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Adapted from:
LOAD CELL
160
St. Hilaire Clay
Hil - 2
Hil - 1
Hil - 3
Slope = KoNC
Slope = Kop =0.55
σh' , kPa
120
' = 83kPa
σvo
80
σp' = 129kPa
40
.
Figures by MIT OCW.
Slope = dσh' /σv' = Kr
0
0
40
80
120
σv' , kPa
160
200
240
Specimens HIL-1 and HIL-2 subjected to laterally constrained (LC) compression
from σs' , and specimen HIL-3 subjected to LC compression after consolidation
under equal all around pressure to point a.
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Symbol
0.7
Ko= (1-sin φ')
0.6 +_ 0.05
Ko
Remolded
Reference
Undisturbed
Reference
AI Hussaini &
Townsend (1975)
Brooker & Ireland (1965)
R. Ladd (1965)
Sherif et al. (1974)
Bishop (1958)
Simons (1958)
Campanella & Vaid (1972)
Compiled by Wroth (1972)
Geot. Eng. Inc. (1976)
0.5
0.4
Abdelhamid & Krizek (1976)
0.3
20
24
28
32
36
40
44
_ 0.05
+
48
0.8
Friction Angle, φ' (Degrees)
Relationship between Ko and Friction Angle for Normally Consolidated Sands.
3.0
12
2
3
4
5
' / σv'
OCR = σvm
Ko
Ave. for Sands from top
figure of previous page
0
7
Effect of Overconsolidation Ratio on Ko of Reid-Bedford Sand.
28
32
36
0.6
0.4
6
24
0.8
m≅n
1.0
20
Friction Angle, φ' (Degrees)
(m = 0.4)
Dr = 25%
Ko(NC) = 0.55
1.5
1
16
Dr = 100%
Ko(NC) = 0.43
Ko(OC)
= (OCR)m
Ko(NC)
2.0
a
0.6
0.4
Subangular to subrounded sand
D50 = 0.125 mm Cu = 1.5
(m = 0.6)
' = 11.3 kg/cm2
Data for σvm
2.5
Ko(OC) / Ko (NC)
Ko
_ 0.05
Ko = (1 -sin φ') +
20
40
60
80
b
100
120
Plasticity Index, PI (%)
Ko of Normally Consolidated Clays vs. Friction Angle (a) and Plasticity Index (b).
Figure by MIT OCW.
Figure by MIT OCW.
Adapted from:
Remolded
Undisturbed
Reference
Brooker & Ireland (1965)
R. Ladd (1965)
Bishop (1958)
Simons (1958)
1.6
1.4
Unloading
1.2
Ko
0.8
Abdelhamid & Krizek (1976)
Note: m for OCR < 10
0.6
1.0
m
0.8
Reloading
from OCR = 10
0.6
0.4
Campanella & Vaid (1972)
Compiled by Wroth (1972)
Geot. Eng. Inc. (1976)
1
2
4
6
8 10
m≅n
20
' / σvc
'
OCR = σvm
Ko vs. OCR for Haney Sensitive Clay During Unloading and
Reloading.
Figure by MIT OCW.
Adapted from:
?
0.4
0.2
0
Ko(OC)/Ko(NC) = OCRm
0
40
60
80 100 120
20
Plasticity Index, PI (%)
Coefficient m Relating Ko and OCR vs. Plasticity Index.
Figure by MIT OCW.
Adapted from:
Clays from the literature
Soft clays from this study (Table 1)
0.8
0.7
7
The Jaky Equation
Kop = 1 - sinφ '
0.6
Kop
φ' NC
6
0.5
2
1 4a
4b
5
8
9 3a
Mexico City Clay
Diaz-Rodriguez
et al. (1992)
3b
0.4
a
0.3
0.2
Kop =
Ko(NC)
20
16
0.8
28
32
φ', degrees
36
40
44
Loose Sands
The Jaky Equation
'
Kop = 1 - sinφcv
0.7
Kop
24
The Terzaghi (1920)
Data point
0.6
0.5 +
- 0.1
0.5
0.4
0.3
b
0.2
20
24
28
32
36
40
44
' , degrees
φcv
' . Vertical lines
(a) Data on Kop of clays. (b) Data on Kop of loose sands for which φ' = φcv
indicate values of φ'cv for granular soils assembled by Stroud (1988). Open symbols indicate Kop
determined during increase in σv' ; closed symbols indicate Kop determined during decrease in
σv' at σh' /σv' = 1.
200
St. Alban Clay
1.7
1.6
160
1.5
σh' , kPa
120
1.4
33 days {
80
' = 33 kPa
σvo
1.3
σp' = 80 kPa
1.2
40
0
0
1.1
σs'
40
e
80
120
160
σv' , kPa
200
240
1.0
280
Laterally constrained secondary compression and associated increase
in σh' in triaxial cell.
Figures by MIT OCW.
Adapted from:
/IR - -
-Gi
5091
Jl
T In
/
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CC1 3141,q9
4,
1.~ 2/97
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0
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(zOCR
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Test
Test
Test
0.6
R-BM-AC-1 (Lacerda)
R-BM-AC-2 R-BM-AC-2
KC-3
KC-3
TX: San Francisco Bay Mud
Ko
0.55
Figure by MIT OCW. Adapted from:
x 0.001 x
0.5
3.5
4
LOG-Time (minutes)
Comparison of Long-Term Ko Test Results
20
10
Strain Difference
4.5
-10
Secondary Compression
0
0
10
-10
-20
2
2.5
3
LOG Time
3.5
4
LOG.Minutes
4.5
Strain Difference εo - εv vs. LOG-Time-Test KC-3
2.0
0.6
Void Ratio
Ko
0.7
Saint Alban Clay
σv' /σp' = 1.13
1.8
1.6
1.4
10
σ'v, kPa 100
εv - εl, %
0.5
0.04
0
0.04
u,' kPa
1.0
0.5
0
1
0.2
4
10
Time, minutes x 104
Ko
0.7
Batiscan Clay
σv' /σp' = 1.12
Broadback Clay
σv' /σp' = 1.12
0.6
Atchafalaya Clay
σv' /σp' = 1.07
εv - εl, %
0.5
0.04
0
0.04
Figure by MIT OCW. Adapted from:
u,' kPa
1.0
0.5
0
2
5
10
20 0.7
2
5
10
0.5
1
Time, minutes x 104
Observed Behavior of Ko during Secondary Compression
2
10
0.8
1.7
OCR =10
1.6
Panigaglia Clay
0.6
1.5
0.5
Soil B
0.3
Soil A
0.3
100
1000
OCR =1
1.4
OCR =1
(T= 13.0 +- 0.1oC) 1.3
Ko at OCR = 10
Ko at OCR = 1.0
0.7
1.2
100000
10000
LOG Time (min)
Soil
Panigaglia Clay
WL= 65%, Ip = 40%, CT1/CR = 0.08 +- 0.01
At OCR = 1
At OCR = 10
' = 1000 kPa
σvc
T = 19.8 +- 0.5oC
' = 475 kPa
σvc
T = 21.5 +- 0.5oC
A
Soil
Undisturbed
WL= 138%, Ip = 78%
' = 50 kPa
σvc
Remolded
WL= 56%, Ip = 32%
' = 390 kPa
σvc
Remolded
WL= 84%, Ip = 30%
' = 245 kPa
σvc
TUT
B
Undisturbed
WL= 56%, Ip = 17%
' = 390 kPa
σvc
MIT
Coefficient of Earth Pressure at Rest vs. Time for Undisturbed and Remoulded Clay
Figure by MIT OCW.
Adapted from:
0
Vertical Strain, εv (%)
10
One-Dimensional Stress-Strain
History of Special Ko Test
Initial loading
Reloading
20
1 month
30
Ip = 54%
WL = 74%
WN = 47%
Block Sample
10
1000
100
10000
Temperature (oC)
' (kPa)
Vertical effective consolidation stress, σvc
24
22
20
18
Ko
0.8
4 cycles after tp = 6 min
0.6
0.4
0.2
0
10000
20000
30000
40000
50000
Time (minutes)
Ko and Temperature vs. Time for Undisturbed Montalto di Castro Clay
Figure by MIT OCW.
Adapted from:
σv'
ep
tp
t
e
EOP e-log σv'
e
-log Kop
Kop = Ko(NC)
EOP e-log σh'
log σ'
Soil Behavior Assumed in Formulation of ep, void ratio at the end
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Really high Cα/Cc=0.055
Clays with
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From Literature
B (Table 1)
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cu/σ'vo= 4.0
Ground Water Level/Depth
1.0
50
100
150
200
Cutter Setting d (mm)
{
ν
250
Figure by MIT OCW.
16 kN/m3
20 kN/m3
Cutter Setting for Clays, Applicable to
Camkometer Type MK III*
Flushing Water
Slurried water and soil
Cable and Gas
Pressure Tube
Gas Return Line
Spring
Rubber Membrane
Feeler
Pore Pressure Cell
Fine Thread
Clamp
Camkometer
Figure by MIT OCW.
In soft clay at the
Panigaglia site
Radial Pressure TP (mv)
a
Depth = 7.5m
Below Sea Bottom
= 2mv
TP: 1mv = 7kPa
ST: 1mv = 0.0189mm
1
Radial Displacement ST (mv)
In hard clay at the
Taranto site
A RM
Depth = 7.9m
= 5mv
TP: 1mv = 7.3kPa
ST: 1mv = 0.0169mm
Aver
a
ge
ST
3
Radial Pressure TP (mv)
AR
M
b
ARM 2
EXAMPLE OF LIFT-OFF
STRESS
Radial Displacement ST (mv)
Figure by MIT OCW.
100
Best fit
Total Pressure TP(mv)
80
60
po for Best
Fit Line
po for 45oline
40
20
0
-400
-200
0
Effective Pressure EP (mv)
po Determined from Total vs. Effective Pressure Plot
Figure by MIT OCW.
Adapted from:
8
20
}}σp' from Oedometer Tests
IL Oedometer
in
16
x
12
Hard to very hard
micro-fissured
silty clay (*)
16
Overconsolidation Ratio
30
40
50
20
ma
12
Stiff to hard micro-fissured
weathered silty clay (*)
4
10
R
8
0
Rm
4
Fine to medium
calcareous silty band
occasionally cemented
OC
0
OC
Depth Below G.L. (m)
G.W.L.
CRS Oedometer
20
(*) High CaCO3 Content. Ranging from 15% to 30%
(**) From Instrumented Oedometer Tests:
NC
RB
K = K . (OCR)α with K = 0.58 and α = 0.47
o
o
o
Total In Situ Horizontal Stress
0
0.40 0.80 1.20 σho(MPa)
0
Rankine
passive state
4
e of
NC
(OC
R)
16
k om
12
}
Rang
8
Po = Lift - off pressure
Average of three strain arms
Po
Range for each strain arms read
individually
20
Total In Situ Horizontal Stress
at the Taranto Site as Measured
During SBP Tests.
_
' .kp + 2c kp+uo
σho = σvo
(**)
' ko (OCRmin)α + uo
σho = σvo
NC
Figure by MIT OCW.
Adapted from:
Total horizontal stress and hydrostatic pore pressure
Uo; σh (kPa)
0
100 200 300 400 500
0
}
Pafsor L/D = 2 po = 1.051 + 0.117*
Pafsor L/D = 4 σho
p
Camkometer: o = 1.017 + 0.059**
σho
4
Depth Below G.L. (m)
8
Best estimate
of σho
12
16
20
24
Uo
Ko=0.56
28
32
Ko=0.48
(*) Tests performed in 1979
(**)Tests performed in 1982 average of three
strain arms readings
Total Horizontal Stress as Obtained from SBPT at the Porto
Tolle Site.
Figure by MIT OCW.
Adapted from:
,4ry
-·
;~a /,?22
I·Y
r
r·----
/lroduton
I
·
---
r---
---
·
I
11
L 3ct's
t
Q-
V-?
z
44
I-
V3~
19
-0
I=:::
f
·~~~~~~~~~~f
1ea0
_
>
.-
3
tot
K~St
t~'t O
CJ'
F·
··
cu~~~~~C
illC
u
n
*
cno
R
_sl~l
to
;.O
C la
Qt
_CZ
-7
0
04a
Ili
ell
~to
f
t
·
o
o
..,>
4,4
VI.
wc
l
...
.-
.
-
-
l
1.
vjr
. l~~ew)+
t'it -~ f·++
r~ a
-*
q
-
&-
L.
a
V)
r
-4C
14
4
o
a
45
ci
a
Cs~~~Z
%
V)
t
-4
c
-Zt
.,4
4J
U
cis
% rs
Y
sNbt o:
1W
,
I
I
5.
1b
;I
.m
U.
,I
3
a
2
Materials Free of
Cementation, Attraction etc.
In Situ Ko
1.5
1
0.8
Ko = (KD/1.5)0.47- 0.5
0.6
0.5
0.4
0.3
1
1.5
50
40
30
2
3
4 5 6 7 8 910
KD
b
.58
.55
20
.94
_
OCR = σvm/σv
10
2
15 20
.59
.64
30
Materials Free of Cementation,
Attraction etc. In sample unloading.
1.19
_
.9
5
4
3
OCR = (0.5 KD
(Denotes ID)
.2 to .3
2
Figure by MIT OCW.
1
Cohesionless (ID > 2)
Cohesive (ID < 1.2)
)2.56
5.5
.25
5.2
1
2
3 4 5
Adapted from:
KD
10
20 30
Correlation between
(a) Ko and KD; (b) OCR and KD
Type
Coefficient of Earth Pressure at Rest, Ko
3
Ko =
2
(Ko)0.47
- 0.6
1.5
(? crust)
m
1
0.9
0.8
0.7
0.6
=0
.54
m
Ko= 0.34KD
(? crust)
0.5
Holmen silty
sand
0.4 Holmen sand
0.3
Symbol
1
2
3
4 5 6 7 8 9 10
Horizontal Stress Index, KD
Site
Reference Ko
Halmen
1-sinφ' (φ' in CADC)
20
Drammen Stress Cells
Drammen Ko - oedometer
Haga
Haga
Field vane
Onsay
Holmen
Haga
Onsay
Onsay
}
Self-boring
pressuremeter
Hydraulic Fracturing
Relationship between
horizontal stress
index, KD, and coefficient
of earth pressure at rest
at NGI sites.
Figure by MIT OCW.
Adapted from:
FACINS NORTH
LOCATIONsD-9 -: BLADE RIENTATEDEAST-NESTMEMBRANE
-
/.322 .,
CALIBRATIONINFORMATIONt
DELTAA ' .20- BARS DELTA
IAR
TIUST
A
ED
B
UO
KD
ID
(BAR).. (BAR) (BAR)
(KS)
i*l
GUt DEPTH"I.00 N
t*
GAHMA SV
PC
OCR
KO
CU.
HH'**
1*44t **f#
T
1.000 T/KS
,
(BAR) (TINS) (BAR) ' (BAR)
0tti tit
.
a
. ANALYS15USES H20 UNIT EIST ·
TSF · 14.51 PSI
I bAR ' 1.019 K6/CMI2L:i.0
.20 BARS
ANALYSISUSESH2 UNIT EIT
PSI
.1
1.019
i
.
.45 BARS · AGE0'
'
*
Z
7
,
DR. CHARLESLADD, MARVINOOSTERIAAN,ALFRED YERS, JEFF GOODIIN,6ARYCLIFFORD;
BYi
3/8,
(t)
U
- DATE:i 24 FEBRUARY
1987
PERFORMED
.500
N
(BARI
*t*tt it4l
I*4*i
SOIL TYPE
t*f*i*Ht*H
1.47
30.6
674.7
SANDYSILT
5.52
1.15
27.7
270.7
SANDYSILT
4.19
7.03
1.46
159.2
SILTY CLAY
.644.
4.50
6.99
1.14
375.1
SANDYSILT
148,2
SILT
8.31
5.70 14.00
279.
1.75
9.20
.717
8.92
4.20
8.60
137.
1.22
5.90
.777 1.800
.546
3.02
9.53
5.10
7.80
75.
.52
6.98
.937 1.800
.596
18B.. 1.41
5.97
.897 1.800
1.800
PHI
IBAR) (DE)'
11.33 22.67
.626
28.3
10.14'
5.00 10.80
10.75
3.70
7.00
97.
1.07
3.79
.957
1.700
.689
1.87
2.71
.95
11.36
4.80
11.80
231.
1.92
4.71
1.017
1.900
.736
6.07
8.24
.96
29.3
414.7
SILTY SAND
11.97
6.80
15.80
304.
1.65
6.70
1.077 1.950
.792
9.04 11.41
1.20
29.4
644.1
SANDYSILT
12.58
0.60
20.00
392.
1.63
0.16
1.136
1.950
.849 13.29 15.66
1.36
29.9
902.9
SANDYSILT
13.19
5.50
7.80
60.
.41
4.68
1.196
1.800
.901
3.40
3.77
i.11 .. 574
13.80
5.40
7.20
42.
.30
4.32
1.256
1.700
.946
3.14
3.32
1.04
.545
68.7
CLAY
14.41
5.80
7.80
49.
.32
4.47
1.316
1.700
.98B
3.46
3.51
1.07
.594
82.4
CLAY
15.02
5.80
7.50
38.
.25
4.25
1.376 1.700 1.030
3.33
3.24
1.03
.590
62.0
CLAY
15.63
5.80
7.50
38.
.26
4.02
1.436
1.700
1.072
3.19
2.98
.99
.565
59.9
CLAY
16.24.,
6.00
7.60
35. '.22
4.00
1.496
1.700
1.114
3.29
2.25
.99
.583
54.0
CLAY
TESTNO. D-9
P ./,os (A-z
PAGE
(CONTINUED)
z
4) -o.os (S-o.o
)/_Tp (U-Ppo'-goi)
-S
8)
7yITpci4
-0.476
p ~(PotPo/
oce .:( kD)
->
103.6 SILTY CLAY
Coo
o.22
J
(OCR)
8
C
AUIsr
so
di
c32*
.
Co .
CCL 3/8
3i
g
:..'
Co-ARS
jg9
SHEAR
STRENGTH (CU)- BARS
0
.S
+
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DEPTH
8.00 ---i
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(PHI)- E6
TEST NO. -9
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(LG06ARITHMIC
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X-MODULUS FOR
.......--...-I
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S.8011
9.2011
0....1 ....
4----t------------ .
8.10
9.00It
$PRECONSOLIDATION
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Standard drilling rod
SBPT DATA IN
Jetting tip height adjustment
& flow barrier
BBC from CAIT
Special test program
Slurry Discharge
Discharge fort
Perforated pipe
Clamp
Chinese Lantern L = 25.5"
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Iner.distance with depth
Sketch of the Jetting pressure meter (Adapted from Hughes, Jefferies
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Figure by MIT OCW.
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322
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CENTRAL ARTERY (I-93)/THIRD
HARBOR TUNNEL (-90)
SELF-BORING PRESSUREMETER TESTING
TOTAL HORIZONTAL STRESS
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HARBOR TUNNEL
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COEFFICIENT
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