Download - Hydraulic Design After Tunnel
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7/28/2019 Hydraulic Design After Tunnel
1/12
= 9.844 Cumecs
Design Discharge
Design Discharge,Q
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7/28/2019 Hydraulic Design After Tunnel
2/12
A).
1 = 9.844 Cumecs
2 = 1377.43 m
3 = 1375.46 m4 = 1116 m
5 = 0.018
6 = 2.3 m
7 = 2.1 m
8 = 4.83 sqm.
9 = 6.5 m
10 = 0.743077
11 = 9.8 m/sec
= 2.232 m
= 0.11
= 3
= 0.070 m
= 0.01 m
= 2.312 m
B).
1 = 9.844 Cumecs
2 = 1375.118 m
3 = 320 m
4 = 0.018
5 = 2.3 m
6 = 2.1 m
7 = 4.83 sqm.
8 = 6.5 m
9 = 0.743077
10 = 9.8 m/sec
= 0.64 m
Frictional Losses,Hf
Head Loss Due Friction, Hf
Bed Level At Intake
Wetted Area,A
Wetted Perimeter,
Hydraulic Mean Radius,R
Acceleration Due To Gravity,g
Head Loss Due To Bend,Hb
Wetted Perimeter,
Hydraulic Mean Radius,R
Tunnel After Spillway
Using Manning's Formulae,
Design Discharge,Q
Full Supply At Intake,FSL
Length Of Channel,L
Rugosity Coifficient,
Width Of Channel,w
Effective Depth Of Channel,d
Other Miscellaneous Losses,Hm
Total Losses
Frictional Losses,Hf
Using Manning's Formulae,
Head Loss Due Friction, Hf
Head Loss Due To Bend,Hb
Cofficient of Bend Losses,kb
Number Of Bends,
Head Loss Due To Bend,Hb
HEAD LOSS
Tunnel Before Spillway,
Design Discharge,Q
Full Supply At Intake,FSL
Length Of Channel,L
Acceleration Due To Gravity,g
Rugosity Coifficient,
Width Of Channel,w
Effective Depth Of Channel,d
Wetted Area,A
SRV3/21
SRV 3/21
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7/28/2019 Hydraulic Design After Tunnel
3/12
= 0.11
= 6
= 0.140 m
= 2.3 m
= 5 m= 1372.61 m
= 1371.61 m
= 1374.34 m
= 0.179
= 2.469 m/sec
= 0.720 m/sec
= 0.051 m
= 0.831 m
C).
1 = 9.844 Cumecs
2 = 1374.29 m
3 = 9.80 m/sec
= 5 m
= 8.5 m
= 1371.61 m
= 1365.84 m
= 0.734026 m/sec
= 0.137032 m/sec
= 0.179= 0.005 m
= 0.00036 m
= 0.975
= 0.000934 m
= 0.00605 m
D).
1 = 9.844 Cumecs
= 1.6 m
= 150 m
= 9.8 m/sec
= 2.011 sqm
= 4.896004 m/sec
Penstock
Total Losses at Forebay
Before Bifurcation,
Head Loss In Transition,
Frictional Losses,
Trash Rack Loss Coifficient
Trash Rack Losses,ht
Coifficient Of Transitional Losses,Kt
Head Loss Due To Friction, Hf
Trash Rack Losses,
Design Discharge,Q
Diameter Of Penstock before Bifurcation
Length of penstock Before Bifurcation
Area Of Penstock
Acceleration Due To Gravity,g
Velocity In Penstock
Frictional Losses,
Bed Level Before Transition
Bed Level After Transition
Full Supply Level,
Coifficient Of Transitional Losses
Velocity Before Transition,V1
Velocity Before Transition,V1
Velocity After Transition,V2
Full Supply At Intake,FSL
Width Before Transition,
Width After Transition,
Acceleration Due To Gravity,g
Velocity After Transition,V2
Head Loss In Transition,
Thus, Total Losses Upto Tunnel Portal
Bed Level Before Transition
Bed Level After Transition
Transitional Losses,
Forebay
Design Discharge,Q
Transition Losses,
Width After Transition,
Cofficient of Bend Losses,kb
Number Of Bends,
Head Loss Due To Bend,Hb
Width Before Transition,
2
45.045.1
t
n
t
n
t
A
A
A
Ak
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7/28/2019 Hydraulic Design After Tunnel
4/12
= 0.014
= 1.605191 m
= 0.1
= 0.1223 m
1
= 0.4
= 0
= 0 m
2
= 0.18
= 4
= 0.880562 m
3
= 0.3
= 0
= 0 m
= 0.18
= 2
= 0.440281 m
= 3.048334 m
= 4.922 Cumecs
= 1.25 m
= 25 m
= 9.8 m/sec
= 1.227 sqm
= 4.010806 m/sec
= 0.014
= 0.229808 m
= 0.459616 m
= 0.18
= 2
= 0.295468 m
Area Of Penstock
Velocity In Penstock
Frictional Losses,
Coifficient Of Friction, f
Head Loss Due To Friction
No. Of Bend
Head Loss Due To Bend
At Other Bend,
Coifficient Of bend
Total Frictional Losses,
Bend Losses,
Head Loss Due To Bend
Diameter Of Penstock after Bifurcation
Length of penstock after Bifurcation
No. Of Bend
Head Loss Due To Bend
Total Losses,
Design Discharge,Q
Contraction At Bifurcation,
At Other Bend,
Coifficient Of bend
No. Of Bend
Head Loss Due To Bend
At Bifurcation Bend,
Coifficient Of bend
Coifficient of Bifurcation
No. Of Bifurcation
Head Loss At Bifurcation
After Bifurcation,
Acceleration Due To Gravity,g
No. Of Bend
Head Loss Due To Bend
Head Loss Due To Friction
Bend Losses,
Coifficient Of bend
Coifficient Of Friction, f
At First Bend,
Belmouth Entry,
Coifficient Of bend
gD
fLvhf
2
2
gDfLvhf2
2
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7/28/2019 Hydraulic Design After Tunnel
5/12
= 0.3
= 2
= 0.492446 m
= 1.24753 m
= 4.295864 m
= 1374.29
= 1308.12
= 66.17 m
= 61.87 m
= 5216.732 kW
No. Of Bifurcation
Head Loss At Bifurcation
Power Output,
Total Losses From Forebay to PH,
FRL at forebay,
Maximum Tail race,
Gross Head,
Net Head,
Total Losses,
Valve Losses,
Coifficient of valve Losses
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7/28/2019 Hydraulic Design After Tunnel
6/12
= 0.0020
~ 500.09
~ 500
= 2.038 m/sec
= 9.845 Cumecs
HENCE SAFE
Design Discharge,Q
TUNNEL BEFORE SPILLWAY
Apply Mannings Formulae,
Check For Slope
Slope
Velocity Of Flow
Velocity,V
SRV 3/21
SRV 3/21
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7/28/2019 Hydraulic Design After Tunnel
7/12
= 9.844 Cumecs
= 40 m
= 1.7= 0.275703 m
~ 0.3 mQ = Cd X L X H^(3/2)
Providing Braod Crested Type Of Spillway,
DESIGN OF SURPLUS ESCAPE
Design Discharge,Q
Length Of Surplus Escape,L
Coifficient Of Discharge,CdHeight Of Surplus Escape,H
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7/28/2019 Hydraulic Design After Tunnel
8/12
= 0.0020
~ 500.09
~ 500
= 2.038 m/sec
= 9.845 Cumecs
HENCE SAFE
= 8.1 m
~ 8.5 m
Design Discharge,Q
Transition At Outlet,
Length Of Transition, L
Velocity,V
TUNNEL AFTER SPILLWAY
Check For Slope
Apply Mannings Formulae,
Slope
Velocity Of Flow
SRV 3/21
SRV 3/21
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7/28/2019 Hydraulic Design After Tunnel
9/12
1 = 9.844 Cumecs
2 = 1374.29 m
3 = 1.6 m
4 = 0.65= 0
= 10.5 m
~ 15 m
= 1365.84 m
= 3.35 sqm
= h1 + h2
= 1.266 m
= 1.266 m
Thus,
= 2.531 m
= 1.324 m
= 1.891 m
Since,
= 1365.84 m
= 0.3 m
= 1367.40 m
= 1368.67 m
= 0.759375669 m= 1369.43 m
~ 1369.45 m
= 90 sec
= 885.96 Cum
= 4.837 m
= 183.155761 sqm
= 959.92 Cum
Water Depth Above MDDL
Area Of The Base Required
Volume Of The Water Provided
Top of Bell Mouth Opening
Considering Water Cushion
Angle Of Inclination Of Penstock Centre -
Line To The Horizontal Axis
Volume Of Water Required
Minimum Draw Down Level(MDDL)
Capacity Of Forebay,
Retention Time For Forebay capacity
Height Of the Opening, He
be+(2*0.2143*be)
Invert level Of Forebay,
Cushion From Bottom
Centre- Line Of Penstock
Thus,
Invert Level At Forebay
Opening Area,
Minimum Draw Down Level,MDDL
Height Of the Opening, He
Width Of Opening, be
Total Width Of Opening,
Coifficient Of Contraction,Cc
Height And Width Of the Opening,
Depth Of Centre Line From Top Of The
Opening,h1
Height of Centre line From Bottom Of
The Opening,h2
Length Of Transition
FOREBAY
Design Discharge
Full Reservoir Level
Diameter Of Penstock
Transition,
tan1.1
cos2
10847.0tan21.1
2/12
1Dh
tan077.0
cos
791.02 Dh
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7/28/2019 Hydraulic Design After Tunnel
10/12
HENCE SAFE
= 1.6 m
= 1.76 m= 0.4656 m
= 0.05 m
x 0 0.793454345 1.089814 1.29397666 1.445549 1.559937 1.644916
y 0.4656 0.4156 0.3656 0.3156 0.2656 0.2156 0.1656
= 1.324 m
= 0.662 m
= 0.283336 m
= 0.05 m
x 0 0.37553351 0.504733 0.584115888 0.632718 0.657402 0.662
y 0.283336 0.233336 0.183336 0.133336 0.083336 0.033336 0
Plan,
Width Of the Opening,be
a
b
Bellmouth entry For Penstock,
Select interval
Elevation,
Diameter Of Penstock
ab
Select interval
1)291.0()1.1(2
2
2
2
D
y
D
x
1)2143.0()55.0(2
2
2
2
ee b
y
b
x
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7/28/2019 Hydraulic Design After Tunnel
11/12
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7/28/2019 Hydraulic Design After Tunnel
12/12
1.704891 1.742444 1.759012 1.76
0.1156 0.0656 0.0156 0