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Unlined canal Offtake : 2R

at Km : 1.325

Discharge (required) = 0.1020 cumecs Discharge (provided) = 0.107 OKV = 0.971 OK

Full supply depth (d) = 0.35 m Vo

Bed width (b) = 0.50 m Manning's rugosity coefficient (n) = 0.03

Side slopes ( Inner) = 1.5 :1

( Outer) = 2.0 :1

Bed fall = 1 in 1500 OR 0.00067

Area = 0.500 + 0.35 x 1.5 x 0.35

= 0.359 Sq.m

P = 0.50 + 2 x 1.803 x 0.35

= 1.76 m

R = A

P

= 0.359 = 0.204 m

1.762

V = 1 X 0.2042/3

X 0.000670.5

0.030

= 0.298 m/sec

Q = V x A

= 0.298 x 0.35875

= 0.107 cumecs

Vo = 0.530 x d0.52

m/sec

Vo = 0.530 x 0.3500.52

= 0.307 m/sec

V = 0.298 = 0.971

Vo 0.307

GUNDLAKAMMA RESERVOIR PROJECT2. DESIGN OF OFF-TAKE CHANNEL

0.350 m :1

1.5

Bed width

0.50 m

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1) HYDRAULIC PARTICULARS

1 Ayacut Ha 41100 400

2 Discharge (Required/Designed) Cumecs 19.383 / 19.540 0.1360

3 Bed width m 10.10 0.70

4 Full Supply Depth m 2.00 0.35

5 Free board m 0.90 0.45

6 Side slopes (Inner) - 1.50 :1 1.50 :1

(Outer) 2 :1 2 :1

7 Bed fall - 1 in 5000 1 in 2000

8 Velocity m/s 0.746 0.3250

9 Value of 'n' - 0.0250 0.0250

10 Top width of banks L/R m 7.000 / 4.00 4.200 / 2.00

11 C.B.L. m + 453.325 + 453.925

12 F.S.L. m + 455.325 + 454.275

13 T.B.L. m + 456.225 + 454.725

14 G.L. m + 456.065 + 456.065

2) DESIGN OF O.T.CHANNEL

Assume the section - x 0.350 m

Area - 1.500

= 0.42875 m2

Perimeter - + 1.803 x 2 x 0.350

= 1.962 m

Hydraulic Radius (R) - A/P = 0.429 / 1.962

0.2185 m

R2/3

- = 0.3628 m

Velocity - V = 1/ 0.025 x 0.3628 x 0.022361

= 0.3245

Discharge - Q = 0.4288 x 0.3245

= 0.1391 > 0.1360

HENCE O.K.

V0= 0.53 x 0.350= 0.30704

V/V0= 0.3245 / 0.3070

= 1.0569 (1.1 to 0.9)

3) DRIVING HEAD:

FSL in the parent channel = 455.325 m

3/4 of FSD = 1.500

3/4 of FSL = + 454.825

3/4 FSL in the Offtake channel = + 454.275 m

Driving head = 454.825 - 454.275

So, Consider the driving head = 0.5500 m

4) AREA OF VENT WAY

Q = Cd A Sqrt (2g h) (for circular vent ) Cd = 0.75

Q Cd A S t (2 h) (f R t l t t)

DESIGN OF OFF-TAKE SLUICE FOR 12 L MAJOR @ Km 25.875

0.7

( 0.7 + x 0.35 ) x 0.350

Main Canal O.T 12 L

DescriptionSl Particulars ofUnit

0.7

0.52

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Q = OT Discharge = 0.1360 Cumecs

h = Driving head considered = 0.5500 m

A = Area of vent way

Cd = Coefficient of discharge = 0.750

In this case "Provide circular type vent"

0.136 = 0.750 x A x Sqrt (2 x 9.81 x

= 0.750 x A x Sqrt 10.791= 2.464 x A

Area of vent (A) = 0.136

2.464

A = 0.055 Sqm

The minimum dia . Of pipe = 0.300 m

Dia meter of pipe required (d) = Sqrt(4x0.055/pi)

= 0.265 m

= 265.20 mm

Provide 300 mm minimum with ferrule of 265 mm @ the first pipe joint.

So, provide 1 vents of 0.300 m

Therefore the area of vent provided = 0.071 Sqm > 0.055 Sqm HENCE OK

5 HOIST PLATFORM LEVEL (HPL)

(A) Hoist platform level = Sill level + twice height of gate + 0.3 + 0.15

Height of gate = 0.30 m

Hoist plotform level = 453.925 + 2 x 0.30 + 0.05

+ 0.3 + 0.15

Hoist plotform level = + 455.075 m

FSL in the parent channel = + 455.325 m

(B) Hoist plotform level = FSL + 0.3

= 455.325 + 0.3

= + 455.625 m

Therefore, Provide the hoist platform level (HPL) = + 455.63 m

Provide Width of platform = 1.200 m

4 LENGTH OF BARREL

Length of barrel Required = 0.60 + 1.5 (TBL/GL - HPL) + TW + 2/1.5 (TBL/GL - d/s Hwl) + 0.6/0.45

Assume Level of D/s head wall = m

Length of barrel = 0.6 + 1.500 x 456.225 - 455.625 + 7.000

+ 2 x 456.225 - 455.725 + 0.5

= 0.6 + 0.9 + 7.000 + 1.000

+ 0.5

Length of barrel = 10.0000 m

Provide 4 no.s of 2.500 m length pipes

Length of barrel provided = 10.000 m HENCE OK

5) PROTECTION WORK

Provide 5 m length of Lining in CC M10 on D/S of of structure in the O.T Channel

and the same for 5 m length on either side of U/S transition to the side of Parent channel

6) UPSTERAM TRANSITION

Th l l f U/S l d i Pl tf l l (Pl tf idth / id l )

0.5500 )

+ 455.7250

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The length of U/S transition (or) The Horizontal length of U/S sloped wing

= (level of U/S sloped wing - CBL of parent channel) * side slope

= 1.500 x + 454.825 - 453.325

= 2.250 m

Providing length of transition 1 in 3 flare

Outer width of transition = barrel width +( 2 x horizontal length of U/s sloped wing / flare)

= 0.300 + 2 x 2.250

3

= 1.800 m

say 1.800 m

7) DOWNSTERAM TRANSITION

Barrel / Pipes width = 0.300 m

Bed width of O.T channel = 0.70 m

Providing length of transition in 1 in 5 flare

The length of D/S transition = 5 x 0.70 - 0.3

2

= 1.0 m

However provide , a cistern of 2.000 x 2.00 m size

from which the offtake channel runs

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GL = ######## m

TBL of Parent canal = ######## m Dia of pipe = 300 mm

Platform level = ######## m Thickness of pipe = 30.00 mm FSL parent channel = ######## m Caulking space = 16.00 mm

Sill of OT = ######## m Collar thickness = 30.00 mm

CBL of Parent channel = ######## m Collar length = 150.00 mm

GL = ######## m

length of barrel 10.00 m

0.900 Bank Width 4.000 m 4.000

1.200 + 456.225 TBL

0.45 0.6

0.15 2.0001.5 : 1 2.0 : 1

Platform level #######

2.27

FSL #######

Pial Wall

#######

+ 453.955 0.03

Parent channel 1 2 0.3 3 4#######

CBL ########

1.2 2.5 2.5 2.5 2.5

3.(ii). LINE DIAGRAM OF OFFTAKE SLUICE (CIRCULAR TYPE VENT)

7

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1. DESIGN OF HEAD WALL (U/S)

= t

1.5:1 = t

W6 +

+

+

Taking moments about A (Stresses in concrete)

W1 x x

W2 x x x

W3 x x x

W6 x x x

Pv x x x

Ph x x x

Lever arm = M / V = / = m

Eccentricity = - /2 = m

Permissible 'e' = = < REVISE THE SEC

= x ( 1 + 6 ) = t/sq.m.

Min. Stress = x ( 1 - 6 ) = t/sq.m.

Taking moments about B (Stresses on soil)

W1 x x

W2 x x x

W3 x x x

W4 x x

W5 x x

W6 x x x

Pv x x x

Ph x x x



Permissible 'e' = = > HENCE OK

= x ( 1 + 6 ) = t/sq mMax comp Stress 18 16 x 0 323 14 102

2.35 /6 0.392 0.323

27.2 18.16 1.498

1.498 2.350 0.323

Sv 18.16

SM 27.202

---

0.360 3.642 3.642 2.100 10.015 1.15 11.517

0.1031 3.642 3.642 2.100 2.871

2.820 1.175 3.314

2.100

1.961.150 2.375 2.100 0.50 2.868 0.683

5.985

1.150 2.375 2.400 0.50 3.28 1.067 3.496

0.600 2.375 2.400 3.420 1.750

Load ParticularsForce

V HMoment

1.750 1.750

12.63 x 0.393

1.750 1.750

1.75 /6 0.292

Max. comp. Stress 12.63 x 0.393

16.008

16.0 12.63 1.268

1.268 1.750 0.393

0.1031

SV 12.63

3.142 3.142 2.100

7.453 0.950 7.0810.3596 3.142 3.142 2.100

0.767 2.513

1.150 2.375 2.100 0.500 2.868 0.383 1.1

1.150 2.375 2.400 0.500 3.28

L.A. MomentV H

3.420 1.450 4.959

unit wt of concrete 2.400

455.625

W3

2.100

W4 W1

1.7500.50

W5

W2

0.30 1.150 0.600

unit wt of earth

0.30 453.25

2.350 452.750

ParticularsForce

2.375

0.77

0.767 1.150 2.100

Load

0.600 2.375

0.3550.500 0.926 0.383

2.137

0.300 3.142

0.767 1.150 0.683 0.633

0.297

2.350 0.500 2.400

8. DESIGN OF HEAD WALLS, WINGS AND RETURNS

0.9262.100 0.50

1.979

---

SM

0.393

16.939

-2.507

L.A.

0.15

2.400

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2. DESIGN OF WING WALLS (U/S)

= t

= t

+

+

+


W1 x x

W2 x x x

W3 x x x

Pv x x x

Ph x x




= x ( 1 + 6 ) = t/sq.m.



W1 x x

W2 x x x

W3 x x x

W4 x x

W5 x x

Pv x x x

Ph x x




= x ( 1 + 6 ) = t/sq.m.

0.600

0.60

3.4

2.400

0.50

0.165

/6 0.100

1.57

1.575

1.575

2.400

2.100

0.6725.02

0.600

Max. comp. Stress

0.672 1.200

1.20

0.100

0.500 1.575 2.400

Sv 5.024

1.440 0.6

0.072

/6 0.200 0.072

5.694

1.200 1.200

5.02 x 0.072

0.83 1.006

3.374SM

---

1.200 0.500

0.134 2.075 2.075 2.100 1.212

0.992 0.15 0.149

0.864

0.0384 2.075 2.075 2.100 0.347

0.100 0.50

0.300 1.575 2.100

0.367

0.333

0.650

0.056

L.A. MomentV H

1.229

0.19 0.07

1.890


10.552

0.600 0.600

2.44 x 0.159 -2.404

0.159

1.121 2.44 0.459


S M 1.121

0.7 0.630 0.44

0.459 0.600 0.159

S V 2.444

0.134 1.575 2.100

0.033 0.006

0.0384 1.575 1.57 2.100 0.2 ---

0.100 1.575 2.100 0.500 0.2

0.662

0.100 1.575 2.400 0.500 0.2 0.067 0.013

0.500 1.575 2.400 1.9 0.350


L.A. MomentV H

2.100

0.600

W5

1.200 452.75

0.50

0.300.300

454.825

unit wt of earth


W3

W4 W1

W2

453.250.100 0.500

1.575

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3. DESIGN OF HEAD WALL (D/S)

= t

2:1 = t

W6 +

+

+


W1 x x

W2 x x x

W3 x x x

W6 x x x

Pv x x x

Ph x x x




= x ( 1 + 6 ) = t/sq.m.



W1 x x

W2 x x xW3 x x x

W4 x x

W5 x x

W6 x x x

Pv x x x

Ph x x x




= x ( 1 + 6 ) = t/sq.m.

---

2.586

0.600 0.400 2.100 0.50

0.051

0.1260.252 0.500

0.741

455.725

W3

unit wt of earth0.40

unit wt of concrete

W1

W2

3.96

453.245

Load Particulars

453.745

1.1000.50

W5

0.300 0.600 0.500

2.376

ForceL.A. Moment

V H

0.850 2.02

1.43 0.400 0.5710.600 1.980 2.400 0.500

0.200 0.250.600 1.980 2.100 0.500

2.380 2.380 2.100

1.247

0.500 0.252

4.941

0.792 2.049

0.0623

S V 6.042

0.2174 2.380 2.380 2.100

0.818 1.100 0.268

S M

1.10 /6 0.183 0.268

4.9 6.04 0.818

0.268 -2.537


1.100 1.100


13.522

1.100 1.100

6.04 x

0.500 1.980 2.400 2.376

L.A. MomentV H

0.600 1.980 2.400 0.50 1.430.500 0.624

1.150 2.733

0.700

0.300 2.380 2.100

0.9980.600 1.980 2.100 0.50 1.247

1.499 0.15 0.225

1.700 0.500 2.400 2.040 0.85 1.734

0.805 ---0.0623 2.480 2.480 2.100

2.808 0.992 2.7860.217 2.480 2.480 2.100

SM 9.226

9.2 9.65 0.957

Sv 9.645

0.957 1.700 0.107

1.70 /6 0.283 0.107

Max. comp. Stress 9.65 x 0.107 7.816

1 700 1 700

2.400

2.100

0.600 0.400 2.100

0.500 1.980 2.400

1.700

0.30

W4

0.200

1.980

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4. DESIGN OF WING & RETURN WALLS (D/S)

= t

= t

+

+

+


W1 x x

W2 x x x

W3 x x x

Pv x x x

Ph x x




= x ( 1 + 6 ) = t/sq.m.



W1 x x

W2 x x xW3 x x x

W4 x x

W5 x x

Pv x x x

Ph x x




= x ( 1 + 6 ) = t/sq.m.


W4 W1

W2

unit wt of earth 2.100

455.725

W3

453.745

0.8000.50

W5

0.300 0.300 0.500 0.30

MomentV H

1.400 453.245

Load Particulars

0.500 1.980 2.400 2.376

ForceL.A.

0.550 1.307

0.300 1.980 2.400 0.500 0.71 0.200 0.143

0.300 1.980 2.100 0.500 0.624 0.100 0.063

0.316 ---0.0384 1.980 1.980 2.100

1.103 0.792 0.8740.134 1.980 1.980 2.100

S M 2.387

2.4 4.03 0.593

S V 4.029

Max. comp. Stress 4.03 x 0.193 12.325

0.593 0.800 0.193

0.80 /6

0.800 0.800

4.03 x 0.193

0.1930.133

-2.254

0.800 0.800


L.A. MomentV H

0.500 1.980 2.400 2.376 0.850 2.02

0.71 0.500 0.3570.300 1.980 2.400 0.500.624 0.400 0.250.300 1.980 2.100 0.50

0.7 1.176

0.300 1.980 2.100

2.480 2.100

1.247 0.15 0.188

1.400 0.500 2.400 1.680

1.7170.134 2.480 2.480 2.100

---0.0384 2.480

Max. comp. Stress 7.14 x

SM

0.8 1.400 0.100

1.40 /6 0.233

7.2810.100

1.400 1.400

Sv 7.136

1.731

5.7 7.14 0.8

0.100

0.992

0.496

5.708

1.980

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Sl STRESS TABLE Concrete Soil

no

1 HEAD WALL U/S

Min. Stress

2 WING WALL U/S

Min. Stress

3 HEAD WALLS D/S

Min. Stress

4 WING & RETURN

WALLS Min. Stress

3.531-2.537

7.81613.522Max. comp. Stress

2.679

Max. comp. Stress

t / Sqm

5.69410.552Max. comp. Stress

2.913-2.254

-2.507

7.28112.325

-2.404

Max. comp. Stress

1.355

t / Sqm

14.10216.939

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S.NO PAGE NO

I 1

II

3

3

4

4

4

4

5

6

III

DESIGN OF OFF-TAKE (12L) @ km 17.350

GENERAL PLAN AND SECTION

DESCRIPTION

NOTE ON DESIGN FEATURES

DESIGN CALCULATIONS

1. HYDRAULIC PARTICULARS OF CANAL/OT

2. VENT WAY

3. HOIST PLATFORM LEVEL

8. DESIGN HEADWALLS, WINGS & RETURNS

DRAWINGS

4. LENGTH BARREL

5. PROTECTION WORK

6. UPSTREAM TRANSITION

7. DOWNSTREAM TRANSITION

25.875 OT

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