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TABLEV
Preconsolidation
Pressure Mechanisms
Category
Description
A) Mechanical
One Dimensional
D=
0.92
=
=
B) Desiccation
...
OOO
==<-ooo
1) Changes in total vertical
stress (overburden,
glaciers, etc.)
Uniform
with
constant
2) Changes in pore pressure
(water table, seepage
conditions, etc.)
(
axe
with
seepage)
1) Drying due to evaporation
vegetation, etc.
Often
highly
erratic
~o
SF 85
(6
(For Horizontal Deposits with
Stress
In situ
History
Stress
Profile
Condition
2) Drying
to freeing
due
eostatic Stresses)
Remarks / References
K o, but value Most obvious and easiest
to identify
at given OCR
varies for
rload vs.
Can deviate
Drying crusts found at
from Ko, e.g. surface of mostland depoisotropic
sitsi can be'at depth
capillary
within deltaic deposits
stresses
;. .
C) Drained Creep
(Aging)
1) Long term
secondary compression
D) Physico-Chemi
cal
1) Natural cementation due
to carbonates, silica,
etc.
a
Vru Z1r
Uniform
with
constant
a / Ovo
Not
Uniform
2) Other causes of bonding
due to ion exchange,
thixotropy, "weathering"Quigley
etc.
43 ",chonical"
aa-= .-
Ko, but not
necessarily
normally
consolidated
value
Poorly understood and
often difficult to prove.
Very pronounced in eastern
No
Information
greyCanad
(1972), ayBi, errgum
(1973San(1980)
A
a) C/
I) Oeriurden
2) rior s/ica kfu
3) Gcia~ioi
4) WoMc -EZ ( Qod/$,/9789,d)
OT't Adr nwveiJ /.341 A/s tla
&d-f
Leonards and Altschaeffl
(1964); Bjerrum (1967)
Consnf
···/~~~~~~~-_
I
1
CCL33'8 7 /322
f
2b7
2/?9
b)
/ -vPc
I
f
_
·
·?4~4Z
__··_
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,-
4
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-T,
Ik
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--
+1 f
/)
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/ /r-/0 (WI9g4 cuui)
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roAitc,.
I
3
A-di Lr
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#O/fom)
Toko)jrTu,') Ongtok
5/rscQ/on(Sryenisc#r )
14
) Evct ora/t
-
v c/e t ,
edA.
cvcoy YaX
t'*C>t?+C42 (XDP@L) tjnr
2) /Frost
0 t0 C-
K&t
A
Koor
".
.. I -,s ,
.W
f(~en
'-
.-
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--~
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5M
C,
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0-.-
r
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TTdad knd O /a
6/
Se
0/(vz
y (/m4) p54
dce/oo, (h,D/cr)
UIL.
. P,,.wvnr .7
200
Movement of a point
located today at sea level
from Fig1
ca. 30ft.
0
-40
55 ft.min.
95 ft.min.
Sea-level curve
meters
?
2.3ft. 1.7 ft.
29ft. 18ft.
-200
-80
-400
-120
-160
16,000 14,000
12,000
10,000
8,000
6,000
4,000
2,000
Time, Years before Present
Boston, Sea-level and Post-Glacial Crustal Movements
Figure by MIT OCW.
80o
50o
75o
45o
11,570
Y-691
10,850
10,630
10,700
10,550
10,200
Canada
9,450
I(GSC)-3
70o
Lake Erie
Champlain
Sea
Quebec
10,870
GCS-90
10,600
L-604C
Lake Ontario
mi
12,080
W-883
Li
50o
t
e
Gulf of
St. Lawrence
12,410
GSC-101
LEGEND
12,100
L-678
?
14,250 &13,800
W-735 L-598A ?
Shell
Gyttja
Peat
Wood
Atlantic Ocean
Advance
75o
45o
13,325
I(GSC)-7
Drummondville
11,950
11,370
W-947
Y-233
14,240
Y-950/51 Boston
13,280
Y-502
U.S.A
80o
50o
11,950
GSC-75
12,720
GSC-102
Nicolet
o f ic
40o
55o
St. Lawrence River
Bersimis
9,570
5-100
Ottawa
11,950
I(GSC)-29
60o
12,940
GSC-B9
North
Bay
Lake
Huron
Y - 215
Y - 216
L - 604 A
L - 604 B
L - 604 D
65o
40o
12,100 date, yrs. B.P.
L-678
70o
65o
Extent of the "classical" Wisconsin glaciation of North America
Figure by MIT OCW.
60o
55o
0
-600
Present-day Elevation (feet)
27 ft.min.
23 ft.min.
5 ft.min.
?
40
5o
0o
5o
10o
15o
20o
25o
Finland
60o
60o
Oslo
Norway
Sweden
Skagerak
Scotland
Denmark
55o
55o
Baltic Sea
North Sea
Poland
England
Germany
Li m i t of i c e a
nce
dva
25o
50o
50o
5o
0o
5o
10o
15o
Extent of the Weichsel Glaciation of Europe
20o
Figure by MIT OCW.
(CL 3'/37
/,322
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4
7
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S"Ilut
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Pc
404.Ja;e
A-t,
COx
1G
i
3) Wudc
PLASTICITY INDEX, PI(%) rp
Fig. 39
Precompression
of late glacial
and post glacial clays attributed
to aging.
YGt
sw
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or mj Sf'l
47r;;
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J.5cyj-/, 4 Vt.
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/6 O200 '
B4'77
o41So
da&
avu..
L
o*,
v,v.Ic
aMc+-eh~c~,
80
aG,alS
*0*
C/4
cndA dhirvcy
("3//is.j)
c
sw-z + At' d 4
ancg
on3cie t~tr - L
i/(tt 4 (W
-;Cc~d:
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5?dA27
C03
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^lU~M/78/JrA'4ogr9 (D9a)
aL8
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ko
Indices
0 10 20 30 IP
0 1 2 3 IL
Profile
0
Stress History (kPa)
300
100
200
Crust
2
4
6
Marine
Clay
Depth, z(m)
8
IL
10
12
14
16
Lacustrine
Clay
18
20
Till
IP(%)
}
Frost
Selected
profile
'
σvo
σp' on Block
samples
CKoU
Test
Locations
a) Normalized Stress-Strain Data from CKoUC Tests
0.5
0.4
Destructured
0.3
'
Laboratory σvc
In situ σ'p
Intact
q/σp'
0.34
0.80
1.33
0.2
At z = 6.3m
Ip = 16%, IL = 1.3
' = 60 kpa, σp' = 145 - 150 kPa
σvo
0.1
0
0
1
2
4
5
3
Axial Strain, εa(%)
6
7
8
b) Normalized Effective Stress Paths and Yield Envelopes
a
0.5
0
σp'
φ'= 35o
TC ESP at
in situ OCR
0.4
Intact
yield
envelope
4
Vertical Strain, εv(%)
20
q/σp'
σp'
'
σvo
12
16
0.3
B-6
8
b
Min.
0.36
σp'
0
' /σp'
σvo
0
Casagrande
Construction
0.1
0.2
0.3
0.4
0.5
p'/σ'p
0.6
0.7
0.8
0.9
1.0
Triaxial Compression (TC)
Triaxial Extension (TE)
' < in situ σp' : Peak qp(TC)/σp'
Lab σvc
At in situ OCR:
Normally Consolidated:
20
40 100 200 400
' (kPa)
Log Scale σvc
σp'
1000
Symbol
Sample
Ip(%)
IL
'
σvo
James Bay B-5
Marine:Block
9
2.8
95
AGS CH
MArine:Tube
42
0.6
85
8
B-6
12
Note:
'
Most likely mechanism causing σp' > σvo
James Bay: Cementation
AGS CH: Mechanical and/or desiccation
16
20
100
200
TC and TE (Destructured)
(a) Normalized Stress-Strain, (b) Effective Stress Paths and Approximate
Yield Envelopes from CKoU Tests on James Bay B-6 Marine Clay.
4
0
Kc =
0.1
Max.
Min. Radius
0
Vertical Strain, εv (%)
Destructured
yield envelope
0.2
Probable
24
26
10
Large Strain TC
at in situ OCR
300
400
500
600
' (kPa)
Consolidation Stress, σvc
700
800
Compression curves for clays having different preconsolidation pressure mechanisms
(a) Semi-Log scale; (b) Natural scale.
Figures by MIT OCW.
300
76
200
70
57
62
2 tests
100
40
104
87
61
52
59
50
46
25
38
20
55
70
15
42
69
10
2 tests
3 tests
5
_ 15
σp' =70 +
0
0.1
0.5
5
10
1.0
Calcium Carbonate Content, %
50
LEGEND
104 Plasticity Index, %
Range of apparent maximum past pressure, casagrande
construction (Data from Geotechnical Engineers, INC.)
55
Data from this study and McKown
Figure by MIT OCW.
Adpated from:
100
σvm, MPa
44
σvm, kg/cm2
Apparent Maximum Past Pressure,
Apparent Maximum Past Pressure vs. Log Calcium
Carbonate Content for Pierre Shale Specimens
L 3/3/3 /,32Z
2/27/97
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11
Ladd et al. (I 9e?)
-
0.095
SB Crust
Project Elevation (feet)
60
40
EB Crust
80
20
0
-20
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
Compression Ratio (CR)
Oedometer - Disturbed
Oedometer - Tube
Oedometer - Block
CRSC - Tube
CRSC - Block
CKo - TX
Virgin Compression Ratio
vs. Elevation at SB and
EB Test Sites
Figure by MIT OCW.
0
OED 8
EI.9.5
Vertical Strain, εv (%)
5
Possible curve
(0.48)
10
CRS 24
EI.55.1
OCR=3.20
(0.19
constant)
15
(0.2)
20
'
σvo
25
0.1
σp' ( ) CR
CRS 19
EI.4.0
OCR=1.12
(0.18)
1
10
Vertical Effective Stress, σv' (KSF)
Typical 1-D Compression Curves for Boston Blue Clay at SB Site
Figure by MIT OCW.
Adapted from:
100
CCZ
_
-
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,
,
I I
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,
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100
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A
0
0
200
60
400
600
Stress (kPa)
800
Beaufort Sea Clay
40
Depth = 25.8m below Seabed
See detail
above
{
Vertically trimmed
oedometer sample
'
σhy
20
σh'
A
0
B
0
400
800
1200
1600
2000
2400
2800
Horizontal Effective Stress (kPa)
Work per unit volume interpretation of VTO test on overconsolidated
Beaufort Sea clay.
Figure by MIT OCW.
N#MP
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σvm=2.75
Vertical Strain, εv (%)
5
2nd test
OCR = 1.15
CR = 0.36
10
1st test
"OCR" = 0.56
CR = 0.25
15
Symbol
20
Test No.
wN (%)
TV (TSF)
2nd
18
66.5
0.51
1st
12
64.8
0.30
25
Coefficient of Consolidation
cv (10-4 cm2/sec)
30
12
Effect of Disturbance on
Oedometer Test Data:
Sample F1S57 (Depth = 128 FT)
8
4
0
0.1
0.2
0.5
1
2
5
Consolidation Stress, σvc (kg/cm2)
Figure by MIT OCW.
Adapted from:
10
su (kg/cm2)
V W X
0
0.1
0.2
0.3
0.4
0.5
Engineering Tests
Note:
1) Stresses in kg/cm2
Void 2) EST. σvo = 2.40
3) Onboard TV = 0.48
UUC no. 4
su = 0.14
wN = 72.2%
Torvane
UUC
Torvane
Onboard
OED no. 12, wN = 64.8%
σvm = 1.35, CR = 0.25
OED no. 18, wN = 66.5%
σvm = 2.75, CR = 0.36
P
128.0
Q
R
S T U
127.5
Tube
Wax
N
Depth (ft)
Y
Z -
127.0
E
Markings
Comparison of Oedometer and Strength Data with Radiograph for
Push Sample of Orinoco Clay
Figure by MIT OCW. Adapted from:
1.2
Recompression Strain vs. Preconsolidation
Pressure from Oedometer
Tests in the Soft Orinoco Clay
Measured σp' /Best Estimate σp'
1.1
Adapted
1.0
B
0.9
0.8
0.7
Figure by MIT OCW.
0.6
0.5
0.4
A
2
4
6
8
10
Measured εv at σvo
' (%)
z(ft)
OCR
Ip (%)
E1
56-134
F1
27-128
_ 0.03
1.05 +
_ 0.07
1.20 +
_5
37 +
_ 10
55 +
Boring
Symbol
12
Note: A and B Denote Tests in Fig9-a
SOIL PROPERTIES PROFILE
0
20
12
-20
0
Pore Pressure, kPa
300 400
100 200
Average effective
overburden stress
Fill
Sand
Pore water pressure if soil
is not underconsolidated
0
Marl
-30
10
Elevation, Feet
-40
-60
-80
20
Varved
Clay
30
-100
Apparent consolidation
profile from 1st and
2nd series of tests
-120
40
-140
-160
0
20
40
60
0
Water Content, %
Plastic limit
Liquid limit
Natural water content
Figure by MIT OCW. Adapted from
1
2
3
0
Preconsolidation, TSF
1st series of tests
2nd series of tests
CRS tests
1
2
3
4
Pore Pressure, TSF
Piezocone
Piezometer
0
0.1
0.2
0.3
Compression Ratio
Cc / (1+eo)
Elevation, Meters
0
5
Preconsolidation, kPa
100 200 300
I
I
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CC 3/r2
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?
/32t
Ad
r
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(
Axial Strain at Overburden Stress (%)
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u
c/drs
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ex*,ro; - n
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Figure 5-14: South Boston Elevation vs. Axial Strain at Overburden Stress from CKo
and Typical Oedometer Tests
119
CCL 3lB
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CAN./983)
C
CAN. GEOTECH.J. VOL. 20, 1983
806
TABLE
-::v
H . . VOL. 20. 19
Chyo/wn /
1. Geotechnical properties of clays
Number
and
Depth
w
St
Cu
field vane
Site
symbol
(m)
(%)
WL
Ip
IL
Ko
rpo.v
fall cone
(kPa)
(kPa)
(kPa)
Reference
Berthierville
11
3.7
72
59
34
1.4
15
14
21
47
55
68
35
80
90
65
Samson et al. 1981
Morin et al. 1983
Samson etal. 1981
St-Cesaire
St-Cdsaire
Gloucester
2+
2+
3x
4.2
6.8
3.7
89
85
88
68
70
52
42
43
28
1.5
1.3
2.3
22
19
70
25
27
20
Samson etal. 1981
Leroueil et al. 1983
. .
.
:
c
.
il<
Gloucester
3x
4.1
76
53
29
1.8
35
20
38
67
Gloucester
3x
7.5
93
53
29
2.4
88
25
58
87
Varennes
4*
8.9
62
65
39
0.9
28
60
64
216
Joliette
5*
6.7
65
41
19
2.3
108
29
40
110
Samson et al. 1981
Ste-Catherine
60
3.8
88
60
35
1.8
30
18
20
60
Mascouche
7V
3.8
65
55
30
1.3
52
70
34
270
Samson et al. 1981
Morin et al. 1983
Leahy 1980
St-Alban
8A
3.9
60
40
18
2.1
13
25
55
Fort Lennox
90
6.1
60
45
22
1.7
30
30
54
105
Louiseville
100
9.2
75
70
27
1.1
22
45
58
160
Batiscan
Other sites
110
7.3
80
43
21 ' 2.7
85
25
60
88
I-V
l6f
las
VERTICA
STRAIN RATE ;,
Samson et al. 1981
Marchand 1982
Leroueil etal. 1978a
Leahy 1980
Leahy 1980
Paquin 1983
Leahy 1980
Leblond 1981
Bouchard 1982
Authors' files
/0-'-
,l
litr
ia4
V -4
IvrS
x /
OTTAllWA
,CRAM;ORD,1
.i|
,
OTHER SITES ANDSYMSOU
x
SE. TABLE I
0
X
.
-~~~,o
XI
'no
'r
U
b
__'__ O _O.
-. - 0 -
_
)b~/__
__
U
-
-
v
ri:,
0.7
-
.
..
,
,
,
FIG. 7. Normalized preconsolidation pressure - strain rate relationship.
me7on/ ra.e
If
Itf.
.
s;O /I
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It
CC
,
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I'IL
/day
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7 Uk
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CONSOLIDATION
Sample
No.
Depth
Soil type
STRESS
(KSC)
Estimated
oaCo 0.402
op
Wp (%) 31.3
CR 0.168
RR 0.027
Ip (%) 35.0
Gs 2.78
MP - B2 -S7
WN(%)
16.3'
Gray Clayey
WL (%) 66.3
Silt (MH)
o\c
52.1
f
COMPRESSION
Figure 4-14
/M/
1.494
S(%) 97.0
o At tp
*At
eo
1.7 KSC
CURVE
for apparatus
Remarks
Corrected
TEST
compressibility.
OED- B2 S7TC -I
NO.
Compression Curve for Temperature Controlled
Oedometer Test (OED-B2S7TC)
Ce,n'7/- cI, 7,'; fXcC/ensc /,n O
so rheis -(85s)
,XarEn:
Akcr/c s/C7
t/rso' say, 41akf
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t t,,,~~~~~~~~~~~~~~~
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170
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I
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150
so
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so
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t
W
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...
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0
30
20
o
40
60
50
Temperature
M==
OCO
FIG. 6-Preconsolidation pressure as a function of test temperaturefor
(Aj>
<41.
specimenstaken at 7 m depth at Bllckebol. Full line showsresults of linear
ooc
wroo
resressionanalysis.
,
qq~9
"II2
GGS,
r
rs>>
C
7
I
r7r,
iJ
zl<
o
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C/2(
/4
Sc,
4 veihjh C/4U.
FIG. S-CRS test with varying temperature. Clayfrom Blckebol.
7d
0
/te
i(/Lq
IS'//f14r4(l8) SdvThCI4ys
ilrcar rcessuon a Fty.6
l. LQdd f scA er (96gS) &Bson 8/,, C/ay
I
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tnt %(r)(ls)
/2
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/Ia^i;6ag
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r
o
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Orani
From dsplaccmce
of coomprtss'M
Curve for ctl'cyctc.sW, 6T
I
t`
IQ
0
8
0
_6'
- q
Fq
0
4I
.
4)
40I
4
I
S0~~~~~~~~
t0
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.
810
U1,
(11/0
!
I
- -1
I/o
i
l, oi
,
.'A
V
1.40
0
20
Temperature, oC
40
60
80
100
σp' / σp' (T = 20oC)
1.30
1.20
Note:
For symbols, see table 2
1.10
1.00
5% per 10oC
0.90
0.80
0.70
10% per 10oC
0.60
Variation of the Normalized Preconsolidation Pressure
(σp' /σp' (20oC)) with Temperature
Figure by MIT OCW.
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