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Geotechnical Earthquake
Engineeringby
Dr. Deepankar ChoudhuryHumbo ldt Fel low, JSPS Fel low, BOYSCAST Fel lowProfessor
Department of Civil Engineering
IIT Bombay, Powai, Mumbai 400 076, India.Email: [email protected]
URL: http://www.civil.iitb.ac.in/~dc/
Lecture35
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IIT Bombay, DC 2
Module
9
Seismic Analysis andDesign of Various
Geotechnical Structures
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IIT Bombay, DC 3
Seismic Design of
Retaining Wall
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Earth Pressures on Retaining Walls
D. Choudhury, IIT Bombay, India 4
Earth pressures-
at rest earth pressure
active earth pressure
passive earth pressure
Earth pressure conditions
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Failure of Retaining Walls
D. Choudhury, IIT Bombay, India 5
Failure of gravity retaining wall
(Source:http://www.geofffox.com) (Source: http://www.parmeleegeology.com/)
Retaining walls may fail during an earthquake, if they are not
designed to resist additionaldestabilizing earthquake forces.
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Seismic Analysis and Design of Retaining Walls
Seismicanalysis/design of retaining walls mainly consists of
Determining magnitude of additional destabilizing forces that act
during an earthquake
Determining seismic active and passiveearth pressures due to all
destabilizing forces (static + seismic)
Design section based on above parameters using
1. Force based approach
2. Displacement based approach for performance based
design
D. Choudhury, IIT Bombay, India 6
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Pseudo-static Method
7
Theoretical background of seismic coefficient lies in the
application ofDAlembertsprinciple of mechanics.
Example of elementary seismicslope stability analysis
(Towahata, 2008)
DAlemberts principle ofmechanics
Towhata, I., (2008), Geotechnical Earthquake Engineering, Springer,
Tokyo, Japan.
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Conventional Seismic Design of Retaining Walls
Pseudo-Static Approach Proposed by Mononobe-Okabe (1929)
Questions: Value of khand kvto be used for design?Soil amplification?
Variation of seismic acceleration with depth and time?
Effect of dynamic soil properties? etc.
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Available Literature
Mononobe-Okabe (1926, 1929)
Madhav and Kameswara Rao (1969)Richards and Elms (1979)
Saran and Prakash (1979)
Prakash (1981)
Nadim and Whitman (1983)
Steedman and Zeng (1990)Ebeling and Morrison (1992)
Das (1993)
Kramer (1996)
Kumar (2002)
Choudhury and Subba Rao (2005)Choudhury and Nimbalkar (2006)
And many others..
D. Choudhury, IIT Bombay, India
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Pseudo-static Method
Richards and Elms (1979) proposed a method for seismic design of
gravity retaining walls which is based on permanent
wall
displacements. (Displacement based approach)
10
2 3
max max
40.087pem
y
v ad
a
Displacement should be calculated by
following formula, and should be checked
against allowable displacement.
where, vmax is the peak ground velocity, amax
is the peak ground acceleration, ay is the
yield acceleration for the wall-backfill system.
Seismic forces on gravity
retaining wall
Richards and Elms (1979)
Richards, R. Jr., and Elms, D. G. (1979). Seismic behavior of gravity retaining walls. Journal of
Geotechnical Engineering, ASCE, 105: 4, 449-469.
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Pseudo-static Method
Choudhury and Subba Rao (2002) gave design charts for the
estimation of seismic passive earth pressure coefficient for negative
wall friction case. (Canadian Geotech. Journal , 2002)
11
The application of this case is for anchor uplift
capacity.
Design charts are given for calculation of various
parameters like kpd, which can be used to
compute seismic passive resistance, which is
given by,2
pd pcd pqd pd
1 1P = 2cHK +qHK H K
2 cos
where Ppd is seismic passive resistance,Kpd, Kpqd, and Kpcd are the seismic
passive earth pressure coefficients.
Choudhury, D. and Subba Rao, K. S. (2002). Seismic passive earth
resistance for negative wall friction, Canadian Geotechnical Journal, 39:5,
971981.
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Pseudo-static Method
Choudhury et al. (2004) presented a comprehensive review for
different methods to calculate seismic earth pressures and their
point of applications. (Current Scienc e, 2004)
12
2 2 22 cos 2 sin (cos cos )
2 cos (sin sin )d
H H th H
H t
22and
ps VV
excitation frequency, Vs and Vp are
shear and primary wave velocities
respectively, H is height of retaining wall.
Expression for the point of application of
seismic passive resistance by,
Choudhury, D., Sitharam, T. G. and Subba Rao, K. S.
(2004). Seismic design of earth retaining structures and
foundations. Current Science, India, 87:10, 1417-1425.
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Seismic Passive Resistance by Pseudo-static Method
D. Choudhury, IIT Bombay, India 13
Subba Rao, K. S., and Choudhury, D. (2005). Seismic passive earth pressures in soils.
Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 131:1, 131- 135.
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Pseudo-static Method
Subba Rao and Choudhury (2005) gave design charts for
seismic passive earth resistance coefficients by using a
composite failure surface for positive wall friction angle. (Jl . of
Geotechnical and Geoenviro nm ental Engg ., ASCE, 2005)
D. Choudhury, IIT Bombay, India 14
Design charts were proposed for the
direct computation of seismic passiveearth resistance coefficients for various
input parameters.
The application of this case is for bearing
capacity of foundations.
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Pseudo-static Method
Shukla et al. (2009) have described the derivation of an analyticalexpression for the total active force on the retaining wall for c- soil
backfill considering boththe horizontal and vertical seismic coefficients.
The seismic active earth pressure is given by,
8
21
(1 )2ae v ae aecP H k K cHK
where,sin( )
cos( )tan
cos (cos tan sin )
cae
c
K
2cos (1 tan )
tan (cos tan sin )
caec
c c
K
and
tan1
h
v
k
k
and cis critical failure plane angle, shearing
resistance of soilShukla, S. K., Gupta, S. K. and Sivakugan, N. (2009). Active earth pressure on retaining wall
for c-soil backfill under seismic loading condition.Journal of Geotechnical and
Geoenvironmental Engineering, ASCE, 135:5, 690696.
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Pseudo-static Method
Major limitations
Representation of the complex, transient, dynamic effectsof earthquake shaking by single constant unidirectional
pseudo-static acceleration is very crude.
Relation between K and the maximum ground acceleration is
not clear i.e. 1.9 g acceleration does not mean K = 1.9
Advantages
Simpleandstraight-forward
Noadvanced or complicated analysis is necessary. It uses limit state equilibrium analysis which is routinely
conducted by Geotechnical Engineers.
D. Choudhury, IIT Bombay, India 9
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Development of Modern Pseudo-Dynamic Approach
Soil amplification is considered.
Frequency of earthquake excitation is considered.
Time duration of earthquake is considered.Phase differences between different waves can be considered.
Amplitude of equivalent PGA can be considered.
Considers seismic body wave velocities traveling during earthquake.
Advantages
Pseudo-Dynamic Approach by
Steedman and Zeng (1991),Choudhury and Nimbalkar (2005)
Choudhury and Nimbalkar, (2005), in Geotechn ique, ICE Vol. 55(10), pp. 949-953.
ah(z, t) = {1 + (Hz).(fa1)/H}ahsin [{t(Hz)/Vs}]
av(z, t) = {1 + (Hz).(fa1)/H}avsin [{t(Hz)/Vp}]
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H
h0
( ) m(z)a (z, t)dzh
Q t 2 2 Hcosw (sin sin )4 tanha w wt
g
=
where, = TVs is the wavelength of the vertically propagating
shear wave and = t-H/Vs.
H
v
0
( ) m(z)a (z, t)dzvQ t 2 2 Hcos (sin sin )4 tan
va tg
The total (static plus dynamic) passive resistance is given by,
where, = TVp, is the wavelength of the vertically propagating primary
wave and = t H/Vp.
ah(z, t) = ahsin [{t (H z)/Vs}]
where = angular frequency; t = time elapsed; Vs= shear wave velocity;
Vp= primary wave velocity
sin( ) cos( ) sin( )
cos( )
h v
pe
W Q QP
av(z, t) = avsin [{t (H z)/Vp}]and
Choudhury, D. and Nimbalkar, S. (2005), in Geotechnique, I CE London, U.K., Vol. 55, No. 10, 949-953. 8
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( ) sin( )( )
tan cos( )
cos( ) sintan cos( )
sin( ) sin
tan cos( )
pe
pe
h
s
v
p
dP t zp t
dz
k z ztV
k z zt
V
The coefficient of seismic passive resistance (Kpe) is given by,
The seismic passive earth pressure distribution is given by,
where and
Choudhury, D. and Nimbalkar, S. (2005), in Geotechnique, London, U.K ., Vol. 55, No. 10, 949-953.
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Typical non-linear variation of seismic passive earth pressure
Choudhury and Nimbalkar (2005)
1.0
0.8
0.6
0.4
0.2
0.0
0 1 2 3 4 5 6
kv= 0.5k
h, = 30
0, = , H/= 0.3, H/= 0.16
z/H
ppe
/H
kh=0.0
kh=0.1
kh=0.2
kh=0.3
Choudhury, D. and Nimbalkar, S. (2005), in Geotechnique, London, U.K ., Vol. 55, No. 10, 949-953.
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0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
2
3
4
5
6
kh= 0.2, k
v= 0.0, = 30
0, = 16
0
fa=1.0f
a=1.2
fa=1.4
fa=1.8
fa=2.0
Kpe
H/TVs
Effect of amplification factor on seismic passive earth pressureah(z, t) = {1 + (H z).(fa1)/H}ahsin [{t (H z)/Vs}]
Nimbalkar and Choudhury (2008)
Nimbalkar, S. and Choudhury, D. (2008), in Jour nal of Earthquake and Tsunami , Singapore, Vol. 2(1), 33-52.
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D. Choudhury, IIT Bombay, India
1.0
0.8
0.6
0.4
0.2
0.0
0 1 2 3 4 5
H/= 0.3, H/= 0.16
kh= 0.2, k
v= 0.5k
h, = 30
0,= /2
ppe
/H
z/H
Mononobe-Okabe method
Present study
Comparison of proposed pseudo-dynamic method
with existing pseudo-static method Passive case
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D. Choudhury, IIT Bombay, India
Comparison of proposed pseudo-dynamic method
with existing pseudo-static methods Passive case
0.0 0.1 0.2 0.30
1
2
3
4
5
6
7
8
Mononobe-Okabe method
Choudhury (2004)
Present study
Kpe
kh
= 350, = /2, k
v= 0.5k
v, H/= 0.3, H/= 0.16 Choudhury and
Nimbalkar
(2005) inGeotechnique
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Choudhury and Nimbalkar (2006)
Seismic Active Earth Pressure by Pseudo-Dynamic Approach
Choudhury, D. and Nimbalkar, S. (2006), Pseudo-dynamic approach of seismic active earth pressure behind retaining
wall, Geotechnical and Geological Engineering, Springer, The Netherlands, Vol 24, No.5, pp.1103-1113.
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D. Choudhury, IIT Bombay, India
H
h0
( ) m(z)a (z, t)dzh
Q t 2 2 Hcosw (sin sin )4 tanha w wt
g
=
where, = TVs is the wavelength of the vertically propagating
shear wave and = t-H/Vs.
H
v
0
( ) m(z)a (z, t)dzvQ t 2 2 Hcos (sin sin )4 tanva t
g
The total (static plus dynamic) active thrust is given by,
where, = TVp, is the wavelength of the vertically propagating primary
wave and = t H/Vp.
sin( ) ( )cos( ) ( )sin( )( )
cos( )
h v
ae
W Q t Q t P t
ah(z, t) = ahsin [{t (H z)/Vs}]
where = angular frequency; t = time elapsed; Vs= shear wave velocity;
Vp= primary wave velocity.
av(z, t) = avsin [{t (H z)/Vp}]and
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D. Choudhury, IITB Choudhury and Nimbalkar (2006)
1 22 2
1
2
1 sin cos sin
tan cos 2 tan cos 2 tan cos
where,
m 2 cos 2 sin 2 sin 2
m
ph S v
ae
S
s s
TVk TV k m m
H H
TVt H t H t
T TV H T TV T
K
2 cos 2 sin 2 sin 2
p
p p
TVt H t H t
T TV H T TV T
( ) z sin( )( )
tan cos( )
cos( ) sintan cos( )
sin( ) sin
tan cos( )
aeae
h
s
v
p
P tp t
z
k z zw tV
k z zw t
V
The seismic active earth pressure distribution is given by,
The seismic active earth pressure coefficient, Kaeis defined as
T i l li i ti f
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Typical non-linear variation of
seismic active earth pressure
1.0
0.8
0.6
0.4
0.2
0.0
0.0 0.1 0.2 0.3 0.4 0.5 0.6
kv=0.5k
h, =30
0, ,H/=0.3, H/=0.16
z/H
pae/H
kh=0.0
kh=0.1
kh=0.2
kh=0.3
Choudhury and Nimbalkar (2006), in
Geotechnical and Geological Engineeri ng,
24(5), 1103-1113.
0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0
0.2
0.4
0.6
0.8
1.0
kh= 0.2, k
v= 0.0, = 33
0, = 16
0
fa
=1.0
fa=1.2
fa=1.4
fa=1.8
fa=2.0K
ae
H/TVs
ah(z, t) = {1 + (Hz).(fa1)/H}ahsin [{t(Hz)/Vs}]
Effect of soil amplification on
seismic active earth pressure
Nimbalkar and Choudhury (2008),
in Jour nal of Ear thquake and Tsunami , 2(1), 33-52.
D. Choudhury, IIT Bombay