Dam Stability Analysis

of 21 /21
Annexure-1 RESULTS OF STABILITY ANALYSIS OF THE OVER FLOW SECTION A 1.68 0.61 Not Specified 7.00 INFINITY INFINITY B 0.65 1.13 0.00 7.00 1.87 3.26 C 0.82 0.62 -0.15 7.00 2.66 4.78 D (EQ-DN & d/s) 1.33 1.10 -1.30 7.00 15.06 18.07 D (EQ-DN & u/s) 2.05 0.37 15.06 18.07 D (EQ-UP & d/s) 1.30 0.84 13.59 16.30 D (EQ-UP & u/s) 2.03 0.11 13.59 16.30 E (EQ-DN & d/s) 0.16 1.78 -1.30 7.00 2.11 2.53 E (EQ-DN & u/s) 1.23 0.71 4.65 5.59 E (EQ-UP & d/s) 0.07 1.55 1.83 2.20 E (EQ-UP & u/s) 1.14 0.48 4.05 4.85 F 0.50 0.80 -0.30 7.00 4.24 4.46 G (EQ-DN & d/s) -0.13 1.75 -1.30 7.00 2.08 2.17 G (EQ-DN & u/s) 0.94 0.68 4.66 4.87 G (EQ-UP & d/s) -0.22 1.51 1.71 1.79 G (EQ-UP & u/s) 0.85 0.45 3.93 4.14 H (EQ-DN & d/s) 0.08 1.93 -1.88 7.00 2.33 2.33 H (EQ-DN & u/s) 1.60 0.41 7.69 7.69 H (EQ-UP & d/s) -0.31 1.85 1.83 1.83 H (EQ-UP & u/s) 1.21 0.33 6.30 6.30 All stresses are in N/mm 2 LOAD CASE 1 s (heel) s (toe) Permissible Tensile stress (N/mm 2 ) Permissible Compressive stress (N/mm 2 ) SLIDING FACTOR (With Partial factor of Safety) SLIDING FACTOR (Without Partial factor of Safety)

Embed Size (px)

Transcript of Dam Stability Analysis

Annexure-1

RESULTS OF STABILITY ANALYSIS OF THE OVER FLOW SECTION

All stresses are in N/mm2

LOAD CASE

1

(heel)

Permissible Tensile stress(toe)

(N/mm2)

Permissible Compressive stress (N/mm2)

SLIDING FACTOR (With Partial factor of Safety)

SLIDING FACTOR (Without Partial factor of Safety)

A B C D (EQ-DN & d/s) D (EQ-DN & u/s) D (EQ-UP & d/s) D (EQ-UP & u/s) E (EQ-DN & d/s) E (EQ-DN & u/s) E (EQ-UP & d/s) E (EQ-UP & u/s) F G (EQ-DN & d/s) G (EQ-DN & u/s) G (EQ-UP & d/s) G (EQ-UP & u/s) H (EQ-DN & d/s) H (EQ-DN & u/s) H (EQ-UP & d/s) H (EQ-UP & u/s)

1.68 0.65 0.82 1.33 2.05 1.30 2.03 0.16 1.23 0.07 1.14 0.50 -0.13 0.94 -0.22 0.85 0.08 1.60 -0.31 1.21

0.61 1.13 0.62 1.10 0.37 0.84 0.11 1.78 0.71 1.55 0.48 0.80 1.75 0.68 1.51 0.45 1.93 0.41 1.85 0.33

Not Specified 0.00 -0.15

7.00 7.00 7.00

INFINITY 1.87 2.66 15.06 15.06 13.59 13.59 2.11 4.65 1.83 4.05 4.24 2.08 4.66 1.71 3.93 2.33 7.69 1.83 6.30

INFINITY 3.26 4.78 18.07 18.07 16.30 16.30 2.53 5.59 2.20 4.85 4.46 2.17 4.87 1.79 4.14 2.33 7.69 1.83 6.30

-1.30

7.00

-1.30

7.00

-0.30

7.00

-1.30

7.00

-1.88

7.00

ANNEXURE 1

..HYDROELECTRIC PROJECTSTABILITY ANALYSIS OF THE OVER FLOW SECTION (As per code IS:6512-1984)

Data to be inserted from drawings etc Inputs that vary from block to block

Input DataMWL FRL Top of Dam Crest Elevation Silt level (u/s) Silt Level (d/s) Gate Height Tail Water Level (normal) Tail Water Level (flood) Foundation level for analysis RL of Start of U/s Slope RL of Start of D/s Slope u/s slope u/s slope d/s slope Spillway slope Lip Level Distance from heel to centre of gallery u/s Projection from Gate to Pier face Depth of water at gate face under MWL conditions Depth of water at end of flip bucket under MWL conditions Extra width at Heel Extra height at Heel Seismic Coefficient for Dam (Acc. To EQ Deptt, IIT Roorkee Report) Q=500 m3/s Q=26400 m3/s = = = = = = = = = = = = = = DBE = = 0.160 0.11 DBE = 0.160 = = = = = = = = = 609.80 m 605.50 m 611.00 m 584.50 m 584.50 m 518.00 m 22.50 m 548.90 m 586.90 m 516.00 m * 581.45 m 547.15 m 0.15 8.53 0.9 0.9 575.00 m 9.05 m 5.65 m 23.8 m 11.9 m 3.0 m 5.0 m MCE 0.23 0.15 MCE 0.23

h vSeismic Coefficient for Hydro Dynamic h

Dam c/s Area PropertiesDensity of Concrete Top width of Dam Base width of Dam Total Height of Dam Dam Body # Area of Dam Body Distance to centroid (x) from heel Distance to centroid (y) from base Piers # Area of Pier Distance to centroid (x) from heel Distance to centroid (y) from base Area factor for pier Area factor for water in pier portion Area of Dam Body + Piers Radial Gates Mass of Radial Gate Width of Radial Gate Radius of Gate Enclosed Angle Area Weight of Radial Gate per unit width Distance to centroid (x) from heel Distance to centroid (y) from base Total Area of Dam + Gate Distance to centroid (x) from heel Distance to centroid (x) from toe Distance to centroid (y) from base Weight of Dam Moment about heel due to S.W. TB WB = = = = = = = = = = = = = = = = = = = = = = = = = = = 24.00 kN/m3 12.00 m 90.23 m 95.00 m 3804 m2 38.33 m 27.95 m 1462 m2 36.13 m 75.90 m 0.33 (width of pier / total width of block) 0.67 4286 m2 180 t 14.50 m 26.00 m 50.0 o 295 m2 82 kN per unit width of block 24.5 m (gate shut) 67.4 m (gate shut) 4483 m2 38.07 m 52.16 m 33.37 m 102,939 kN per unit width 3,918,716 kNm

Material PropertiesAngle of internal friction Cohesion of the material Vertical silt density Horizontal silt density Density of water C = = = = = 53 o 370 kN/m2 9.07 kN/m3 3.53 kN/m3 10.00 kN/m3

Shrinagar Hydroelectric Project Dam Stability Calculation

ANNEXURE 1 MWL

Fig C1 - Load Case C

Area 1 Area 2 Area 3 y1 y2 y3 Resultant y

= = = = = = =

17331 m2 23461 m2 3200 m2 34.25 m 22.8 m 76.9 m 31.3 m 3

y3 Crest EL 1

Pw 1

2

y y2

y1 Base EL

Table 1 - Calculation of Uplift ForcesDRAINS OPERATIVE u/s head Reduced uplift head @ gallery d/s head Distance of resultant (U1) from heel Distance of resultant (U2) from heel Area of U1 force diagram Area of U2 force diagram FRL 89.5 m 51.8 m 32.9 m 4.1 m 46.63 m 639.2 m2 3436.6 m2 MWL 93.8 m 78.5 m 70.9 m 4.4 m 48.95 m 779.8 m2 6065.5 m2 DRAINS INOPERATIVE FRL 89.5 m 83.8 m 32.9 m 4.5 m 43.74 m 784.3 m2 4737.8 m2 MWL 93.8 m 91.5 m 70.9 m 4.5 m 47.92 m 838.5 m2 6591.9 m2

Table 2 - Calculation of Hydrodynamic ForcesDBE Horizontal ForcesCm Cs y - depth at which pressure acts h - depth of reservoir p - pressure at depth y Vh Mh FRL 0.673 0.673 89.5 m 89.5 m 96.3 6,260 kN 230,727 kNm FRL 6260 kN 24.05 m 0.386 55.3 965 kN 794 kN 35.80 m 8.37 m 6648 kNm MWL 0.673 0.673 93.8 m 93.8 m 101.0 6,875 kN 265,606 kNm MWL 6875 kN 28.35 m 0.414 62.1 1277 kN 840 kN 37.52 m 8.63 m 7245 kNm FRL 0.673 0.673 89.5 m 89.5 m 136.9 8,894 kN 327,824 kNm FRL 8894 kN 24.05 m 0.386 78.5 1371 kN 1128 kN 35.80 m 8.37 m 9445 kNm

MCEMWL 0.673 0.673 93.8 m 93.8 m 143.5 9,769 kN 377,382 kNm MWL 9769 kN 28.35 m 0.414 88.2 1815 kN 1193 kN 37.52 m 8.63 m 10294 kNm

Vertical ForcesV2 y1 Cs p - pressure at depth y V1 Wh h*=(0.4 y) x* Mh

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION AConstruction Condition - Dam completed but no water in reservoir and no tail waterMagnitude of force (kN) Notation Vertical (+) ve 102,939 Horizontal (-) ve Lever Arm (m) 38.07

ANNEXURE 1

Name of the Force Self Weight of Over Flow Section

Moments about heel (kNmm)Clockwise (+) ve Anti-clockwise(-) ve 3,918,716

W

F F V H TanQ C F FC

= = = = = = = =

V Tan (Q) F H

+

CA FC

Factor of safety against sliding ( 1.0) Vertical Reaction (kN) Horizontal Reaction (kN) Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion

F

=

INFINITY

Check for Stresses:x = M V 3,918,716 102,939 38.07 m 7.05 m 15.04 m B/6>e No Tension Develops at the Base

= = e B/6 = =

max/ min

=

V (1+ /-(6e/B)) B 1675.42 kN/m2 1.68 N/mm2 606.28 kN/m2 0.61 N/mm2

max Normal Stress @ heel min Normal Stress @ toe

= = = =

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION BNormal Operating Condition - Full reservoir elevation, normal dry weather, normal tail water, ice and silt (if applicable), normal uplift

ANNEXURE 1

Magnitude of force (kN) Name of the Force Notation Vertical Down (+) ve Up (-) ve V1 102,939 3,082 5,177 795 4,009 V2 WS1 WS2 V3 U1 U2 V4 Pw1 Pw2 H1 PS1 PS2 H2 Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning) 5,636,163 kN-m -1,688,032 kN-m 3.3 13,063 4,990 16 5,006 -6,392 -34,366 -40,759 Horizontal Towards U/s (-) ve Towards D/s (+) ve

Lever Arm (m) 38.07 6.41 2.60 15.64 65.71 M2 4.61 80.36 M3 4.12 46.63 M4 29.83 10.97 M5 22.83 0.67 M6 M1

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve 3,918,716 19,754 13,461 12,431 263,438 309,084 23,001 1,313 24,314 -26,350 -1,602,326 -1,628,676 1,194,862 -59,352 1,135,510 189,187 -5 189,183

Self Weight of Over Flow Section Weight of water in Over-Flow Section (U/S) Weight of water in Over-Flow Section (D/S) Resultant Water Weight Load Weight of Silt in Over Flow Section (U/S) Weight of Silt in Over Flow Section (D/S) Resultant Silt Load Uplift Force Resultant Uplift Force Hydrostatic Force (U/S) Hydrostatic Force (D/S) Resultant Hydrostatic Force Horizontal Silt Pressure (U/S) Horizontal Silt Pressure (D/S) Resultant Horizontal Silt Load

W Ww1 Ww2 Ww3 Ww4

586.9 40,051 -5,412 34,639 8,286 -7 8,279

Check Against Sliding :F= F= V= H= TanQ = C= F = FC = H= V= M= Length Without tension = F= FOS (Sliding) = V Tan (Q) F + CA FC

H Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion 42,918 kN 80,250 kN 3,948,131 kN- m 90.23 m 1.87 1.87 US Corps FS 3.26

>1 (SAFE)

Check for Stresses:x = = = e B/6 = = M V 3,948,131 80,250 49.20 -4.08 15.04 m m m

B/6>e

No Tension Develops At The Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1131 1.13 648 0.65 kN/m2 N/mm2 kN/m2 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION B - DRAINS INOPERATIVENormal Operating Condition -Full reservoir, normal dry weather, tail water, ice and silt (if applicable) with extreme uplift (Drains Inoperative)

ANNEXURE 1

Magnitude of force (kN) Name of the Force Notation Vertical Down (+) ve Up (-) ve V1 102,939 3,082 5,177 795 4,009 V2 WS1 WS2 V3 U1 U2 V4 Pw1 Pw2 H1 PS1 PS2 H2 Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning) 5,636,163 kN-m -2,166,636 kN-m 2.6 13,063 4,990 16 5,006 -7,843 -47,378 -55,221 Horizontal Towards U/s (-) ve Towards D/s (+) ve

Lever Arm (m) 38.07 6.41 2.60 15.64 65.71 M2 4.61 80.36 M3 4.48 43.74 M4 29.83 10.97 M5 22.83 0.67 M6 M1

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve 3,918,716 19,754 13,461 12,431 263,438 309,084 23,001 1,313 24,314 -35,102 -2,072,178 -2,107,279 1,194,862 -59,352 1,135,510 189,187 -5 189,183

Self Weight of Over Flow Section Weight of water in Over-Flow Section (U/S) Weight of water in Over-Flow Section (D/S) Resultant Water Weight Load Weight of Silt in Over Flow Section (U/S) Weight of Silt in Over Flow Section (D/S) Resultant Silt Load Uplift Force Resultant Uplift Force Hydrostatic Force (U/S) Hydrostatic Force (D/S) Resultant Hydrostatic Force Horizontal Silt Pressure (U/S) Horizontal Silt Pressure (D/S) Resultant Horizontal Silt Load

W Ww1 Ww2 Ww3 Ww4

586.9 40,051 -5,412 34,639 8,286 -7 8,279

Check Against Sliding :F F= V= H= TanQ = C= F = FC = H= V= M= Length Without tension = F= FOS (Sliding) = = V Tan (Q) F + CA FC

H Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion 42,918 kN 65,787 kN 3,469,527 kN- m 90.23 m 1.57 1.53 US Corps FS 2.81

>1 (SAFE)

Check for Stresses:x = = = e B/6 = = M V 3469527 65787 52.74 -7.62 15.04 m m m

B/6>e

No Tension Develops At The Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1099 1.10 360 0.36 kN/m2 N/mm2 kN/m2 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION C

ANNEXURE 1

Flood Discharge Condition - Reservoir at Maximum flood pool elevation, all gates open, tail water at flood elevation, normal uplift and silt (if applicable)

Magnitude of force (kN) Name of the Force Notation Vertical Down (+) ve Up (-) ve V1 102,939 3,633 5,177 958 15,510 V2 WS1 WS2 V3 U1 U2 V4 Pw1 Pw2 H1 PS1 PS2 H2 Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning) 6,652,709 kN-m -3,597,243 kN-m 1.8 25,278 4,990 16 5,006 -7,798 -60,655 -68,453 41,846 -25,134 16,712 8,286 -7 8,279 Horizontal Towards U/s (-) ve Towards D/s (+) ve

Lever Arm (m) 38.07 6.41 2.60 15.64 74.90 M2 4.61 80.36 M3 4.39 48.95 M4 31.27 23.63 M5 22.83 0.67 M6 M1

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve 3,918,716 23,287 13,461 14,976 1,161,681 1,213,405 23,001 1,313 24,314 -34,244 -2,968,993 -3,003,237 1,308,399 -594,001 714,397 189,187 -5 189,183

Self Weight of Over Flow Section Weight of water in Over-Flow Section (U/S) Weight of water in Over-Flow Section (D/S) Resultant Water Weight Load Weight of Silt in Over Flow Section (U/S) Weight of Silt in Over Flow Section (D/S) Resultant Silt Load Uplift Force Resultant Uplift Force Hydrostatic Force (U/S) Hydrostatic Force (D/S) Resultant Hydrostatic Force Horizontal Silt Pressure (U/S) Horizontal Silt Pressure (D/S) Resultant Horizontal Silt Load

W Ww1 Ww2 Ww3 Ww4

Check Against Sliding :F F= V= H= TanQ = C= F = FC = H= V= M= Length Without tension = F= FOS (Sliding) = = V Tan (Q) F + CA FC

H Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion 24,991 kN 64,770 kN 3,056,778 kN- m 90.23 2.66 2.59 US Corps FS 4.78

>1 (SAFE)

Check for Stresses:x = = = e B/6 = = M V 3,056,778 64,770 47.19 -2.08 15.04 m m m

B/6>e

No Tension Develops At The Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 817 0.82 619 0.62 kN/m2 N/mm2 kN/m2 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION DLoad Combination A - (Dam completed but no water in reservoir and no tail water) combined with DBE

ANNEXURE 1

Magnitude of force (kN) Name of the Force Notation Vertical Down (+) ve Up (-) ve Weight of Section Vertical EQ Forces Horizontal EQ Forces W V1 V2 102,939 6,588 H1 9,882 Horizontal Towards U/s (-) ve Towards D/s (+) ve 38.07 38.07 33.37 Lever Arm (m)

Moments about heel (kNm)

Clockwise (+) ve Anti-clockwise (-) ve M1 M2 M3 3,918,716 376,197 494,604

Check Against Sliding :F = V Tan (Q) F + H F V H TanQ C F FC = = = = = = = Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion CA FC

a) EQ acting Downwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 4,789,516 109,527 43.73 m 1.39 m 15.04 m = = = = = = = = = 9,882 kN 109,527 kN 4,789,516 kN- m 90.23 15.06 11.08 d/s downwards

>1

SAFE

US Corps FS 18.07

4,789,516 kN-m 0 kN-m INFINITY

e B/6

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,326 kN/m2 1.33 N/mm2 1,102 kN/m2 1.10 N/mm2

b) EQ acting Downwards and U/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:= = = = = = = = = -9,882 kN 109,527 kN 3,800,309 kN- m 90.23 15.06 11.08 u/s downwards

>1

SAFE

US Corps FS 18.07

4,294,913 kN-m 494,604 kN-m 8.68

Shrinagar Hydroelectric Project Dam Stability Calculation

x

= = = = =

M V 3,800,309 109,527 34.70 m 10.42 m 15.04 m

ANNEXURE 1

e B/6

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 2,055 kN/m2 2.05 N/mm2 373 kN/m2 0.37 N/mm2

c) EQ acting Upwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 4,037,123 96,351 41.90 m 3.21 m 15.04 m = = = = = = = = = 9,882 kN 96,351 kN 4,037,123 kN- m 90.23 13.59 9.75 d/s downwards

>1

SAFE

US Corps FS 16.30

4,413,320 kN-m 376,197 kN-m 11.73

e B/6

B/6>e

No Tension Develops at the Base

max/min max min

= = = = =

V (1+ (6e/B)) B 1,296 kN/m2 1.30 N/mm2 840 kN/m2 0.84 N/mm2

d) EQ acting Upwards and U/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 3,047,916 96,351 31.63 m 13.48 m 15.04 m = = = = = = = = = -9,882 kN 96,351 kN 3,047,916 kN- m 90.23 13.59 9.75 u/s downwards

>1

SAFE

US Corps FS 16.30

3,918,716 kN-m 870,800 kN-m 4.50

e B/6

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 2,025 kN/m2 2.03 N/mm2 111 kN/m2 0.11 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION E

ANNEXURE 1

Load Combination B - (Full reservoir elevation, normal dry weather, normal tail water, normal uplift; ice and silt (if applicable)) combined with DBEMagnitude of force (kN) Vertical Horizontal Down (+) ve Towards U/s (-) ve Up (-) ve Towards D/s (+) ve V1 V2 80,250 6,588 H2 H3 V3 794 5,636,163 kN-m -1,688,032 kN-m 3 from Load Combination B from Load Combination B 9,882 6,260 H1 42,918 38.07 33.37

Name of the Force

Notation

Lever Arm (m)

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve M1 M2 M3 M4 M5 3,948,131 376,197 494,604 230,727 6,648

Resultant Loads from Load Case B Vertical EQ Forces Horizontal EQ Forces Horizontal Hydrodynamic Force Vertical Hydrodynamic Force

Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning)

Check Against Sliding :F = V Tan (Q) F + H F V H TanQ C F FC = = = = = = = Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion CA FC

a) EQ acting Downwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 5,056,306 87,632 57.70 m -12.58 m 15.04 m = = = = = = = = = 59,059 kN 87,632 kN 5,056,306 kN- m 90.23 2.11 1.48 d/s downwards

>1

(SAFE)

US Corps FS 2.53

6,744,338 kN-m -1,688,032 kN-m 4.00

e B/6

B/6>e

No Tension Develops At The Base

max/min max min

= = = = =

V (1+ (6e/B)) B 1,784 kN/m2 1.78 N/mm2 158 kN/m2 0.16 N/mm2

b) EQ acting Downwards and U/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment = = = = = = = = 26,776 kN 87,632 kN 3,605,645 kN- m 90.23 4.65 3.27 u/s downwards

>1

SAFE

US Corps FS 5.59

6,019,008 kN-m -2,413,363 kN-m Shrinagar Hydroelectric Project Dam Stability Calculation

FOS (Overturning) Check for Stresses:x

=

2.49

ANNEXURE 1

= = = = =

M V 3,605,645 87,632 41.15 m 3.97 m 15.04 m

e B/6

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,228 kN/m2 1.23 N/mm2 715 kN/m2 0.71 N/mm2

c) EQ acting Upwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 4,290,617 72,867 58.88 m -13.77 m 15.04 m = = = = = = = = = 59,059 kN 72,867 kN 4,290,617 kN- m 90.23 1.83 1.23 d/s downwards

>1

(SAFE)

US Corps FS 2.20

6,361,494 kN-m -2,070,877 kN-m 3.07

e B/6

B/6>e

No Tension Develops At The Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,547 kN/m2 1.55 N/mm2 68 kN/m2 0.07 N/mm2

d) EQ acting Upwards and U/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 2,839,956 72,867 38.97 m 6.14 m 15.04 m = = = = = = = = = 26,776 kN 72,867 kN 2,839,956 kN- m 90.23 4.05 2.72 u/s downwards

>1

SAFE

US Corps FS 4.85

5,636,163 kN-m -2,796,207 kN-m 2.02

e B/6

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,137 kN/m2 1.14 N/mm2 478 kN/m2 0.48 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION F

ANNEXURE 1

Load Combination C (Reservoir at Maximum flood pool elevation, all gates open, tail water at flood elevation, silt (if applicable)) combined with extreme uplift (Drains inoperative)Magnitude of force (kN) Name of the Force Notation Vertical Down (+) ve Up (-) ve V1 102,939 3,633 5,177 958 15,510 V2 WS1 WS2 V3 U1 U2 V4 Pw1 Pw2 H1 PS1 PS2 H2 Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning) 6,654,021 kN-m -3,790,883 kN-m 1.8 25,278 4,990 16 5,006 -8385 -65,919 -74,304 41,846 -25,134 16,712 8,286 -7 8,279 4.61 80.36 M3 4.51 47.92 M4 31.27 23.63 M5 22.83 0.67 M6 Horizontal Towards U/s (-) ve Towards D/s (+) ve

Lever Arm (m) 38.07 6.41 2.60 15.64 74.90 M2 M1

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve 3,918,716 23,287 13,461 14,976 1,161,681 1,213,405 23,001 1,313 24,314 -37,785 -3,159,092 -3,196,877 1,308,399 -594,001 714,397 189,187 -5 189,183

Self Weight of Over Flow Section Weight of water in Over-Flow Section (U/S) Weight of water in Over-Flow Section (D/S) Resultant Water Weight Load Weight of Silt in Over Flow Section (U/S) Weight of Silt in Over Flow Section (D/S) Resultant Silt Load Uplift Force Resultant Uplift Force Hydrostatic Force (U/S) Hydrostatic Force (D/S) Resultant Hydrostatic Force Horizontal Silt Pressure (U/S) Horizontal Silt Pressure (D/S) Resultant Horizontal Silt Load

W Ww1 Ww2 Ww3 Ww4

Check Against Sliding :F F= V= H= TanQ = C= F = FC = H= V= M= Length Without tension = F= FOS (Sliding) = = V Tan (Q) F + CA FC

H Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion 24,991 kN 58,919 kN 2,863,138 kN- m 90.23 4.24 2.36 US Corps FS 4.46

>1 (SAFE)

Check for Stresses:x = = = = = M V 2,863,138 58,919 48.59 m -3.48 m 15.04 m

e B/6

B/6>e

No Tension Develops At The Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 804 kN/m2 0.80 N/mm2 502 kN/m2 0.50 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION G

ANNEXURE 1

Load Combination E (Load Combination B with DBE) - (Full reservoir elevation, normal dry weather, normal tail water, ice and silt (if applicable) combined with DBE), combined with extreme uplift (Drains Inoperative)Magnitude of force (kN) Vertical Horizontal Down (+) ve Towards U/s (-) ve Up (-) ve Towards D/s (+) ve V1 V2 65,787 6,588 H2 H3 V3 Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning) 794 5,636,163 kN-m -2,166,636 kN-m 3 9,882 6,260 H1 42,918

Name of the Force Resultant Loads from Load Case B (Drains Inoperative) Vertical EQ Forces Horizontal EQ Forces Horizontal Hydrodynamic Force Vertical Hydrodynamic Force

Notation

Lever Arm (m) 38.07 38.07 33.37

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve M1 M2 M3 M4 M5 3,469,527 376,197 494,604 230,727 6,648

W

Check Against Sliding :F = V Tan (Q) F + H F V H TanQ C F FC = = = = = = = Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion CA FC

a) EQ acting Downwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 4,577,702 73,170 62.56 m -17.45 m 15.04 m = = = = = = = = = 59,059 kN 73,170 kN 4,577,702 kN- m 83.54 2.08 1.24 d/s downwards

>1

(SAFE)

US Corps FS 2.17

6,744,338 kN-m -2,166,636 kN-m 3.11

e B/6

B/61

(SAFE)

US Corps FS 4.87

6,019,008 kN-m -2,891,967 kN-m 2.08

Shrinagar Hydroelectric Project Dam Stability Calculation

ANNEXURE 1 Check for Stresses:x = = = = = M V 3,127,041 73,170 42.74 m 2.38 m 15.04 m

e B/6

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 939 kN/m2 0.94 N/mm2 683 kN/m2 0.68 N/mm2

c) EQ acting Upwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 3,812,013 58,405 65.27 m -20.15 m 15.04 m = = = = = = = = = 59,059 kN 58,405 kN 3,812,013 kN- m 77.12 1.71 0.99 d/s downwards

>1

(SAFE)

US Corps FS 1.79

6,361,494 kN-m -2,549,481 kN-m 2.50

e B/6

B/61

SAFE

US Corps FS 4.14

5,636,163 kN-m -3,274,811 kN-m 1.72

e B/6

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 849 kN/m2 0.85 N/mm2 446 kN/m2 0.45 N/mm2

Shrinagar Hydroelectric Project Dam Stability Calculation

LOAD COMBINATION HLoad Combination B - (Full reservoir elevation, normal dry weather, normal tail water, normal uplift; ice and silt (if applicable)) combined with MCE

Name of the Force

Notation

Magnitude of force (kN) Vertical Horizontal Down (+) ve Towards U/s (-) ve Up (-) ve Towards D/s (+) ve V1 V2 80,250 9,361 H2 H3 V3 1,128 5,636,163 kN-m -1,688,032 kN-m 3 14,041 8,894 H1 42,918

Lever Arm (m) 38.07 38.07 33.37

Moments about heel (kNm) Clockwise (+) ve Anti-clockwise (-) ve M1 M2 M3 M4 M5 3,948,131 356,342 702,749 327,824 9,445

Resultant Loads from Load Case B Vertical EQ Forces Horizontal EQ Forces Horizontal Hydrodynamic Force Vertical Hydrodynamic Force

W

Net Restoring Moment (+ve) Net Overturning Moment (-ve) FOS (Overturning)

Check Against Sliding :F = V Tan (Q) F + H F V H TanQ C F FC = = = = = = = Factor of safety against sliding which should not be less than one Vertical Reaction in kN Horizontal Reaction in kN Coefficient of internal friction of the material Cohesion of material at the plane considered Partial factor of safety in respect of Friction Partial factor of safety in respect of Cohesion CA FC

a) EQ acting Downwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 5,344,492 90,739 58.90 m -13.78 m 15.04 m = = = = = = = = = 65,852 kN 90,739 kN 5,344,492 kN- m 90.23 2.33 1.38 d/s downwards

>1

(SAFE)

US Corps FS 2.33

7,032,524 kN-m -1,688,032 kN-m 4.17

e B/6

B/6>e

No Tension Develops At The Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,927 kN/m2 1.93 N/mm2 84 kN/m2 0.08 N/mm2

b) EQ acting Downwards and U/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = M V 3,283,344 90,739 36.18 m 8.93 m = = = = = = = = = 19,983 kN 90,739 kN 3,283,344 kN- m 90.23 7.69 4.54 u/s downwards

>1

SAFE

US Corps FS 7.69

6,001,951 kN-m -2,718,606 kN-m 2.21

e

B/6

=

15.04 m

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,603 kN/m2 1.60 N/mm2 408 kN/m2 0.41 N/mm2

c) EQ acting Upwards and D/SH V M Length Without tension F FOS (Sliding) Net Positive Moment Net Negative Moment FOS (Overturning) Check for Stresses:x = = = = = M V 4,612,918 69,761 66.12 m -21.01 m 15.04 m = = = = = = = = = 65,852 kN 69,761 kN 4,612,918 kN- m 75.28 1.83 1.06 d/s downwards

>1

(SAFE)

US Corps FS 1.83

6,666,737 kN-m -2,053,820 kN-m 3.25

e B/6

B/61

SAFE

US Corps FS 6.30

5,636,163 kN-m -3,084,393 kN-m 1.83

e B/6

B/6>e

No Tension Develops at the Base

max/ min max min

= = = = =

V (1+ (6e/B)) B 1,212 kN/m2 1.21 N/mm2 334 kN/m2 0.33 N/mm2

Calculation of Base Shear for Shrinagar Top of the Dam Foundation Level Height of Dam Area Weight of Pier up to 604 204.81 Weight of Pier up to 599.01 180.8 Weight of Pier up to 594 217.51 Weight of Pier up to 584.591.82 4 Weight of Pier below 584.5 369.8 DL of Spillway Gate Dam Body- up to 567 530.65 Dam Body- up to 557 503.84 Dam Body- up to 547 545.85 Dam Body- up to 537 607.19 Dam Body- up to 530 487.51 Dam Body- up to 524 458.82 Dam Body- up to 522 161.34 Dam Body- up to 516 510.81 Weight of boulder on d/s side Total 104151 611 516 95 X 24.83 29.33 32.93 37.1 46.18 15.5 31.04 36.44 35.69 37.31 40.47 42.9 44.39 46.14 Y 608.06 601.5 596.49 589.25 579.22 584.5 573.3 561.98 551.98 541.86 533.74 526.96 523 519.08 KN/m 1622 1432 1723 3895 2929 1206 12736 12092 13100 14573 11700 11012 3872 12259 0.16

Factor of Ah Horizontal EQ 0.23 0.21 0.20 0.18 0.15 0.17 0.14 0.11 0.09 0.06 0.04 0.03 0.02 0.01 365 300 339 698 453 202 1786 1361 1153 922 508 295 66 92 0 8542

KN/m

Salil-17 Vivek Singh-10

5

30

Vikas -40 Vineet Srivastav1545

20

N. Sahoo. 65 D. K Kaushik15 Vivek Khere-15 K M singh-9 Piyus-7 Dman -15260 0 40 30 55 25

10

Moment Vertical EQ Moment V 33645 25616 27316 51150 28650 13849 102336 62556 41499 23843 9010 3237 464 285 0 423454 244 200 226 466 302 135 1191 907 769 615 339 197 44 62 6049.9 5858.6 7449.4 17270.1 13950.8 2088.9 36952.9 33053.9 27445.9 22939.3 13703.8 8446.7 1961.8 2844.6

0.23 El 604 599 594 584.5 575.75 570.00 567 557 547 537 530 524.00 522 516

SHEAR 365 665 1004 1703 2156 2358 4144 5505 6658 7580 8088 8384 8450 8542

5695

200016

KNm/m

5

30 60

25

25

10

40 30 90

315

FZ Z

FH 1483.8 4058.97 1483.8 8230.39 4058.97 21089.45 8230.39 37561.26 21089.45 52889.25 37561.26 71215.08 52889.25 119425.94 71215.08 180213.39 119425.94 251272.69 180213.39 306233.28 251272.69 355636.42 306233.28 372469.54 355636.42 423453.59 372469.54

4.06 1483.8 1483.8 2.5 747.83 3325.4 747.83 4821.06 2.49 846.03 5022.2 846.03 6714.26 4.75 3316.87 16175.92 3316.87 22809.66 3.47 1572.94 18864.07 1572.94 22009.94 14.5 2931.6 13558.92 2931.6 19422.13 6.3 11251.61 12432.13 11251.61 34935.35 4.98 6770.42 55046.59 6770.42 68587.43 4.98 5740.86 66581.37 5740.86 78063.1 4.86 4477.93 75802.81 4477.93 84758.68 3.74 1898.62 56617.44 1898.62 60414.68 2.96 873.91 50301.26 873.91 52049.08 1 66.03 16899.68 66.03 17031.75 3.08 284.99 51253.87 284.99 51823.86

42263.45

1483.8 747.83 846.03 3316.87 1572.94 2931.6 11251.61 6770.42 5740.86 4477.93 1898.62 873.91 66.03 284.99

0 1827.34 3325.4 9542.18 14898.88 12396.39 7074.22 41440.44 55046.59 66581.37 53061.97 48529.23 16767.09 50699.05