stability analysis nof concrete dam

DESIGN PARAMETERS

DESIGN PARAMETRS

Bed level 890.00 m

Deepest bed level 880.00 m

Top of the dam 905.00 m

Full reservoir level 903.00 m

Max. water level 903.00 m

Max. Tailwater level 884.00 m

Min. Tail water level 881.00 m

Unit weight of dam material 2.40 t/cum

Silt level 900.00 m

Earthquake parametersThe zone in which the the dam site is located as per IS1893 V

Basic horizontal Sesimic coefficient =o 0.08 (as per IS1893-Vide Table-2,pp16)

Importance factor=I= 3 (as per IS1893, pp19, Table-4)

Coefficient depending on thefoundation system== 1 (as per IS1893, pp19, Table-3)

There horizontal sesimic coefficient=h=I o 0.240 g

Fetch 2.00 km

Wind speed 120.00 km/h

Top width 6.50 m

Block width 15.00 m

Cohesion for concrete to foundation 40.00 t/sq.m

Cohesion for concrete to concrete 50.00 t/sq.m

Friction angle for concrete to rock foundation rock interface 40.00 degrees

Friction angle for concrete to masonry interface 40.00 degrees

CONCRETE DAMS

STABILITY ANALYSIS OF NON OVER FLOW DAM

1

CONCRETE DAMS


LOCATIONU/s slope 0 H:1V 880.000 mD/S: I 0.85 H:1V 895.000 m

II 0.00 H:1V 880.000 mIII 0.00 H:1V 880.000 m

D/S back fill level 890.00 m

Galllery location from axis 3.00 m

OPENINGS

Foundation Gallery

floor level 883.00 m

Width 1.5 m

Height 2.25 m

length 15.00 m

dist. from axis[ c.g.] 3.75 m

Intermediate gallery

floor level 890.00 m

Width 0.00 m

Height 0.00 m

length 0.00 m

dist. from axis[ c.g.] 3.75 m

Adit gallery

floor level ave of 880.00 & 883.00 881.50 m

Width 1.5 m

Height 2.25 m

length 20 m

dist. from axis[ c.g.] 13 m

SL.No DESCRIPTION V [t] H [t] L.A[m] Moment [t-m]

I SELF WEIGHT OF NON OVER FLOW DAM

1 0.5 X 4.25 X 5.00 X 2.40 X 1.00 25.500 7.92 201.875

2 0.5 X 0.00 X 0.00 X 2.40 X 1.00 0.000 10.75 0.000

LEVELSLOPE

2

CONCRETE DAMS


3 0.5 X 0.00 X 0.00 X 2.40 X 1.00 0.000 10.75 0.000

2 1.00 X 4.25 X 0.00 X 2.40 X 1.00 0.000 8.63 0.000

3 1.00 X 0.00 X 0.00 X 2.40 X 1.00 0.000 10.75 0.000

2 1.00 X 6.50 X 15.00 X 2.40 X 1.00 234.000 3.25 760.500

3 0.50 X 0.00 X 0.00 X 2.40 X 1.00 0.000 0.00 0.000

TOTAL 259.500 962.375

II EARTH BACKING FROM D/S

1 0.00 X 0.50 X 0.00 X 0.00 X 1.76 X 1.00 0.000 0.000 0.000

2 0.00 X 0.00 X 0.00 X 1.76 X 1.00 0.000 0.000 0.000

TOTAL 0.000 0.000 0.000

III DEDUCTION FOR OPENINGS

1 FOUDN. GALLERY 1.00 X 1.50 X 2.25 X 2.40 -8.100 3.75 -30.375

TOTAL -8.100 -30.375

IV HYDROSTATIC FORCES

a] Wave Force:Wave height: 0.94 m

Horizontal wave pressure 2.10 13.35 28.101

b] Horizontal water pressure

i 0.50 x 13.00 X 13.00 X 1.00 u/s 84.50 4.333 366.167ii 0.50 x 0.00 x 0.00 x 1.00 0.00 0.000 0.000

c] Vertical component

0.50 x 0.00 x 0.00 x 1.00 0.000 0.000 0.000

1.00 x 0.00 x 23.00 x 1.00 0.000 0.000 0.000

D/S1.00 x 0.00 x 0 x 1.00 0.000 10.750 0.000

TOTAL 0.000 86.605 394.267V Silt pressure

a horizontal silt pressure0.50 x 0.36 x 10.00 x 10.00 x 1.00 18.00 3.333 60.000

3

CONCRETE DAMS


b vertical component of silt pressure0.50 x 0.925 x 10.00 x 0.00 x 1.00 0.000 0.000 0.000

0.000 18.000 60.000

VI UPLIFT FORCESbase width of NOF section 10.75 mHead on u/s side 13.00 mHead on d/s side 0.00 m

a Extreme uplift

1.00 x 10.75 x 0.00 x 1.00 0.000 5.375 0.0000.50 x 10.75 x 13.00 x 1.00 -69.875 3.583 -250.385

-69.875 -250.385b Normal uplift

1.0 x 0.00 x 10.75 x 1.00 0.000 5.375 0.0000.5 X 4.33 X 7.75 X 1.00 -16.792 5.583 -93.7530.5 X 8.67 X 3.00 X 1.00 -13.000 1.000 -13.0001.0 X 4.33 X 3.00 X 1.00 -13.000 1.500 -19.500

-42.792 -126.253

VII EARTH QUAKE EFFECT ON DAM

CONSTANT:

1.500 X 0.240 X 2.400 / 25.00 = 0.0346

DBL-BL= 10.00 m

a HORIZONTAL COMPONENT OF EARTH QUAKE

0 t/m²

5 t/m²

10 t/m²

15 t/m²

10.75 m

0 t/m²

15 t/m²

0 m

5 m

10 m

4

CONCRETE DAMS


1 0.0346 X 0.5 X 4.25 X 5.00 X 1.000 0.612 4.590

2 0.0346 X 0.5 X 0.00 X 0.00 X 1.000 0.000 0.000

3 0.0346 X 0.5 X 0.00 X 0.00 X 1.000 0.000 0.000

2 0.0346 X 1.00 X 4.25 X 0.00 X 1.000 0.000 0.000

3 0.0346 X 1.00 X 0.00 X 0.00 X 1.000 0.000 0.000

2 0.0346 X 1.00 X 6.50 X 15.00 X 1.000 58.968 589.680

3 0.0346 X 0.50 X 0.00 X 0.00 X 1.000 0.000 0.000

59.580 594.270b VERTICAL COMPONENT: [.5 X HORIZONTAL COMPONENT]1 0.306 2.4232 29.484 95.8233 0.000 0.000

29.790 98.246EARTHQUAKE EFFECT ON OPENINGS

a HORIZONTAL COMPONENT

1 FOUDN. GALLERY -0.408 1.18 -0.481

b VERTICAL COMPONENT1 0.204 3.75 0.765

0.204 -0.408 0.284

VIII HYDRODYNAMIC FORCES

side y [m] h[m]u/s 13.00 23.00d/s 0.00 4.00

a) Dueto upstream water 0.000

Cm= 0.726= 0.621

pe=Cs h w h= 5.144 48.551 259.939

Horizontal hydrodynamic force=He=0.726pe y

Moment about C.G=Me=0.299p e y 2

48.551 259.939b) Due to tail water ang= 0.000

Cm= 0.726C= 0.000pe= 0.000 0.000 0.000

h=23.00m

y=13.00m

h

y2

h

y

h

y2

h

y

2

CC m

s

5

CONCRETE DAMS


0.000 0.000IX Dueto inertia effect on water column on u/s

= 0.00 Pe2 0.0 t 0.00 0.00 0.00Cm= 0.73 Pe1 0.0 t

C= 0.62 Net 0.0 t

pe= 3.43ht= 0.00

Dueto inertia effect on water column on d/s 0.00 0.00

0.00 0.00

6

CONCRETE DAMS


FOR MWL CONDITION:

SL.No

DESCRIPTION V [t] H [t] L.A[m] Moment [t-m]

X HYDROSTATIC FORCESa] Wave Force:

Wave height: 0.94 mHorizontal wave pressureHw= 13.00 Ht= 0.00 1.75 13.35 23.42

b] Horizontal water pressurei 0.50 x 13.00 x 13.00 x 1.00 (u/s) 84.50 4.33 366.17

ii 0.50 x 0.00 x 0.00 x 1.00 (d/s) 0.00 0.00 0.00XII Vertical component

u/s0.50 x 0.00 x 0.00 x 1.00 0.00 0.00 0.001.00 x 0.00 x 0.00 x 1.00 0.00 0.00 0.00

d] d/s0.50 x 0.00 x 0.00 x 1.00 0.00 10.75 0.00

TOTAL 0.00 84.50 389.58XII Up lift force

base width of O.F. section 10.75 mHead on u/s side(MWL) 13.00 mHead on d/s side(For Max.TW 0.00 m

a) Normal uplift10.75

1

2

2

3

1

4

7

CONCRETE DAMS


1.0 x 0.00 x 10.75 x 1.00 0.00 5.375 0.000

0.5 x 4.33 x 7.75 x 1.00 -16.79 5.583 -93.753

0.5 x 8.67 x 3.00 x 1.00 -13.00 1.000 -13.000

1.0 x 4.33 x 3.00 x 1.00 -13.00 1.500 -19.500

-42.792 -126.253b) Extreme uplift

1.00 x 10.75 x 0.00 x 1.00 0.000 5.375 0.0000.50 x 10.75 x 13.00 x 1.00 -69.875 3.583 -250.385

-69.875 -250.385

8

CONCRETE DAMS


1

3

2

NORMAL UPLIFT

4

9

5

6

7

8

EXTREME UPLIFT

9

CONCRETE DAMS


30

-10

10

30

50

RE

SS

(t/s

q.m

)

-50

-30

-10

10

30

0 10.750

ST

RE

SS

(t/s

q.m

)

DISTANCE FROM HEEL(m)

CASE:FRL+NUL+TWL

-50-40-30-20-10

0102030

0 10.750

ST

RE

SS

(t/s

q.m

)


CASE-(Be) FRL+EUL+TWL

-50

-30

-10

10

30

50

0 10.750

ST

RE

SS

(t/s

q.m

)


CASE-(C) MWL+NUL+TWL

30

-10

10

30

50

70

90

TR

ES

S(t

/sq.

m)

-50

0

50

100

0 10.750

ST

RE

SS

(t/s

q.m

)


CASE-(E) FRL+NUL+E.Q.

-50-40-30-20-10

0102030

0 10.750

ST

RE

SS

(t/s

q.m

)


CASE-(F) MWL+EUL+TWL(MAX)

-150

-100

-50

0

50

100

0 10.750

ST

RE

SS

(t/s

q.m

)


CASE-(G) FRL+EUL+E.Q.

10

CONCRETE DAMS


-50

-30

0 10.750

ST


CASE:RESERVOIR EMPTY

-50

-30

0 10.750

ST


CASE-(D) RESERVOIR EMPTY+E.Q

11

stability analysis nof concrete dam

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