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)

20. Sec:urfty C .... (ThIs "'p)

21. No. of Plops

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

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

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 :

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

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

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