2. Introduction
DEPARTMENT OF CIVIL ENGINEERING, MSIT 2
β’ Elementary Profile of a Gravity Dam consists of the
basic triangular dam section without any top width
and no free board
β’ Three forces weight of the dam, water pressure of
reservoir water and uplift are the only forces present
β’ This hypothetical profile provides the maximum
stability of the dam β without any tension during
reservoir empty condition
β’ Base width for elementary profile is found from no
tension and no sliding criteria and the higher of the
two is adopted.
6. Stresses at Reservoir Full condition for Elementary Profile
β’ The vertical stress distribution at the upstream and downstream edge of the base of the dam is given by
ππ =
Ο π
π΅
(1 Β±
6π
π΅
)
β’ For reservoir full condition, maximum stress occurs at toe and minimum stress at heel. For reservoir
empty condition situation is reverse
β’ In elementary profile resultant passes through (B/3) from toe . So e=B/6
β’ Minimum stress at heel =0, Maximum stress at toe =
2 Ο π
π΅
Ο π = π β π =
1
2
Γ π΅ Γ π» Γ π Γ πΎπ€ β
1
2
Γ π Γ πΎπ€ Γ π» π π΅ =
1
2
Γ π΅ Γ π» Γ πΎπ€ Γ (π β c)
At toe, πππ =
Ο π
π΅
(1 +
6π
π΅
)= πΎπ€ Γ π» Γ (π β c)
At heel, ππ¦π’=0
DEPARTMENT OF CIVIL ENGINEERING, MSIT 6
πππ= 0
πππ = πΈπ π―(πΊ β π)
7. Principal and Shear Stresses
At toe Principal stress, ππ = πππ ππππ
ππ = πΎπ€ Γ π» Γ (π β c) ππππ
ππ
Again ππππ
ππ = 1 + (
π΅
π»
)2
and π΅ =
π»
π βπ
So, ππ = πΈπ π―(πΊ β π + π)
At toe Shear stress, ππ = πππ πππππ
Putting the value of πππ and πππππ
ππ = πΎπ€ π» π β π
At heel , ππ¦π’=0
So Principal and Shear Stresses are also zero
DEPARTMENT OF CIVIL ENGINEERING, MSIT 7
ππ = πΈπ π― πΊ β π + π
ππ = πΈπ π― π β π
ππ= π ππ=0
8. Principal and Shear Stresses at Reservoir Empty condition
for Elementary Profile
For reservoir empty condition only force acting is weight at a distance of (B/3) from heel. (e=b/6)
ΰ· π = π =
1
2
Γ π΅ Γ π» Γ π Γ πΎπ€
At toe, πππ =
Ο π
π΅
(1 +
6π
π΅
)=
1
2
Γπ΅Γπ»ΓπΓπΎπ€
π΅
Γ (1+1)=π Γ πΎπ€ Γ π»
At heel Principal stress, ππ = πππ ππππ
ππ = πππ
So, ππ = π πΈπ π―
There is no horizontal force so, Shear stress, ππ = π
At toe , ππ¦π=0
So Principal and Shear Stresses are also zero
DEPARTMENT OF CIVIL ENGINEERING, MSIT 8
ππ = ππΈππ― ππ = π
ππ = π ππ =0
9. Limiting Height of Gravity Dam
β’ The maximum value of principal stress should not exceed
the allowable stress for the material
β’ In the limiting case ππ = πΈπ π―(πΊ β π + π)
β’ For finding the limiting height, excluding uplift
π―πππ =
πππππππππππ
π β π
β’ For a concrete dam, s=2.4, πππππππππππ= 3π/ππ2
, the
limiting height is about 88 m.
β’ If the height of the dam to be constructed is more than that
π―πππ , the dam is known as high gravity dam. Extra slopes
are given to the u/s and d/s sides, below the limiting height,
to bring compressive stress within permissible limit.
DEPARTMENT OF CIVIL ENGINEERING, MSIT 9
10. Modifications of elementary profile
DEPARTMENT OF CIVIL ENGINEERING, MSIT 10
Elementary profile of a gravity dam is
not practical or the most economical
section. It is only a theoretical profile.
Following modifications are required in
the form of provision of
(i) top width
(ii) freeboard.
Top width must be provided to resist
forces due to accidental loading and
impact of floating debris. Also a
roadway is usually provided for which a
minimum width of 6 to 7m is
recommended.
11. Free Board
β’ Freeboard is the margin provided between the top of dam and H.F.L. in the reservoir to prevent the
splashing of the waves over the non- overflow section.
β’ IS:6512-1984 recommends that, free board shall be wind set-up plus 4/3 times wave height above
normal pool elevation or above maximum reservoir level corresponding to design flood, whichever
gives higher crest elevation.
β’ Wind set-up(S) is the shear displacement of water towards one end of a reservoir by wind and is
determined by Zuider Zee formula as recommended by IS: 6512-1984
πΊ =
π½π
πππππ·
ππππππ«
where S = Wind set-up, in m, V = Velocity of wind over water in m/s F = Fetch, in km D = Average depth of
reservoir, in m, along maximum fetch π· = Angle of wind to fetch, may be taken as zero degrees for
maximum set-up
Free-board shall not be less than 1.0m above Maximum Water Level (MWL) corresponding to the design
flood. If design flood is not same as Probable Maximum Flood (PMF), then the top of the dam shall not be
lower than MWL corresponding to PMF.
DEPARTMENT OF CIVIL ENGINEERING, MSIT 11
12. Practical Profile of a gravity Dam
DEPARTMENT OF CIVIL ENGINEERING, MSIT 12
Due to modifications in elementary
profile, resultant force of the weight
of the dam and water pressure falls
outside the middle third of the base
of the dam when the reservoir is full.
To eliminate tension some concrete
is added to upstream side of the dam
13. Permissible stresses in concrete (IS: 6512-1984)
β’ Compressive strength of concrete is determined by testing 150mm cubes.
β’ Strength of concrete should satisfy early load and construction
requirements and at the age of one year, it should be four times the
maximum computed stress in the dam or 14N/mm2, whichever is more.
β’ Allowable working stress in any part of the structure shall also not
exceed 7N/mm2.
β’ No tensile stress is permitted on u/s face of dam for load combination B.
β’ Nominal tensile stresses are permitted for other load combinations and
their permissible values should not exceed the values given in table(ππ is
the cube compressive strength of concrete)
β’ Small values of tension on d/s face is permitted since it is improbable
that a fully constructed dam is kept empty and downstream cracks which
are not extensive and for limited depths from the surface may not be
detrimental to the safety of the structure.
DEPARTMENT OF CIVIL ENGINEERING, MSIT 13
ππ₯. ππ¨.
ππ¨ππ
ππ¨π¦ππ’π§πππ’π¨π§
πππ«π¦π’π¬π¬π’ππ₯π
πππ§π¬π’π₯π π¬ππ«ππ¬π¬
1 C 0.01ππ
2 E 0.02ππ
3 F 0.02ππ
4 G 0.04ππ