Uplift calculated under weir floor by Khosla theory

Sukkur River Sluices

Upstream water level= 194Downstream water level= 176Differential head= 18

Upstream datum= 176Total horizontal length of floor, b= 190.00

Pile 1 Pile 2 Pile 3 Pile 4Top of floor 176 176 176 175Bottom of floor 172 165 165 171Bottom of pile 159.92 145 153 159Thickness of floor on upstream 4 11 11 5Thickness of floor on downstream 4 11 11 5Depth of pile from reference datum, d= 16.08 31.00 23.00 17.00

Distance of pile from u/s end of floor, b1= 5.00 45.5 115 185Distance of pile from d/s end of floor, b2= 185.00 144.50 75.00 5.00

alpha1= 0.31 1.47 5.00 10.88alpha2= 11.50 4.66 3.26 0.29L1= 1.05 1.78 5.10 10.93L2= 11.55 4.77 3.41 1.04Lambda= 6.30 3.27 4.25 5.99Lambda1= -5.25 -1.50 0.84 4.94

Phi C= 96.10 77.62 51.17 27.11Phi E= 73.58 54.84 35.73 3.79Phi D= 81.38 65.11 43.64 19.07

Depth correctionsDepth correction for point C -3.66 -4.44 -3.60 -2.36Depth correction for point E 1.94 3.64 3.78 4.49

Correction for influence of upstream pile on phi CDepth of pile measured from from bottom of the floor, d1= 12.08 20.00 12.00 12.00Depth of upstream pile measured from from bottom of the floor, d2= 0.00 5.08 20.00 18.00Distance from upstream pile, SP= 0.00 40.50 69.50 70.00Cic= 0.00 0.89 1.72 1.52

Correction for influence of downstream pile on phi EDepth of pile measured from from bottom of the floor, d1= 12.08 20.00 12.00 12.00Depth of downstream pile measured from from bottom of the floor, d2= 27.00 12.00 6.00 0.00Distance from downstream pile, SP= 40.50 69.50 70.00 0.00Cie= 3.19 1.33 0.53 0.00

Slope correction on phi cS= 0.00 0 0 0Horizontal length of slope, L= 0.00 45.60 38.5 58.5SP= 4.50 69.50 69.50 70.00

0.00 -1 -1 -1.00CF= 20.60 20.60 20.60 20.60Cs= 0.00 0.00 0.00 0.00

Slope correction on phi ES= 0.00 0 0 0.00L= 0.00 38.5 58.5 0.00SP= 40.50 69.50 70.00 0.00

0.00 0 -1 0.00CF= 20.60 20.60 20.60 20.60Cs= 0.00 0.00 0.00 0.00

Corrected phi valuesCorrected phi C= 92.44 72.29 45.85 23.22Corrected phi E= 78.71 59.82 40.04 8.28

Piezometric level upstream 192.64 189.01 184.25 180.18Piezometric level downstream 190.17 186.77 183.21 177.49

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Uplift calculated under weir floor by Khosla theory

Sukkur River Sluices

Upstream water level= 194Downstream water level= 176Differential head= 18

Upstream datum= 171Total horizontal length of floor, b= 190.00

Pile 1 Pile 2 Pile 3 Pile 4Top of floor 171 173 173 171Bottom of floor 167 165 165 167Bottom of pile 155 145 153 155Thickness of floor on upstream 4 6 6 4Thickness of floor on downstream 4 6 6 4Depth of pile from reference datum, d= 16.00 26.00 18.00 16.00

Distance of pile from u/s end of floor, b1= 5.00 45.5 115 185Distance of pile from d/s end of floor, b2= 185.00 144.50 75.00 5.00

alpha1= 0.31 1.75 6.39 11.56alpha2= 11.56 5.56 4.17 0.31L1= 1.05 2.02 6.47 11.61L2= 11.61 5.65 4.28 1.05Lambda= 6.33 3.83 5.38 6.33Lambda1= -5.28 -1.82 1.09 5.28

Phi C= 96.09 76.28 49.46 26.36Phi E= 73.64 56.83 37.28 3.91Phi D= 81.42 65.72 43.50 18.58

Depth correctionsDepth correction for point C -3.67 -2.44 -1.99 -1.94Depth correction for point E 1.94 2.05 2.07 3.67

Correction for influence of upstream pile on phi CDepth of pile measured from from bottom of the floor, d1= 12.00 20.00 12.00 12.00Depth of upstream pile measured from from bottom of the floor, d2= 0.00 10.00 20.00 14.00Distance from upstream pile, SP= 0.00 40.50 69.50 70.00Cic= 0.00 1.49 1.72 1.16

Correction for influence of downstream pile on phi EDepth of pile measured from from bottom of the floor, d1= 12.00 20.00 12.00 12.00Depth of downstream pile measured from from bottom of the floor, d2= 22.00 12.00 10.00 0.00Distance from downstream pile, SP= 40.50 69.50 70.00 0.00Cie= 2.51 1.33 0.83 0.00

Slope correction on phi cS= 0.00 0 0 0Horizontal length of slope, L= 0.00 45.60 38.5 58.5SP= 4.50 69.50 69.50 70.00

0.00 -1 -1 -1.00CF= 20.60 20.60 20.60 20.60Cs= 0.00 0.00 0.00 0.00

Slope correction on phi ES= 0.00 0 0 0.00L= 0.00 38.5 58.5 0.00SP= 40.50 69.50 70.00 0.00

0.00 0 -1 0.00CF= 20.60 20.60 20.60 20.60Cs= 0.00 0.00 0.00 0.00

Corrected phi valuesCorrected phi C= 92.42 72.35 45.76 23.25Corrected phi E= 78.09 60.21 40.19 7.58

Piezometric level upstream 192.64 189.02 184.24 180.18Piezometric level downstream 190.06 186.84 183.23 177.36

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Uplift calculated under weir floor by Khosla theory

Sukkur River Sluices

Upstream water level= 194Downstream water level= 176Differential head= 18

Upstream datum= 171Total horizontal length of floor, b= 190.00

Pile 1 Pile 2 Pile 3 Pile 4Top of floor 171 173 173 171Bottom of floor 165 165 165 165Bottom of pile 153 145 153 153Thickness of floor on upstream 6 6 6 6Thickness of floor on downstream 6 6 6 6Depth of pile from reference datum, d= 18.00 26.00 18.00 18.00

Distance of pile from u/s end of floor, b1= 5.00 45.5 115.5 185Distance of pile from d/s end of floor, b2= 185.00 144.50 74.50 5.00

alpha1= 0.28 1.75 6.42 10.28alpha2= 10.28 5.56 4.14 0.28L1= 1.04 2.02 6.49 10.33L2= 10.33 5.65 4.26 1.04Lambda= 5.68 3.83 5.38 5.68Lambda1= -4.64 -1.82 1.12 4.64

Phi C= 96.32 76.28 49.30 27.84Phi E= 72.16 56.83 37.11 3.68Phi D= 80.46 65.72 43.33 19.54

Depth correctionsDepth correction for point C -5.29 -2.44 -1.99 -2.76Depth correction for point E 2.76 2.05 2.07 5.29

Correction for influence of upstream pile on phi CDepth of pile measured from from bottom of the floor, d1= 12.00 20.00 12.00 12.00Depth of upstream pile measured from from bottom of the floor, d2= 0.00 12.00 20.00 12.00Distance from upstream pile, SP= 0.00 40.5 70 70.00Cic= 0.00 1.74 1.71 0.99

Correction for influence of downstream pile on phi EDepth of pile measured from from bottom of the floor, d1= 12.00 20.00 12.00 12.00Depth of downstream pile measured from from bottom of the floor, d2= 20.00 12.00 12.00 0.00Distance from downstream pile, SP= 40.50 70.00 70.00 0.00Cie= 2.25 1.32 0.99 0.00

Slope correction on phi cS= 0.00 0 0 0Horizontal length of slope, L= 0.00 45.60 38.5 58.5SP= 4.50 69.50 70.00 70.00

0.00 -1 -1 -1.00CF= 20.60 20.60 20.60 20.60Cs= 0.00 0.00 0.00 0.00

Slope correction on phi ES= 0.00 0 0 0.00L= 0.00 38.5 58.5 0.00SP= 40.50 70.00 70.00 0.00

0.00 0 -1 0.00CF= 20.60 20.60 20.60 20.60Cs= 0.00 0.00 0.00 0.00

Corrected phi valuesCorrected phi C= 91.03 72.10 45.60 24.08Corrected phi E= 77.18 60.20 40.18 8.97

Piezometric level upstream 192.39 188.98 184.21 180.33Piezometric level downstream 189.89 186.84 183.23 177.61

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Uplift calculated under weir floor by Khosla theory

Reference: Hydraulics of Structures on Permeable Foundations (Seepage Flow) by Mushtaq Ahmad (1983)Example 7.4 (page 507) Qadirabad Barrage

Upstream water level= 884Downstream water level= 872Differential head= 12

Upstream datum= 674b= 265.00

Pile 1 Pile 2 Pile 3 Pile 4Top of floor 674 677 671 671Bottom of floor 672 674 661 663Bottom of pile 646 643.5 634 640Thickness of floor on upstream 2 3 10 8Thickness of floor on downstream 2 2 2 2Depth of pile from top of floor, d= 28.00 33.50 37.00 31.00

Distance of pile from u/s end of floor, b1= 2.00 78.5 170.5 265Distance of pile from d/s end of floor, b2= 263.00 186.50 94.50 0.00

alpha1= 0.07 2.34 4.61 8.55alpha2= 9.39 5.57 2.55 0.00L1= 1.00 2.55 4.72 8.61L2= 9.45 5.66 2.74 1.00Lambda= 5.22 4.10 3.73 4.80Lambda1= -4.22 -1.55 0.99 3.80

Phi C= 99.01 71.40 50.12 30.16Phi E= 71.15 54.31 32.12 0.00Phi D= 79.95 62.37 41.48 20.91

Depth correctionsDepth correction for point C -1.36 -0.81 -2.33 -2.39Depth correction for point E 0.63 0.48 0.51 1.35

Correction for influence of upstream pile on phi CDepth of pile measured from from bottom of the floor, d1= 26.00 30.50 27.00 23.00Depth of upstream pile measured from from bottom of the floor, d2= 0.00 28.00 17.50 29.00Distance from upstream pile, SP= 0.00 76.5 92 92.50Cic= 0.00 2.54 1.39 2.09

Correction for influence of downstream pile on phi EDepth of pile measured from from bottom of the floor, d1= 26.00 30.50 27.00 23.00Depth of downstream pile measured from from bottom of the floor, d2= 28.50 40.00 21.00 0.00Distance from downstream pile, SP= 76.50 92.00 92.50 0.00Cie= 2.39 3.33 1.64 0.00

Slope correction on phi cS= 0.00 9 3 0Horizontal length of slope, L= 0.00 45.60 38.5 0SP= 0.00 76.50 92.00 92.50 es

0.00 -1 -1 0.00CF= 20.60 1.41 4.67 20.60Cs= 0.00 -0.84 -1.95 0.00

Slope correction on phi ES= 0.00 3 0 0.00L= 0.00 38.5 0 0.00SP= 76.50 92.00 92.50 0.00

0.00 1 0 0.00CF= 20.60 4.67 20.60 20.60Cs= 0.00 1.95 0.00 0.00

Corrected phi valuesCorrected phi C= 97.64 72.29 47.22 29.86Corrected phi E= 74.17 60.08 34.27 1.35

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Slope direction (+1 if slope d/s of pile slopes downward, -1 if upward, and 0 if no slope

Annex A: Uplift calculated under weir floor by Khosla theory

Lakhay jo Wandio Madan Wai Weir

Pile No. 1 Pile No. 2t= 3 t= 3b1= 0.00 b1= 110.00b2= 110.00 b2= 0.00b= 110.00 b= 110.00d= 12.00 d= 12.00alpha1= 0.00 alpha1= 9.17alpha2= 9.17 alpha2= 0.00L1= 1.00 L1= 9.22L2= 9.22 L2= 1.00Lambda= 5.11 Lambda= 5.11Lambda1= -4.11 Lambda1= 4.11

Phi C= 100.00 Phi C= 29.17Phi E= 70.83 Phi E= 0.00Phi D= 79.75 Phi D= 20.25

Depth correction for point C -5.06 Depth correction for point C -2.23Depth correction for point E 2.23 Depth correction for point E 5.06

Correction for influence of downstream pile on phi E Correction for influence of upstream pile on phi Cd1= 9.00 d1= 9.00d2= 9.00 d2= 9.00SP= 110.00 SP= 110.00Ci= 0.89 Ci= 0.89

Corrected phi C= 94.94Corrected phi E= 73.95

Corrected phi C= 26.05Corrected phi E= 5.06

SummaryTotal head (ft) 8

Percentahe pressuresphi C (%) phi E (%)

Pile 1 94.94 73.95Pile 2 26.05 5.06Pile 3 0.00 0.00

Net Pressure head (ft)Under C Under E

Pile 1 7.595 5.916Pile 2 2.084 0.405Pile 3 0.000 0.000

Required thickness (ft.)Under C Under E

Pile 1 8.167 6.361Pile 2 2.241 0.436Pile 3 0.000 0.000

Exit gradient 0.094 1 in 10.65

Uplift calculated under weir floor by Khosla theory

Reference: Hydraulics of Structures on Permeable Foundations (Seepage Flow) by Mushtaq Ahmad (1983)

Example 7.3 (page 504) Trimmu Barrage

Pile No. 1 Pile not at the endt= 3 thickness of slab at point Eb1= 1.00b2= 139.00b= 140.00d= 19.00alpha1= 0.05alpha2= 7.32L1= 1.00L2= 7.38Lambda= 4.19Lambda1= -3.19

Phi C= 99.18Phi E= 67.51Phi D= 77.54

Depth correction for point C -3.42Depth correction for point E 1.58

Correction for influence of downstream pile on phi Ed1= 13.00d2= 18.00SP= 72.00Ci= 2.10

Slope correction on phi ES= 4.00L= 30.00SP= 72.00Slope direction -1.00 +1 if slope d/s of pile slopes downward, -1 if upwardCF= 3.49Cs= -1.46

Corrected phi C= 95.76Corrected phi E= 69.74

Pile No. 2 Pile not at the endt= 3.5b1= 74.00b2= 66.00b= 140.00d= 22.00alpha1= 3.36alpha2= 3.00L1= 3.51L2= 3.16Lambda= 3.34Lambda1= 0.17

Phi C= 57.97Phi E= 38.56Phi D= 48.34

Depth correction for point C -1.53Depth correction for point E 1.56

Correction for influence of upstream pile on phi Cd1= 18.50d2= 13.50SP= 72.00Ci= 1.88

Correction for influence of downstream pile on phi Ed1= 18.50d2= 20.50SP= 64.00Ci= 3.00

Slope correction on phi ES= 0.00L= 0.00SP= 72.00Slope direction 0.00 +1 if slope d/s of pile slopes downward, -1 if upwardCF= 20.60Cs= 0.00

Slope correction on phi CS= 4.00L= 38.00SP= 72.00Slope direction 1.00 +1 if slope u/s of pile slopes upward, -1 if downwardCF= 3.49Cs= 1.84

S= 4.00L= 30.00SP= 72.00Slope direction -1.00 +1 if slope u/s of pile slopes upward, -1 if downwardCF= 3.49Cs= -1.46

Corrected phi C= 54.95Corrected phi E= 43.11

Pile No. 3 Pile not at the endt= 3.5b1= 74.00b2= 66.00b= 140.00d= 22.00alpha1= 3.36alpha2= 3.00L1= 3.51L2= 3.16Lambda= 3.34Lambda1= 0.17

Phi C= 57.97Phi E= 38.56Phi D= 48.34

Depth correction for point C -1.53Depth correction for point E 1.56

Correction for influence of upstream pile on phi Cd1= 18.50d2= 13.50SP= 72.00Ci= 1.88

Correction for influence of downstream pile on phi Ed1= 18.50d2= 20.50SP= 64.00Ci= 3.00

Slope correction on phi ES= 0.00L= 0.00SP= 72.00Slope direction 0.00 +1 if slope d/s of pile slopes downward, -1 if upwardCF= 20.60Cs= 0.00

Slope correction on phi CS= 4.00L= 38.00SP= 72.00Slope direction 1.00 +1 if slope u/s of pile slopes upward, -1 if downwardCF= 3.49Cs= 1.84

S= 4.00L= 30.00SP= 72.00Slope direction -1.00 +1 if slope u/s of pile slopes upward, -1 if downwardCF= 3.49Cs= -1.46

Corrected phi C= 54.95Corrected phi E= 43.11

Pile No. 4 Pile at the endt= 3.5b1= 140.00b2= 0.00b= 140.00d= 24.00alpha1= 5.83alpha2= 0.00L1= 5.92L2= 1.00Lambda= 3.46Lambda1= 2.46

Phi C= 36.14Phi E= 0.00Phi D= 24.83

Depth correction for point C -1.65Depth correction for point E 3.62

Correction for influence of upstream pile on phi Cd1= 20.50d2= 18.50SP= 64.00Ci= 2.85

Corrected phi C= 31.64Corrected phi E= 3.62

Uplift calculated under weir floor by Khosla theory

Reference: Hydraulics of Structures on Permeable Foundations (Seepage Flow) by Mushtaq Ahmad (1983)

Example 7.2 (page 499) Sukkur Barrage

For upstream and downstream toes of floort= 6b= 1901/alpha= 0.032

Pile No. 1 Pile not at the endt= 6b1= 5.00b2= 185.00b= 190.00d= 18.00alpha1= 0.28alpha2= 10.28L1= 1.04L2= 10.33Lambda= 5.68Lambda1= -4.64

Phi C= 96.32Phi E= 72.16Phi D= 80.46

Depth correction for point C -5.29Depth correction for point E 2.76

Correction for influence of downstream pile on phi Ed1= 12.00d2= 20.00SP= 40.50Ci= 2.25

Corrected phi C= 91.03Corrected phi E= 77.18

Pile No. 2 Pile not at the endt= 6b1= 45.50b2= 145.00b= 190.50d= 26.00alpha1= 1.75alpha2= 5.58L1= 2.02L2= 5.67Lambda= 3.84Lambda1= -1.83

Phi C= 76.31Phi E= 56.89Phi D= 65.76

Depth correction for point C -2.43Depth correction for point E 2.05

Correction for influence of upstream pile on phi Cd1= 20.00d2= 12.00SP= 40.50Ci= 1.74

Correction for influence of downstream pile on phi Ed1= 20.00d2= 12.00SP= 70.00Ci= 1.32

Corrected phi C= 72.14Corrected phi E= 60.26

Pile No. 3 Pile not at the endt= 6b1= 115.50b2= 75.00b= 190.50d= 18.00alpha1= 6.42alpha2= 4.17L1= 6.49L2= 4.28Lambda= 5.39Lambda1= 1.10

Phi C= 49.38Phi E= 37.23Phi D= 43.43

Depth correction for point C -1.98Depth correction for point E 2.07

Correction for influence of upstream pile on phi Cd1= 12.00d2= 20.00SP= 70.00Ci= 1.71

Correction for influence of downstream pile on phi Ed1= 12.00d2= 12.00SP= 70.00Ci1= 0.99

Corrected phi E= 45.69Corrected phi C= 40.29

Pile No. 4 Pile at the endt= 6b1= 185.50b2= 5.00b= 190.50d= 18.00alpha1= 10.31alpha2= 0.28L1= 10.35L2= 1.04Lambda= 5.70Lambda1= 4.66

Phi C= 27.80Phi E= 3.67Phi D= 19.52

Depth correction for point C -2.76Depth correction for point E 5.28

Correction for influence of upstream pile on phi Cd1= 12.00d2= 12.00SP= 70.00Ci= 0.99

Corrected phi C= 24.05Corrected phi D= 8.95

Uplift calculated under weir floor by Khosla theory

Reference: Hydraulics of Structures on Permeable Foundations (Seepage Flow) by Mushtaq Ahmad (1983)

Example 7.1 (page 496)

Pile No. 1 Pile not at the end

b1= 0.00b2= 150.00b= 150.00d= 18.00alpha1= 0.00alpha2= 8.33L1= 1.00L2= 8.39Lambda= 4.70Lambda1= -3.70

Phi E1= 100.00Phi C1= 69.47Phi D2= 78.84

Correction for influence of pile2 on phi C1d1= 18.00d2= 25.00SP= 50.00Ci1= 3.85

Corrected phi C1= 73.32

Pile No. 2 Pile not at the end

b1= 50.00b2= 100.00b= 150.00d= 25.00alpha1= 2.00alpha2= 4.00L1= 2.24L2= 4.12Lambda= 3.18Lambda1= -0.94

Phi E2= 70.93Phi C2= 49.43Phi D2= 59.59

Correction for influence of pile1 on phi E2d1= 25.00d2= 18.00SP= 50.00Ci1= 3.27

Corrected phi E2= 67.67

Correction for influence of pile3 on phi C2d1= 25.00d2= 18.00SP= 100.00Ci1= 2.31

Corrected phi C2= 51.75

Pile No. 3 Pile at the end

b1= 150.00b2= 0.00b= 150.00d= 18.00alpha1= 8.33alpha2= 0.00L1= 8.39L2= 1.00Lambda= 4.70Lambda1= 3.70

Phi E3= 30.53Phi C3= 0.00Phi D3= 21.16

Correction for influence of pile 2 on phi E3d1= 18.00d2= 25.00SP= 100.00Ci1= 2.72

Corrected phi E2= 27.81