The document provides an overview of gravity dams, detailing their types, advantages, disadvantages, forces acting on them, and potential causes of failure. It emphasizes the structural stability required for effective design, including profiles and conditions affecting performance. Additionally, it includes practical considerations such as drainage galleries and maintenance requirements.

1. GRAVITY DAM
(WATER RESOURCES ENGINEERING – II)
UNIT – II
Rambabu Palaka, Assistant ProfessorBVRIT

2. Learning Objectives
1. Types of Gravity Dam
2. Forces Acting on a Gravity Dam
3. Causes of failure of Gravity Dam
4. Elementary Profile of Gravity Dam
5. Practical Profile of Gravity Dam
6. Limiting height of Gravity Dam
7. Drainage and Inspection Galleries

3. Types of Gravity Dam
A Gravity dam is a structure so proportioned that its own weight
resists the forces exerted upon it.
Types:
1. Masonry Dam
2. Concrete Dam
 Suitable across gorges with very steep slopes where earth
dams might slip.

4. Advantages of Gravity Dam
Advantages:
1. Strong, Stable and Durable
2. Suitable for moderately wide valleys having steep
slopes
3. Can be constructed to very great heights
4. Suitable for an overflow spillway section
5. Maintenance cost is very low
6. Does not fail suddenly

5. Disadvantages of Gravity Dam
Disadvantages:
1. Gravity dams of great height can be constructed
only on sound rock foundations.
2. Initial cost is more than earth dam
3. Takes longer time in construction
4. Require more skilled labor than earth dam
5. Subsequent raise is not possible in a gravity dam

6. Forces acting on Dam
1. Water Pressure
2. Weight of Dam
3. Uplift Pressure
4. Pressure due to earthquake
5. Ice Pressure
6. Wave Pressure
7. Silt Pressure
8. Wind Pressure
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3
4
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7. 1. Water Pressure
This is the major external force acting
on dam
Pressure Components on both
upstream and downstream are:
1. Vertical Component
2. Horizontal Component
Unit weight of water, γw=1000 kg/m3

8. 2. Weight of Dam
This is the major resisting force
 Generally unit length of dam is considered
 The cross section of dam may be divided
into several triangles and rectangles and
weights W1, W2, W3 etc., may be
computed
 The total weight W of the dam acts at the
C.G. of its section.
Weight = Volume per unit length x Density of material

9. 3. Uplift Pressure
The uplift pressure is defined as the
upward pressure of water as it flows or
seeps through the body of the dam or its
foundation.
Uplift Pressure
(No Gallery)

10. 4. Pressure due to Earthquake
 Earthquake waves imparts accelerations to the
foundations under the dam and causes its movement
 This earthquake wave may travel in any direction
 For design purpose, Horizontal and Vertical
directions are considered.
 Seismic Force = Mass x Earthquake Acceleration
 According to IS 1893-2002, India was divided into
Four zones: zone II, III, VI, and V.

11. Earthquake Acceleration
 Earthquake Acceleration is usually
designated as fraction of the acceleration
due to gravity
 It is expressed as α.g where α is known as
Seismic Coefficient

12. Seismic Coefficient
Seismic coefficient is divided into
1. Horizontal Seismic coefficient, αh
2. Vertical Seismic Coefficient, αv = .75 αh
αh can be determined by one of the two methods
1. Seismic Coefficient Method < 100m height of the dam
2. Response Spectrum Method > 100m height of the dam

13. Seismic Coefficient Method
As per IS: 1893-1984,
Horizontal Seismic coefficient, αh = 2 α0
Where α0 = Basic Seismic Coefficient
Basic Seismic Coefficient as per IS 1893:1984
Seismic Zone II III IV V
Basic Seismic Coefficient 0.02 0.04 0.05 0.08

14. Response Spectrum Method
As per IS: 1893-1984,
Horizontal Seismic coefficient, αh = 2 F0 (Sa/g)
Where F0 = Seismic Zone Factor
Seismic Zone Factor as per IS 1893:1984
Seismic Zone II III IV V
Seismic Zone Factor, F0 0.10 0.20 0.25 0.40
IS: 1893-1984 recommends a damping of 5% for dams
*Damping is an influence within or upon an oscillatory system that
has the effect of reducing, restricting or preventing its oscillations.

15. Effect of Earthquake Acceleration
Effect of Horizontal Earthquake Acceleration, αh g
1. Inertia Force in the body of the dam
Inertia Force = Force x Earthquake Acceleration
= (W/g) (αh g) = W. αh
2. Hydrodynamic Pressure of water
Pey = Cy αh w h  Equation 8.16 (Page 370)
where Cy is a dimensionless pressure coefficient
The Inertia Force is the product of mass and acceleration and this
force acts in the direction opposite to that of the ground motion.
If Reservoir is Full  Inertia Force acts in downstream direction
If Reservoir is Empty  Inertia Force acts in upstream direction

16. Effect of Earthquake Acceleration…
Effect of Horizontal Earthquake Acceleration, αh g
a) Horizontal Shear, Peh = 0.726 Pey h
b) Moment, Meh = 0.299 Pey h2
c) Vertical Component of Shear,
Wh = (Pe2 - pe1) tan φ
where φ = actual slope of the u/s face
Pe2 = Horizontal shear at elevation of the section being considered
Pe1 = Horizontal shear at elevation at which the slope of the dam face commences

17. Effect of Vertical Earthquake Acceleration
1. Due to Vertical Earthquake Acceleration, αv g,
the dam as well as reservoir water are
accelerated vertically upwards or downwards.
2. An acceleration upwards increases the weighs
and an acceleration downwards decreases the
weighs.
3. Altered weighs = w(1+ αv) or w(1- αv)

18. 5. Ice Pressure
1. The ice formed on water surface of the
reservoir is subjected to expansion and
contraction due to temperature variations
2. Coefficient of thermal expansion of ice is 5
times more than concrete
3. The dam face has to resist the force due to
expansion of ice

19. 5. Ice Pressure
4. This force acts linearly along the length of the
dam, at reservoir level
5. IS: 6512-1984 recommends 250 kN/m2 applied
to the face of dam over the anticipated area of
contact of ice with the face of the dam.

20. 6. Wave Pressure
Waves are generated on the reservoir surface
because of wind blowing over it.
km3232FforVF0.0322
km3232Ffor0.2710.763VF0.0322
h
Fh
w
4
1
w


Where hw= height of wave in m, V = wind velocity in KMPH,
F = Fetch or straight length of water expanse in Km
Wave Pressure, Pw = 2 w hw
2
and it acts at a distance of 3hw/8 above
the reservoir surface

21. 7. Silt Pressure
 The river brings silt and debris along with it.
 The dam is, therefore, subjected to silt pressure,
Ps, in addition to water pressure
Where γ’ = submerged unit weight of silt
h = height of silt deposit
Φ = Angle of internal friction
According to IS : 6512-1972, the silt pressure and
water pressure exist together in submerged silt.
The following are recommended for calculating
forces:
Psh = 1360 Kg/m3
Psv = 1925 Kg/m3

22. 8. Wind Pressure
 It is a minor force acting on dam
 Acts on Superstructure of the dam
 Normally, wind pressure is taken as 1 to 1.5
kN/m2

23. Combination of Loading for Design
USBR Recommendations:
1. Normal Load Combination
2. Extreme Load Combination
3. Reservoir Empty Condition
 Normal water surface elevation, ice pressure, silt
pressure and normal uplift
 Normal water surface elevation, earthquake force, silt
pressure and normal uplift
 Maximum water surface level, silt pressure and
normal uplift
 Maximum flood water elevation, silt pressure and
extreme uplift with no drain in operation to release the
lift

24. Combination of Loading for Design
IS Recommendations: (IS: 6512-1984)
Gravity dam design shall be based on the most
adverse conditions A, B, C, D, E, F, and G
 Construction Condition (A)
 Normal Operating Condition (B)
 Flood Discharge Condition (C)
 Other Load Combinations such as D,E,F and G

25. Causes of Failure of Dam
1. Overturning
2. Sliding
3. Compression or Crushing
4. Tension

26. Overturning Failure
The overturning of the dam section takes place
when the resultant force at any section cuts the
base of the dam downstream of the toe.
Factor of Safety (F.S.) should not be less than 1.5

27. Sliding Failure
A dam will fail in sliding at its base, or at any other
level, if the horizontal forces causing sliding is more
than the resistance available to it that level
For Low Gravity Dams, Factor of Safety against Sliding (F.F.S.) should
be greater than 1
Coefficient of friction μ varies from 0.65 to 0.75

28. Sliding Failure
For Large Gravity Dams, Shear Strength of joint
should also be considered for economical design.
Shear Friction Factor,
Where,
c = Shear strength of joint varies from 1300 to 4500 kN/m2,
b = Width of the joint

29. Compression or Crushing
The maximum compressive stress occurs at
the toe and for safety, this should not be
greater than the allowable compressive stress
for the foundation material.

30. Tension Failure
If eccentricity e >b/6, then Tension will be
developed at the heel of the dam.
Since concrete can not resist Tension, No
tension is permitted at any point of the
dam under any circumstances

31. Principal Stresses
Where
Compressive Stress,
Intensity of water Pressure, p = γ h
p may change depends upon Earthquake Pressure
p = p-pe for downstream and p = p+pe for upstream
Intensity of Water Pressure
normal to the face of dam
Uplift Pressure
Principal Stress

32. Elementary Profile of Gravity Dam
1. No any other force except
forces due to water such as
weight of dam, water pressure
and uplift Pressure
2. Same shape as hydrostatic
pressure distribution diagram
3. e = b/6
If Reservoir is empty, then c= 0

33. Practical Profile of a Gravity Dam
1. Practical profile has a provision of
roadway at top, addition loads due to
roadway and free board.
2. Resultant force of the weight of dam
and water pressure falls outside the
middle third of the base of the dam
and causes tension at upstream when
the reservoir is full
3. To eliminate tension, some masonry is
to be provided to the upstream.
Free Board:
Free board is the margin provided between top of dam
and HFL in the reservoir to prevent the splashing of the
waves over the non-overflow dam.
Fee Board = 3/2 hw
Where hw is wave pressure
Modern Practice is to provide a maximum Free Board
equal to 3 to 4% of the height of dam and it should not
be less than 1m in any case
Top Width = 14% of height of water level

34. Limiting Height of Gravity Dam
If the height of dam is greater than H,
then it is known as High Gravity Dam

35. Drainage and Inspection Galleries
1. A gallery is a formed opening left in a dam
2. It runs in longitudinal direction horizontally or on a slope
Purpose:
1. To drained off the seepage water which occurs constantly
through the upstream face of the dam
2. To provide access to observe and measure the behavior of
structure
3. To provide an access needed for the operation of outlet
gates and spillway gates

36. Previous Questions
1. What is a Gravity Dam? Write down the profile of a Gravity Dam?
2. Explain the merits and demerits of Gravity Dam?
3. List out the various forces acting on a Gravity Dam?
4. Explain overturning and sliding of a Gravity Dam?
5. What is the elementary profile of a Gravity Dam and how it is deduced? What
should be the maximum depth of a elementary profile of a gravity dam, if safe
limit of stress on the Masonry should not exceed 1500 KN/m2?
6. State the general conditions of stability of gravity dams. Explain step wise
procedure of analyzing High Gravity Dams?
7. What is a Gallery in a Dam? List out the various purposes for which a gallery is
formed in the dams?

37. Reference
Chapter 8
Irrigation and Water Power Engineering
By Dr. B. C. Punmia,
Dr. Pande Brij Basi Lal,
Ashok Kr. Jain,
Arun Kr. Jain