Download - Awa Anchor Block Design

Anchor Block Design #2Refer Code IS:5330 - 1984coefficient of friction of pipe on Piers ffriction of expansion joint per m of circumference f'

wDia of pipe at Anchor (m)Dia of pipe above upper reducer (m)Dia of pipe below lower reducer (m)

AA'A"

FSL at forbayE.L. At bendMax. Head at bend hadditional head due to water hammer .20hMax. Head at bend, including water hammer (m) H E.L. At uphill expansion jointMax. Head at uphill expansion joint heuMax. Head at uphill expansion joint, including water hammer Heu E.L. At downhill expansion jointMax. Head at downhill expansion joint hedMax. Head at downhillphill expansion joint, including water hammer HedE.L. At upper reducerMax. Head at upper reducer hurMax. Head at upper reducer, including water hammer HedE.L. At lower reducerMax. Head at lower reducer hurMax. Head at lower reducer, including water hammer (m) Hedthickness of pipe shell (uphill of Anchor Block) (mm) tthickness of pipe shell (downhill of Anchor Block) (mm) t

Flow (cumec) QVelocity in m/s VAcceleration due to Gravity gLength of pipe from anchor uphill to expansion jointLength of pipe from anchor to adjascent uphill Pier Length of pipe downhill from anchor to expansion joint Length of pipe from anchor to adjascent downhill Pier Dead Weight of pipe from anchor uphill to expansion joint PWeight of water in pipe P WDead Weight of pipe downhill from anchor to expansion joint P' Weight of water in pipe P' W'

Slope angle of Penstock upstream of anchor (degrees)

Slope angle of Penstock downstream of anchor (degrees)weight of pipe and contained water from anchor to adjascent uphill pier pweight of pipe and contained water from anchor to adjascent downhill pier (N) p'Inside diameter of Pipe ddiameter of pipe shell at uphill expansion jointdiameter of pipe shell at downhill expansion joint Cross Sectional Area of pipe shell at uphill expansion joint aCross Sectional Area of pipe shell at downhill expansion joint a'

unit wt. of water in kg/m3

Cross Sectional Area of pipe at Anchor (m2)Cross Sectional Area of pipe above upper reducer (m2)Cross Sectional Area of pipe below lower reducer (m2)

Density of Pipe Material (t/m3)

auad

packing length e Coefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984) mu

mu'

Weight of Anchor block Length of Anchor BlockHeight of Anchor BlockArea of anchor block( Length X Height)Width of anchor blockVolume of concrete blockLength of pipeVolume of pipeWt of concrete in anchor blockWeight of waterNet wt of anchor block K

Total Vertical ForceLoad 1Hydrostatic Force acting along axis of pipe on each side bend Fs

Load 2 Dynamic Force acting against outside of bend Fd

Load 3 force due to dead Wt. Of Pipe from anchor uphill to expansion joint Du

Load 4 force due to dead Wt. Of Pipe from anchor downhill to expansion joint Dd

Load 5 Sliding Friction of pipe on piers (Uphill) Spu

Load 6 Sliding Friction of pipe on piers (downhill) Spd

Load 7 Sliding Friction of uphill expansion joint Seu

Load 8 Sliding Friction of downhill expansion joint(N) Sed

Load 9 Hydrostatic pressure on exposed end of pipe in uphill expansion joint Fu

Fd

Load 11 Longitudinal Force due to reducer above anchor Lu

Load 12 Longitudinal Force due to reducer below anchor Ld

ForcesTotal Vertical Force

Coefficient of internal friction between foundation, concrete and foundation under saturated condition

Load 10 Hydrostatic pressure on exposed end of pipe in downhill expansion joint

Expanding Condition -Force Due to Upstream Penstock (Towards Downhill side on Anchor Block)Expanding Condition -Force Due to Downstream Penstock (Towards Uphill side on Anchor Block)Contracting Condition -Force Due to Upstream Penstock (Towards Downhill side on Anchor Block)Contracting Condition -Force Due to Downstream Penstock (Towards Uphill side on Anchor Block)

Expanding ConditionsTotal Horizontal Force (Downhill Side)Total Vertical Force (Downwards)Contacting ConditionTotal Horizontal Force (Downhill Side) Total Vertical Force (Downwards)

Check against SlidingExpanding ConditionTotal Horizontal ForcesTotal Vertical Forces Factor of safty against slidingContracting ConditionTotal Horizontal ForcesTotal Vertical Forces Factor of safty against sliding

Check Against StabiltyAgainst Tension

ForceExpanding - Total Horizontal Force (Downhill Side) #VALUE!Expanding - Total Vertical Force (Downwards) #VALUE!Force Due to self wt. 777838

Sigma Mx #VALUE!Contracting - Total Horizontal Force (Downhill Side) #VALUE!Contracting - Total Vertical Force (Downwards) #VALUE!Force Due to self wt. 777838.4

Sigma Mx #VALUE!Against OverturningExpanding Condition F O S Contracting Condition F O S

0.6

5445.591000

1.4 m0 m0 m

1.5393804003nilnil

1559.433 m1549.944 m

9.489 m1.8978 m

11.3868 m1552.799 m

6.634 m7.9608 m

1548.134 m11.299 m

13.5588 m0 m0 m0 m0 m0 m0 m8 mm8 mm

7.855.08 cumec

3.3000290241 m/s9.81

24.555 m7.055 m

5.00 m7.50 m

66914.635575 N370812.955 N

13625.460308 N75506.608633 N

6.0575

13.969125765.34928133698.10341

1400 mm1400 mm1400 mm

0.01764318430.0176431843

1.5*m*w*H*e

kg/m3

m2

m2

m2

t/m3

m/s2

m2

m2

0.125 m0.26

864000 N43

12 m23 m

36 m34 m

6.1544 m3716294.4 N

61544 N777838.4 N

777838.4 N wAH 1

143296.4 N 1QwV/g 2

16764.1 N 2Psin(alphau) 3

66824.4 N 3 Psin(alphad) 4

3289.1 N 4 f' cos(alphau)*(P+W-p/2) 5

223651.2 N 5#VALUE! 6#VALUE! N 6

-55686906.2 7-729.2 N 7

0.0 80.0 N 8

207967.3 9#VALUE! N 9#VALUE! 10

-671484908.6 N 10-3045.2 11

-12.9 N 11-10.6 12-14.1 N 12

#VALUE!

#VALUE!

#VALUE!

#VALUE!

777838.4 N

#VALUE! N#VALUE! N

#VALUE! N#VALUE! N

#VALUE!#VALUE!#VALUE! #VALUE!

#VALUE!#VALUE!#VALUE! #VALUE!

x M1.55 #VALUE!

2 #VALUE!2.5 1944596

Sigma M #VALUE!Bt 1.333 & 2.667 #VALUE!

1.55 #VALUE!2 #VALUE!

2.5 1944596Sigma M #VALUE!

Bt 1.333 & 2.667 #VALUE!

#VALUE! #VALUE!#VALUE! #VALUE!

0.566014

Anchor Block Design #3Refer Code IS:5330 - 1984coefficient of friction of pipe on Piers f 0.6friction of expansion joint per m of circumference f'

15743.39w 1000

Dia of pipe at Anchor (m) 1.4 mDia of pipe above upper reducer (m) 0 mDia of pipe below lower reducer (m) 0 m

A 1.5393804003A' nilA" nil

FSL at forbay 1559.433 mE.L. At bend 1532 mMax. Head at bend h 27.433 madditional head due to water hammer .20h 5.4866 mMax. Head at bend, including water hammer (m) H 32.9196 mE.L. At uphill expansion joint 1548.134 mMax. Head at uphill expansion joint heu 11.299 mMax. Head at uphill expansion joint, including water hammer Heu 13.5588 mE.L. At downhill expansion joint 1527.961 mMax. Head at downhill expansion joint hed 31.472 mMax. Head at downhillphill expansion joint, including water hammer Hed 37.7664 mE.L. At upper reducer 0 mMax. Head at upper reducer hur mMax. Head at upper reducer, including water hammer Hed mE.L. At lower reducer 0 mMax. Head at lower reducer hur mMax. Head at lower reducer, including water hammer (m) Hed mthickness of pipe shell (uphill of Anchor Block) (mm) t 8 mmthickness of pipe shell (downhill of Anchor Block) (mm) t 8 mm

7.85Flow (cumec) Q 5.08 cumecVelocity in m/s V 3.3000290241 m/sAcceleration due to Gravity g 9.81Length of pipe from anchor uphill to expansion joint 63.334 mLength of pipe from anchor to adjascent uphill Pier 8.334 mLength of pipe downhill from anchor to expansion joint 5.00 mLength of pipe from anchor to adjascent downhill Pier 7.50 mDead Weight of pipe from anchor uphill to expansion joint P 172590.98064 NWeight of water in pipe P W 956427.11023 NDead Weight of pipe downhill from anchor to expansion joint P' 13625.460308 N Weight of water in pipe P' W' 75506.608633 N

Slope angle of Penstock upstream of anchor (degrees) 13.969

Slope angle of Penstock downstream of anchor (degrees) 28.37weight of pipe and contained water from anchor to adjascent uphill pier p 148565.33251weight of pipe and contained water from anchor to adjascent downhill pier (N) p' 133698.10341Inside diameter of Pipe d 1400 mmdiameter of pipe shell at uphill expansion joint 1400 mmdiameter of pipe shell at downhill expansion joint 1400 mmCross Sectional Area of pipe shell at uphill expansion joint a 0.0176431843Cross Sectional Area of pipe shell at downhill expansion joint a' 0.0176431843packing length e 0.125 mCoefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984) mu 0.26

mu'

Weight of Anchor block 2880000 NLength of Anchor Block 6Height of Anchor Block 5Area of anchor block( Length X Height) 30 m2Width of anchor block 4 mVolume of concrete block 120 m3Length of pipe 6 m

1.5*m*w*H*e

unit wt. of water in kg/m3 kg/m3

Cross Sectional Area of pipe at Anchor (m2) m2

Cross Sectional Area of pipe above upper reducer (m2) m2

Cross Sectional Area of pipe below lower reducer (m2) m2

Density of Pipe Material (t/m3) t/m3

m/s2

auad

m2

m2


Volume of pipe 9.2316 m3Wt of concrete in anchor block 2658441.6 NWeight of water 92316 NNet wt of anchor block K 2750757.6 N

Shearing strength under saturated condition tauArea under compression a"Total Vertical Force 2750757.6 NLoad 1Hydrostatic Force acting along axis of pipe on each side bend Fs wAH 1

414274.6 N 1Load 2 Dynamic Force acting against outside of bend Fd QwV/g 2

16764.1 N 2Load 3 force due to dead Wt. Of Pipe from anchor uphill to expansion joint Du Psin(alphau) 3

41662.9 N 3Load 4 force due to dead Wt. Of Pipe from anchor downhill to expansion joint Dd Psin(alphad) 4

6474.3 N 4Load 5 Sliding Friction of pipe on piers (Uphill) Spu f' cos(alphau)*(P+W-p/2) 5

614125.9 N 5Load 6 Sliding Friction of pipe on piers (downhill) Spd f' cos(alphad)*(P'+W'-p'/2) 6

11764.1 N 6Load 7 Sliding Friction of uphill expansion joint Seu f'' pi()*(d+2t)/1000 7

70034.4 N 7Load 8 Sliding Friction of downhill expansion joint(N) Sed f'' pi()*(d+2t)/1000 8

70034.4 N 8Load 9 Hydrostatic pressure on exposed end of pipe in uphill expansion joint Fu waHeu 9

2346.8 N 9Fd Lwa'Hed 10

6536.6 N 10Load 11 Longitudinal Force due to reducer above anchor Lu wH(A' - A) 11

0.0 N 11Load 12 Longitudinal Force due to reducer below anchor Ld wH(A" - A) 12

0.0 N 12

1159208.7

512899.4

-209111.9

349302.5

ForcesTotal Vertical Force 2750757.6 N

Expanding ConditionsTotal Horizontal Force (Downhill Side) 673628 NTotal Vertical Force (Downwards) 36118 NContacting ConditionTotal Horizontal Force (Downhill Side) -510278.2 N Total Vertical Force (Downwards) -216454.8 N

Check against SlidingExpanding ConditionTotal Horizontal Forces 673628Total Vertical Forces 2786876Factor of safty against sliding 2.0685573935 SAFEContracting ConditionTotal Horizontal Forces -510278.2Total Vertical Forces 2534302.8Factor of safty against sliding 2.4832562159 SAFE


m2



Force x MExpanding - Total Horizontal Force (Downhill Side) 673628 2.55 -1717751Expanding - Total Vertical Force (Downwards) 36118 3 108355Force Due to self wt. 2750758 4 11003030

Sigma M 9393634x 3.371 Bt 2.000 & 4.000 SAFEContracting - Total Horizontal Force (Downhill Side) -510278.2 2.55 1301209Contracting - Total Vertical Force (Downwards) -216454.8 3 -649364Force Due to self wt. 2750757.6 4 11003030

Sigma M 11654875x 4.599 Bt 2.000 & 4.000 SAFEAgainst OverturningExpanding Condition F O S #NAME? #NAME?Contracting Condition F O S 7.96 SAFE



AA'A"








auad


mu'


Shearing strength under saturated condition tauArea under compression a"Total Vertical ForceLoad 1Hydrostatic Force acting along axis of pipe on each side bend Fs









Fd










ForceExpanding - Total Horizontal Force (Downhill Side) 45443Expanding - Total Vertical Force (Downwards) 285215Force Due to self wt. 1065838

Sigma Mx 2.342Contracting - Total Horizontal Force (Downhill Side) -136780.7Contracting - Total Vertical Force (Downwards) 106063.6Force Due to self wt. 1065838.4

Sigma Mx 2.636Against OverturningExpanding Condition F O S Contracting Condition F O S

0.6

23777.781000

1.4 m0 m0 m

1.5393804003nilnil

1559.433 m1518 m

41.433 m8.2866 m

49.7196 m1527.961 m

31.472 m37.7664 m

1516.427 m43.006 m

51.6072 m0 m

mm

0 mmm

8 mm8 mm

7.855.08 cumec

3.3000290241 m/s9.81

17.717 m7.717 m

5.00 m7.50 m

48280.456057 N267550.11703 N13625.460308 N75506.608633 N

28.37

10.986137566.4352

133698.103411400 mm1400 mm1400 mm Y:

0.01764318430.0176431843

1.5*m*w*H*e

kg/m3

m2

m2

m2

t/m3

m/s2

m2

m2

0.125 m0.26

1152000 N4 m4 m

16 m23 m

48 m34 m

6.1544 m31004294.4 N

61544 N1065838.4 N

1065838.4 N wAH 1

625693.1 N 1QwV/g 2



2596.6 N 4 f' cos(alphau)*(P+W-p/2) 5

130425.8 N 5f' cos(alphad)*(P'+W'-p'/2) 6

13124.8 N 6 f'' pi()*(d+2t)/1000 7

105775.3 N 7f'' pi()*(d+2t)/1000 8

105775.3 N 8 waHeu 9

6536.6 N 9Lwa'Hed 10

8932.2 N 10 wH(A' - A) 11

0.0 N 11 wH(A" - A) 12

0.0 N 12

908136.1

767692.9

435733.8

529892.7

m2

1065838.4 N

45443 N285215 N

-136780.7 N106063.6 N

454431351053

14.865472876 SAFE

-136780.71171902.0

4.2838732152 SAFE

x M1.55 -70436

2 5704292.5 2664596

Sigma M 3164589Bt 1.333 & 2.667 SAFE

1.55 2120102 212127

2.5 2664596Sigma M 3088733

Bt 1.333 & 2.667 SAFE

46 SAFE13.56 SAFE



AA'A"








auad


mu'











Load 10 Hydrostatic pressure on exposed end of pipe in downhill expansion joint Fd









ForceExpanding - Total Horizontal Force (Downhill Side) 694001Expanding - Total Vertical Force (Downwards) 273153Force Due to self wt. 2462758

Sigma Mx 3.253Contracting - Total Horizontal Force (Downhill Side) -654932.8Contracting - Total Vertical Force (Downwards) -30680.4Force Due to self wt. 2462757.6


0.6

32959.941000

1.4 m0 m0 m

1.5393804003nilnil

1559.433 m1502 m

57.433 m11.4866 m68.9196 m

1516.427 m43.006 m

51.6072 m1501.421 m

58.012 m69.6144 m

0 mmm

0 mmm

8 mm8 mm

7.855.08 cumec

3.3000290241 m/s9.81

71.42 m8.92 m5.00 m7.50 m

194626.07505 N1078536.3977 N13625.460308 N75506.608633 N

10.986

3.587159011.61099133698.10341

1400 mm1400 mm1400 mm

0.01764318430.0176431843

1.5*m*w*H*e

kg/m3

m2

m2

m2

t/m3

m/s2

m2

m2

0.125 m0.26

2592000 N6

4.527 m2

4 m108 m3

6 m9.2316 m3

2370441.6 N92316 N

2462757.6 N

2462757.6 N wAH 1

867314.2 N 1QwV/g 2



852.5 N 4 f' cos(alphau)*(P+W-p/2) 5

703068.9 N 5f' cos(alphad)*(P'+W'-p'/2) 6

13343.6 N 6 f'' pi()*(d+2t)/1000 7

146622.1 N 7f'' pi()*(d+2t)/1000 8

146622.1 N 8 waHeu 9

8932.2 N 9Lwa'Hed 10

12048.8 N 10 wH(A' - A) 11

0.0 N 11 wH(A" - A) 12

0.0 N 12

1779791.2

1055240.5

80409.2

735309.0

m2

2462757.6 N

694001 N273153 N

-654932.8 N-30680.4 N

6940012735911

1.58 SAFE

-654932.82432077.2

1.49 SAFE

x M2.55 -1769703

3 8194594 9851030

Sigma M 8900787Bt 2.000 & 4.000 SAFE

2.55 16700793 -920414 9851030

Sigma M 11429068Bt 2.000 & 4.000 SAFE

6 SAFE125.17 SAFE



AA'A"








auad


mu'











Fd










ForceExpanding - Total Horizontal Force (Downhill Side) 436943Expanding - Total Vertical Force (Downwards) -28983Force Due to self wt. 2462758

Sigma Mx 3.734Contracting - Total Horizontal Force (Downhill Side) -412979.8Contracting - Total Vertical Force (Downwards) -65219.7Force Due to self wt. 2462757.6


0.6

34930.661000

1.4 m0 m0 m

1.5393804003nilnil

1559.433 m1498.566 m

60.867 m12.1734 m73.0404 m

1501.999 m57.434 m

68.9208 m1497.607 m

61.826 m74.1912 m

0 mmm

0 mmm

8 mm8 mm

7.855.08 cumec

3.3000290241 m/s9.81

42.124 m2.124 m

5.00 m7.50 m

114791.77801 N636128.07641 N13625.460308 N75506.608633 N

3.587

6.47737863.302886133698.10341

1400 mm1400 mm1400 mm Y:

0.01764318430.0176431843

1.5*m*w*H*e

kg/m3

m2

m2

m2

t/m3

m/s2

m2

m2

0.125 m0.26

2592000 N6

4.527 m2

4 m108 m3

6 m9.2316 m3

2370441.6 N92316 N

2462757.6 N

2462757.6 N wAH 1

919172.1 N 1QwV/g 2



1537.0 N 4 f' cos(alphau)*(P+W-p/2) 5

438332.5 N 5f' cos(alphad)*(P'+W'-p'/2) 6

13284.5 N 6 f'' pi()*(d+2t)/1000 7

155388.9 N 7f'' pi()*(d+2t)/1000 8

155388.9 N 8 waHeu 9

11928.8 N 9Lwa'Hed 10

12841.0 N 10 wH(A' - A) 11

0.0 N 11 wH(A" - A) 12

0.0 N 12

1548768.3

1115913.6

361325.5

778566.9

m2

2462757.6 N

436943 N-28983 N

-412979.8 N-65219.7 N

4369432433775

2.2280011069 SAFE

-412979.82397537.9

2.3221839953 SAFE

x M1.55 -677262

3 -869484 9851030

Sigma M 9086820Bt 2.000 & 4.000 SAFE

1.55 6401193 -1956594 9851030

Sigma M 10295490Bt 2.000 & 4.000 SAFE

14 SAFE53.62 SAFE


43208.76w 1000

Dia of pipe at Anchor (m) 1.25 mDia of pipe above upper reducer (m) 1.4 mDia of pipe below lower reducer (m) 1.1 m

A 1.227A' 1.539A" 0.950

FSL at forbay 1559.5 mE.L. At bend 1490 mMax. Head at bend h 69.5 madditional head due to water hammer 0.30h 20.850 mMax. Head at bend, including water hammer (m) H 90.350 mE.L. At uphill expansion joint 1497.664 mMax. Head at uphill expansion joint 61.836 mMax. Head at uphill expansion joint, including water hammer 74.2032 mE.L. At downhill expansion joint 1486.18 mMax. Head at downhill expansion joint 73.32 mMax. Head at downhillphill expansion joint, including water hammer 87.984 mE.L. At upper reducer 1490.4 mMax. Head at upper reducer 69.1 mMax. Head at upper reducer, including water hammer 82.920 mE.L. At lower reducer 1488.4 mMax. Head at lower reducer 71.1 mMax. Head at lower reducer, including water hammer (m) 85.320 mthickness of pipe shell (uphill of Anchor Block) (mm) t 8 mmthickness of pipe shell (downhill of Anchor Block) (mm) t 12 mm



Slope angle of Penstock downstream of anchor (degrees) 31.445weight of pipe and contained water from anchor to adjascent uphill pier p 125492.073 Nweight of pipe and contained water from anchor to adjascent downhill pier (N) p' 114502.397 NInside diameter of Pipe d 1250 mmdiameter of pipe shell at uphill expansion joint 1400 mmdiameter of pipe shell at downhill expansion joint 1100 mmCross Sectional Area of pipe shell at uphill expansion joint a 0.018Cross Sectional Area of pipe shell at downhill expansion joint a' 0.021packing length e 0.125 mCoefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984) m 0.26

0.5

Weight of Anchor block 2592000 NLength of Anchor Block 6 mHeight of Anchor Block 4.5 mArea of anchor block( Length X Height) 27Width of anchor block 4 mVolume of concrete block 108Length of pipe 6 mVolume of pipe 7.363Wt of concrete in anchor block 2415285.4132 NWeight of water 73631.077819 NNet wt of anchor block 2488916.4911 N

1.5*m*w*H*e





heu

Heu

hed

Hed

hur

Hur

hLr

HLr


m/s2

au

ad

m2

m2


m'

m2

m3

m3

Total Vertical Force 2488916.4911 NLoad 1Hydrostatic Force acting along axis of pipe on each side bend WAH 1

49798397.3 N 1Load 2 Dynamic Force acting against outside of bend QWV/g 2

1251610.4 N 2Load 3 force due to dead Wt. of Pipe from anchor uphill to expansion joint 3

14652.3 N 3Load 4 force due to dead Wt. of Pipe from anchor downhill to expansion joint 4

8420.7 N 4

Load 5 Sliding Friction of pipe on piers (Uphill) 5389562.0 N 5

Load 6 Sliding Friction of pipe on piers (downhill) 69768.7 N 6

Load 7 Sliding Friction of uphill expansion joint f' pi()*(d+2t)/1000 7171852.3 N 7

Load 8 Sliding Friction of downhill expansion joint(N) f' pi()*(d+2t)/1000 8172938.3 N 8

Load 9 Hydrostatic pressure on exposed end of pipe in uphill expansion joint 91309.2 N 9

101834.3 N 10

Load 11 Longitudinal Force due to reducer above anchor wH(A' - A) 1125887.3 N 11

Load 12 Longitudinal Force due to reducer below anchor wH(A - A") 1223621.1 N 12

51653270.6 N

51202507.0 N

50530442.1 N

50837093.2 N


Expanding ConditionsTotal Horizontal Force (Downhill Side) 7651896 NTotal Vertical Force (Downwards) -20984939 NContacting ConditionTotal Horizontal Force (Downhill Side) 6847738.2 N Total Vertical Force (Downwards) -20918788.6 N

Check against SlidingExpanding ConditionTotal Horizontal Forces 7651896Total Vertical Forces -18496022Factor of safty against sliding 1.209 SAFEContracting ConditionTotal Horizontal Forces 6847738.2Total Vertical Forces -18429872.1Factor of safty against sliding 1.346 SAFE

Check Against TensionForce x M

Expanding - Total Horizontal Force (Downhill Side) 7651896 3.00 22955687Expanding - Total Vertical Force (Downwards) -20984939 4.00 -83939755Force Due to self wt. 2488916 3 7466749

Sigma M -53517319x 2.893 Bt 2.000 & 4.000

SAFEContracting - Total Horizontal Force (Downhill Side) 6847738.2 3.00 20543215Contracting - Total Vertical Force (Downwards) -20918788.6 4.00 -83675154Force Due to self wt. 2488916.5 3 7466749

Sigma M -55665190x 3.020 Bt 2.000 & 4.000

SAFEAgainst OverturningExpanding Condition F O S 3.33 SAFEContracting Condition F O S 3.71 SAFE

Fs

Fd

Du Psin(au)

Dd P'sin(au)

Spu f cos(au)*(P+W-p/2)

Spd f cos(ad)*(P'+W'-p'/2)

Seu

Sed

Fu waHeu


Fd wa'Hed

Lu

Ld



58751.48w 1000


A 0.672A' 0.950A" 0.442

FSL at forbay 1559.5 mE.L. At bend 1465 mMax. Head at bend h 94.5 mAdditional head due to water hammer 0.30h 28.350 mMax. Head at bend, including water hammer (m) H 122.850 mE.L. At uphill expansion joint 1485.7 mMax. Head at uphill expansion joint 73.8 mMax. Head at uphill expansion joint, including water hammer 88.56 mE.L. At downhill expansion joint 1457.7 mMax. Head at downhill expansion joint 101.8 mMax. Head at downhillphill expansion joint, including water hammer 122.16 mE.L. At upper reducer 1465 mMax. Head at upper reducer 94.5 mMax. Head at upper reducer, including water hammer 113.400 mE.L. At lower reducer 1462.8 mMax. Head at lower reducer 96.7 mMax. Head at lower reducer, including water hammer (m) 116.040 mThickness of pipe shell (uphill of Anchor Block) (mm) t 12 mmThickness of pipe shell (downhill of Anchor Block) (mm) t 12 mm



Slope angle of Penstock downstream of anchor (degrees) 63.43weight of pipe and contained water from anchor to adjascent uphill pier p 70708.946 Nweight of pipe and contained water from anchor to adjascent downhill pier (N) p' 66034.378 NInside diameter of Pipe d 925 mmdiameter of pipe shell at uphill expansion joint 1100 mmdiameter of pipe shell at downhill expansion joint 750 mmCross Sectional Area of pipe shell at uphill expansion joint a 0.021Cross Sectional Area of pipe shell at downhill expansion joint a' 0.014packing length e 0.125 mCoefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984) 0.26

0.5

Weight of Anchor block 2880000 NLength of Anchor Block 6 mHeight of Anchor Block 4 mArea of anchor block( Length X Height) 24Width of anchor block 5 mVolume of concrete block 120Length of pipe 6 mVolume of pipe 4.032Wt of concrete in anchor block 2783231.0923 NWeight of water 40320.378213 NNet wt of anchor block K 2823551.4705 N

1.5*m*w*H*e





heu

Heu

hed

Hed

hur

Hur

hLr

HLr


m/s2

au

ad

m2

m2

m Coefficient of internal friction between foundation, concrete and foundation under saturated condition

m'

m2

m3

m3

Load 1 Hydrostatic Force acting along axis of pipe on each side bend WAH 16620267.8 N

Load 2 Dynamic Force acting against outside of bend QWV/g 1024514.1 N

Load 3 force due to dead Wt. Of Pipe from anchor uphill to expansion joint66860.4 N

Load 4 force due to dead Wt. Of Pipe from anchor downhill to expansion joint9892.8 N

Load 5 Sliding Friction of pipe on piers (Uphill)181476.9 N

Load 6 Sliding Friction of pipe on piers (downhill)2953.7 N

Load 7 Sliding Friction of uphill expansion joint f' pi()*(d+2t)/1000175160.0 N

Load 8 Sliding Friction of downhill expansion joint(N) f' pi()*(d+2t)/1000175160.0 N

Load 9 Hydrostatic pressure on exposed end of pipe in uphill expansion joint1846.3 N

1740.8 NLoad 11 Longitudinal Force due to reducer above anchor wH(A' - A)

31562.1 NLoad 12 Longitudinal Force due to reducer below anchor wH(A - A")

26714.7 N

18101687.5 N

17788028.7 N

17388413.8 N

17431801.5 N


Expanding ConditionsTotal Horizontal Force (Downhill Side) 7486875.4 NTotal Vertical Force (Downwards) -6466123.8 NContacting ConditionTotal Horizontal Force (Downhill Side) 7037689.3 N Total Vertical Force (Downwards) -6519618.8 N

Check against SlidingExpanding ConditionTotal Horizontal Forces 7486875 NTotal Vertical Forces -3642572 NFactor of safty against sliding 0.243 Increase sizeContracting ConditionTotal Horizontal Forces 7037689.3 NTotal Vertical Forces -3696067.3 NFactor of safty against sliding 0.263 Increase size


Expanding - Total Horizontal Force (Downhill Side) 7486875 2.67 19965001Expanding - Total Vertical Force (Downwards) -6466124 4.00 -25864495Force Due to self wt. 2823551 3.00 8470654

Sigma M 2571160x 0.706 Bt 2.000

Increase sizeContracting - Total Horizontal Force (Downhill Side) 7037689.3 2.67 18767171Contracting - Total Vertical Force (Downwards) -6519618.8 4.00 -26078475Force Due to self wt. 2823551.5 3.00 8470654

Sigma M 1159351x 0.314 Bt 2.000

Increase sizeAgainst OverturningExpanding Condition F O S 0.87 Increase sizeContracting Condition F O S 0.94 Increase size

Fs

Fd

Du Psin(au)

Dd P'sin(au)



Seu

Sed

Fu waHeu


Fd wa'Hed

Lu

Ld


11

22

33

3.64.0571428571429

4.51428571428574.9714285714286

65.88571428571436.62857142857147.14285714285717.65714285714298.17142857142868.6857142857143

9.29.714285714285710.22857142857110.74285714285711.25714285714311.77142857142912.285714285714

Increase size

Increase size

& 4.000Increase size

& 4.000Increase size

Increase sizeIncrease size


58751.48w 1000


A 0.442A' 0.442A" 0.442

FSL at forbay 1559.5 mE.L. At bend 1465 mMax. Head at bend h 94.5 mAdditional head due to water hammer 0.30h 28.350 mMax. Head at bend, including water hammer (m) H 122.850 mE.L. At uphill expansion joint 1485.7 mMax. Head at uphill expansion joint 73.8 mMax. Head at uphill expansion joint, including water hammer 88.56 mE.L. At downhill expansion joint 1457.7 mMax. Head at downhill expansion joint 101.8 mMax. Head at downhillphill expansion joint, including water hammer 122.16 mE.L. At upper reducer 0 mMax. Head at upper reducer 1559.5 mMax. Head at upper reducer, including water hammer 1871.400 mE.L. At lower reducer 0 mMax. Head at lower reducer 1559.5 mMax. Head at lower reducer, including water hammer (m) 1871.400 mThickness of pipe shell (uphill of Anchor Block) (mm) t 12 mmThickness of pipe shell (downhill of Anchor Block) (mm) t 12 mm



Slope angle of Penstock downstream of anchor (degrees) 63.43weight of pipe and contained water from anchor to adjascent uphill pier p 47132.115 Nweight of pipe and contained water from anchor to adjascent downhill pier (N) p' 49095.953 NInside diameter of Pipe d 750 mmdiameter of pipe shell at uphill expansion joint 750 mmdiameter of pipe shell at downhill expansion joint 750 mmCross Sectional Area of pipe shell at uphill expansion joint a 0.014Cross Sectional Area of pipe shell at downhill expansion joint a' 0.014packing length e 0.125 mCoefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984) 0.26

0.5

Weight of Anchor block 1680000 NLength of Anchor Block 5 mHeight of Anchor Block 4 mArea of anchor block( Length X Height) 20Width of anchor block 3.5 mVolume of concrete block 70Length of pipe 5 mVolume of pipe 2.209Wt of concrete in anchor block 1626985.624 NWeight of water 22089.323346 NNet wt of anchor block K 1649074.9473 N

1.5*m*w*H*e





heu

Heu

hed

Hed

hur

Hur

hLr

HLr


m/s2

au

ad

m2

m2


m'

m2

m3

m3

Load 1 Hydrostatic Force acting along axis of pipe on each side bend WAH 17183169.9 N 1

Load 2 Dynamic Force acting against outside of bend QWV/g 21024514.1 N 2

Load 3 force due to dead Wt. Of Pipe from anchor uphill to expansion joint 345816.2 N 3

Load 4 force due to dead Wt. Of Pipe from anchor downhill to expansion joint 49892.8 N 4






101740.8 N 10



8518588.0 N

8344587.6 N

7990936.4 N

8054476.3 N


Expanding ConditionsTotal Horizontal Force (Downhill Side) 3535101.9 NTotal Vertical Force (Downwards) -3019328.0 NContacting ConditionTotal Horizontal Force (Downhill Side) 3214704.6 N Total Vertical Force (Downwards) -3035121.0 N

Check against SlidingExpanding ConditionTotal Horizontal Forces 3535102 NTotal Vertical Forces -1370253 NFactor of safty against sliding 0.194 Increase sizeContracting ConditionTotal Horizontal Forces 3214704.6 NTotal Vertical Forces -1386046.0 NFactor of safty against sliding 0.216 Increase size


Expanding - Total Horizontal Force (Downhill Side) 3535102 2.67 9426938Expanding - Total Vertical Force (Downwards) -3019328 3.33 -10064427Force Due to self wt. 1649075 2.50 4122687

Sigma M 3485199x 2.543 Bt 1.667 & 3.333

SAFEContracting - Total Horizontal Force (Downhill Side) 3214704.6 2.67 8572546Contracting - Total Vertical Force (Downwards) -3035121.0 3.33 -10117070Force Due to self wt. 1649074.9 2.50 4122687

Sigma M 2578163x 1.860 Bt 1.667 & 3.333

SAFEAgainst OverturningExpanding Condition F O S 0.63 Increase sizeContracting Condition F O S 0.70 Increase size

Fs

Fd

Du Psin(au)

Dd P'sin(au)



Seu

Sed

Fu waHeu


Fd wa'Hed

Lu

Ld


Anchor Block Design # 10-11Refer Code IS:5330 - 1984coefficient of friction of pipe on Piers ffriction of expansion joint per m of circumference f'


AA'A"

FSL at forbayE.L. At bendMax. Head at bend hAdditional head due to water hammer .30hMax. Head at bend, including water hammer (m) H E.L. At uphill expansion jointMax. Head at uphill expansion jointMax. Head at uphill expansion joint, including water hammerE.L. At downhill expansion jointMax. Head at downhill expansion jointMax. Head at downhillphill expansion joint, including water hammerE.L. At upper reducerMax. Head at upper reducerMax. Head at upper reducer, including water hammerE.L. At lower reducerMax. Head at lower reducerMax. Head at lower reducer, including water hammer (m)Thickness of pipe shell (uphill of Anchor Block) (mm) tThickness of pipe shell (downhill of Anchor Block) (mm) t



Slope angle of Penstock downstream of anchor (degrees)weight of pipe and contained water from anchor to adjascent uphill pier pweight of pipe and contained water from anchor to adjascent downhill pier (N) p'Inside diameter of Pipe ddiameter of pipe shell at uphill expansion jointdiameter of pipe shell at downhill expansion joint



heu

Heu

hed

Hed

hur

Hur

hLr

HLr


au

ad

Cross Sectional Area of pipe shell at uphill expansion joint aCross Sectional Area of pipe shell at downhill expansion joint a'packing length e Coefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984)



m'

Total Vertical ForceLoad 1 Hydrostatic Force acting along axis of pipe on each side bend

Load 2 Dynamic Force acting against outside of bend

Load 3 force due to dead Wt. Of Pipe from anchor uphill to expansion joint

Load 4 force due to dead Wt. Of Pipe from anchor downhill to expansion joint

Load 5 Sliding Friction of pipe on piers (Uphill)

Load 6 Sliding Friction of pipe on piers (downhill)

Load 7 Sliding Friction of uphill expansion joint

Load 8 Sliding Friction of downhill expansion joint(N)

Load 9 Hydrostatic pressure on exposed end of pipe in uphill expansion joint

Load 11 Longitudinal Force due to reducer above anchor

Load 12 Longitudinal Force due to reducer below anchor



Check against SlidingExpanding ConditionTotal Horizontal ForcesTotal Vertical Forces Factor of safty against sliding

Fs

Fd

Du

Dd

Spu

Spd

Seu

Sed

Fu


Fd

Lu

Ld


Contracting ConditionTotal Horizontal ForcesTotal Vertical Forces Factor of safty against sliding

Check Against TensionForce

Expanding - Total Horizontal Force (Downhill Side) -1727514Expanding - Total Vertical Force (Downwards) 2824338Force Due to self wt. 1357660

Sigma Mx 1.459

Contracting - Total Horizontal Force (Downhill Side) -1551709.9Contracting - Total Vertical Force (Downwards) 2477595.9Force Due to self wt. 1357660.0

Sigma Mx 1.460

Against OverturningExpanding Condition F O S Contracting Condition F O S

0.6

71807.3610000.75 m0.75 m0.75 m

0.4420.4420.442

1559.5 m1444 m

115.5 m34.650 m

150.150 m1457.7 m

101.8 m122.16 m

0 m1559.5 m1871.4 m

0 m1559.5 m

1871.400 m0 m

1559.5 m1871.400 m

12 mm12 mm

7.855.08 cumec

11.499 m/s9.8111.9 m

1.9 m0.00 m0.00 m

26325.202 N51573.710 N

0.000 N0.000 N

63.43

012437.642 N

0.000 N750 mm750 mm750 mm

1.5*m*w*H*e

kg/m3

m2

m2

m2

t/m3

m/s2

0.0140.0140.125 m

0.260.5

1382400 N4 m

3.6 m14.4

4 m57.6

4 m1.767

1339988.4992 N17671.458676 N1357659.9579 N

m2

m2

m2

m3

m3

1357659.9579 N WAH 1

2631617.5 N 1

QWV/g 2307096.2 N 2

323545.0 N 3

40.0 N 4

519237.1 N 5

60.0 N 6

f' pi()*(d+2t)/1000 7174606.3 N 7

f' pi()*(d+2t)/1000 8174606.3 N 8

91740.8 N 9

1026667.9 N 10

wH(A' - A) 110.0 N 11

wH(A - A") 120.0 N 12

3157842.8 N

3139987.9 N

2770156.1 N

2790775.4 N

1357659.9579 N

-1727514 N2824338 N

-1551709.9 N2477595.9 N

-17275144181998

1.210 SAFE

Psin(au)

P'sin(au)

f cos(au)*(P+W-p/2)

f cos(ad)*(P'+W'-p'/2)

waHeu

wa'Hed

-1551709.93835255.9

1.236 SAFE

x M2.40 -41460332.67 75315692.00 2715320

Sigma M 6100856Bt 1.333 & 2.667

SAFE2.40 -37241042.67 66069222.00 2715320

Sigma M 5598139Bt 1.333 & 2.667

SAFE

2 SAFE2.50 SAFE

Anchor Block Design # 12Refer Code IS:5330 - 1984coefficient of friction of pipe on Piers f 0.6friction of expansion joint per m of circumference f'

71807.36w 1000


A 0.442A' 0.442A" 0.442

FSL at forbay 1559.5 mE.L. At bend 1444 mMax. Head at bend h 115.5 mAdditional head due to water hammer .30h 34.650 mMax. Head at bend, including water hammer (m) H 150.150 mE.L. At uphill expansion joint 1457.7 mMax. Head at uphill expansion joint 101.8 mMax. Head at uphill expansion joint, including water hammer 122.16 mE.L. At downhill expansion joint 0 mMax. Head at downhill expansion joint 1559.5 mMax. Head at downhillphill expansion joint, including water hammer 1871.4 mE.L. At upper reducer 0 mMax. Head at upper reducer 1559.5 mMax. Head at upper reducer, including water hammer 1871.400 mE.L. At lower reducer 0 mMax. Head at lower reducer 1559.5 mMax. Head at lower reducer, including water hammer (m) 1871.400 mThickness of pipe shell (uphill of Anchor Block) (mm) t 12 mmThickness of pipe shell (downhill of Anchor Block) (mm) t 12 mm



Slope angle of Penstock downstream of anchor (degrees) 0weight of pipe and contained water from anchor to adjascent uphill pier p 12437.642 Nweight of pipe and contained water from anchor to adjascent downhill pier (N) p' 0.000 NInside diameter of Pipe d 750 mmdiameter of pipe shell at uphill expansion joint 750 mmdiameter of pipe shell at downhill expansion joint 750 mmCross Sectional Area of pipe shell at uphill expansion joint a 0.014Cross Sectional Area of pipe shell at downhill expansion joint a' 0.014packing length e 0.125 mCoefficient of friction between packing and liner (Cl. 5.5.1 of IS : 5330 - 1984) 0.26

0.5

Weight of Anchor block 1382400 NLength of Anchor Block 4 mHeight of Anchor Block 3.6 mArea of anchor block( Length X Height) 14.4Width of anchor block 4 mVolume of concrete block 57.6Length of pipe 4 mVolume of pipe 1.767Wt of concrete in anchor block 1339988.4992 NWeight of water 17671.458676 NNet wt of anchor block K 1357659.9579 N

1.5*m*w*H*e





heu

Heu

hed

Hed

hur

Hur

hLr

HLr


m/s2

au

ad

m2

m2


m'

m2

m3

m3

Total Vertical Force 1357659.9579 NLoad 1 Hydrostatic Force acting along axis of pipe on each side bend WAH 1

2631617.5 N 1

Load 2 Dynamic Force acting against outside of bend QWV/g 2307096.2 N 2

Load 3 force due to dead Wt. Of Pipe from anchor uphill to expansion joint 323545.0 N 3

Load 4 force due to dead Wt. Of Pipe from anchor downhill to expansion joint 40.0 N 4






1026667.9 N 10



3157842.8 N

3139987.9 N

2770156.1 N

2790775.4 N


Expanding ConditionsTotal Horizontal Force (Downhill Side) -1727514 NTotal Vertical Force (Downwards) 2824338 NContacting ConditionTotal Horizontal Force (Downhill Side) -1551709.9 N Total Vertical Force (Downwards) 2477595.9 N

Check against SlidingExpanding ConditionTotal Horizontal Forces -1727514Total Vertical Forces 4181998Factor of safty against sliding 1.210 SAFEContracting ConditionTotal Horizontal Forces -1551709.9Total Vertical Forces 3835255.9Factor of safty against sliding 1.236 SAFE


Expanding - Total Horizontal Force (Downhill Side) -1727514 2.40 -4146033Expanding - Total Vertical Force (Downwards) 2824338 2.67 7531569Force Due to self wt. 1357660 2.00 2715320

Sigma M 6100856x 1.459 Bt 1.333 & 2.667

SAFEContracting - Total Horizontal Force (Downhill Side) -1551709.9 2.40 -3724104Contracting - Total Vertical Force (Downwards) 2477595.9 2.67 6606922Force Due to self wt. 1357660.0 2.00 2715320

Sigma M 5598139x 1.460 Bt 1.333 & 2.667

SAFEAgainst OverturningExpanding Condition F O S 2 SAFEContracting Condition F O S 2.50 SAFE

Fs

Fd

Du Psin(au)

Dd P'sin(au)



Seu

Sed

Fu waHeu


Fd wa'Hed

Lu

Ld
