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ZM UTP DAMS 1
HYDRAULIC STRUCTURES
DAMSby:
Dr. Zahiraniza Mustaffa
ZM UTP DAMS 2
General Content:
• Introduction
– Introduction to Dams
– Dams Classification
• Material classifications
• Concrete Gravity Dam
– Forces (Loads) on the Dam
– Load Combination
– Stability Analysis
• Ancillary Structures
– Spillways etc. (will be covered later)
ZM UTP DAMS 3
Introduction
– What is a dam?
• A dam is a barrier structure placed across a watercourse to store water.
– Why do we need dams?
• To fulfill many functions like water supply (domestic, irrigation & industrial), flood mitigation, hydropower development and irrigation.
ZM UTP DAMS 4
Dam
Energy Dissipator
Structures
Hydraulic jump
Reservoir
Q
Spillway
Typical Layout of a Dam
ZM UTP DAMS 5
Dams Classification
• Dams can be classified in many ways: • Size:
Dams vary in size from a few meters in height to massive structures of over 100 m in height.
– Large Dam (H >15 m or Reservoir Volume > 3 x 106 m3)
– Small Dam
• Purpose:
- Water Supply (domestic, irrigation & industrial), Flood Mitigation, Hydropower and Irrigation Dams.
• Material:
- Earthfill, Rockfill, Gravity (Concrete), Arch, Buttress etc
ZM UTP DAMS 6
ZM UTP DAMS 7
ZM UTP DAMS 8
Kenyir Dam, Terengganu
(10-11 April, 2004)
ZM UTP DAMS 9
Kenyir Dam, Terengganu
(10-11 April, 2004)
ZM UTP DAMS 10
ZM UTP DAMS 11
Dams Classification – Material
• Earthfill (Embankment) Dam
• Rockfill Dam
• Concrete Gravity Dam
• Buttress Dam
• Arch Dam
• Roller Compacted Concrete (RCC) Dam
ZM UTP DAMS 12
Fine material
Coarse material
Filter material
EARTHFILL DAM
• An embankment that uses earth soil (natural materials excavated nearby the area) to provide stability.
• The materials are compacted.
• Impermeable materials at the centre – to prevent seepage
ZM UTP DAMS 13
ROCKFILL DAM
Impervious face
Rock
• An embankment that uses variable sizes of rocks to provide stability.
• A thin membrane (impervious) on its upstream face for water tightness.
• More stable than an earthfill dam. Cheaper than concrete dams.
ZM UTP DAMS 14
CONCRETE GRAVITY DAM
Concrete
• A dam that applies its weight (gravitational forces) for stability.
• Normally in triangular shape (side view).
ZM UTP DAMS 15
ARCH DAM
Concrete
• Narrow in size, in which the abutments are of massive rock of the canyon.
• Is designed to transfer the imposed loads to the adjacent rock walls on either side of the canyon.
• Hard to construct. Cheaper than concrete gravity dams.
ZM UTP DAMS 16
BUTTRESS DAM
Concrete
Buttress
• A hollow gravity dam.
• Buttresses of reinforced concrete rest on the
rock foundation and support a watertight
sloping face of the dam.
• Cheaper than concrete gravity dams.
ZM UTP DAMS 17
Concrete Gravity Dam
ZM UTP DAMS 18
• Concrete gravity dams are designed so that the weight of the dam itself (gravity force) is sufficient to resist overturning by the applied forces.
• The forces that must be considered in the design of a dam are:
1. Weight of the dam
2. Hydrostatic forces (u/s and d/s of the dam)
3. Hydrostatic uplift force
4. Earthquake force
5. Silt force
6. Ancillary forces (roadway etc)
7. Others (ice, waves, wind forces etc)
ZM UTP DAMS 19
ICE JAMS ALONG A RIVER
ZM UTP DAMS 20
ICE JAMS NEAR A BRIDGE
ZM UTP DAMS 21
ICE JAMS
ZM UTP DAMS 22FU
WFp1
Fp2
Ww
1
2
Forces Acting on a Dam
HW
TW
HW = headwater
TW = tailwater
ZM UTP DAMS 23
RFy
Fx
ZM UTP DAMS 24
1. Weight of Dam (W)
• Necessary to include:
– Weight of the dam, W• The weight of dam per unit (1 m) length,
– Weight of other ancillary structures like gates, bridges, roadways etc.
• The resultant weight acts at the centroid of the dam
i.e. at 1/3 of the dam width, b (from the heel).
Forces on Dam
where, Ac is the area of the dam (side view) and, c is the
specific weight of concrete (24 kN/m3 or 2400 kg/ m3).
(kN/m) cc AW
ZM UTP DAMS 25
b/3
b
W
Heel
ZM UTP DAMS 26
2. Hydrostatic Forces (Fp)
• Sometimes referred to as external hydrostatic
pressure.
• Hydrostatic forces are forces acting at the
upstream and downstream faces of the dam.
• The hydrostatic force, Fp per unit (1 m) length is
given by:
2
2hF w
p
where, w is the specific weight of
water (9.81 kN/m3) and h
is the vertical depth of
water.
(kN/m)
ZM UTP DAMS 27
b’/3
Fp1
Fp2
Ww
1
2
h1 /3
h2 /3
b’
h2
h1
Toe
ZM UTP DAMS 28
• For a vertical surface, Fp is acting
horizontally at 1/3 of the water depth,
measured from the base of the dam.
• For an inclined surface, there are 2 forces
acting on the surface, namely Fp (acts
horizontally) and weight of water,Ww (acts
vertically).
ZM UTP DAMS 29
• Ww is described as follows:
• Its magnitude is equal to the weight of
volume of water per unit (1 m) length
directly above the inclined face of the
dam.
• It is acting through the centroid of the
volume of water, i.e. at 1/3 of b’,
measured from the toe.
www AW
where, Aw is the area of the
water (side view)(kN/m)
ZM UTP DAMS 30
3. Hydrostatic Uplift Force (FU)
• Sometimes is referred to as internal
hydrostatic pressure.
• Hydrostatic uplift force is a force produced by
water (under pressure) in the pores of the
concrete dam and foundation.
ZM UTP DAMS 31
After the reservoir is filled, water will tend to
move/seep from u/s to d/s/.
It will seep into the pores of the concrete
(despite the low permeability of the concrete) and
its foundation.
When the seepage water is stable (resulting
in a saturated condition), a pressure head
gradient will develop along the base of the
dam.
This will give extra pressure force to the
dam!
ZM UTP DAMS 32
For a dam without tailwater (TW) effect:
• FU drops linearly from u/s to d/s; resulting
in a triangular pressure distribution
diagram, decreasing from wh1 to 0.
For a dam with tailwater (TW) effect:
• FU drops linearly from u/s to d/s; resulting
in a trapezoidal pressure distribution
diagram, decreasing from wh1 to wh2 .
How does a pressure head gradient look like?
ZM UTP DAMS 33
FU
b/3
b
h1
w h1
A dam without tailwater (TW)
at downstream section
ZM UTP DAMS 34
FU
b
h1
h2
w h1
w h2
A dam with tailwater (TW)
at downstream section
TW
x
ZM UTP DAMS 35
• The uplift force, FU per unit (1 m) length is
determined by:
• FU is measured at the centroid of the uplift
pressure distribution diagram, measured from
the toe of the dam.
uwu AF
where, w is the specific weight of water (9.81
kN/m3), Au is the area of uplift pressure
distribution diagram.
(kN/m)
ZM UTP DAMS 36
• Is FU good for the stability of the dam?
Why?
• How can we control FU ?
– Constructing cut-offs:
• Grout curtain
• Drainage curtain
– Creating a more impervious zone at the
foundation
ZM UTP DAMS 37
• Grout Curtain
– A line constructed at
the foundation to
block water
seepage from u/s to
d/s of the dam.
– A hole of 4-6cm are
drilled at the heel.
Cement grout is
pumped into the
holes (to seal the
cracks in the rocks).
• Drainage Curtain
– A row of holes
drilled just d/s from
the grout curtain.
– To intercept any
seepage which may
escape past the
grout curtain. The
seepage is collected
in the drain and
flows away by
gravity or pump.
ZM UTP DAMS 38
Grout curtain
Holes
Grout Curtain
ZM UTP DAMS 39
Holes
Drain curtain
Drain Curtain
ZM UTP DAMS 40
Impervious Zone
Impervious
zone
ZM UTP DAMS 41
4. Earthquake Force (Fe)
• When an earthquake occurs, the earth
shakes (vibrates) at an acceleration, a.
• The dam will be accelerated due to the
earthquake with an initial force, Fe but at
opposite direction to a.
• Fe is acting at the centroid of the dam.
ZM UTP DAMS 42
• Fe is given by,
Fe = Ma
• a can be in the range of 0.05g to 0.5g, with
g stands for acceleration due to gravity.
where, M is the mass of the dam and a is the
earthquake acceleration.
ZM UTP DAMS 43
Load Combination
• Not all loads mentioned earlier are considered when designing a dam. Why?
• The load selections are based on below conditions:
– Normal Load Combination (NLC)
– Unusual Load Combination (ULC)
– Extreme Load Combination (ELC)
ZM UTP DAMS 44
Load Combinations
Load Source Qualifications NLC ULC ELC
Primary
Secondary (if applicable)
Headwater
Tailwater
Self-weight
Uplift
Silt
Ice
Exceptional
Earthquake
At DFLAt NFL
ZM UTP DAMS 45
Stability Analysis
• The stability of a dam can be checked by
using the Simple Gravity Method.
• The stability analysis checks:
1. Safety against stresses
2. Safety against sliding
3. Safety against overturning
ZM UTP DAMS 46
Safety Against Stresses
ZM UTP DAMS 47
Let’s talk about stress…
• Stress, .
• Unit of stress = N/mm2
• Two common stresses:
– Tensile stress leads to tension
– Compressive stress leads to compression
Stress =
Pressure?
compression
tension
ZM UTP DAMS 48
Toe
Heel
Tensile stress Compressive stress
ZM UTP DAMS 49
CrushingCracking
Heel Toe
Why are stresses not desired in a dam?
ZM UTP DAMS 50
• There are many stresses acting on a
dam but the focus will be given on
vertical normal stresses, acting on a
horizontal plane.
• Uplift load, Fu is excluded in the stress
determination.
ZM UTP DAMS 51
d/su/s
Stress Diagram at
Dam Foundation
ZM UTP DAMS 52
• At the base of a dam, the normal stresses can
be either tensile or compressive.
• BUT, it is not desired to have any tensile stress
at the heel, so only the compressive stresses
are allowed at BOTH heel and toe, given by:
b
e
b
Fy
heel
61
'
b
e
b
Fy
toe
61
'
concrete
foundation
ZM UTP DAMS 53
where,
Fy’ is the resultant vertical forces above
the plane considered (exclusive uplift),
b is the base width of the dam and e
is eccentricity of the resultant load R (the
horizontal distance from the centre of
the base to the point where R acts) .
ZM UTP DAMS 54
• e is obtained from the equation,
• e MUST be,
if not, u/s will be negative, i.e tensile stress, which
leads to tension at the heel. This will cause
cracking. Not good!
• A good dam design is when the dam is free from
tensile stress at the heel. How to strengthen the
heel from developing tensile stresses?
'yF
Me
6
be
where, is the summation of
moments at toe and is the
summation of all vertical forces
(exclusive uplift).
xM'yF
ZM UTP DAMS 55
b/2b
Lxe
+M
Fx
Fy
R
Fx
Fy
ZM UTP DAMS 56
• Allowable concrete stress, con(allw) :
2000 kPa < con(allw) < 4000 kPa
• Allowable foundation stress, found(allw) :
Foundation Materials Allowable stress, found(all)
(kPa)
Granite
Limestone
Sandstone
Gravel
Sand
Stiff Clay
Soft Clay
4000 – 6000
3000 – 4000
2500 – 3500
300 – 600
200 – 400
200 – 400
50 – 100
Note: Pa = N/m2
ZM UTP DAMS 57
Safety Against Sliding
ZM UTP DAMS 58
• Sliding?
• How would you hold yourself from
sliding if somebody pushed you?
• A dam can resist sliding if the ratio of the
horizontal force, Fx to the vertical force, Fy is
smaller than a safety factor, f . Or,
fF
F
y
x
ZM UTP DAMS 59
Sliding
Worst scenarios that could
happen to a dam!
ZM UTP DAMS 60
• f can be obtained from laboratory analyses
as summarized below:
Materials f
Sound rock, clean and irregular surface
Rock, some jointing and laminations
Gravel and coarse sand
Sand
Shale
0.8
0.7
0.4
0.3
0.3
ZM UTP DAMS 61
Safety Against Overturning
ZM UTP DAMS 62
• Overturning?
• Overturning would occur if the resultant
force, R fell outside the toe.
• But sometimes as R is moving closer to the
toe, the dam already experiences many
failures like crushing, cracking and sliding.
This is explained in the next slide:
ZM UTP DAMS 63
Overturning
Worst scenarios that could
happen to a dam!
ZM UTP DAMS 64
Will cause
overturning
Safe from
overturning
RR
ZM UTP DAMS 65
As R moves closer to the toe (e is closer to
toe), pressure at heel decreases and
pressure at toe increases.
Tension occurs at heel, resulting in a further increase in
uplift pressure, and excessive compressive stresses at
toe result in crushing.
Eventually, before a dam overturns, it experience crushing
(toe), cracking (heel) and increasing in uplift and sliding.
Therefore, a dam is safe from overturning if the criteria
of no tension on the upstream face, the resistance
against sliding, and the quantity of concrete/foundation
is good.
ZM UTP DAMS 66
• A dam can resist overturning if the ratio of the summation of all restoring (+ve) moments to the summation of all overturning (-ve) moments is within the allowable safety factor, fo. Or,
with,
fo 1.5 is desirable, and
fo 1.25 is generally regarded as acceptable.
o
ve
ve fM
M
+ve
M