ms 1.406922 5.
62769
b 75
d 135
fy 500
fc 20
% of steel 0.015 75.9375
5125781 1 - 0.425 - 0.30052
5125781 - 2178457 - 1540402
1406922
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
PROJECT:
GRAVITY CONCRETE DAM
BTL
811.500
1
3.5 808.000 FRL 810.500
799.000
H
9.000
3 Found. Gallery
TWL
H1
3.000 796.000 RFL
H5 h 1.00 4 795.00 1.0 =S
1
wh A B wH
2.8 1 1
Line of drain Grout Curtain
�h
�(h+
(𝐻−ℎ)/3 )
�𝐻
DATA :
Bund Top level BTL = 811.500 M
Bottom wall level BWL = 796.550 M
Top level of D/S tri. Part wall = 808.000 M
Full Reservoir level FRL = 810.500 M
Reservoir Bottom level RBL = 795.000 M
Tail Water level TWL = 796.000 M
Free board FB = 1.00 M (FB=BTL-FRL)
Height of wall = 14.95 M (Height of wall=BTL-BW
21.04.14 2
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
Top Width of wall = 1.50 M
Bottom width of wall = b = 5.30 M
Edge depth = 3.00 M
MATERIAL DATA :
1 = Weep holes provid
Density of concrete DC = 25 KN/M3 considered as satu
Density of steel DSt = 78.54 KN/M3 0 = Submerged soil den
Density of soil DS = 21 KN/M 3
1
Density of water W = 10 KN/M3
Safe bearing capacity SBC = 500 KN/M2
Angle of repose Q = 70 Deg.
Angle of repose Q = 1.22 Rad.
1. DEAD LOAD:
Part 1 = 12.5 KN
Part 2 = 387.5 KN
Part 3 = 315 KN
Part 4 = 210 KN
Total Dead Load = 925 KN
C.g of DL from "A" = 2.39 M
C.g of DL from "B" = 2.41 M
2. RESERVOIR AND TAIL WATER LOAD
Height of Tail Water h = 1.00 M
Hydrostatic Pressure of Tail water on Down stream side wh = 10 KN/M2
Horizontal force due to Tail water pressure H5=wh^2/2 = 5 KN per meter length
Height of water at Up stream H = 15.50 M
Hydrostatic Pressure of water on Up stream side WH = 155 KN/M2
Horizontal force due to Up stream water H1=wH^2/2 = 1201 KN per meter length
3. UPLIFT PRESSURE
Uplift pressure on dam body, assuming crack at bottom of dam
Uplift pressure at upstream face wH = 155 KN/M2
Uplift pressure at Drainage Gallery w(h+(H-h)/3) = 58.3 KN/M2
Uplift pressure at Down stream face wh = 10 KN/M2
4. SILT PRESSURE
Submerged density of Silt for calculating horizontal pressure ϒh = 13.6 KN/M3
Submerged density of Silt for calculating vertical pressure ϒv = 19.85 KN/M3
Silt Height S = 2 M
Excess Fluid force due to Silt on the upstream face H3=ϒh*S^2/2 = 27.2 KN per meter length
21.04.14 3
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
5. EARTH QUAKE FORCES
The Seismic Coefficient Method adopted for Seismic evaluation of Dam (for dam height up to 100m)
αh=βΙα0
β = Soil-foundation system factor, Refer Table 3 of IS:1893-1984 = 1
I = Importance factor, Refer Table 4 of IS:1893-1984 = 3
α0=The basic seismic Coefficient, Refer Table 2 of IS:1893-1984 = 0.02 For Seismic zone-2
The Horizontal Seismic Coefficient αh = 0.060
by the following
formulae:
VB = 0.6*W*αh
W= weight ofαthe
MB =total 0.9*W*ḧ* h masonry or concrete in the dam
= 925 KN
ḧ = height of the centre of gravity of the dam above the
base = 5.6 M
Base Shear VB = 33.3 KN
Moment MB = 281.5 KN-M
Horizontal Shear at any given septh "y" from dam top Vy
Moment at any given depth "y" from dam top My
Vy = C'v*VB
My = C'm*VB
y/H Height (M) C'v C'm
0.00 0.000 0 0
0.10 1.650 0.1 0.03
0.20 3.300 0.175 0.05
0.30 4.950 0.275 0.1
0.40 6.600 0.4 0.15
0.50 8.250 0.5 0.25
0.60 9.900 0.65 0.35
0.70 11.550 0.775 0.5
0.80 13.200 0.875 0.65
0.90 14.850 0.95 0.8
1.00 16.500 1 1
Hydrodynamic Effects Due to Reservior: (Refer IS:1893-1984)
The hydrodynamic pressure at depth y below the reservoir
surface shall be determined as follows:
Hydrodynamic pressure at depth "y" = ƿ = Cs*αh*W*h
Cs = coefficient which varies with shape and depth
W = unit weight of water In kn 10 KN/M3
h = depth of reservior in m 15.5 M
ϴ = Upstream face Inclination from the vertical
= Cs
Vh 0.726 *ƿ*y
Mh =- hydrodynamic
moment due toshear at any depthforce
"y" at any =
hydrodynamic
depth y = 0.299*ƿ*y^2
y/h y (m) ϴ Cm
0.0 0.00 10 0.675
0.1 1.55 10 0.675
21.04.14 4
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
0.2 3.10 10 0.675
0.3 4.65 10 0.675
0.4 6.20 10 0.675
0.5 7.75 10 0.675
0.6 9.30 10 0.675
0.7 10.85 10 0.675
0.8 12.40 10 0.675
0.9 13.95 45 0.675
1.0 15.50 45 0.675
Vh (Kn) Mh(Kn-m)
0.0 0.0
2.2 1.4
6.8 8.7
13.0 24.8
20.3 51.9
28.5 91.1
37.2 142.6
46.1 205.9
54.8 279.9
63.1 362.5
70.6 450.9
6. FORCES AND MOMENTS IN DAM FROM STATIC WATER PRESSURE AT RESERVOIRE
y/h y (m) Vs (Kn) Ms (Kn-m)
0.0 0.00 0.0 0.0
0.1 1.55 12.0 6.2
0.2 3.10 48.1 49.7
0.3 4.65 108.1 167.6
0.4 6.20 192.2 397.2
0.5 7.75 300.3 775.8
0.6 9.30 432.5 1340.6
0.7 10.85 588.6 2128.8
0.8 12.40 768.8 3177.7
0.9 13.95 973.0 4524.5
1.0 15.50 1201.3 6206.5
7. Wave Pressure
21.04.14 5
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
Load Combinations
1) Dam completed but no water in reservoir and no tailwater.
2) Dam completed but no water in reservoir and no tailwater.
21.04.14 6
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
a) Outside Earth- No water inside :
Coefficent of active earth pressure Ka = 0.03 Ka=(1-sinQ)/(1+sinQ)
Total Depth of soil on wall = 14.950 M
Depth of soil on sloped portion of wall = 11.950 M
Depth of soil from wall bottom= 3.000 M
11.95
3
A 1.00 1.00 B
5.3
Taking moment about "B" to find location and eccentricity of loading with reference to geometry
to evaluate Maximum & Minimum Base soil pressure.
FORCE/WEIGHT DIST MOMENT
SL.NO COMPONENT
KN M KN-M
Rectangle Portion 560.63 1.50 840.94
Triangle Portion(left) 315.00 2.93 924.00
1 Rectangle Portion(left bot) 210.00 3.40 714.00
Triangle Portion(right) #REF! 0.67 #REF!
Rectangle Portion(right bot) #REF! 0.50 #REF!
Triangle part of Earth 264.60 3.87 1023.12
Rectangle part of Earth 205.80 3.40 699.72
2 Triangle part of Water 0.00 3.87 0.00
Rectangle part of Water 0.00 3.40 0.00
Earth Pressure 73.06 4.98 364.09
3
Hydro Static Pressure 0.00 4.98 0.00
Summation P = #REF! M = #REF!
Position of resultant from B = #REF! M
Eccentricity of loading e = #REF! M *e = B /2 -(M/P)
Moment due to eccentricity Me = #REF! KN-M *Me = P X e
21.04.14 7
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
Base Area of wall A = 5.30 M2 *A = b X 1
Section modulus Z = 4.68 M3 Z = (1 x b2/ 6 )
Calculation of soil pressure:-
Maximum soil pressure PMAX = #REF! KN/M2 PMAX = P/A + M/Z
Minimum soil pressure PMIN = #REF! KN/M2 PMIN = P/A - M/Z
Check For Sliding :
Coefficient of friction = 0.6
Dead Load of Wall = #REF! KN
Weight of Earth = 470.40 KN
Resisting Force From Wall&Soil = #REF! KN
Force From Water & Soil = 73.06 KN
Factor Of Safety against slide = #REF! ( FOS requried = 1.4 )
Check For Overturning :
Restoring Moment = #REF! KN-M
Maximum Overturning Moment = 364.09 KN-M
Factor Of Safety against ( FOS requried = 1.2 )
= #REF!
Overturning
21.04.14 8
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
H3
ϒhS
FRL)
f wall=BTL-BWL)
21.04.14 9
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
ep holes provided & backfill is
sidered as saturated cond.
erged soil density adopted
meter length
meter length
meter length
21.04.14 10
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
mic zone-2
top Vy
Vy My
0.0 0.0
3.3 8.4
5.8 14.1
9.2 28.1
13.3 42.2
16.7 70.4
21.6 98.5
25.8 140.7
29.1 183.0
31.6 225.2
33.3 281.5
Cs ƿ (kn/m^2)
0 0.00
0.21 1.96
21.04.14 11
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
0.32 3.01
0.41 3.84
0.49 4.52
0.55 5.07
0.59 5.51
0.63 5.85
0.65 6.09
0.67 6.23
0.68 6.28
21.04.14 12
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
Water pressure from
earth is neglected
Water pressure from
earth is neglected
21.04.14 13
LARSEN AND TOUBRO LIMITED ECC DIVISION – MMHIC, Design of Delivery chamber for Muluwada LIS at Hanamapura.
21.04.14 14
