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VS CONSULTING ( PVT) LTD.
VS CONSULTING ( PVT ) LTD
Calculation of Flow , and velocity with Manning's Coefficient for concrete canal
PROJECT : Gura Small Hydro Power Project 22/ 01/2013
Head race canal - Typical section fro Q= 4.5 m3/s
Calculation of Flow , and velocity with Manning's Coefficient for concrete canal
DESCRIPTION OP -1 OP-2 OP-3 OP-4
Concrete Concrete Concrete Concrete
Notations Lined Lined Lined Lined
DATA INPUT Length of the canal section (m) L 1.00 1.00 1.00 1.00
Depth of flow in the channel (m) d 0.960 1.100 0.550 0.650
Bed width (m) B 2.40 2.40 1.10 1.20
Side slope(left) -(deg) - - - -
Side slope(right)-(deg) - - - -
Bed Slope (m/m) S 0.0030 0.0021 0.0010 0.0030
Roughness coefficient - (Manning's 'n' - See table below) n 0.015 0.015 0.015 0.015
Suggested Minimum freeboard - ( mm) F 300.000 300.000 300.000 300.000
Selected Freeboard - (mm) F 300.00 300.00 300.00 300.00
CANAL Wall height of the canal ( m) H 1.260 1.400 0.850 0.950
DIMENSIONS Depth of flow in the channel (m) d 0.960 1.100 0.550 0.650
Bed width (m) B 2.400 2.400 1.100 1.200
Top width (m) T 2.400 2.400 1.100 1.200
Wetted perimeter (m) P 4.320 4.600 2.200 2.500
Cross sectional area(m2) A 2.304 2.640 0.605 0.780
Hydraulic mean radius R 0.533 0.574 0.275 0.312
VELOCITY Velocity ( m/s)(Manning's equation) V 2.40 2.11 0.89 1.68
FLOW Flow -Q - m3/s Q 5.53 5.57 0.54 1.31
HEAD LOSS Frictional Head loss (m) FHL 0.003 0.002 0.001 0.003
Velocity head loss-(V^2/2xg) VHL 0.29 0.23 0.04 0.14
Transition Head Loss Tr. HL
Total Head Loss THL 0.30 0.23 0.04 0.15
Reynold's Number -Re Re= r/RV/m 1.12E+06 1.06E+06 2.15E+05 4.60E+05
If Re is very high and the flow is rough turbulent zone. So
manning's equation can be applied to the flow.
CRITICAL Normal depth of flow -dn 0.96 1.10 0.55 0.65
DEPTH Critical depth , yc (q2/g)^1/3 0.82 0.82 0.29 0.50
Critical velocity, vc (gyc)^1/2 2.83 2.83 1.69 2.20
Frude number , Fr V/(gd)^1/2 0.78 0.64 0.38 0.66
Velocity of small Waves (gd)^0.5 3.07 3.28 2.32 2.53
Flow condition sub critical sub critical sub critical sub critical
T
B
F
dH
VS CONSULTING ( PVT) LTD.
Wall height of the canal ( m) H 1.260 1.400 0.850 0.950
Minimum wall thickness t 1 0.13 0.14 0.09 0.10
Selected wall thickness 0.175 0.180 0.190 0.210
Base thickness 0.175 0.180 0.190 0.210
Concrete volume / m 0.92 1.00 0.60 0.74
Values of n Max. Vel.
Description of channel Maximum Minimum Average
Earth channels, straight and uniform 0.017 0.025 0.0225
Dredged earth channels 0.025 0.033 0.0275
Rock channels,Straight and Uniform 0.025 0.035 0.0330
Rock channels,jagged and irregular 0.035 0.045 0.0450
Concrete lined 0.012 0.018 0.0140
Neat cement lined 0.010 0.013 -----------
Grouted rubble paving 0.017 0.030 -----------
Corrugated metal 0.023 0.025 0.0240
Maximum Velocities to avoid erosion (m/s)
VS CONSULTING ( PVT) LTD.
Lined
1.00
1.800
3.60
-
- (0.28) (7,000.00)
0.0030
0.015
300.000
300.00
2.100
1.800
3.600
3.600
7.200
6.480
0.900
3.404
22.06
0.003
0.590
0.593
2.69E+06
1.80
1.56
3.92
0.81
sub critical
T
B
F
dH
VS CONSULTING ( PVT) LTD.
2.100
0.21
0.210
0.210
1.73
Maximum Velocities to avoid erosion (m/s)
VS CONSULTING ( PVT) LTD.
VS CONSULTING ( PVT) LTD.
VS CONSULTING ( PVT) LTD.
Weir Hydraulics Badulu oya
h
h
Po
SHARP CRESTED BROAD CRESTED
Coefficient = 1.72 Coefficient = 1.86
Under critical flow condition
Q = C. L. h^(3/2) Q = C. L. h^(3/2)
Q = 8 m/s Q = 363.68 m/s
L = 6 m L = 24 m
h = 0.84 m h = 4.049 m
Ho 1.5 m 1
X Y 2
0.1 0.005 3
0.2 0.017 4
0.3 0.037 5
0.4 0.063 6
0.5 0.096 7
0.6 0.135
0.7 0.180
0.8 0.231
0.9 0.289
1 0.351
1.1 0.420
1.2 0.494
1.3 0.574
1.4 0.659
1.5 0.750
1.6 0.846
1.7 0.948
1.8 1.055
1.9 1.167
2 1.284
2.1 1.407
2.2 1.535
2.3 1.668
2.4 1.806
2.6 2.098
2.8 2.410
3 2.741
3.2 3.093
3.4 3.464
3.6 3.855
3.8 4.265 2.619048
4 4.695
4.2 5.143
4.4 5.611
4.6 6.097
4.8 6.602
5 7.126
5.2 7.668
5.4 8.229
V1^2/2g+H1=V2^2/2g+h2
Dc = 7.208127
Velocity at the top= 8.41
H1= 1 2 3 4 5
V2 = 9.5 10.5 11.4 12.2 13.0
d1 6.4 5.8 5.3 5.0 4.7
Fr No. 1.2 1.4 1.6 1.8 1.9
4.37
OGEE BROAD CRESTED
Coefficient = 2.20 Coefficient = 1.86
q = C. h^(3/2)
q = 60.61
Q = C. L. h^(3/2) Q = C. L. h^(3/2)
Q = 363.68 m/s Q = 2.85 m/s
L = 6 m L = 3 m
h = 9.12 m h = 0.639 m
Curve data po 2
.284Ho 0.426 m Cd = h 1.1
.147Ho 0.221 m h/po 0.55
.235Ho 0.353 m cd 0.522093
.53Ho 0.795 m
.127Ho 0.191 m Q 0.890113
.247Ho 0.371 m
.082Ho 0.123 m
dc= 7.208127 m
6 10
13.7 16.3
4.4 3.7
2.1 2.7
Gravity Weir Design
x2
slope slope
hori 1 hori 0.85
ver 10 ver 1
F 2 3
1
4 5 h2
X
Height of wall (water side) - h1 = 1.5 m
Height of wall (external side) - h2 = 0.35 m
Height of water above the wier (h3) = 1.7 m
Height of water up to wier = 1.5 m
Width of weir top - x2 = 0.6 m
Width of base - X =x1+x2+x3 1.7275 m
Width of the sections at the base level Weight of wall/m
x1 = 0.15 m Section 1 3 kn/m run
x2 = 0.6 m Section 2 22 kn/m run
x3 = 0.9775 m Section 3 27 kn/m run
x5 = 0.3 m Section 4 8 kn/m run
Section 5 3 kn/m run
Hydro static pressure at the top of weir = 16.7 kn/m2
Hydro static pressure bottem of the weir = 31.4 kn/m2
Water Force ( F) = 36.05 kn/m run
Pore water pressure= 31.39 kn/m2
Pore Water Force ( F1) = 27.11
Max.sheer force at base = 36.05 kn/m run Max. SF = 36.05 kn/m run
Moments about the toe of F = 24.28 knm/m
Moments about the toe of F1 = 31.23 knm/m
Moments about the toe of W = 67.48 knm/m
Factor of safty =(Moments about the toe of W ) / (Moments about the toe of F+Moments about the toe of F1 ) > 2.0
Factor of safty = 1.2 Over turning satisfied
Sliding = 9.426375 Sliding satisfied
(Moments about the toe of F+Moments about the toe of F1 ) > 2.0
PIPE INTAKE SUBMERGENCE
REFERENCE : GUIDELINES GIVEN BY Gordon, J. L., "Vortices at Intakes," Water Power, April, 1970.
Equation: S = 0.54x Vx (D)^0.5 for straight penstock
Symbol Identification: S - Minimum submergence(m)
V - Vel. of water in the pipe
D - Dia. Of the pipes
Q - Flow ( m3/s)
Q (m3/s)= 0.3
D (m) = 1.1
No. of pipes = 1
V ( m/s) = 0.32
S (m) = 0.18
Free Board (m) = 0
Diametre (m) = 1.1
Clearence to bottom (m) = 0
Add 0.5 FOS to S =0.09
Total Depth (m) = 1.4
Laymen's Manual S > 0.7*D
0.7*D 0.77
Nf =V/(gD)^0.5 < 0.50.0960982
AREA CALCULATION OF A TRASH RACK
Layman's Guidbook
The trash rack is designed to the approach velocity ( V0 ) remains between 0.6 m/s to 1.5 m/s.
The total surface area of the screen will be given by the equation
S= (1/K1)x((b+a)/a)x (Q/V0)x(1/sina)
Where S = evaluate m2 Total area of the submerged part of the screen
Q = 58.00 m3/s Rated flow
V0= 1.00 m/s Approach Velovity( 0.6-1.5 m/s)
1 b= 12.00 mm Bar width
a= 25.00 mm Space between bars
K1= 0.85 Coefficient related to the partial clogging of the scrren
No automatic raker 0.2 -0.3
Automatic raker with hourly programmer 0.4-0.6
automatic raker with differential pressure sensor 0.8 -0.85
a= 70.00 deg. Angle of the screen with the horizontal
Depth of flow = 6.00 m
S= (1/K1)x((b+a)/a)x (Q/V0)x(1/sin 1)
s= 107.47 m2
L = 17.91 m Length of trash rack.
Head loss due to Trash rack
S = m2 Total area of the submerged part of the screen
Q = 58.00 m3/s Rated flow
W = 17.91 m Width of canal
H = 6.00 m Height of flow
V0= 1.00 m/s Approach Velovity
b= 12.00 mm Bar width
a= 20.00 mm Space between bars
Refer Laymens Guidbook K1= 2.42 Coefficient for screen shape ,2.42 for rectangular bars
for K of the other shapes T= 75.00 deg. Angle of the screen with the horizontal
Depth of flow = 6.00 m
Hs = Kx(t/a)^(4/3)x(v^2/2g)sin T
Hs = 0.060 m
Gordon, J. L., "Vortices at Intakes," Water Power, April, 1970.
Coefficient related to the partial clogging of the scrren
automatic raker with differential pressure sensor 0.8 -0.85
Coefficient for screen shape ,2.42 for rectangular bars
SURGE DUE TO SUDDEN STOPAGE OF FLOW IN A CANAL + Revised on : 08/07/2004
BADULUOYA AT DESILT TANK TRASH RACK
Design flow = 1.4 m3/s h+y1 = y2
Width of the canal = 1.2 m h+y1 = 1.25 Change Y2 to equal ( h1+y1)
Flow depth = 0.6 m
V1= 1.9 m/s y2= 1.25
h= 0.65 Surge height
y1 = 0.6 m 2.0 ft
y2= 1.3 m 4.1 ft h
g = 9.81 m/s2 32.2
V1= 1.9 m/s 7.4 fps y1= y2=
V2 = 0 m 0.0 fps 0.6 1.25
If water flowing in a channel with a velocity V is checked instantaneously,
a rejection surge will be produce.
The flow velocity down stream, V1= (y2-y1)x((y1+y2)*g/(2y1y2))^(1/2) ( 1)
Height of the surge , h = cxV(2y1/((y1+y2)xg) (2)
The celarity of the wave, c = ((gy2/2y1)*(y1+y2))^(1/2) (3)
The velocity of the surge wave, Vw = c - V1 ( 4 )
V1= 7.4 fps
(y2-y1)x((y1+y2)*g/(2y1y2))^(1/2)= 7.4 fps
C = 14.3 fps 4.3 m/s
h = 2.1 ft 0.6 m
Rejection wave velocity, Vw= 6.9 fps 2.1 m/s
Length from forbay to the spill, L = 557.8 ft 170.0 m Enter red
Time taken to reach spill, t = 81.3 s .
Surge height , When the canal length is short
Length(m) width(m) Area(m2)
Forebay tank Dimensions5 3 15
5 3 15
Canal ( I ) dimensions170.0 1.2 204
Canal (II) dimensions0 0 0
Total area up to spill 234
Flow enters from the spill to forebay side = 113.88 m3
The surge height = 0.49 m
Weir Hydraulics for side spillway
h
h
SHARP CRESTED BROAD CRESTED
Coeffi = 1.72 Coeffic= 1.75
Under critical flow condition
Q = C. L. h^(3/2) Q = C. L. h^(3/2)
Q = 1.3 m/s Q = 1.3 m/s
L = 10 m L = 10 m
.
h = 0.18 m h = 0.18 m
Assuming all
filamental
velocities in
the bend are
equal to the
mean
velocity Vz
and that all
streamlines
have a radius
of
curvature,rc ,
and a simple
formula for
superelevatio
n is given by
,
h = Vz^2*b/(g*rc) Minimum radius r min = ( 3*b ) m
Vz = 1.9 m/s r min = 3.6 m
b= 1.2 m
g = 9.81
rc= 15.55556 m
h = 0.030 m
Radius Velocity super Elev.
10 2.5 0.09 m
15 2.5 0.06 m
20 2.5 0.045 m
25 2.5 0.036 m
Calculation of surges in sloping canal
Length of the canal section = 300 ft
Slope = 0.003
No of sections = 2
F = 0.45 ft F= 0.45
At the step, the surge travelling upstream is given by,
(V1-V2)^2 = (y1-y2)^2 (y1+y2)*g/(2y1y2) ( 1 )
At the step, the surge travelling downstream is given by,
(V ' 1-V ' 2)^2 = (y ' 1-y ' 2)^2 (y ' 1+y ' 2)*g/(2y'1y'2) ( 2 )
At the step, hydraulic continuity,
V2y2 =V ' 2y' 2 ( 3 )
V1= 7.4
Assumed values = V2 = 0.38
(V1-V2)^2 = 49.40
y1 = 2.0
y2 = 5.3
(y1-y2)^2 (y1+y2)*g/(2y1y2) = 121.03
y'1 = 4.1
y2 = 5.25
F = 0.45
(y ' 1-y ' 2)^2 (y ' 1+y ' 2)*g/(2y'1y'2) =17.25
V ' 2 = 17.25
V 2xy2 = 2.0
V ' 2 x(y2+F) = 98.3
………………………………………………………………………………………………………………………………………………………………………………………………………………………………………………++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Revised on : 08/07/2004
Change Y2 to equal ( h1+y1)
Surge height
m
0.51
OGEE
Coeffit = 2.20
Q = C. L. h^(3/2)
Q = 1.3 m/s
L = 10 m
h = 0.15 m
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RESULTS CHEKED Calculation of Flow , and velocity with Manning's Coefficient.
THERE ARE HIDDEN CELLS !!!
Chainage From
Box canal hydraulics
Calculation of Flow , and velocity with Manning's Coefficient for concrete canal
Length of the section (m) l
Height of the channel with free board (m) H
Bed width (m) B
Side slope(left) -(deg)
Side slope(right)-(deg)
s
s
Bed Slope (m/m) S
Roughness coefficient - (Manning's 'n' - See table below) n
Freeboard (mm) F
Depth of flow in the channel (m) d
Bed width (m) B
Top width (m) T
Wetted perimeter (m) P
Cross sectional area(m2) A
Hydraulic mean radius R
Frictional Head loss (m) FHL
Velocity head loss-(V^2/2xg) VHL
Transition Head Loss Tr. HL
Total Head Loss THL
Velocity ( m/s)(Manning's equation) v
Flow -Q - m3/s Q =
Reynold's Number -Re Re= r/RV/m
If Re is very high and the flow is rough turbulent zone. So manning equation can be applied to the
flow.
Normal depth of flow -dn-(m)
Critical depth , yc (q2/g)^1/3
Critical velocity, vc (gyc)^1/2
Frude number , Fr V/(gd)^1/2
Velocity of small Waves (gd)^0.5
Flow condition
Minimum freeboard = mm
Head loss due to transitions
No.
1
2
3
Type of transition 1
Factor 0.05
Velocity before the transition
Velocity after the transition
Tr. Head Loss-m
Description of channel
Earth channels, straight and uniform
Dredged earth channels
Rock channels,Straight and Uniform
Rock channels,jagged and irregular
Concrete lined
Neat cement lined
Grouted rubble paving
Corrugated metal
Calculation of Flow , and velocity with Manning's Coefficient.
Lined Lined Lined Lined Lined Lined
2136.3237
1000.0 1000.0 1,000.00
115.00 115.00 115.00 1,000.00 1,000.00 1.00 1.00 1.00 1.00
1.200 1.200 0.600 0.650 4.000 0.750 0.800 0.850 0.900
1.60 1.60 1.20 1.30 15.00 1.50 1.60 1.70 1.80
- - - - - - - - -
- - - - - - - - -
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
1.200 1.200 0.600 0.650 4.000 0.750 0.800 0.850 0.900
0.0035 0.0035 0.0040 0.0027 0.0010 0.0022 0.0020 0.0018 0.0017
0.015 0.015 0.015 0.015 0.035 0.015 0.015 0.015 0.015
200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00 200.00
196.24500
1.00 1.00 1.31 0.45 3.80 0.55 0.60 0.65 0.70
1.60 1.60 1.76 1.30 15.0 1.5 1.6 1.7 1.8
1.60 1.6 1.8 1.3 15.0 1.5 1.6 1.7 1.8
5.200 3.6 4.4 2.2 22.6 2.6 2.8 3.0 3.2
1.600 1.600 2.297 0.585 57.000 0.825 0.960 1.105 1.260
0.308 0.4 0.5 0.3 2.5 0.3 0.3 0.4 0.4
0.403 0.403 0.46 2.74 1.00 0.00 0.00 0.00 0.00
0.16 0.27 0.38 0.11 0.14 0.11 0.11 0.11 0.11
0.01 0.01
0.58 0.67 0.84 2.85 1.14 0.11 0.11 0.11 0.11
1.80 2.30 2.75 1.44 1.67 1.46 1.46 1.46 1.46
2.87 3.67 6.31 0.84 95.45 1.20 1.40 1.61 1.85
0.80 0.85 0.90
4.85E+05 8.95E+05 1.27E+06 3.37E+05 3.70E+06 4.05E+05 4.38E+05 4.71E+05 5.06E+05
1.00 1.00 1.31 0.45 3.80 0.55 0.60 0.65 0.70
0.69 0.81 1.09 0.35 1.60 0.40 0.43 0.45 0.47
2.60 2.82 3.28 1.85 3.97 1.99 2.05 2.10 2.16
0.57 0.73 0.77 0.69 0.27 0.63 0.60 0.58 0.56
3.13 3.13 3.58
sub critical sub critical sub critical sub critical sub critical sub critical sub critical sub critical sub critical
300.000
Head loss due to transitions
Type of Tran. Factor
Bell mouth 0.050
enter No. here
1.00
2.00
0.008
Values of n Max. Vel. Material Less than .3 m deepLess than 1.0 m deep
Maximum Minimum Average
0.017 0.025 0.0225 Sandy /loam 0.40 0.50
0.025 0.033 0.0275 Loam 0.50 0.60
0.025 0.035 0.0330 Clay Loam 0.60 0.70
0.035 0.045 0.0450 Clay 0.80 1.80
0.012 0.018 0.0140 Masonry 1.50 2.00
0.010 0.013 ----------- Concrete 1.50 2.00
0.017 0.030 -----------
0.023 0.025 0.0240
Maximum Velocities to avoid erosion (m/s)
10.00 11.00 12.00 13.00 14.00 15.00 16.00 17.00
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
0.950 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700
1.90 2.00 2.20 2.40 2.60 2.80 3.00 3.20 3.40
- - - - - - - - -
- - - - - - - - -
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
0.950 1.000 1.100 1.200 1.300 1.400 1.500 1.600 1.700
0.0016 0.0015 0.0012 0.0012 0.0011 0.0010 0.0009 0.0008 0.0008
0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015 0.015
200.00 200.00 - - - - - - -
0.75 0.80 1.10 1.20 1.30 1.40 1.50 1.60 1.70
1.9 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4
1.9 2.0 2.2 2.4 2.6 2.8 3.0 3.2 3.4
3.4 3.6 4.4 4.8 5.2 5.6 6.0 6.4 6.8
1.425 1.600 2.420 2.880 3.380 3.920 4.500 5.120 5.780
0.4 0.4 0.6 0.6 0.7 0.7 0.8 0.8 0.9
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.11 0.12 0.12 0.14 0.14 0.14 0.14 0.13 0.15
0.11 0.12 0.12 0.14 0.14 0.14 0.14 0.14 0.15
1.48 1.50 1.55 1.64 1.66 1.66 1.65 1.62 1.69
2.11 2.41 3.75 4.73 5.61 6.51 7.43 8.32 9.78
0.95 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70
5.43E+05 5.86E+05 7.48E+05 8.65E+05 9.46E+05 1.02E+06 1.09E+06 1.14E+06 1.26E+06
0.75 0.80 1.10 1.20 1.30 1.40 1.50 1.60 1.70
0.50 0.53 0.67 0.73 0.78 0.82 0.86 0.88 0.94
2.22 2.28 2.56 2.68 2.77 2.84 2.90 2.94 3.04
0.54 0.54 0.47 0.48 0.46 0.45 0.43 0.41 0.41
sub critical sub critical sub critical sub critical sub critical sub critical sub critical sub critical sub critical
0.0 0
1,520.0 1520
18.00
1.00
1.800
3.60
-
-
0.000
0.000
1.800
0.0007
0.015
-
1.80
3.6
3.6
7.2
6.480
0.9
0.00
0.14
0.14
1.64
10.65
1.80
1.30E+06
1.80
0.96
3.07
0.39
sub critical
FLOW VELOCITIES
Maximum Velocities to avoid erosion (m/s)
Material < .3 m deep < 1.0 m deep
Sandy /loam 0.40 0.50
Loam 0.50 0.60
Clay Loam 0.60 0.70
Clay 0.80 1.80
Masonry 1.50 2.00
Concrete 1.50 2.00
0.0003 0.00065
1000 350
0.3 0.2275
996.55
994.95
994.2
0.75
1153.84615
Calculation of orifice size
At the sluice the flow velocity is given by
Dh = V2^2/(2g) ------- ( 1)
V = (Dhx 2g)^0.5 ------- (2)
D & W Calc. for Design flow. When the width of the sluice opening is -W . 1.40 m
Depth of sluice opening -D1 0.60 m
The flow through the sluice is , Q 2.01 m3/s
Limit the velocity of the flow through the
sluice to , V -m/s 3.00 m/s
Using eqn (1) , the Dh = 0.51 , when V=
The depth of flow under the sluice , D1 = 0.60 m
Q =0.6A(2gh)^0.5 , where h is the depth to the
centre of the orifice. Dh=
h ( m ) = 0.81
Q (m^3) = 2.01
FLOW DEPTH CALC .
C c = 0.60
CcxD1= 0.36
V1= 3.99
The Frude No. F=V1/(gD1)^0.5 at the
D1 = 2.12
h= Dh = 0.5799
D1 = 0.45
m/s
0.6
h=
0.51 h= Dh = 0.5799
D1 = 0.45
m/s
0.6
Broad crested weir The weir formula can be applied to the weir to calculate the discharge , if the flow over the weir is critical
d c = ( q^2/g) ^( 1/3) , q is the flow pe runit width
Vc = ( gdc) ^0.5
The total energy at the weir shall be calculated to check the critical condition.
Drawing is here
Specific energy U/S of the weir E 1
E1 =( V^2/ 2g) + H1 + Po
Specific energy U/S of the weir E 1
EC =( Vc^2/ 2g) + Hc + Po
For known Q , and width of a weir ( W)
d c = ( q^2/g) ^( 1/3) , q is the flow per unit width
Vc = ( gdc) ^0.5
Q 1.3 m3
W 3 m
q 0.43 m3/m
dc = 0.27 m
vc = 1.62 m/s
( Vc^2/ 2g) + dc = 0.40 m
EC =( Vc^2/ 2g) + Hc + Po
Assume E1 =( V^2/ 2g) + H1 + Po = 1
P0 = 0.60 m
The floor has to be raised by 2.00 m to flow go under critical
FOR BROAD CRESTED WEIR THE DISCHARGE IS GIVEN
Q = C. L. H ^(3/2)
Coefficient = 1.70
Q = 1.30 m/s
W= 3.00 m
H = 0.40 m
dc * 1.5 = 0.40 m
Cd discharge correction factor ( for short weirs) ( by Chow 1988)
Cd = ( 0.65/ ( 1 + H/ P0)^0.5 )
H/ Po = 0.20
( 1 + H/ P0)^0.5 ) = 1.10
cd= 0.59
H = 0.62 m
The weir formula can be applied to the weir to calculate the discharge , if the flow over the weir is critical
Hina Rabbani KharDesign of Forebay and quantities
Designed flow = m3/s 1.5
Velocity through the pipe ( Vp) = m/s 2.36
Width of the entrance Canel (W1) = m 1.20
Height of the entrance Canel (H1) = m 0.60
Diametre of the pipe ( d)= m 0.90
Rock excavation percentage = 0.3
Depth of water above the penstock pipe (df) = m 2.70
Free board( F) = m 1
Total depth of the tank = m 4.90
sectio
n 1
sectio
n 2
Flow through the trash rack Length 3
Thickness of the trash rack members= mm 12
Spacing of the members= mm 20 Free board= 1.10
Velocity through the trash rack = m/s 0.75 Canal depth = 1.00
Covered width = m 1.3125
Width of the tank = m 3.5 Section 2 depth = 2.66
Clear width at the t. rack= m 2.1875 Section 4 depth = 3.21
Ht. of the trash rack below water = m 0.9
Separation wall height = m 1.2 Section 5 depth = 4.90
QUANTITY CALCULATION
Concrete
Wall top depth = m 0.2
Wall slope = deg 4
Wall sec 1 ht. = m 2.10
Wall sec 2 ht. = m 2.66
Thickness at sec-2= m 0.40
Length = m 3
Wall concrete volume = m3 4.26
Length of base = m 3.05
Base concrete = m3 2.85
Wall top depth = m 0.2
Wall slope = deg 4
Wall sec 2 ht. = m 2.66
Wall sec 3 ht. = m 3.21
Thickness at sec-3= m 0.44
Length = m 3
Wall concrete volume = m3 5.62
Length of base = m 3.05
Base concrete = m3 4.68
Wall top depth = m 0.2
Wall slope = deg 4
Wall sec 3 ht. = m 3.21
Wall sec 4 ht. = m 3.21
Thickness at sec-4= m 0.44
Length = m 6
Wall concrete volume = m3 12.30
Length of base = m 6.00
Base concrete = m3 9.20
Wall top depth = m 0.2
Wall slope = deg 4
Wall sec 5 ht. = m 4.90
Wall sec 5 ht. = m 4.90
Thickness at sec-5= m 0.56
Length = m 6
Wall concrete volume = m3 28.97
Area of base = m 21.00
Base concrete = m3 11.82
Wall top depth = m 0.4
Wall slope = deg 4
Wall sec 5 ht. = m 1.69
Wall sec 5 ht. = m 1.69
Thickness at sec-5= m 0.40
Length = m 3.5
Wall concrete volume = m3 2.36
Walk way depth = m 0.2
Walk way length = m 39.5
Width of walk way = m 0.80
Walk way Wall concrete volume = m3 6.32 6.32
Trash rack beam length = m 3.50
Width of beam = m 0.40
Depth of beam = m 0.60
Concrete volume = m 0.84
Anchor block next to forebay
Width of beam = m 1.00
Depth of beam = m 1.00
Concrete volume = m 3.00 3.00
Beam right round section 4
Width of beam = m 0.75
Depth of beam = m 0.45
Length = m 16.80 5.67
Total wall concrete = m3 97.89
FORMWORK
Wall sec 1 ht. = m 2.10
Wall sec 2 ht. = m 2.66
Length = m 3
Wall formwork area = m2 28.54
Wall sec 2 ht. = m 2.66
Wall sec 3 ht. = m 3.21
Length = m 3
Wall formwork area = m2 35.23
Wall sec 3 ht. = m 3.21
Wall sec 4 ht. = m 3.21
Length = m 6
Wall formwork area = m2 77.14
Wall sec 5 ht. = m 4.90
Wall sec 5 ht. = m 4.90
Length = m 15.5
Wall formwork area = m2 151.90
Wall sec 5 ht. = m 1.69
Length = m 3.5
Wall formwork area = m2 3.37
Walk way depth = m 0.2
Walk way length = m 39.5
Width of walk way = m 0.80
Wall formwork area = m2 39.50
Trash rack beam length = m 3.50
Width of beam = m 0.40
Depth of beam = m 0.60
Concrete volume = m 5.60
Anchor block next to forebay
Width of beam = m 1.50
Depth of beam = m 1.50
Concrete volume = m 3.00 9.00
Beam right round section 4
Width of beam = m 0.75
Depth of beam = m 0.45
Length = m 13.30 15.96
Total form work quantity = m2 366.24
Reinforcement = kg 9,789.18
Excavation m3 315
Rock excavation m3 0.945
screed concrete m2 75.6
Capacity of Forbay
Flow - Q(m3/s) =
Pipe diameter =
Appo. water level (minimum) above penstock pipe =
Time of capacity required turbine operation =
Capacity of FORBAY tank =
Dimention of Forbay (Effective Area)
sectio
n 3
sectio
n 4
sectio
n 5 Length =
3 6 6 Height above the water =
Width =
Volume =
Sedimantation tank
OPTION
Width - (m )
Length - (m)
Height -(m)
Sedimentation tank capacity
1.69
Canal capacity
0.275 11 3 9.075
1.5
0.90 m
2.7 m ( to prevent vortex forming)
0.5 min
45 m3
9 m
1 m
4 m
36 m3
2 160 187 212
253
6
12.2
1.2
65.88 m3
101.88 m3
0 m
0.6 m
3.6 m
0 m3
VS Consulting ( Pvt) Ltd.
Calculation of Dimensions of a sedimentation tank
PROJECT: Bulath watha
1
Designed flow = m3/s 6.80
Max . Flow Velocity through the tank ( Vh) = m/s 0.3
Width of the entrance Canel (W1) = m 2.0
Width of the exit Canel (W2) = m 2.0
Maximum size of particle to be settled = mm 0.300
Settling velocity of particle in still water ( Vs) = m/s 0.040
SAY, W(idth)of the settling tank= m 5.0
Area of Sedimentation tank = m2 22.7
Height of the approach canal = m 1.13
D settling at mid length = m 4.5
The settling (Detention ) time " t " = Sec. 113.5
Length of settling = m 34.1
Length of transition
L- entrance ( 1v:8h)= m 12.0
L exit (1v: 5h) = m 7.5
Total length of Sedimentation tank ( L) = m 54
Sedimentation Depth = m 4.50
Sediment depth = m 1.5
Freeboard = m 0.4
Total depth = m 6.4
Sedimentation Volume(if rectangular base) =m3 255.75
the effect of turbulence
V1= 0.0185852
l = 0.591561
PARTICLE SIZE (mm) Settling V, vel. (m/s) V2
0.1 0.001 -0.0175852
0.2 0.025 0.006414799
0.3 0.04 0.021414799
0.4 0.054 0.035414799
0.5 0.065 0.046414799
0.7 0.085 0.066414799
CALCULATIONS
APPROXIMATE DIMENSIONS OF THE SEDIMENTATION TANK
Only the settling tank has been considered with a flat land.
Height of excavation is same as the tank height.
Wall thickness at top -t0(m) 0.2
Wall thickness -t1 (m) 0.54
Base thickness-t2 (m) 0.67
Rock as a % of excavation = 30
Extra width for exca. 0.6
Extra width for screed 0.3
Description Rate Qtty.
Excavation m3 500 1,235.15
Trimming of base ext. m2 250 248.25
Rock or hard soil m3 1650 370.54
Screed concrete m2 950 295.78
Concrete in wall m3 11500 229.97
Concrete in base m3 11500 189.37
Form work in wall m2 600 1,117.56
Form work in base m2 600 170.50
R/F -140 kg./m3 of conc. kg 115 58,707.67
Water bars lm 600 12.75
Rubble work to form the sluce channel m3 5000 180.90
smooth Plastering m2 250 265.32
Infill concrete in tank base sqm 333.49
Flusing canal m 10000 40.00
Gate Nos. 1
Contingencies 5%
Total
SPILL = <8000>
60°
SECTION A-A
A
1000.770
EXPANTION JOINT
30
0
30
00
500
FLOW
11
00
16
89
800
36
20
40
00
999.800
12
50
35
00
47
70
EXPANTION JOINT
TRASH RACK
1000x1000 SILT REMOVAL GATE
PLAN
A
.3000
R/F CONCRETE PAVING AT GROUND LEVEL
600
800
75
0
1000
10
00
250
16
00
50
00
998
20
1000
Amount
617,573.11
62,062.00
611,397.38
280,989.10
2,644,641.20
2,177,774.69
670,536.00
102,300.00
6,751,382.24
7,650.00
904,500.00
66,330.00
400,000.00
400,000.00
15,297,135.72
764,856.79
16,061,992.51
Capacity of Forbay
Flow - Q(m3/s) = 8Pipe diameter = 1.53 m
Appo. water level (minimum) above penstock pipe = 2.3 m
Time of capacity required turbine operation = 0.45 min
Capacity of FORBAY tank = 216 m3
Dimention of Forbay (Effective Area)
Length = 20 m
Height above the water = 2.1 m
Width = 4 m
Volume = 168 m3
Sedimantation tank
OPTION 2
Width - (m ) 6
Length - (m) 12.2
Height -(m) 1.2
Sedimentation tank capacity 65.88 m3
233.88 m3
Canal capacity 0 m
0.6 m
3.6 m
0 m3
SPILL = <8000>
60°
SECTION A-A
A
1000.770
EXPANTION JOINT
30
0
30
00
500
FLOW
11
00
16
89
800
36
20
40
00
999.800
12
50
35
00
47
70
EXPANTION JOINT
TRASH RACK
1000x1000 SILT REMOVAL GATE
PLAN
A
.3000
R/F CONCRETE PAVING AT GROUND LEVEL
600
800
75
0
1000
10
00
250
16
00
50
00
998
20
1000
( to prevent vortex forming)
160 187 212
253
