Compaction sivakugan (Complete Soil Mech. Undestanding Pakage: ABHAY)
Lateral stability (Complete Soil Mech. Undestanding Pakage: ABHAY)
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Transcript of Lateral stability (Complete Soil Mech. Undestanding Pakage: ABHAY)
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Lateral Earth Pressures
N. SivakuganDuration: 18 min
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Contents
• Geotechnical applications
• K0, active & passive states
• Rankine’s earth pressure theory
• Design of retaining walls
• A Mini Quiz
A 2-minute break
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Lateral Support
In geotechnical engineering, it is often necessary to
prevent lateral soil movements.
Cantilever
retaining wallBraced excavation Anchored sheet pile
Tie rod
Sheet pile
Anchor
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Lateral Support
We have to estimate the lateral soil pressures acting on
these structures, to be able to design them.
Gravity Retaining
wall
Soil nailingReinforced earth wall
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Soil Nailing
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Sheet Pile
Sheet piles marked for driving
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Sheet Pile
Sheet pile wall
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Sheet Pile
During installation Sheet pile wall
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Lateral Support
Reinforced earth walls are increasingly becoming popular.
geosynthetics
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Lateral Support
Crib walls have been used in Queensland.
Interlocking
stretchers
and headers
filled with
soil
Good drainage & allow plant growth.
Looks good.
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Earth Pressure at Rest
GL
In a homogeneous natural soil deposit,
Xh’
v’
the ratio h’/v’ is a constant known as coefficient
of earth pressure at rest (K0).
Importantly, at K0 state, there are no lateral strains.
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Estimating K0
For normally consolidated clays and granular soils,
K0 = 1 – sin ’
For overconsolidated clays,
K0,overconsolidated = K0,normally consolidated OCR0.5
From elastic analysis,
10K Poisson’s
ratio
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Active/Passive Earth Pressures- in granular soils
smooth wall
Wall moves
away from soil
Wall moves
towards soil
A
B
Let’s look at the soil elements A and B during the
wall movement.
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Active Earth Pressure- in granular soils
A
v’
h’
z
As the wall moves away from the soil,
Initially, there is no lateral movement.
v’ = z
h’ = K0 v’ = K0 z
v’ remains the same; and
h’ decreases till failure occurs.
Active state
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Active Earth Pressure- in granular soils
v’
decreasing h’
Initially (K0 state)
Failure (Active state)
As the wall moves away from the soil,
active earth
pressure
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Active Earth Pressure- in granular soils
v’[h’]active
']'[ vAactiveh K
)2/45(tansin1
sin1 2
AK
Rankine’s coefficient of
active earth pressure
WJM Rankine
(1820-1872)
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Active Earth Pressure- in granular soils
v’[h’]active
A
v’
h’45 + /2
90+
Failure plane is at
45 + /2 to horizontal
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Active Earth Pressure- in granular soils
A
v’
h’
z
As the wall moves away from the soil,
h’ decreases till failure occurs.
wall movement
h’
Active
state
K0 state
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Active Earth Pressure- in cohesive soils
Follow the same steps as
for granular soils. Only
difference is that c 0.
AvAactiveh KcK 2']'[
Everything else the same
as for granular soils.
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Passive Earth Pressure- in granular soils
B
v’
h’
Initially, soil is in K0 state.
As the wall moves towards the soil,
v’ remains the same, and
h’ increases till failure occurs.
Passive state
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Passive Earth Pressure- in granular soils
v’
Initially (K0 state)
Failure (Passive state)
As the wall moves towards the soil,
increasing h’
passive earth
pressure
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Passive Earth Pressure- in granular soils
v’ [h’]passive
']'[ vPpassiveh K
)2/45(tansin1
sin1 2
PK
Rankine’s coefficient of
passive earth pressure
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Passive Earth Pressure- in granular soils
v’[h’]passive
A
v’
h’
90+
Failure plane is at
45 - /2 to horizontal
45 - /2
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Passive Earth Pressure- in granular soils
B
v’
h’
As the wall moves towards the soil,
h’ increases till failure occurs.
wall movement
h’
K0 state
Passive state
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Passive Earth Pressure- in cohesive soils
Follow the same steps as
for granular soils. Only
difference is that c 0.
PvPpassiveh KcK 2']'[
Everything else the same
as for granular soils.
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Earth Pressure Distribution- in granular soils
[h’]passive
[h’]active
H
h
KAHKPh
PA=0.5 KAH2
PP=0.5 KPh2
PA and PP are the
resultant active and
passive thrusts on
the wall
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Wall movement
(not to scale)
h’
Passive state
Active state
K0 state
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Rankine’s Earth Pressure Theory
Assumes smooth wall
Applicable only on vertical walls
PvPpassiveh KcK 2']'[
AvAactiveh KcK 2']'[
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Retaining Walls - Applications
Road
Train
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Retaining Walls - Applications
highway
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Retaining Walls - Applications
basement wall
High-rise building
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Gravity Retaining Walls
cobbles
cement mortarplain concrete or
stone masonry
They rely on their self weight to
support the backfill
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Cantilever Retaining Walls
They act like vertical cantilever,
fixed to the ground
Reinforced;
smaller section
than gravity
walls
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Design of Retaining Wall
1
1
2 2
3 3
toe
toe
Wi = weight of block i
xi = horizontal distance of centroid of block i from toe
Block no.
- in granular soils
Analyse the stability of this rigid body with
vertical walls (Rankine theory valid)
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1
1
2 2
3 3
PA
PA
PP
PPS
Stoe
toeR
Ryy
Safety against sliding along the base
tan }.{
A
iP
slidingP
WPF
H
h
soil-concrete friction
angle 0.5 – 0.7
to be greater
than 1.5
PP= 0.5 KPh2 PA= 0.5 KAH
2
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1
1
2 2
3 3
PA
PA
PP
PPS
Stoe
toeR
Ryy
Safety against overturning about toe
H/3
}{3/
A
iiP
goverturninP
xWhPF
H
h
to be greater
than 2.0
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Points to Ponder
How does the key help in improving the stability
against sliding?
Shouldn’t we design retaining walls to resist at-rest
(than active) earth pressures since the thrust on the
wall is greater in K0 state (K0 > KA)?