Geoscience Reference
In-Depth Information
Table 1.1. Published case historiesofliquefaction flow failures
Case history
Residual strength,S
r
(kPa)publishedby
(
N
1
)
60
cs-Sr
∗
❶
/
❷
/
❸
FC
∗∗
σ
vo
(
kPa
)
∗∗∗
Number
Structure
Seed (1987)
❶
Seed andHarder
(1990)
❷
Olson andStark
(2002)
❸
1
Wachusett Dam -NorthDike
-/-/7
5-10/5
-
-
16
.
0
151
.
2
2
Lower San Fernando Dam
15/13.5/13.5
5-90/25
35
.
9
19
.
2
18
.
7
166
.
7
3
FortPeck Dam
11/10/12.5
55/50
28
.
7
16
.
8
27
.
3
351
.
5
4
CalaverasDam
12/12/12.4
10-
>
60/60
35
.
9
31
.
1
34
.
5
307
.
5
5
Hachiro-GataRoad Embankment
-/-/5.6
10-20/15
-
-
2
.
0
32
.
1
LakeAckerman Highway Embankment
†
.
.
6
-/-/3
0-5/0
-
-
3
9
51
5
7
Route272at Higashiarckinai
-/-/8.1
20/20
-
-
4
.
8
49
.
3
8
RiverBank,LakeMerced
5/6/-
1-4/3
4
.
8
4
.
8
65
.
7
9
Kawagishi-cho
4/4/-
0-
<
5/3
5
.
7
5
.
7
70
.
6
10
Mochi-koshi TailingsDam -Dike 2
6/5/-
>
60-85/85
12
.
0
12
.
0
52
.
2
La Marquesa Dam -U/S Slope
††
11
-/6/-
30/30
-
9
.
6
43
.
6
LaMarquesa Dam- D/SSlope
†††
12
-/11/-
20/20
-
19
.
2
47
.
9
La Palma Dam
††††
13
-/4/-
15/15
-
9
.
6
37
.
8
14
Uetsu Railway Embankment
3/3/3
0-2/2
1
.
7
1
.
9
1
.
7
61
.
3
15
Solfatara CanalDike
5/4/-
<
5-8/7
6
.
2
2
.
4
29
.
9
2
.
4
2
.
4
1
.
2
23
.
2
16
KodaNumaRailway Embankment
3/3/4
13/13
.
.
17
Shibecha-choEmbankment
-/-/7.6
12-35/25
-
-
5
6
64
7
18
Sheffield Dam
6/6/-
25-48/40
2
.
4
3
.
6
68
.
4
Cases 1-7 fit intoGroup1,whichconsists of Case Histories with SPT and/orCPT measurements andreasonably complete geometricdetails.
Cases 8-13fit into Group2,which consists of Case Histories with SPT and/orCPT measurements, butgeometric details are incomplete.
Cases 14-18fit intoGroup 3,which consists of Case Histories with estimated SPT and/orCPT,but geometric detailsare reasonablycomplete.
∗
Values of
(
N
1
)
60
cs-Sr
from Seed (1987) and Seed and Harder (1990); for Olson and Stark, an adjustment for fines content was made to their
(
N
1
)
60
values.
∗∗
Fines content(FC).RangeofFCpublished byauthors/ FC valueused herein toobtain
(
N
1
)
60
-Sr
fromTable2.
∗∗∗
Values oftheaverage pre-failure verticaleffective stress,
σ
vo
,obtainedfromOlson andStark (2002).
†
Thiscase historywas publishedbyHryciwet al.(1990),whoobtaineda valueof S
r
ranging from8 to 12kPaand
(
N
1
)
60
cs-Sr
=
3.
