-
REPORT NO. UCB/EERC-84/16 OCTOBER 1984
PB85-197837
EARTHQUAKE ENGINEERING RESEARCH CENTER
SIMPLIFIED PROCEDURES FOR THE EVALUATION OF SETTLEMENTS IN CLEAN SANDS
by
KOHJI TOKIMATSU
H. BOLTON SEED
A report on research sponsored by the National Science Foundation
COLLEGE OF ENGINEERING
UNIVERSITY OF CALIFORNIA • Berkeley, California REPRODUCED BY NATIONAL TECHNICAL INFORMAT10N SERVICE
u.s. DEPARTMENT Of COMMERCE SPRINGFIELD. VA •. 22161
-
50272-tOl
REPORT DOCUMENTATION 11. REPORT NO. PAGE NSF/CEE- 84027 I~
1. Rec:lpiant's Ac:cuaion No.
PBS'5 T 97887 lAS 4. TItle and Subtitle
Simplified Procedures for the Evaluation of Settlements in Sands due to Earthquake Shaking
5. Report Ollte
October 1984
7.~.)
Kohji Tokimatsu and H. Bolton Seed t. Perlonniflll Orpnizlltion N_ and Add .....
Earthquake Engineering Research Center University of California, Berkeley 1301 So. 46th Street Richmond, Calif. 94804
1~ Spomor!nc Orpnizetion Name and Add ....
National Science Foundation 1800 G Street, N.W. Washington, D.C. 20550
15. Supplementery Not ..
I&. Abstntc:t (Umit 200 WOIIds)
L PerformInc O .... nlzation R-. No. UeB jEERC- 84/16
10. Projec:ttTuk/WCHk Unit No.
11. ContnIct(C) 011 Grent(Ol No.
(C)
(Ol CEE-8110734
11. Type of Report & Pwiod Covered
14.
On the basis of previous studies it appears that the primary factors controlling earthquake-induced settlement are the cyclic stress ratio for saturated sands with pore pressure generation and the cyclic shear strain for dry or partially saturated sands, together with the N-value for the sand and the magnitude ~f the earthquake. This report reviews previous studies, summarizes available information concerning the settlements of sands during earthquakes and proposes simplified methods qf analysis to predict earthquake-induced settlement in both saturated and nonsaturated clean sands.-
Although the error associated with the estimation of settlements in sands is of the order of +25 to 50% even for static loading conditions, -comparison of the numerical results with several case histories indicate.s that the methods presented in this report can be used in many cases as a first approximation for eval uating the vol ume changes and settlements of sands due to earthquake shaking.
17. Document Analysis e. Dncrlptors
II. Identlflenl/Open..£nded Term.
c. COSAn field/Group
1" Availability Stat_ .. ~
Release Unlimited
(Sea ANSi-Z39.18)
, I
19. Sec:urity C .... (This Report)
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48
OPTIONAL FORM 27% (4-71l (Fo ...... rIy NnS-3S)
-
SIMPLIFIED PROCEDURES FOR THE EVALUATION OF SETTLEMENTS IN CLEAN SANDS
Page
Page
6, Equation
T av
0.65 --= . cr I 0
22, Equation
by
Kohji Tokimatsu and
H. Bolton Seed
Report No. UCB/EERC-84/l6
ERRATA
(1) should read:
a cr max 0 -- . . rd g cr I
0
(6) should read:
0.65 . a cr . rd max 0 (Geff ) Yeff -G-- = g • G
, max max
(.(L.
(1)
(6)
-
EARTHQUAKE ENGINEERING RESEARCH CENTER
SIMPLIFIED PROCEDURES FOR THE EVALUATION OF SETTLEMENTS IN SANDS
DUE TO EARTHQUAKE SHAKING
by
Kohji Tokimatsu
and
H. Bolton Seed
Report No. UCB/EERC-84/l6
October 1984
A report on research sponsored by the National Science Foundation
College of Engineering
University of California
Berkeley, California
" 1/
-
Simplified Procedures for the Evaluation of Settlements ln Clean Sands
Due to Earthquake Shaking
by Kohji Tokimatsu1 and H. Bolton Seed2
Introduction
It has long been recognized that sands tend to settle and densify when
they are subjected to earthquake shaking. If the sand is saturated and there
is no possibility for drainage, so that constant volume conditions are main-
tained, the primary cause of the shaking is the generation of excess pore water
pressures. Settlement then occurs as the excess pore pressures dissipate.
Depending on the characteristics of the soil and the length of the drainage
path, the time required for all settlement to develop can vary considerably,
varying from almost immediately to about a day. In dry sands, on the other
hand, the settlement occurs during the earthquake shaking under conditions of
constant effective vertical stress. In both cases, however, the final result
of the shaking and the application of cyclic loading is settlement of the sand.
Although methods of evaluating the two types of settlement have been pro-
posed by Lee and Albaisa (1974) and Silver and Seed (1971), there seems to be
no recent work on the prediction of settlements in sands which incorporates
findings since about 1975. Considering that even small settlements may some-
times have a significant effect on the performance of structures during earth-
quakes, it seems desirable to review recent findings and field observations re-
lating to the settlements of sands which may be 'induced by earthquake shaking.
The object of this paper therefore is to review previous studies, to
summarlze the available information concerning the settlements of sands during
lResearch Associate, Tokyo Inst. of Tech., Tokyo, Japan; currently Visiting Scholar, Dept. of Civil Engineering, University of California, Berkeley.
2professor of Civil Engineering, University of California, Berkeley.
-
2
earthquakes, and to propose simplified methods of analysis to predict
earthquake-induced settlement in both saturated and nonsaturated clean sands.
Review of Previous Studies of Settlements of Saturated Sands
On the basis of laboratory cyclic loading test data, Lee and Albaisa
(1974) studied the settlement of sands resulting from the dissipation of excess
pore water pressures developed during cyclic loading, and concluded that "the
amount of reconsolidation volumetric strain for non-liquefaction conditions
~ncreases with increasing grain size of soil, decreasing relative density, and
increasing excess pore pressure generated during the undrained cyclic loading,
but is almost independent of how this excess pore pressure was generated."
Because most tests were stopped before a pore pressure ratio of 100% had
developed, no trends were found between reconsolidation volumetric strain after
liquefaction and any of the variables mentioned.
Recently, Tatsuoka et al. (1984) studied the volumetric strain after
initial liquefaction (pore pressure ratio = 100%) and found that the amount of
settlement can be significantly influenced by the maximum shear strain
developed in the soil as well as the soil density, but that it is relatively
insensitive to effective overburden pressure. Thus the maximum shear strain is
an important index of probable settlements after liquefaction since it can vary
under such conditions even though there are no significant changes in the
max~mum pore pressure once a condition of liquefaction has developed.
Volumetric Strain After Liquefaction
Relationships between relative density and volumetric strain after
initial liquefaction observed in the studies by Lee and Albaisa (1974),
Yoshimi, et al., (1975) and Tatsuoka et al., (1984), are summarized in Fig. 1
-
-c: Q) U '- Q) 0- I U W - c: .- 0 '- - (j) u . - '- -Q) E ::.J 0 >
4.0
I \
• Le
e an
d A
lbai
sa (
1974
) \
• T
ats
uo
ka e
t 01
. (1
984)
\ \
\ A
Y
oshi
mi
et 0
1.
( 197
5)
\ \
3.0
\
\ N
umbe
rs b
esid
e d
ata
po
ints
ind
icat
e , ,
ma
xim
um
sh
ea
r str
ain
de
velo
pe
d
, , in
th
e
soil.
, , ,
, ... "
2.0
" ...
... Y
= 15
%
" "'- .
.... .....
.
1.0
Y=2%
0'
, o
20
4
0
60
8
0
10
0
Rei
ati
v e
D
en
sity
I D
r -
perc
en t
~.
-...L
....
__
__
L
I I
I o
5 10
15
2
0
25
3
0
40
(N1 )
60
FIG
. 1
RELA
TION
SHIP
BE
TWEE
N VO
LUM
ETRI
C ST
RAIN
, IN
DUCE
D ST
RAIN
AND
REL
ATIV
E DE
NSIT
Y FO
R SA
NDS
w
-
4
in terms of the maximum shear strain occurring ~n the tests. Although there
were no direct measurements of the induced shear strains in the studies by Lee
and Albaisa and by Yoshimi et al., a review of the results permits estimates of
the strain level likely to have developed in the sands. Also shown in the
figure are the best-fit curves representing the data from all three studies.
It may be seen that the volumetric strain decreases significantly with
increasing relative density and decreasing induced strain in the soil.
The liquefaction resistance of a sand, usually expressed in terms of the
stress ratio (1 /a I), is strongly dependent on such factors as method of av 0
sample preparation and stress history effects. However, these factors are
likely to become less significant when dealing with the volumetric strain after
liquefaction, and this aspect of soil behavior may well be influenced primarily
by only the relative density and the maximum shear strain developed in a sand.
Thus it ~s not unreasonable to expect that the relationship shown in Fig. 1 can
be used as an approximate basis for estimating the settlement of other
saturated sands after liquefaction, provided that the soil density in the field
can be estimated with a reasonable degree of accuracy.
The shear strain developed in situ during earthquakes may be estimated
from Fig. 2 (after Seed et al., (1984a)) which shows values of the shear strain
potential for any combination of cyclic shear stress ratio and normalized SPT
N-value for a magnitude 7.5 earthquake. A similar chart was presented by
Tokimatsu and Yoshimi (1983) for N-values measured in Japanese practice where
the effective energy delivered by the hammer is generally higher than that ~n
U.S. practice. A recent study by Tokimatsu and Yoshimi (1984) showed that the
maximum strain potential is reasonably consistent with the limiting strain
potentials proposed by Seed (1979) when the difference Ln energy ratios in SPT
determinations in the two countries is taken into account.
-
~ 4O~------~~~--~------~--------~------~ -.£ e
(j) ... -OC cu cu 20 ..c U U'J~ O'c. CI
OL-______ L-______ J-______ -L~~~~~=_ __ ~
0.6--------.------,-----,-----r-------,
0.5
OA
rav 0;.' o
0.3
0.2
O.l
Liquefaction with: 71""20% "'10% :::3%
No Liquefac tion
O~ ______ L-______ ~ ______ ~ ______ ~ ____ ~ o 10 20 30 40 50
(N, )60
FIG. 2 RELATIONSHIP BETWEEN CYCLIC STRESS· RATIO CAUSING LIQUEFACTION, SPT N-VALUE AND LIMITING SHEAR STRAIN ( a fte r See d eta 1 ., 1 984 )
5
-
6
The shear stress ratio in Fig. 2 ~s given by:
T 0 av 0.65
0 (1) . a --, . rd 0 , max 0 0 0
~n which T = average cyclic shear stress induced by the earthquake shaking, av amax = maximum horizontal acceleration at the ground surface, 0 0 = total
overburden pressure at the depth considered, 0 ' = effective overburden o
pressure, and rd = stress reduction factor varying from a value of 1 at the
ground surface to a value of about 0.9 at a depth of 30 ft. The normalized SPT
N-value (Kovacs et al., (1984); Seed, et al., (1984a» may be determined by:
(2)
~n which (N l )60 = SPT N-value normalized to an effective overburden pressure of
1 tsf and to an effective energy delivered to the drill rods equal to 60% of
the theoretical free-fall energy, N = measured SPT N-value, CN = a correction
factor ~n terms of effective stress as shown in Fig. 3, and CER = a correction
factor for the energy developed in the SPT determinations. Typical values of
CER for current practice are summarized in Table 1 (Seed, et al., (1984a».
The results presented in Figs. 1 and 2 may be combined with the aid of a
relationship between relative density and SPT N1-values. It has been found ~n
Japanese practice (e.g. Tatsuoka, et al., (1978); Tokimatsu and Yoshimi,
(1983» that a good relationship between these parameters is provided by the
expression proposed by Meyerhof (1957), viz.:
D = 21 r
(3)
-
eN
O?
0.2
O
.A
0;6
O
;B
1.,0
1..2
I.~
I.?
~
2 cr
VI ... III Cl.
3 V
I C
l.
~
III ... ::l VI (/l
4
III
5 0.
. c Q)
~
6 ::
l .D
... III :> o 7
Q)
:>
u Q) w B
9
Dr=
60
10
BO
%
Dr=
40
10
60
%
(OL
I __
__
~----~----~L-----L-----~----~----~----~
o 0
.2
0.4
0
.6
O.B
eN
1.
0
FIG
. 3
CURV
ES
FOR
DETE
RMIN
ATIO
N OF
CN
1.2
1.4
1.6
100r.-----.----~------.-----.-----.-----~----~
c n>
0 .....
n>
0..
;>...
Vl
C
n>
0 n> :>- 0 n>
a:
80
60
40
~J
• D
ete
rmin
ed
fro
m D
r =
21
'0
7
eTo
+ .
2
0
o D
ete
rmin
ed
by
fie
ld
de
nsi
ty t
est
s
®
De
term
ine
d f
rom
fr
ole
n
sam
ple
s
o ~I _
__
__
_ ~ _
__
_ ~ _
__
__
_ i-
__
__
~ _
__
__
_ ~ _
__
_ ~~ _
__
_ ~
o 10
2
0
30
4
0
50
6
0
(N,'
60
FIG
. 4
RELA
TION
SHIP
BE
TWEE
N RE
LATI
VE
DENS
ITY
AND
(N1)
60
70
'--l
-
Tab
le
1 R
od
-En
erg
ies
in S
PT
-Pra
cti
ce
Han
uner
H
amm
er
Rele
ase
E
sti
mate
d
Ro
d
Co
rrecti
on
F
acto
r C
ou
ntr
y
Ty
pe
En
erg
y
(%)
for
60%
R
od
En
erg
y
I.
JAPA
N *
*
A.
Do
nu
t F
ree-F
all
7
8
78
/60
1
.3
* B
. D
on
ut
Ro
pe
& P
ull
ey
w
ith
sp
ecia
l th
row
re
lease
67
6
7/6
0 1
.12
II.
USA
*
A.
Safe
ty
Ro
pe
& P
ull
ey
6
0
60
/60
1
.0
B.
Do
nu
t R
op
e &
Pu
lley
6
0/1
. 33
== 4
5
45
/60
o.
75
III.
AR
GE
NT
INA
A
. D
on
ut
Ro
pe
& P
ull
ey
4
5
45
/60
0
.75
IV.
EU
RO
PE
* A
. D
on
ut
Fre
e-F
all
6
0
60
/60
1
.0
V.
CH
INA
*
A.
Do
nu
t F
ree-F
all
6
0
60
/60
1
.0
B.
Do
nu
t R
op
e &
Pu
lley
60
X
0.8
25
==
50
5
0/6
0
0.8
3
*P
rev
ale
nt
meth
od
in
th
is
co
un
try
to
day
.
**
Jap
an
ese
S
PT
re
su
lts
hav
e ad
dit
ion
al
co
rrecti
on
s
for
bo
reh
ole
d
iam
ete
r an
d
freq
uen
cy
ef~ects.
00
-
where NJ = SPT N-value measured in Japanese practice
a I = effective overburden pressure ~n ksc. o
9
However Japanese practice in the measurement of N-values involves the use of a
higher energy ratio than that used in U.S. practice, together with other minor
differences (Seed, et al., (l984a)). Thus the authors have chosen to convert
the results expressed by Eqn. (3) to corresponding values in terms of N60 ,
where N60 is the SPT N-value determined by a method providing 60% of the
theoretical free-fall energy to the drill rods as well as other standards of
practice as listed in Table 2. Points expressing this relationship are plotted
in Fig. 4.
Table 2 Recommended SPT Procedure for Use ~n Settlement Correlations
A. Borehole:
B. Drill Bit:
C. Sampler:
4 to 5-inch diameter rotary borehole with bentonite drilling mud for borehole stability
Upward deflection of drilling mud (tricone of baffled drag bit)
O.D. = 2.00 inches I.D. = 1.38 inches - constant (i.e. no room for lines in barrel)
D. Drill Rods: A or AW for depths less than 50 feet N or NW for greater depths
E. Energy Delivered to Sampler: 2520 in.-Ibs. (60% of theoretical maximum)
F. Blowcount Rate: 30 to 40 blows per minute
G. Penetration Resistance Count: Measures over range of 6 to 18 inches of penetration into the ground
Also shown ~n Fig. 4 are several points determined by recent studies on
natural deposits of sand where the relative density was measured using
undisturbed samples obtained by in-situ freezing (Tokimatsu and Yoshimi (1983);
-
10
Yoshimi, (1984)) and a data point from an old deposit where the relative
density was determined on the basis of field density measurements. It may be
seen that all of the results shown are in good agreement and the relationship
shown on this figure has therefore been adopted for use in the present study.
It should be noted that this relationship is somewhat different from that
provided by laboratory studies since it takes into account the effect of ageing
on the SPT N-value of sands (Mitchell, (1984)), and is thus likely to be
indicative of the relationship which might be expected for natural or older
deposits.
The relationship between relative density and (Nl )60 shown in Fig. 4 is
plotted along the abscissa in Fig. 1, thereby providing an approximate
relationship between volumetric strain after liquefaction and SPT N-values
expressed ~n terms of (N l )60.
The volumetric strains for different combinations of (Nl)60-values and
shear strain can be read off from Fig. 1 and plotted at the corresponding
points on Fig. 2, as shown on Fig. 5. For example, the points labelled A, B,
and C in Fig. 1 corresponding to (N1)60 = 20 and shear strains of 2, 5 and 10%
would correspond to volumetric strains of 0.9, 1.2 and 1.5% and would be
plotted as points A', B' and C' in Fig. 5. It ~s now possible, based on the
values of volumetric strains after liquefaction shown on Fig. 5, to draw
equi-volumetric shear strain lines on the stress ratio vs SPT (N l )60 chart as
shown by the solid lines in Fig. 6. It should be noted that the resulting
volumetric strains after liquefaction may be as high as 2 to 3% for loose to
medium dense sands and even higher for very loose sands.
Volumetric Strain After Incomplete Liquefaction
Even though liquefaction may not occur, some pore pressure may be
-
11
0.6..------...-----..----,....----..-------,
0.5
0.4
TQv 0;'
0
0.3
0.2
0.1
~
10 20
Number in box indicates volumetric strain in percent
30 40 (N1)60
I I I I I I I I o ?IJ 40 50 60 70 80 90
Relative Density, Dr -percent
FIG. 5 RELATIONSHIP BETWEEN CYCLIC STRESS RATIO, VOLUMETRIC STRAIN AND (N,)60
50
-
12
0.61~------~------~------~------~------~
Va lu m etri c Stro in - 0/0
0.510543 2 0.5 ,
0.4
~ 0;' o
0.3
0.2
0.1
I I I I I I
I 1,0.2
I I I I
I I
//p.1 I I I
I I I I I I
I I I / I I
I I I 'I I I
/ I / I
/ / / /
/ / / I
/ I / I
I / I /
/ / I /
/// 1/
// //
// 'II"
;1'/ '//
'// Ir/ ~
10 20 30 40
FIG. 6 PROPOSED RELATIONSHIP BETWEEN CYCLIC STRESS RATIO, (N,)60 AND VOLUMETRIC STRAIN FOR SATURATED CLEAN SANDS
50
-
13
generated in sand deposits by earthquake shaking and the dissipation of this
pore pressure may result in small amounts of settlement. This condition
corresponds to the zone below the boundary line for liquefaction shown in
Fig. 2 and below the solid line marked volumetric strain = 0.5% in Fig. 6. The
pore pressure generated under such conditions may be expressed in terms of the
normalized stress ratio; that is the ratio of the actual shear stress ratio to
the stress ratio just causing liquefaction. The relationship between the pore
pressure ratio and the normalized stress ratio generally falls within the
shaded area in Fig. 7 and for most sands may be represented by the broken line
shown in the figure (Tokimatsu and Yoshimi, (1983».
Lee and Albaisa (1974) plotted volumetric strain as a function of induced
pore pressure ratio as shown ~n Fig. 8 and concluded that, for pore pressure
ratios less than about 0.6, the relationship between volumetric strain and peak
pore pressure ratio could be represented for practical purposes by the dashed
line shown ~n the figure for sands with relative densities in the range of 30
to 80% and regardless of the confining pressure. Thus by combining the average
results shown in Figs. 7 and 8, Fig. 9 can readily be prepared to determine a
relationship between volumetric strain and normalized stress ratio. Note that
even for a condition where the stress ratio is about 0.8 times that required to
cause liquefaction (i.e. factor of safety against liquefaction is about 1.25)
the resulting volumetric strain is only about 0.1i.. The relationship shown in
Fig. 9 is also drawn in Fig. 6 with broken lines.
It may be noted that if the normalized stress ratio is less than 0.7, the
induced pore pressure ratio ~s likely to be less than 0.1 according to Fig. 7,
and hence the effect of pore pressure generation on settlement is likely to be
insignificant for most structures.
-
bO ........ :l
.2 '0 a: IV ~
:J ." ." IV ... a.. IV ~
0 a..
C IV ~ IV 0. I (.)
W
-c: 0 Z en (.) .;: -IV E .2 0 >
1.0 ..------.------.,..------r------r----~
0.8
0.6
0.4
0.2
1.2
1.0
0.8
0.6
0.4
0.2
Normalized Stress Ratio, (,loo')/(r/oo')1
FIG. 7 RELATIONSHIP BETWEEN INDUCED PORE PRESSURE RATIO AND NORMALIZED STRESS RATIO FOR CLEAN SANDS
Monterey Sand
0"3C = 15 psi
Representative average for most sands
Pore Pressure Ratio " 6 u/ 0"3C
FIG. 8 RELATIONSHIP BETWEEN VOLUMETRIC STRAIN AND INDUCED PORE PRESSURE RATIO (after Lee and A1baisa, 1974)
14
-
15
Effects of Earthquake Magnitude on Settlement in Saturated Sands
The chart in Fig. 6 can be extended to other magnitude events by noting
that the main difference between different magnitude earthquakes is the
difference in number of cycles of stress they produce (e.g. Seed, et al.,
(1983)). The relative values of stress ratio required to cause liquefaction
for earthquakes of different magnitudes to the stress ratio required to cause
liquefaction for a M = 7.5 event are summarized in Table 3, together with the
corresponding numbers of cycles induced by the earthquakes. Thus by
mUltiplying the values of the ordinate for each eqi-vo1umetric strain line in
Fig. 6 by the scaling factors shown in Column 3 of Table 3, volumetric strain
charts can be obtained for earthquakes with different magnitudes.
Alternatively Fig. 6 can be used for any magnitude event simply by modifying
the values of the cyclic stress ratios for those earthquakes into equivalent
values for M = 7.5 earthquakes using the relationship
where r has the values shown ~n Column 3 of Table 3. m
Table 3 Scaling Factors for Effect of Earthquake Magnitude on Effective Cyclic Stress Ratio
Earthquake Number of Representative Scaling Factor Magnitude, M Cycles at 0.65 L Stress Ratio,
(1) (2) max (3)
8-1/2 26 0.89
7-1/2 15 1.0
6-3/4 10 1.13
6 5 1.32
5-1/4 2-3 1.5
(3)
for I r
I m I I
-
1.2
• .--------y
-------.-
------.,
---------r-------."
1.0
I . I I I
-~
I c:
I (l
) ~
.. ~
0.8
I
u I
w
I I -
, c:
Lo
ose
s
an
ds
-'::
'0
0
.6
'- -(j) u I
l-
I I +
0-
Q)
f ~
0.4
I I
/ 0 >
1/
1/
I
0.2
'
OL
1 __
__
__
__
__
J-_
__
__
__
__
_ L
-__
~ _
__
_ =*~~ __
____
_L _
__
__
__
_ _
_J
o 0
.2
0.4
0
.6
0.8
1.
0 N
orm
ali
zed
S
tres
s R
ati
o.
(T/(
J"o'
)/(r
/(J"
;)L
FIG
. 9
RELA
TION
SHIP
BE
TWEE
N VO
LUM
ETRI
C ST
RAIN
AND
NO
RMAL
IZED
POR
E PR
ESSU
RE
RATI
O FO
R SA
TURA
TED
CLEA
N SA
NDS
f-'
0\
-
17
Observed Settlements in Saturated Sands
In order to compare the values of volumetric strain shown on the chart in
Fig. 6 with field behavior, information concerning volumetric strains for
several field cases of seismically induced settlement of saturated sands are
summarized in Table 4, and the resulting volumetric strains are plotted on the
chart in Fig. 10. Although the number of field cases for which data is
available is quite limited, the field evidence is generally consistent with the
lines drawn in the figure.
Typical examples of the computation of settlements for two cases reported
by Ohsaki (1970) where settlements occurred in saturated sand during the
Tokachi-oki earthquake of 1968 are shown in Table 5. The sites are designated
P6 and Pl respectively. For site P6 the sand deposit was extremely loose to a
depth of about 20 ft and the observed maximum settlement was about 20 inches.
Based on values of the volumetric strain in different depth zones taken from
the chart in Fig. 6, the computed settlement was 15.5 inches as shown in the
upper part of Table 4. For site PI the sand was medium dense and the observed
settlement was only about 0.6 inch. The computed value, determined as shown ~n
the lower part of Table 4, was about 0.7 inch. In both cases the computed
settlements are in good agreement with the reported values. This good
agreement between the measured and predicted values indicates the possibility
of using the chart as a basis for estimating probable settlements of saturated
sands due to earthquake shaking.
Review of Previous Studies on Dry Sands
Silver and Seed (1971) have shown that the settlement of dry sands due to
cyclic loading is a function of: (1) the relative density of the soil; (2) the
magnitude of the cyclic shear strain; and (3) the number of strain cycles. It
-
18
0.6.------..-----..,..-----,..-----,.-------,
Volumetric Strain - 0/0 0.51054 3 2 0.5
I ,
o.
Tav 0:' o 03
I I I I I I
/,0.2 I I
, I I I
I , I ',0.1 / ,
I I I I I I
I I I I I I
1/1 I I I
1/ I 'I' /
Arahamo I' /1 / ,/ ,/
0.2 Hochinohe [ill N"
H hino~e I" 0.7 I' I
Y / Niigota I I' [Q]
0.1
v
Ilgata
~ I I
I / I I
/ I' I I
I I I /
I' / 1'/"
II //
II 'II
'1/ ~I
j"
O~------~------~-------L ______ ~ ______ ~ ° 10 20 30 40 50
FIG. 10 COMPARISON OF PROPOSED CHART FOR DETERMINATIQN Qf VOLUMETRIC STRAIN WJTH FIELD PERFORMANCE OF SATURATED SANDS
-
Tab
le
4 F
ield
Ob
serv
ati
on
s o
f E
art
hq
uak
e-I
nd
uced
Sett
lem
en
ts in
S
atu
rate
d S
an
ds
Th
ick
ness
o
f O
bse
rved
M
agn
i-M
axim
um
Lay
er
Vo
lum
etr
ic
Av
era
ge
Av
era
ge
Fin
es
Eart
hq
uak
e
Year
Acce1
era
-C
au
sin
g M
ajo
r S
ett
1e-
Str
ain
S
tress
SP
T
Co
nte
nt
tud
e
tio
n
Sett
lem
en
t m
en
t (%
) R
ati
o
(N1
) 60
(%
) (f
t)
(in
)
To
kach
iok
i 1
96
8
7.9
0
.2
16
lS
-20
9
0.1
9
1.4
S
" 7
.9
0.2
3
7 0
.S-0
.7
0.7
0
.2
17
.S
S
Nii
gata
1
96
4
7.5
0
.16
30
8
2 0
.16
1
1
2 7
.5
0.1
8
30
0
0 0
.17
2
2
2
Miy
ag
iken
1
97
8
7.4
0
.2
30
8
2 0
.22
1
4
0 O
ki
Refe
ren
ce
Oh
sak
i ( 1
97
0)
"
Bu
ild
ing
R
ese
arc
h
In
sti
tute
(1
96
5)
To
hn
o et
al.
(1
98
1)
I-'
\D
-
Tab
le
5 C
om
pu
tati
on
o
f S
ett
lem
en
t fo
r S
atu
rate
d S
an
d--
Co
mp
ari
son
o
f P
rop
ose
d
Met
ho
d w
ith
F
ield
Ob
serv
ati
on
m
ade
by O
hsa
ki
(19
70
)
p-6
Wate
r T
ab
le
4 ft
Esti
mate
d
Max
imum
A
ccele
rati
on
~
0.2
0
Lay
er
Th
ick
ness
0
0'
(Nl
)60
(1
/0
')
Vo
lum
etr
ic S
train
S
ett
lem
en
t #
(ft)
N
C
ER
C
N
(%)
(in
) 0
0 o
av
e
1 4
1 0
.82
*
24
0
24
0
2 3
.3
0.5
0
.82
*
67
8
57
5
1.7
0
.7
0.1
55
1
0
4
3 3
.3
0.5
0
.82
*
10
74
7
64
1
. 5
7
0.6
0
.18
5
10
4
4 3
.3
0.5
1
.09
1
47
0
95
4
1.
44
0
.8
0.2
0
10
4
5 3
.3
2 1
.09
1
86
6
11
44
1
. 3
4
2.9
0
.21
5
.5
2.2
6 3
.3
5 1
.09
2
26
2
13
34
1
. 2
4
6.8
0
.21
5
3.2
1
.3
7 3
.3
23
1
. 2
1
26
58
1
52
3
1.1
6
32
0.2
2
0
8 3
.3
13
1
. 2
1
30
54
i7
13
1.0
9
44
0
.22
5
0
9 3
.3
28
1
.21
3
45
0
19
03
1
.03
3
5
0.2
25
0
10
3
.3
33
1
.21
3
84
6
20
93
0
.97
39
0
.22
5
0
.----------~-~--,------,----------.----------,-,------
.. --.------.---------.~-------
p-l W
ate
r T
ab
le
3.3
ft
Esti
mate
d
Max
imum
A
ccele
rati
on
~
0.2
3
Lay
er
Th
ick
ness
C
ER
o
' #
(ft)
N
0
0 0
1 3
.3
12
0
.82
*
19
8
19
8
2 3
.3
12
0
.82
*
59
4
49
0
3 3
.3
13
0
.82
*
99
0
68
1
4 3
.3
20
1
. 2
1
13
86
8
70
5 3
.3
36
1
. 2
1
17
82
1
06
0
*C
orr
ecte
d b
y 0
.75
.
eN
(NI
) 60
(1
/0 ')
o
av
e
1.8
1
8
0.1
85
1.6
3
17
0
.22
1. 5
0
36
0
.24
1.
38
6
0
0.2
5
E"t.
imate
d sett
lem
en
t AC~Ud] ~ettle~ent
15
.5 in
2
0
in
(max
)
Vo
lum
etr
ic S
train
S
ett
lem
en
t (%
)
0.3
1.5
0 0
Esti
mate
d sett
lem
en
t A
ctu
al
sett
lem
en
t
(in
)
0.1
0.6
0.7
in
'"
0.5
-
0.7
in
N o
-
21
was also found that for a g~ven density and number of. cycles, settlement is not
significantly affected by the value of the vertical stress and depends only on
the shear strain amplitude in the soil. Based on these results, Seed and
Silver (1972) suggested a procedure for estimating the probable settlement of
dry sand, involving a response analysis for the deposit to determine the
induced shear strains developed at different depths in the soil. The analysis
was modified by Pyke, et al. (1975) to allow :or multidirectional shaking
effects which were found to have an imFor:ant influence on the magnitude of
settlements.
The method outlined below is ;l sirr:F,1.ified version of the Seed and Silver
method of analysis and offers the advantage that it can be performed without
the need for a response analysis for the deposit.
Shear Strain Developed_in ~h~ Ground During Earthquakes
As stated above, the primary factor controlling settlements ~n dry sands
~s the cyclic shear strain induced in the soil at various depths. Values of
this strain may be es timated as fol10\
-
22
T av 0.65 •
a max g . (5)
Substituting Eq. (5) into Eq. (4) and rearranging the terms leads to:
(G ~ y 'eff
'eff --G J max
0.65 • a • (5 max a G max
The right ha.nd side of this equation can readily be evaluated for any
given depth, since Gmax may be determined from the relationship (Seed and
Idriss, (1970»);
where
G max = 1000 • (K ) 2 max
(K.,) " :::: 2 J (N) 1/3 1_ m,L, 1 60
«(5 I )1/2 ~n psf units m
The latter aquatio-.:-! J..S based on the correlation proposed by Ohta and Goto
(1976) as a result ot num~rous field shear wave measurements in Japan and
subsequently modified to the above form by Seed, et al., (1984b) .
Having thus det~rmi:led a value for the product Yeff • (G ff/G ), a e max
value for ~(eff can be det~rmined as follows. A typical representative
(6)
relationship between the ratio G ff/G and shear strain for sands, based on e max
the work of many inv
-
23
1.0 r-=:::a::'fIHH':%:'7n7F7::;:;::;:::;::::--------,--------r--------,
>-.-~ ~ 0.8t----------------~--------~~~~7T~~-------------r----------------~ '- L..
~ ~ CI'l-r
I
""0 0_ ~ II O.6t----------------~----------------_+~rr~77~._-----r----------------~ -. -"0 0 III -'1' c: Q: C v
]1 ~. (J)."
a ll o O.6 OJ -
&il~ • ., 1-
~Ii 0 l-----------------4-----------------~----------~~~t_~------------__1 ::l'::l .4 'OI~ o 0 ~ ~ ... ... o 0 cP CJ
~ ~ O.2~---------------~----------------~-----------------t~~~~~~-----j
OL _______________ ~ ________________ ~ ______________ ~ ________________ ~
10- 4
Shear Strain, r- percent
FIG. 11(b) RELATIONSHIP BETWEEN SHEAR MODULUS AND STRAIN FOR SANDS (after Iwasaki et a1., 1978)
-
IC?
..... ..... Q)
>--. c: .-0 ~ -(/) ~
0 Q)
.c: (/)
-4 10
10-4
Yeff (Geff/Gmax)·
FIG. 12 PLOT FOR DETERMINATION OF INDUCED STRAIN IN SAND DEPOSITS
24
I
J j
I -:J
~ 1 l I
-
25
Thus s~nce the value of the product (G ff/G ). Y ff can be determined e max e
for a layer at any depth by means of Eqn. (6), the corresponding value of Yeff
can readily be read off from the curves presented in Fig. 12. This procedure
is not so accurate as performing a dynamic response analysis but it is probably
accurate enough for most settlement estimates in practice.
Volumetric Strain vs. Shear Strain for Dry Sands
Silver and Seed (1971) presented relationships between volumetr.ic strain
and shear strain for sands at different relative densities from ,,,hich the
relations after 15 cycles are summarized ~n Fig. 13. Combining the >.
-
10-3
103
C -l
~ 1
0 ... Q) 0. Co) w c 0 :;: 0 0
-I
0. E
10
0 u .£
Q) :>
0 .!:
0 .... .... Ul 0 -;: Q) E
:l
"0
>
0r=
80
% 8
60
%
, ',
p , ,
45
%
, , , ,
, , , ,
Str
ain
, Y l
ly
-p
erc
en
f
10-'
15
Cyc
les
8
, , , ,
, '8
,
, 'e
,
, ,
, 8
',
, ,
'en
' ,
',.'
, n...
. 1.\
'
. ,
, ,
, "
, '8
0'
"-.
, ,
" ',
p
" '
" \,
"
'~
, 0
'-,
, 1:
; "
, ,
... ,
, \.
,
,0
,
, "
"-.. '-
~
''';'
'\
~ ,
...;
0
"-,,
-8
, 1
0",
,
''-,
-'q ~
0' , '~\.~
101L
-__
~-L-L-L _
_ -J __
__
L--L-L~ _
_ ~ _
__
_ ~~~L-
__
~
FIG
. 13
RE
LATI
ONSH
IP
BETW
EEN
VOLU
MET
RIC
STRA
IN
AND
SHEA
R ST
RAIN
FO
R DR
Y SA
NDS
(aft
er S
ilv
er a
nd
Seed
, 19
71)
_ 10
- 3
Str
ain
10
3 I
10
- 2'
>'xi p
erc
en
t 1
0-'
i
I
.... c::
N,:
:::4
0
~30
::::
20
, , \. "-
, , , ,
,
15 C
ycle
s
, ,
-2
~IO
~15
::::1
0 , "
, ... Q) a. I Co) tV c 0 -0 c
::::5
" , \. "
- , "-
"
,
" , , "
, " , ,
, , , ,
E
-,
010
, , "-
, ,
, \.
u J:~
d)
::-J
0 c:
~)
L" .... IF, 0 .;:: Qi r. :J
~
; f I~
, , , ,
, \. " ,
, , ,
'-" , ,
""" .",~
" , "
" ' .
... -...
101~ _
_ ~~-L-L _
_ -J __
__
~-L-L~ _
_ ~ _
__
_ ~~-L~ _
_ ~
FIG
. 14
RE
LATI
ONSH
IP
BETW
EEN
VOLU
MET
RIC
STRA
IN,
SHEA
R ST
RAIN
AND
PEN
ETRA
TION
RE
SIST
ANCE
FO
R DR
Y SA
NDS
IV
c;-,
-
27
A reV1ew of previous studies (e.g., Silver and Seed, (1971» shows that
the volumetric strain ratios for different numbers of cycles normalized to that
for 15 cycles generally falh wi:hin the shaded zone shown in Fig. 15 and may
be represented by the average line shown in the figure. Thus the ratio of
values of volumetric strain in any number of cycles to that for 15 cycles can
be readily determined from Fig. 15, and values are listed in the third column
of Table 6. By multiplyin.g the volumetric strain from Fig. 14 by the factor
shown in Column 3 of Table 6, the volumetric strain can be determined for
earthquakes with different: [c1agni t.udes. It should be noted however that the
correction factors are d:i.fft:';rent from those listed in Table 3, since the
correction 1S made here f0Z volurretric strain rather than shear stress ratio.
Finally it is necessary to note that the relations shown in Fig. 14 are
based on unidirectional siruy1.e stear conditions whereas under actual earth-
quake loading conditions, s':,i1s C.re subjected to multidirectional shaking.
Tests by Pyk.e, et a1. j (1975) using multidirectional shear as well as uni-
directional shear led to the conclusion that "the settlements caused by
combined horizontal motions are
-
Number of Cycles o 10 20 30
Or-------~------r-------r-----~~------~----~
~ I!
Z A
U W '" 0.5
u w
...... o a: 1.0 . t:: Cl ,... -if) --... OJ E 1.5 . :3
o >
2.0~----~------~------~------~----~~-----J
FIG. 15 RELATIONSHIP BETWEEN VOLUMETRIC STRAIN RATIO AND NUMBER OF CYCLES FOR DRY SANDS
28
-
29
evaluated using the simplified method described above. The results of the
analyses are shown in Table 7 and the results are compared with those by Seed
and Silver (1972) in Fig. 16. It may be noted that the strain distribution
determined by the approximate method is in good accord with the values computed
by Seed and Silver and that the estimated settlement of about 3 in. is
reasonably consistent with field observations.
Conc.lusions
Simplified methods of analysis have been proposed for estimating probable
settlements of either saturated or unsaturated sand deposits subjected to
earthquake shaking. Based on a review of previous studies, it appears that the
primary factors controlling earthquake-induced settlement are the cyclic stress
ratio for saturated sands with pore pressure generation and the cyclic shear
strain for dry or partially saturated sands, together with the N-value for the
sand and the magnitude of this earthquake.
It should be recognized that, even under static loading conditions, the
error associated with the estimation of settlements in sands is on the order of
±25 to 50%. It is therefore reasonable to expect less accuracy in predicting
" settlements for the more complicated conditions associated with earthquake loading.
However, comparison of the numerical results with several case histories indicates
that the methods presented herein can be used in many cases as a first approximation
for evaluating the volume changes and settlements of sands due to earthquake
shaking. In the application of the methods, it is of course essential to check
that the final results are reasonable in the light of available experience.
Acknowledgment
The studies described in the preceding pages were sponsored by the
National Science Foundation under Research Grant No. CEE-8ll0734 and the Japan
Society for the Promotion of Science. The support of these organizations is
gratefully acknowledged.
-
Tab
le
7 C
om
pu
tati
on
o
f S
ett
lem
en
t fo
r D
ep
osi
t o
f D
ry
San
d
Th
ick
ness
0
0=
=0
0'
G
*3
) G
*
1)
*2
) L
ay
er
Dr
Y
(eff)
E
E
2E
Sett
lem
en
t N
l m
ax
Y eff
C
,M==
7.S
C,M
=6
.6
C,M
=6
.6
# (f
t)
(psf
) (%
) (k
sf)
eff
G
(%
) (%
) (%
) (i
n)
max
1 5
24
0
45
9 5
20
1
.3x
lO-"
5
x 1
0-"
0
.14
0
.11
0
.22
0
.13
2 5
71
5
45
9 9
00
2
.3
8 0
.23
0
.18
0
.36
0
.22
3 10
1
42
5
45
9 1
27
0
3.2
1
2
0.3
5
0.2
8
0.5
6
0.6
7
4 1
0
23
75
45
9
16
30
4
.0
14
0
.40
0
.32
0
.64
0
.77
5 1
0
33
25
45
9
19
30
4
.5
15
0
.45
0
.36
0
.72
0
.86
6 1
0
42
75
45
9
21
90
4
.6
·13
0
.38
0
.30
0
.60
0
.72
3.3
7
in
*1)
~
IE
= 0
.80
C
,M=
6.6
C
,M=
7.5
*
3)
G
=
K
• 1
00
0
(0
.)1
/2
~ 20
N
1/3
(0
.)
1/2
x
10
00
m
ax
2 m
1
m
*2)
Mu
lti-
dir
ecti
on
al
eff
ect
*4
) M
= 6
.6,
a 0
.45
m
ax
w
0
-
0m
ox =
0.4
5
o •
Sa
nd
, D
r =
45%
Ave
rag
e
Sh
ea
r S
tra
in -
%
o 0.
1 0
.2
0.3
O~_
I I
o S
eed
and
Silv
er (
1972
)
• T
his
Stu
dy
.::
20
1 ---------1
-
I ..c
+0
- a.
w
o 3
0 I-
---------~
40
1 1---
50
ft /7
X<
Y //
(" Y
/?,-
V I
X'
V7
:( (w
I 5
0 .... , _
__
__
--"L
...£
/ __
__
_ .L
-__
__
_ ..J
I
Se
ttle
me
nt=
0.3
in
(0.1
)
0.7
in
(0.6
)
, 0
.8 in
(0
.7)
0.9
in
(0.7
)
0.7
in
(0.6
)
To
tal
3.4
(2
.7)
t t
Th
is
Re
sults
by
Stu
dy
See
d an
d S
ilve
r (\9
72)
FIG
. 16
CO
MPU
TATI
ON O
F SE
TTLE
MEN
T FO
R 50
FT
DEE
P SA
ND L
AYER
W
I-
'
-
32
References
Building Research Institute, Ministry of Construction, "Niigata Earthquake and Damage to Reinforced Concrete Buildings in Niigata City," Report of Building Research Institute, No. 42, 1965. (in Japanese)
Iwasaki, T., Tatsuoka, F. and Takagi, Y., "Shear Modulus of Sands Under Cyclic Torsional Shear Loading," Soils and Foundations, Vol. 18, No.1, March 1978, pp. 39-50.
Kovacs, W. D., Yokel, F. Y., Salomone, Potential and the International SPT," Earthquake Engineering, San Francisco,
L. A. and Holtz, R. D., "Liquefi:lctLon Proceedings, 8th World Conference on July, 1984, Vol. 3, pp. 263-268.
Lee, K. L. and Albaisa, A., "Earthquake Induced Settlements in Saturated Sands," Journal of the Soil Mechanics and Foundations Division, ASCE 1 Vol. 100, No. GT4, April, 1974, pp. 387-406.
Meyerhof, G. G., "Discussion," Proceedings, 4th International Confen':ncf': on Soil Mechanics and Foundation Engineering, Vol. 3, p. 110, 1957.
Mitchell, J. K., "Practical Problems from Surprising Soil Behavior ,;1 TE:r.z.~ghi Lecture presented at the San Francisco Conference of the American Sod.ety of Civil Engineers, October 1 to 4, 1984.
Ohsaki, Y.,"Effects of Sand Compaction on Liquefaction during Tokachioki Earthquake," Soils and Foundations, Vol. 10, No.2, 1970, pp. 112-128.
Ohta, Y. and Goto, N., "Estimation of S-wave Velocity in Terms of Ch"';racteris-tic Indices of Soil," Butsuri-Tanko, Vol. 29, No.4, 1976, pp. 34-41. (il~, Japanese)
Pyke, R., Seed, H. B. and Chan, C. K., "Settlement of Sands under Multi-directional Shaking," Journal of the Geotechnical Engineering Division, ASCE, Vol. 101, No. GT4, April, 1975, pp. 379-398.
Seed, H. B., "Soil Liquefaction and Cyclic Mobility Evaluation for Level Ground during Earthquakes," Journal of the Geotechnical Engineering Division, ASCE, Vol. 105, No. GT2, Feb., 1979, pp. 201-255.
Seed, H. B. and Idriss, 1. M., "Soil Moduli and Damping Factors for Dynamic Response Analyses," Report No. EERC 70-10, Earthquake Engineering Research Center, University of California, Berkeley, 1970.
Seed, H. Bolton and Idriss, 1. M., "Simplified Procedure for Evaluating Soil Liquefaction Potential," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 97, No. SM9, September, 1971.
Seed, H. B., Idriss, I. M. and Arango, 1., "Evaluation of Liquefaction Potential Using Field Performance Data," Journal of the Geotechnical Engineering Division, ASCE, Vol. 109, No. GT3, March, 1983, pp. 458-482.
Seed, H. B. and Silver, M. L., "Settlement of Dry Sands during Earthquakes," Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 98, No. SM4, April, 1972, pp. 381-397.
-
33
Seed, H. Bolton, Tokimatsu, K. and Harder, L., "The Influence of SPT Procedures in Evaluating Soil Liquefaction Resistance," Report No. UCB/EERC-84-15, Earthquake Engineering Research Center, University of California, Berkeley, California, October, 1984(a).
Seed, H. Bolton, Wong, Robert T., 1driss, 1. M. and Tokimatsu, K., "Moduli and Damping Factors for Dynamic Analyses of Cohesionless Soils," Report No. UCB/EERC-84/14, Earthquake Engineering Research Center, University of California, Berkeley, California, September, 1984(b).
Silver, M. L. and Seed, H. B., "Volume Changes in Sands during Cyclic Loading," Journal of the Soil Mechanics and Foundations Divis ion, ASCE, Vol. 97, No. SM9, Sept., 1971, pp. 1171-1182.
Tatsuoka, F., Iwasaki, T., Tokid'a, K., Yasuda, S", Hirose, M., 1mai, T., Kon-no, M., "A Method for Estimating Undrained Cyclic Strength of Sandy Soils Using Standard Penetration Resistances," Soils and Foundations, Vol. 18, No.3, pp. 43-58, Sept. 1978.
Tatsuoka, F., Sasaki, T. and Yamada, S., "Settlement in S'::lturated Sand Induced by Cyclic Undrained Simple Shear," Proceedings, 8th \:Vorld Conference on Earth-quake Engineering, San Francisco, Vol. 3, pp. 95-102, Jul~' 1984.
Tohno, I. and Yasuda, S., "Liquefaction of the Cro~nci dur~ng the 1978 Miyagiken-oki Earthquake," Soils and Foundations, 'lei. 2L No.3, Sept. 1981, pp. 18-34.
Tokimatsu, K. and Yoshimi, Y., "Empirical Correlation of !loil Liquefaction Based on SPT N-Value and Fines Content," Soils and FOl.lndations, Vol. 23, No.4, pp. 56-74, Dec., 1983.
Tokimatsu, K. and Yoshimi, Y., "Criteria of Soil Uquefac·:ion with SPT and Fines Content," Proceedings, 8th World Conference on Earthquake Engineering, San Francisco, Vol. 3, pp. 255-262, July, 1984.
Yoshimi, Y., Personal Communication, 1984.
Yoshimi, Y., Kuwabara, F. and Tokimatsu, K., "One-Di1:Jensional Volume Change Characteristics of Sands under Very Low Confining StressEs," Soils and Foundations, Vol. 15, No.3, Sept., 1975, pp. 51-60,
-
a max
Geff
G max
g
34
Appendix 1 - Nomenclature
maximum horizontal acceleration at the ground surface
connection factor for the energy developed in the SPT determinations
correction factor in ter:ns cf effective stress
relative density
effective shear modulus at induced strain level
shear modulus at low strain level
acceleration of gravity
(K2
) soil modulus coefficient max
M
N
r m
€ c
€ c,N
(J o
(J m
(J o
1" av
1" max
earthquake magnitude
measured SPT N-value
SPT N-value in Japanese prac:ice
SPT N-value determined by a :ilethod providing 60% of the theoretical free-fall energy to the drill rods
SPT N-value normalized to an effective overburden pressure of 1 tsf and to an effective energy c.,~liv'
stress reduction factor
scaling factor for stres3 ra:LO in terms of earthquake magnitude
effective shear strain induced by earthquake shaking
volumetric strain
volumetric strain after N cy·:les
total overburden pressure
mean principal effective str~ss
effec t i ve overburden pre:> sur,e
average cyclic shear stress
maximum cyclic shear stress
-
35
EAR'I'HQUJU:E ENGINEERING RESEARCH CENTER REPORTS
~OTE: Numbers in parentheses are Accession Numbers assigned by the National Technical Information Service; these are followed by a price code. Copies of the reports may be ordered from ~~e National Technical Information Service, '5285 Port ~yal ~ad, Springfield, Virginia, 22161. Accession Numbers should be quoted on orders for reports iPS --- ---) and remi-ctance :nust accompany each order. Reports ·.ithout this information 'were not available at time of pri.11ting. The complete list of SERe ,eports (from EERC 67-1) is available upon request :rom the Earthquake Engineering ~esearch Center, University of California, Berkeley, 47th Street and Hoff:nan SOulevard, Richmond, California 94804.
UCE/BERc-n/Ol "PLUSH - ,\ Computer Program for Probabilistic Finite Element Analysis of Seismic Soil-Structure Inter-action," by M.P. ~mo Organista, J. Lysmer and H.B. Seed - 1977 (PS81 177 651)1'.05
UCS/EERC-77/02 "Soil-Str~cture Interaction Effects at the Humboldt Say Power Plant in the Ferndale Earthquake of June 7, 1975," by J.E. Valera, H.B. Seed, C.F. Tsai and J. Lysmer - 1977 (PS 265 795)A04
UCB/EERC-77/03 "Influence of Sample Disturbance on Sand Response to Cyclic Loading," by K. :1ori, H.B. Seed and C.K. Chan - 1977 (PS 267 352)A04
UCB/EERC-77/04 "Seismological Studies of Strong ~tion Records," by J. Shoja-Taheri - 1977 (PB 269 655)1'.10
UCB/EERC-77/05 Unassigned
aCE/EERc-n/06 "De'J"lopinq Methodologies for .. A. :luckelbridge 1977 (PB 278 769)11.08
UCB/EERC-77/23 "Earthquake Simulator Tests of a Nine-Story Steel Frame 'with Columns Allowed to Uplift," by .... A. Huckelbridge - 1977 (PS 277 944)A09
CC3/EERC-77/24 ":-Ionlinear Soil-Structure Interac-cion of Skew Highway Bridges," by M.-C. Chen and J. !?enzien - 1977 (PS 276 176) A07
UCll/EERC-77/25 "Seismic Analysis of an Offshore Str..tcture sUi?ported on ?ile E'oundations," by D. D. -N. Liou and J. ?enzien 1977 (PS 283 180)A06
UCB/EERC-77/26 "Dynamic Stiffness ~acrices for ;lomogeneous Viscoelastic Olalf-!?lanes," by G. Dasgupta and "'-.1
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UCS/EERC-77/27 "A Practical Soft Story Earthquake Isolation System," by J.,'1. Kelly, J .. '1. E:idinger and 1977 (PS 276 814)11.07
36
Derham -
UCB/EERC-77/28 "Seismic Safety of SXisting Buildings and Incentives for Ciaza~d 1v1it.igation 1:1. San :rancisco~ .~ Exploratory Study," by ."-.J. :1eltsner - 1977 (PS 281 970),,05
UCB/EERC-77/29 "Dynamic Analysis of Electrohydraulic Shaking Tables," ":Jy D. Rea, S. Abedi-Hayati and ~. Takahashi 1977 (PB 282 569)11.04
UCB/EERC-77/30 "M Approach for Improving Seismic - Resistant Behavior of Reinforced Concrete Interior Joints," by B. Galunic, V.V. 3ertero and E.? Popov - 1977 (PS 290 870)11.06
UCB/EERC-7S/01 "The Development of ~nergy-A.bsorbing Devices for Aseismic Base Isolation Systems," by J .M. Kelly and D.F. Tsztoo - 1978 (PS 284 978)A04
UCB/EERC-78/02 "Ef::ect of Tensile ?restrain on the Cyclic Response of St::uctural Steel Connections, by J.G. 80uwkamp and A. :1ukhopadhyay - 1978
UCS/EERC-78/0J "Ext;lerimental ?esults of an Earthquake Isolation System using Nacural Rubber 3earings,'f by .;.~. Eidinger and J.:1. Kelly - 1978 (PB 281 686)11.04
UCS/EERC-78/04 "Seismic Behavior of Tall Liquid storage Tanks," by ."-. Ni· .. a - 1976 (PS 284 017) 11.14
CJCB/EERC-78/0S "Hysteretic Behavior of Reinforced Concrete Columns Subjected to High Axial and Cyclic Shear ,orces," by S.W. zagajeski, V.V. Bertero and J.G. Bouwkamp - 1978 (PB 283 858)A13
UCB/EERC-78/06 "Three Dimensional Inelastic Frame Elements for the AJ.'4S'R.-! ?rogram," by ,J.., ~iahi, D.G. Rowand G.H. Powell - 1978 {PB 295 755)11.04
UCB/E:ERC-78/07 "Studies of Structural Response co Earthquake Ground :10tion," by O.A. Lopez and A.K. Cho;>ra - 1978 {PB 282 790)11.05
UCB/EERC-78/08 "A Laboratory Study of the Fluid-Str'...lcturs Interaction of Submerged Tanks and Caissons in Earthquakes,H by R.C. Byrd - 1978 {FB 284 957)11.08
aCB/SERC-7S/09 Unassigned
ClC3/EERC-78/10
CJCB/EERC-78/11
UC.a/EERC-78/12
UCB/EERC-78/13
uCB/EERC-78/14
UCS/EERC-78/15
UCB/EERC-78/16
UCS/EERC-78/17
UCS/EERC-78/18
UCB/EERC-78/19
CJCB/EERC-78/20
CJCB/EERC-78/21
CJCB/EERC-78/22
UCB/EERC-7B/23
UCB/EERC-7B/24
UCB/EERe-7B/25
"Sei3mic ?er-:o:r:mance of Nonst.!:uct'..lral and Secondary St.ruct'.l::'3.1 E;l
-
UC3/EERC-78/26 "Studies of St:::ong Ground Motion in Taiwan," by Y.M. Hsiung, S.A. Solt and J. Penzien - 1978 (PEl 298 436)A06
37
UC3/EERC-78/27 "Cyclic "oading Tests of ,A.asonry Single Piers: Volume 1 - Height to ',Iidth Ratio of 2," by ? .A. Hidalgo, R.r.. Mayes, H.D. McNiven and K.\-/. Clough - 1978 (P3' 296 211)AQ7
UC3/EERC-78/28 "Cyclic Loading Tescs of Masonry Single ?iers: Volume 2 - Height: co Widt:h Racio -3f 1." 'oy 5. -w. J. Chen, ?.;. Hidalgo, R.1... :1ayes, K.\9 298 266) A06
UCB/ESRC-79/0S "~echanical Behavior of Lightweight Concrete Confined ":Jy Different Types of Lat.e':al ?ei:lfcccemel"~,-" by :1.':>'. Manrique, V.'T. Bert.ero and E.P. Popov - :1ay 1979(PB 301 114) A06
UCS/EERC-79/06 "Stat.ic Tilt Test:s of a Tall Cylindrical Liquid St.orage Tank," by R.I-I. Clough alld .;. ~i;.;a - ::!,,'2. ;.3"9 (PB 301 167) A06
UCB/EERC-79/07 "The Design of Steel Energy Absorbing Restrainers and n-teir !ncorporat:.ion itlt"_o Nuclear Pc~..rer ?la.:--l:;:s far Enhanced safety: Volume 1 - Summary Report," by P.N. Spencer, V.F. Zackay, and E .. R. ?ar!"er ,~ 5'eb. 1979(UCB/EERC-79/07)A09
UCB/EERC-i9/08 "The Design of Steel Energy Absorbing Restrainers and Their Incorporation into ~uclear ?owo::r ?!...,,:..~ .... "Cs :or Enhanced safety: Volume 2 - The 8evelopment of Analyses for Eteactor Sys-cem ?i;;>ing, ,t"SimoJ..o: s·.::]:".eIT'sH by ~·LC .. Lee, J. Penzien, A.Il~ll, '::.L. ·,-lil:3,--;n, R.W. Clough and D.G. Row - Feb. 1979(UC3/EERC-79/08)AIO
aCB/EERC-79/09 "'the Design of Steel Energy Absorbing Restrainers and Their !ncor;oration i:-.t:o ~uc19ar '9(RJer ?1.a:."lts ~or Enhanced Safecy: ilolume 3 - Evaluation of Commercial Steels,11 by ~.;.S. O""en, ?..~.~. Pel2..cllx, R.O. Ritchie, M. :aral, T. Ohhasni, S. Toplosky, S.J. Hart.man, V.F. Zackay ~nd Z.R. ?arker -Feb. 1979(UCS/EERC-79/09)A04
UCB/EEil.C-79/10 "The DeSign of Steel Energy i\bsor":Jing Restrainers and Their Incorporat:ion int.o Nuclear Power Planes Eor Enhanced Safety: Volume 4 - A ReviS' .... of Enel:gy-".bsocbing De'lices," .by~ ,j. ;4. Kelly and :1.S. Skinner ~ Feb. 1979(UCB/EERC-79/10)A04
UCE/EERC-79/11 "Conservatism !~"l Summation Rules for Closely Spaced Modes, ,1 by J .• '1, Kelly ana J. r.,~ Sackrnan - ~'~nY 1979(P3 301 328) .;03
UCB/EERC-79/12 "Cyclic Loading Test.s of Masonry Single Piers; Volume 3 - Height to rl'iidt...~ 2a~ic of 'J.S," by !? A. Hidalgo, R.I... Mayes, ;1. D. McNiven and il..W. Clough - May 1979 (?B 301 321.) ~.Oil
GC3/!ERC-79/13 "Cyclic Behavior a f Dense Course-Grained ~1aterial.s in Relation to ':..'1e Seism5..c S tabili ty of Dams .. ,- ':Jy N.G. Banerjee, H.B. Seed and C.X. Chan - June 1979(PB 301 J7J)AlJ
UCB/EERC-79/14 "Seismic Behavior of Reinforced Conc:::et.e Interior Sea..'l\-Column SubaSsell'blac;es," ":Jy 5. Viwat.'1andt:e,,,,, E.P. Popov and V.v. Bertero - June 1979(PB 301 326)AIO
UCB/EERC-79/1S "Optimal Design of Localized Nonlinear Systems ,.it."l Dual Performance Crit:eria Ued-er Eart:.'1q,->ak" EXcit.ations," by M.A. Bhatt.i - July 1979(PB 80 167 109)A06
UCB/EERC-79/16 "OPTDYN - .; General Purpose Opt:irnization Program foe Problems wi t:h or 'Hi tll0ut Jyn=i·= Const:::a.L:lts," by M.A. Bhatti, E. Polak and K.S. !?ister - July 1979 (PB 80 167 091) AOS
UCB/::ERC-i9/17 "ANSR-rI, Analysis of ,~onlinear Structural Response, Users .'1anual, " by i),P. Mond.'B 301 166)AOS
UCB/EERC-79/20 "Hys1:eretic Behavior of Reinforced Concret.e Structural Walls," by J. M. Vallenas, V. V. Bert.ero and E.P. Popov - August 1979(PS 80 165 90S)Al2
UCB/EERC-79/21 "Studies on High-Frequency Vibrations of 3uildings - 1: 1:he Column Effect," by J. Lublicer - ,,"ugust1979 (PB 80 158 S53)A03
UC3/::EFC-79/22 "Effects of Generalized Loadings on Bond ?einforcing Bars Embedded in Confined Concrete Blocks," by S. Viwat."lanatepa, E.P. ?o:>pov and V.V. Bertero - August 1979(PB 81 124 018)A14
UCB/EEFC-79/23 "Shaking Table St.udy of Single-s to ry Masonry Houses, Volume 1: Test Structures 1 and 2, " by P. GUl.kan, R.r.. Mayes and R.W. Clough - Sep'!!. 1979 (h"UO-QOO 1763).:>.12
UCB/ESRC-79/24 "Shaking Table Study of Single-Story Masonry Houses, Volume 2: Test Structures 3 and 4, " by P. GUlkan, R.I... Mayes and «.w. Clough - Sept.. 1979 (HUD-OOO 1836)Al2
GC3/EEFC-79/2S "Shaking Table Study of Single-Story Masonry Houses, Volume 3: Summary, Conclusions and Recommendations," by R.W. Clough, R.r.. Mayes and P. GQlkan - Sept. 1979 (HUD-OOO 1837)A06
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38
iJOl/EERC-79/26 "Recommendations tor a iJ.S. -Japa.'l Cooperative Research !?rogram iJtilizing 1:.arge-Scale Tes ting Facilities ," by U.S.-Japan Planning Group - Sept. 1979(P9 301 407) A06
vCB/EE?C-79/27· "Earthquake-Induced Liquefaction Near Lake Amatitlan, Gua':emala," by :-l.B. Seed, 1. Arango, C.K .. Chan, A. Gomez-Masso and R. Grane de Ascall - Sept. L979(NUREG-CRlJ41)A03
CCS/EE?C-79/28 !t!nfill Panels: Their Influence on Seismic Response of Buildings 1 II by J. 'N. rlxley and V. V. Se.!"tero Sept. 1979(2B 80 163 371)AlO
I
iJCS/EERC-79/29 ''3~ Tr-.lSs Sar Elemen1: (1'/pe 1) for the ANSR-rI ?rogram," by :I.? l·londkar a...,d G.H. Powell - Nov. 1979 (;>9 80 169 709) A02
UCS/EERC-79/30 "20 Seam-Col:.unn Element (Type 3 - ?arallel Element 'C'heory) for t.~e ANSR-II Program, " by C.G. ?..ow, G.H. Powell and D.? Mondkar - Dec. 1979 (PB 80 167 224) A03
UCS/EERC-79/31 "3D Seam-Column Element (Type 2 - ?arallel Element '!'heoryJ fer the ANSR-rr Program, " by A. Riahi, G.H. Powell and D.? i1ond..'.. 8er :lay 1980(?B81 124 d77)A06
UC3/EERC-80/11 ".; Green-?unction ~1ethod Eor 'Nave Interaction 'N'it~ a Subme:rged 3oc.y,·· :"Jy ':-;. Kic-:a - ;"pril 1980 (?881 122 269)A07
iJCB/£ERC-80/12 "Hydrodynamic pressure and .~dded tlass Eor .>.xisyrune:=ic 30dies," ;)Y ;:'. ~UlJ:at - "!ay 19SD (PB81 122 343) A08
VCB/EERC-80/13 "Treatment of ~on-Linear Drag Fc~ces .!\.cting em Cffshore i?lat,:c::rns," '0'1 '3. ,!. Dao and J. Penzien May 1980(PB81 133 413);"07
vCB/EERC-80/14 "20 ?lane/Axisymmet=ic Solid Element (Type 3 - Elastic 'n Elas1:ic-?er::"G-::ly Plastic) for the ANSR-II Program," by D.P. 110ndka= and C.H. Powell - July 1980 (PB81 122 350) ;")3
UCS/EERC-80/15 "A Response $pectrum Method for Random Vibraoions," by A. Der :
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39
UCB/EERC-80/24 "U-8ar Restraint: Element (Type 11) for the
-
UCB/EERC-81/10
UCB/EERC-81/ll
UCB/EERC-81/12
UCB/EERC-81/13
UCB/EERC-81/l4
UG/EERC-81/15
UCB/EERC-81/16
UCB/EERC-81/17
UCB/EERC-81/13
UCB/EERC-81/19
UCB/EERC-81/20
tlCB/EERC-82/01
tlCB/EEPC-82/02
UCB/EERC-82/0J
UCB/EERC-82/04
UCIl/EERC-82105
UCB/E~-82/06
UCB/EERC-82/07
OCB/EERC-S2/08
40
-Evalua~ion of Seismic Design Provisions for Ma~1 h~ the United States,- by B.I. Sveinsson, ?.L. Mayes and H.D. McNiven - AugUst 1981 (PS82 166 07S)ACa
"Two-Dimensional Hybrid Modelling of SoLl-Structure Interac~ion,- by T.-J. Tzong, S. Gupta and J. Penzien - August 1981(PB82 142 118lA04
"Studies on Effects of Infills in Seismic Resis~t RIC Conseruction," by S. Srokken and V.V. Eertero -Septemcer lS81 (;E32 166 190)AOS
"Linear Models to P,~edict the Nonlinear Seismic Behavior of a One-Story Steel Frame,' by H. Valdil:la.rsson. A.H. Sha.h and H.D. lIcNiven - September 1981(P!lS2 135 7931A07
-'!LUSH: A Computer Program for the Three-Dimensional Dynaoic Analysis of Earth Dams," by T. l;05 ·~el Study of Effec~s of Damage on the Vibration Properties of Steel Offshore Platfor,ms," by F. Shahrivar and J. G. Bouwkamp - June 1982 (PBS) H8 742)AlO
·States of the .&.rt and Practice in the Optimum SeiSlllic Design and Analytical Response Prediction of RiC Fra-.-wall St:r\lcto . .u:es,· by A. E. Aktan and v. V. Bert:ero - July 1982 (PS83 147 736lA05
·~ler Study cf the Earthquake Response of a Broad Cylindrical Liquid-Storage TanI< MOdel," oy G. C. Manos ano. R. W. Clough - July 1982 (PB83 147 744)All .
"An Evalua~ion of the Design and Analytical Seisaic Response of a Seven Story Reinforced Concrete frame - Wall St::'ucturt.!," by F. A. Charney and v. V. Ber-::ero - July 1982(P583 157 628)A09
UCB/EERC-82/09 "71uid-St.ructure Inte~'actions: Added Mass Compu~tions for Inco::r,lressible nuid.~ by J. S.-H. Kuc -August 1982 (PBS, 156 281)A07
UCDjEERC-82/10
UCS/EERC-82/ll
OCB/EERC-82/12
UCB/EERC-62/13
UCD/EERC-82/14
UCB/EERC-8211S
UCB/EERC-82/16
"Joint-Opening Nonlin< ar Mechanism: Interface Sooeared Crack I'.odel," by J. S. -H. }(uo -August 1582 (PES] 149 195)A05
"~~amic Response Analysis of Techi Dam," by R. w. Clough. R. ~. Stephen and J. S.-H. Kuo -August 1982 (PSal 147 496lA06
"Prediction of the Seismic Resoonses of RIC Frame-Couo1ed Wall Structures," by A. E. Aktan, V. V. Bertero and M. Piazza - AU9Ust-1982 (PB8) 149 203~9·
"Preliminary Report: on the SMART 1 Stronq Motion Arrey in Taiwan," by B. A. Bolt, C. H. Loh, J. Penzien, Y. S. Tsai and Y. T. Yeh - August 1982 (ps83 159 400)AlO
"Shaking-Table Studies of an Eccentrically X-Braced Steel St~~cture,· by M. S. Yang - SeptemQer 1982
"The performance of Stairways in Earthquakes,· by C. Roha, J. w. Axley and V. V. Bertero - Sep~e~r 1982 (PB83 157 693)A07
"The Behavior of Submerged Multiple Bodies in Eart.b:;uakes," by w.-G. Liao - Sept. 1982 (PB83 15a 709),;07
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41
OCB/EERC-82/17 "Effects of Concrete Types and Loading Conditions on Local Bond-Slip Relationships," by A. D. Cowell, E. P. Popov and V. V. Bertero - September 1982 (PB83 153 577)A04
OCB/EERC-82/18 "Mechanical Behavior of Shear Wall Vertical Boundary Members: An Experimental Investigation," by M. T. wagner and V. V. Bertero - October 1982 (PB83 159 764)A05
UCB/EERC-82/19 "Experimental Studies of Multi-support Seismic Loading on Piping Systems," by J. M. Kelly and A. D. Cowell - November 1982
UCB/EERC-82/20 "Generalized Plastic Hinge Concepts for 3D Beam-Column Elements," by P. F.-S. Chen and G. !!. Powell -November 1982
UCll/EERC-82/21 "MSR-III! General Purpose Computer Program for Nonlinear Structural. Anal.ysis," by C. V. OUghourlian and G. H. Powell - November 1982
OCB/EERC-82/22 "Solution Strategies for Statically Loaded Nonlinear Structures," by J. W. Simons and G. H. Powell -November 1982
OCB/EERC-82/23 "Analytical Model of Deformed Bar Anchorages under Generalized Excitations," by V. Ciampi. R. Eligehausen, V. V. Bertero and E. P. Popov - November 1982 (PB83 169 532)A06
CCS/EERC-82/24 "A Mathematical Model for the Response of Masonry Walls to Dynamic Excitations," by H. Sucuoglu, Y. Mengi and H. D. McNiven - November 1982 (PBS3 169 Oll)A07
UC3/EERC-S2/25 "Earthquake Response Considerations of Broad Liquid Storage Tanks," by F. J. Cambra - November 1982
~'(:l!/EERC-82/26 "Computational Models for Cyclic Plasticity, Rate Dependence and Creep," by B. Mosaddad and G. H. Powell - November 1982
OCB/EERC-82/27 "Inelastic Analysis of Piping and Tubular Structures," by M. Mahasuverachai and G. H. Powell - November 1982
'JCB/EER(-83/01 "The Economic Feasibility of Seismic Rehabilitation of Buildings by Sase Isolation,' by J. M. Kelly -January 1983
fj;;S/EERC -83/02 "Seismic Moment Connections for Moment-Resisting Steel Frames," by E. P. Popov - January 1983
rX2/EERC-83/03 "Design of Links and Beam-to-Column Connections for Eccentrically Braced Steel Frames," by E. P. Popov and J. O. Malley - January 1983
i.1CB/EERC-8:1/04 "Nwnerical Techniques for the Evaluation of Soil-Structure Interaction Effects in the Time Doma.i.n," by E. Sayo and E. L. wilson - February 1983
ru.:B/EERC-83/05 "A Transducer for Measuring the Inte.:nal. Forces in the Columns of a Frame-wal.l Reinforced Concrete Structure," by R. sause and V. V. Bertero - May 1983
'X:B/EER:-83/06 "Dynamic Interactions beb
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42
.RC-83/l8 "Interactive Computer Analysis Methods for Predicting the Inelastic Cyclic Behaviour of StructULal Sections," by S. Kaba and S. Mahin - July 1983 (PB84 192 012) A06
;ERC-83/l9 "Effects of Bond Deterioration on Hysteretic Behavior of Reinforced Concrete Joints," by F.C. Filippou, B.P. Popov and V.V. Bertero - August 1983 (PB84 192 020) AIO
/EERC-83/20 "Analytical and ExperiJDental Correlation of Large-Panel Precast Building System Performance," by M. G. Oliva, R.W. Clough, M. Velkov, P. Gavrilovic and J. Petroveki - November 1983
2/EERC-83/21 "Mechanical Characteristics of Materials Used in a 1/5 Scale Model of a 7-Story Reinforced Concrete Test Structure," by V.V. Bertero, A.E. Aktan, H.G. Harris and A.A. Chowdhury - September 1983 (PS84 193 697) ADS
UCB/EERC-83/22 "Hybrid Modelling of Soil-StrUcture Interaction in Layered Media," by T.-J. Tzong and J. Penzien -October 1983 (PB84 192 178) A08
UCB/EERC-83/23 "Local Bond Stress-Slip Relationships of Deformed Bars under Generalized Excitations," by R. Eligehausefl, E.P. Popov and V.V. Bertero - October 1983 (PB84 192 848) A09
UCB/EERC-83/24 "Design Considerations for Shear Links in Eccentrically Braced Frames," by J.O. Malley and E.P. Popov -November 1983 (PB84 192 186) A07
UCB/EERC-84/0l ·pseudodynamic Test Method for Seismic Performance Evaluation I Theory and Implementat.ion." by P. -5. 8. Shing and S. A. Mahin - January 1984 (PB84 190 644) A08
UCB/EERC-84/02 "Dynamic Response Behavior of xiang Hong Dian Dam," by R.W. Clough, K.-T. Chang, H.-Q. Chen, R.l-i. Stephen, G.-L. Wang, and Y. Ghanaat - April 1984
UCB/EERC-84/03 "Refined Modelling of Reinforced Concrete Columns for Seismic Analysis," by S.A. Kaba and S ..... Hahir. -April, 1984
UCB/EERC-84/04 "A New Floor Response Spectrum Method for Seismic Analysis of Multiply Supported Secondary Systems," by A. Asfura and· A. Der Kiureghian - June 1984
UCB/EERC-84/0S "Earthquake Simulation Tests and Associated Studies of a l/Sth-scale Model of a 7-Story RIC Fra~a-w~ll Test Structure," by V.V. Bertero, A.E. Aktan, F.A. Charney and R. Sause - June 1984
UCB/EERC-84/06 "RIC Structural Walls: Seismic Design for Shear," by A.E. Aktan and V.V. Bertero
UCB/EERC-84/07 "Behavior of Interior and Exterior Flat-Plate Connections subjected to Inelastic Load Re~rsals," by H.L. Zee and J.P. Moehle
UCB/EERC-84/08 "Experimental Study of the Seismic Behavior of a two-story Flat-Plate Structure," by J.W. Diebold and J.P. Moehle
UCB/EERC-84/09 "Phenomenological Modeling of Steel Braces under Cyclic Loading," by K. Ikeda, S.A. Mahin and S.N. Dermitzakh
UCB/EERC-84/10 "Earthquake Analysis and Response of Concrete Gravity Dams," by G. Fenves and A.K. Chopra
UCB/EERC-84/l1 "EAGD-84: A Computer Program for Earthquake Analysis of Concrete Gravity Dams," by G. Fenves and A.K. Chopra
UCB/EERC-84/12
UCB/EERC-84/l3
UCB/EERC-84/14
UCB/EERC-84/lS
UCB/EERC-84/16
"A Refined Physical Theory Model for predicting the Seismic Behavior of Braced Steel Frames," by K. Ikeda and S.A. Mahin
"Earthquake Engineering Research at Berkeley - 1984"
"Moduli and Damping Factors for Dynamic Analyses of Cohesionless Soils," by H.B. Seed, R.T. Wong, I.M. Idriss and K. Tokimatsu - September 1984
"The Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations," by /l.S. Seed, K. Tokimatsu and L.H. Harder - October 1984
"Simplified Procedures tor the Evaluation at Settlements in Sands Due to Earthquake Shaking," by K. To~tsu and H.B. Seed - October 1984