-4
0.30
1 6.9
0.65
1.4
1.0
3 : 1
3 : 1
4.1%
EXCEL R-1
0.066
0.16
2.13
0.41
2.0
0.6
2-4
0.30
6.9
0.65
1.4
1.0
3:1
3:1
4.1%
VEGETATED
0.035
0.10
3.38
0.26
1.6
0.4
2-5
1.40
6.9
0.65
6.3
1.0
3 : 1
3 : 11
3.0%
EXCEL S-2
0.066
0.64
2.49
1.20
5.0
2.6
2-5
1.40
6.9
0.65
6.3
1.0
3 :1
3 :11
3.0%
IVEGETATED
0.035
0.37
4.29
0.69
3.3
1.5
2-6
0.20
6.9
0.65
0.9
1.0
3 : 1
3 : 1
2.3%
EXCEL R-1
0.066
0.15
1.54
0.21
1.9
1 0.6
2-6
0.20
6.9
0.65
0.9
1.0
3 : 1
3 :1
2.3%
VEGETATED
0.035
0.09
2.42
0.13
1.6
0.4
2-7
0.50
6.9
0.65
2.3
1.0
3 : 1
3 : 1
1.5%
EXCEL R-1
0.066
0.35
1.59
0.33
3.2
1.4
2-7
0.50
6.9
0.65
2.3
1.0
3 :1
3 :1
1.5%
VEGETATED
0.035
0.21
2.64
0.20
2.3
0.8
2-8
0.40
6.9
0.65
1.8
1.0
3 : 1
3 : 1
1.5%
EXCEL R-1
0.0661
0.29
1.52
0.27
2.8
1.2
2-8
0.40
6.9
0.65
1.8
1.0
3 : 1
3 :1
1.5%
IVEGETATED
0.035
0.18
2.52
0.17
2.1
0.7
2-9A
0.47
1 6.9
0.651
2.1
1.0
3 : 1
3 : 1
2.0%
EXCEL R-1
0.066
0.30
1.77
1 0.37
2.9
1 1.2
2-9A
0.47
16.9
0.651
2.1
1.0
3 :1
3 :1
2.0%
VEGETATED
0.035
0.18
2.91
0.22
2.1
0.7
2-913
0.50
6.9
0.65
2.3
1.0
3 : 1
3 :1
2.0%
EXCEL R-1
0.066
0.32
1.80
0.40
3.0
1.3
2-96
0.50
6.9
0.65
2.3
1.0
3 :1
3 :1
2.0%
VEGETATED
0.035
0.19
2.96
0.24
2.2
0.8
COS 1
10.3
6.9
0.63
45.1
6.0
13 :1
3 :1
1.0%
EXCEL R-1
0.0661
2.22
2.25
1.39
20.0
20.0
COS 1
10.3
6.9
0.63
45.1
6.0
13 :1
3 :1
1.0%
VEGETATED
0.0351
1.37
3.79
0.86
14.6
12.3
COS 2
4.9
6.9
0.65
22.1
6.0
3 :1
3 :11
1.0%
EXCEL R-1
0.0661
1.26
1 1.96
0.79
14.0
1 11.3
COS 2
4.9
6.9
0,651
22.1
6.0
3 :1
3 :1
1.0%
VEGETATED
0.0351
0.78
1 3.17
0.49
10.9
7.0
A
0.5
6.9
0.65
2.3
1.0
3
: 1
3
: 1
3.7%
EXCEL R-1
0.066
0.25
2.30
0.57
2.5
1.0
A
0.5
6.9
0.65
2.3
1.0
3
:1
3
: 1
3.7%
VEGETATED
0.035
0.15
3.73
0.35
1.9
0.6
B
0.9
6.9
0.65
4.1
1.0
3
: 1
3:
1
4.2%
EXCEL S-2
0.066
0.38
2.70
1.00
3A
1.5
B
0.9
6.9
0.65
4.1
1.0
3
:1
3
:1
4.2%
VEGETATED
0.035
0.23
4.51
0.59
2.4
0.9
TYP
0.3
6.9
0.65
1.4
1.0
3
:1
3
: 1
2.0°!o
EXCEL R-1
0.066
0.21
1.62
0.26
2.3
0.8
TYP
0.3
6.9
0.65
1.4
1.0
3
:1
3:1
2.0°!o
VEGETATED
1 0.0351
0.13
2.61
1 0.16
1.$
1 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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/Jo. i
Calculate Skimmer Size
Basin Volume in Cubic Feet 20,700 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 3 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter 2.5 Inch[es]
1-in Ne 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

16I
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]
'in NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet IFeet VOLUME 0 Cu. Ft.
Bottom dimensions in feet I Feet
Depth in feet Feet

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: TALLY POINTE
Comment: FES 1-11
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
0.0400 ft/ft
0.013
42.00 cfs
1.27
ft
16.81
fps
2.50
sf
2.17
ft
50.70
%
82.03
cfs
88.24
cfs
2.96
(flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
�o4c �Js
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W - 0�
�J V ` -3 CA
C L DcSS ',, 5 i-D,J �

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: TALLY POINTE
Comment: FES 2-10
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
0.0300 ft/ft
0.013
20.00 cfs
1.01 ft
12.54 fps
1.60 sf
1.61 ft
50.61 %
39.18 cfs
42.15 cfs
2.47 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
n
(, L Ay5 1, 9t"'UJ G

Appendices
.- NEW YORK DOT DISSiPATOR MI?,THOE)
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
Of Transportadon, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
where Q = discharge in cfs and V = Velocity in F1'S.
ESTIMATION OF STONE SIZE AND DrMENSI:ONS FOR
CULVERT APRONS
Step 1) Compute now velocity Vo 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 recommendations
For next -higher zone. (Zones 1 through 6).
Iq
,0
5
0
Figure 8.06.b.1 e
Rev. 12N3
8.06.5

n
8.06,E
kISTONE
APRON MATERIAL
LEND �,F 6 RC]N
TO PROTECT CULVERT
Li
TO PREVENT SCOUR
ROLE USE L2 ALWAYS
L2
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
6 x Do
4
STONE FILLING (HEAVY) CL. 1
4 x Do
8 x Do
5
STONE FILLING (HEAVY) CL, 2
5 x Do
10 x Do
6
STONE FILLING (HEAVY) CL. 2
6 x )o
^ 10 x Do
—
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, t3TILLING
BASIN OR LARGER SIZE STONE),
Fig. 8.06,b.2
Width = 3 times pipe dia, (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8,06,b,3 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 25-500 lbs.)
Note: In determining channel velocities for stone linings and revettnent, use
the following coefficients of roughness:
Diameter
Mannin's
Min, thickness
(inches)
"n"
of bni�n, (inches)
Fine
3
0,031
9 12
Light
6
0,035
X2 18
----Medium
13
0,040
3 8 24
--�Iieavy
23
0.044
30 36 4----
(Channels) (Dissapators)
Rev.:2-n