ISAOISHIBASHI nd XINJ XINJIA IANZH NZHAN AN
ABSTRACT
am litu litude de
mean mean effe effect ct ve conf conf ning ning pres pressu sure re an
soil soil-s -str truc uctu ture re inte intera ract ctio io
oil' oil' plas plas ic ty ndex ndex Alth Althou ough gh
he avai avai ab lity lity
prob proble lems ms
D7)
INTRODUCTION
ur
nter nterac acti tion on
ro lems lems
Many Many ex erim erim ntal ntal
ener eneralEq alEqua ua ions ions fo Sand Sand Soil Soil present
vi
i)
ii)
USA. du Domi Domini nion on Un vers versit it nu re un
pa from from Wu
nm nt vi ne Univ Univ rs ty Gu ngdo ngdong ng
om ni
Peop People le's 's
nd epub epub ic of
29
hina hina
UNIFIE
DYNAMI
SHEA
is =K
(1)
(y f(e)ag'(
183
MODULI
log -0
=log
log
Khouri (1984) analyzed availabl
'0
(6)
experimental
Where (y cyclic shea trai am litude (~10- ), fee) '0
ressure, an powe m(y) is an ncreasin y. O m a x ,
func al.,
y= 10Omax
is: (2)
variou
G/ ms va ue
le el
er (y
Where
ms=mty
s; 10-
(4)
--=K(y)ag'(y)-m
(5)
o.
y. show K(y) and m(y)-mo of y, respectively. versus G / o.; versus
1.20
1.00
D.... evlcb a D
lc ar
Kurlbay8l!bI lb (1
IlL (1974)
(1
0)
1)
Kurlbay8l!bI et IlL (197S rlba 8l!b et Il (L974) ol ulto (1,81 ol ulto (1980 Iwuakl et IlL (1978 Hardin an D.... evlcb (1~) if an l !1 b ( 1 ' 7' )
0.80
Ch Tatluoka ak Equation
)(
....-..
0.60
aD
D .. . evleb (1984)
et IlL (1979 a l1 l
(1
('7)
Ii i!
0.20
00
he values
0'0=
10-
............
'0 at
+--,----T"""""T--rT"TTT".--------.---,-"""T""""T"""T""T"""~-_r__......__r__r_T"'T""T""T.._:.......;__!,g~;$;o~
10-
Fig. 1.
(y
versus
or
ds
ri
4)
(y)
)C.
18
ISHIBASH
an ll (1 0) as lb (1971 rnevlc an lc:bart (1970 ilv an ee (19 1)
0.70 0.60
,...-...,
:»
AN
ZHAN
}I.
Kurlbayasbl IlL(1974) k... (19 1) ok... bo (1980 Iwasak et IlL(1 78
0.50
lU'dlnan ru (19 2) herl an IlIhlbas (1976 Kurlbayasbl IlL(1975) Kurlbayasbl IlL(1974)
0.40
Cb an ats ok et IlL(1979 Iwasak an at quatio (8
0.3,0
(1
4)
(19
0.20 0.10 0.00
10
10-
-B
Cyclic m(y)-m
versus
l'
or
y=:::io :' 0'0=
without m(y) with y. Both
0'0=20
max
D=f(G~ax)' tanh {I
(0.00~102)0.492}
(7)
m(y)-mo=0.272
where cordingly,
ranges.
(9)
for K(y)
and m(y)-mo.
However, consider
Ac0'0
(y)
y(:s lO-6),
y=0.000102 y=:::lO-2. Similarly, m(y)-
0.27 (m d- al e) at y=0.000556
.5 (mid y : : s ; lO-6,
sand
-1.547
(_E_) max
(10)
UNIFIE
DYNAMI
SHEA
0.40
ilver an
Seed (1971) an ar (1 Kurtbayuhl aL (1974) Sberll aL (1977)
SANDS Cl
0.30
Cl
ii
ii Cl
ii Cl
.. ··0"
0.20
.-D-
'Q
Kurtbayuhl aL (1978) ok (1980) ak aL (1978) an (1 0)
ii
iii
.;:;
0)
Taauoka aL (1979) Ucb1da aL (1980) ara an 1yo,ta(1976 lb (19 1)
iii
0:::
18
MODULI
ii
ar in an Eq atio (10)
(1
ii
., ••
iii
0.10
')
-,.:
v;
00 -+-r"T"T"TT""rrT'T'TTlrT"1""TTTlrT"1""TTTlrT""T"T'T'T"'T"'T""T""I-r-r~"':""":;"':;";:;'=~ 0.20 0.00
)<
1.00
G/Gmax. 0/
Oma.
Ip
D=O.333 2::
G/
10- ),
where
max
ecomes
egligible, ha
s,
function values
Dsand,max
y,
fo
ecreases it increasing Ip thos observations
ands
and Ip
-G
=K(y,Ip)fJW(v,lp)-m
(11)
max
sands.
(12)
where
Clays)
(Ip)
(10), respec-
Ip m(y, Ip)-
plasticity inde
(Ip).
K(y)
versus
m(y)-mo
ISHIBASH
186
0.5
AN
ZHAN
-,-----------------------,
0.40
_....
0..
0.30
Farag et aL (1981) KIm (1981)
Kokusho et aL (Itsa) arao (l Leon Sbamoto (1984)
'--"
0.10
EquaU_CU)
200
4.
versus
(y=O l%
Ip)-mo versus
10-
am litude affect stro gl
relationships
m(y=
10-3, value (8). By combin
mi, func-
m (y ,
at
10- and Jp=O
mo
generated:
m(y,
C·OO~556r4}
)-
.,
Jp=O (for sa dy
ing
(practically (y
oio.;
e-O.OI45IJ,-3
oils),
(14)
ecreases with ncreas
?:.
10-
and
and m (
mo (y,
presse
as 0.000102+ n(lp»)0.492}
)=0.5
(15)
n(lp)
(sandy soils) (low plasti soils) :5
for
L;»
(16)
UNIFIE
187
DYNA IC SH AR MODU
/p
(16). (lp=O) define
approximatel
r , 1.00 -
O.BO
Meldc
clay
(Leon et aL (1974), BOID ud Jalaie (1986» (aite ohry au ac:etic (1987
0.60
I!l
0.20
Anderson et aL (190) Fang aL (1981) va (1981 Im au na ackyand aad (1984 et aL (1979) (1984) FrOID Eqaati (16
Plasticity (y=O.l
%, Ip versus
200
150
relationships
0.40 r , (a
------
0.30
n:::
0.20
0"1
..
r,
1 I S
lI an
aL (l98l:) ak (1 1) aL (1983)
(or sands
.
---:~,
...... :: .......... .: i.
0...
0.10
.00
--h-..,...,._T""T"1r_T""T..,...,._~r_T""T..,...,._~""TT....._T"'T"1r_T""T..,...,._TT"l""TT..,...,._T""T"1""TTTTT""T"1n-i
O.BO
G/Gmax G] Gm~
th
=1-15
1.00
ISHIBASH
188
0.40
AN
ZHAN
r ~ I.
-70
im aD
aL (1982) ak
(1981)
aL (1983)
rs
Maeley aD "Saad
(1
4)
0.30
-+-'
0.20 O'l 0...
0.10
0.80
.:G/Gma ig.6(b).
DAD
ampi
oi«: fo
atio
ils
ith
1.00
=16-70
r , ______
I.
el eoclay (LeoD et aL (1974), (afte ry aad (19 aL (1982»
am aad Jaim
(1986
0.30
:.j:i
0.20
'0.. 0.10
0.00 -+-r""""""T'"T""'I.....-r"T""T'".........,.....-r...,..........-r-.....-r"T""T'"T""T'""1.....-r"T""T'".,.........., 0.20 0.00
........... ..,.........,..........,r-r-r...,.........,..........,-.-!
.8
G/Gmax
ig 6( ).
ampi
atio
G/
fo soils
max
GjGma:x.=O.O
for Dmax
versus
ls
ith
1.00
UNIFIE
DYNAMI
SHEA
MODULI
0.40
II :;>-
0.30
-+-'
40
t)
(> IJ
;:; 0.20 0::::
.-
xic
(Leo
0.10
(afte
la
et aL (19 4), bry nd
0.00
an Jaim ueetie (198'7))
(19 6))
200
150
Plasticity Ip with variou
D=
mo if cati
(Jp)
sand
er ma
to nclu
-sandy
+e-O.0145Ift3 =Dsand·---2--
0.333(1
-1.547 where
0.586
-G
ax
(G~ax)
D=Dsand
at Jp=O, values (practically L;» 70)
field. Th in-situ
for A(lp) rn(y,
y= 10ax
range. SUMM RY
CO
LU IO
values coul
190
ISHIBASH
AN
ZHAN
g, ho
(1984) "Dynamic properties of soils,
Syracuse University.
consolidated clays.
98
REFERENCES 1.
ne Sessio No 52-Evaluatio ds
nant
.tie
of es ngs,
nv n, of Seafloor Soil Properties n,
AS
Institut
epor No 380002 (i Japanese).
oGeotechnical Test ng
87 na response of soft clay deposits," Proc
nd eism
pr
Geotechn al Journa 18 pp 371-389. ok 80 of na soil prop rt es fo wide stra rang ," So ls nd Foun
es ar on olum
na
No.4,
pp 1-18.
Work es ar Inst ut eport. 0) ur ki nd ka 5) "Effec of stress-str in ondition on dyna ic prop r-
51-87.
469.
105-114.
"D nami he odulus of soft si ," In ernation Conference on Recent Advances in Geotechnical Ear-
"D nami prop rt of oils-preliminary stud ," In stitut of Engineer ng UNAM (i Span sh). L. an Rufgo, (1975) "D nami test on cl ys from va ey of xi o, 5t Pa Amer ca on re ol 53
575-580.
Apri of
p. 33
ns ff ts UJ R,
-6 (1
I.
ourn
sukuba
ra us
98
pr
rt
f) Ishibashi,
Dobr
11
ne
da
10) Ishibashi
ne ri pp 487-504.
of Geot chni al Engineer ng AS E,
Japan, September. (1986): "Dynamic charac
genieria Technica Report Institut de Ingenieria (i Spanish). (1 an dampin factor fo dynami response analysis," po 70 Berkeley.
na
of
na
UNIFIE
DYNAMI
eote al pp, 1016-1032.
lo Japan,
SHEA
at
in mo el im arch an ee
ls ti
19
MODULI
ida,
H.
.,
ma
li .3
reconstitute
by variou method," Soil an Fo nda-
B. 1971): "Deformation "Stres conditions an stress isto ie affectin hear mo ul an dampin of an unde cyclic loading,
1098. I. (1976)
"Dynamic
pp 1171-1184. 31 Sherif M. ., Ishibashi, I. Geotechnical Engineerin
"Histereti
dampin
Division
29-43. 35 Uchida
K.,
Soil unde Cyclic an Transien United Kingdom, pp 121-132. SCE,
ol 103,
of an unde cyclic loadin
an
eo ca pp.89-107.
erin
Loading,
wansen
ISSN 0038~080
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