hydraulic design after tunnel

7/28/2019 Hydraulic Design After Tunnel

1/12

= 9.844 Cumecs

Design Discharge

Design Discharge,Q


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


Cofficient of Bend Losses,kb

Number Of Bends,


HEAD LOSS

Tunnel Before Spillway,

Design Discharge,Q


Length Of Channel,L


Rugosity Coifficient,

Width Of Channel,w

Effective Depth Of Channel,d

Wetted Area,A

SRV3/21

SRV 3/21


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


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


Width Before Transition,

Width After Transition,


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,


Width Before Transition,

2

45.045.1

t

n

t

n

t

A

A

A

Ak


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,


Diameter Of Penstock after Bifurcation

Length of penstock after Bifurcation

No. Of Bend


Total Losses,

Design Discharge,Q

Contraction At Bifurcation,

At Other Bend,

Coifficient Of bend

No. Of Bend


At Bifurcation Bend,

Coifficient Of bend

Coifficient of Bifurcation

No. Of Bifurcation

Head Loss At Bifurcation

After Bifurcation,


No. Of 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


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


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


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


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


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


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


11/12


12/12

1.704891 1.742444 1.759012 1.76

0.1156 0.0656 0.0156 0

hydraulic design after tunnel

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