S
u
=350 kPa
S
u
=200 kPa
h=40
W=18000 kN/m
CE 728 Geotechnical Earthquake Engineering
Department of Civil Engineering
Middle East Technical University, Ankara,Turkey
Assoc. Prof. Dr. K. Önder Çetin
ASSIGNMENT 7 Seismic Slope Stability
1.
By using Makdisi and Seed (1978) simplified procedure, estimate seismically
induced embankment deformations due to an earthquake of moment magnitude
M
w
=7.5, which was predicted to produce a crest acceleration of 0.8 g at the below
shown 40 m high homogeneous earthfill dam.
Not to scale
i.
Reduce
d undrained shear strengths of embankment material is calculated as follows:
kPa
s
kPa
s
u
u
280
350
*
8
.
0
160
200
*
8
.
0
2
,
1
,
=
=
=
=
ii.
Resisting and disturbing moments should be calculated for determination of F.S.
∑
∑
=
dis
res
M
M
S
F
.
.
m
kNm
M
res
/
796394
65
*
)
360
30
*
65
*
*
2
(
*
280
)
360
15
*
65
*
*
2
(
*
160
=
+
=
∑
π
∑
+
=
40
*
*
18000
33
*
18000
k
M
dis
For FS=1.0,
y
k
k
=
In this case,
28
.
0
=
y
k
For
75
.
0
40
30
=
=
h
y
and a
max
=0.8g,
45
.
0
max
max
≈
a
k
(from average of all data plot). So k
max
=0.36
For
78
.
0
max
=
k
k
y
and M
w
= 7.5, u ≈ 0.3 to 3 cm.
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 Fall '06
 Cetin
 Civil Engineering, Earthquake engineering, Dam, Geotechnical Earthquake Engineering Middle East Technical University, seismic slope stability

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