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120
0
40
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'
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σ'vF
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Preconsolidation pressure - strain rate
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εv, %
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Creep
MSLp
MSL24
In situ
εv= 10%
8
12
Berthierville
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In situ (3.9 - 4.8 m)
Gloucester
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?
εv, %
σv' , kPa
10-9
Berthierville (3.9 - 4.8 m)
90
80
10-10
Berthierville (3.0 - 3.9 m)
110
100
10-11
1960
10
1968
14
18
Saint-Alban
EOP (3.8 m)
In situ (3.1 - 4.9 m)
σ'vF
1979
Comparison of in situ stress-strain curves & laboratory endof-primary compression curves
Figures by MIT OCW.
10-4
Liquidity Index, LI = (W-PL)/(LL-PL)
1.2
20
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10
1
2
4
6
8
Sensitivity
contours
0.4
0
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10
Preconsolidation Pressure (TSF)
Preconsolidation Pressure vs. Liquidity Index
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Peats
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Values of natural water content and compression index
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0.01
0.2
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0.6
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Relationship between secondary compression index and
compression index for Middleton peat.
Figure by MIT OCW. Adapted from:
5
10
eo
15
Figure by MIT OCW.
Adapted from:
0.00
0.0
0
20
25
Values of Ck for peats as compared to those of soft clay
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Figure by MIT OCW.
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Water Deficit
200
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P
EA
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F
M
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J
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A
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Water Deficit
EA
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F
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A
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S
O
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Johannesburg, SA
D
EA
Water Deficit EA
Water Deficit
Water Surplus
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P
P
0
C
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Month
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EA
J
F
M
A
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J
J
Month
A
S
O
N
D
Cape Town, SA
Illustrations of different types of atmospheric water balance: (A) Kuala Tahan, Malaysia, 1984; (B) Melbourne,
Australia, 30-year average; (C) Johannesburg, South Africa, 1987; (D) Cape Town, South Africa, 1992.
EA, A-pan evaporation; P, precipitation.
Figures by MIT OCW.
Adapted from:
ftlk
/ 321
114v*"
b06
1
31;431VI
'a
o
00E
U)
dC
zw
0t)
4
*A
P/&,l
FIG. 1 Climatic Ratings (C.) for Continental United States
'adjZ4s
.e
&nAh 1;
-
sa'5
S i
Acp
VJ---
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~ A,*~ figu,,,
,
;
C
Pwry
Ail
O
24,
+
off
(ARCte wri/f )
av
I
it
f/
/
/
I
I
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~
Eucalyptus
Elevation above datum:m
100
1445
1440
1435
1430
1425
1420
14150
4m
Dry
800
900
Dry
200 300 400 500 600 700
A Horizontal distance: m
WT
Maize
1470
Elevation above datum:m
WT
18m
Dry
1445
1440
1435
1430
1425
1420
14150
Dry
Elevation above datum:m
Maize
10m
100 200
7
300 400 500 600 700 800
B Horizontal distance: m
Position of
piezomters
Dry
Dry
900 1000 1100 1200
Approximate limit of
tree area
Power
Original
ground
level
station
terrace
1460
1450
1440
1430
Base of Alluvium
Piezomatric
level in
sandstone
Piezomatric
level
in residual
silt stone
and shale
WT
Weathered silt stone
1420
Top of sandstone
0
0 100 200 300 400 500 600 700 800 900 10001100 12001300
C Horizontal distance: m
Water table depression beneath eueatyptus plantations: (a, b) near Johannesburg;
(c) at the site of a power station near Johannesburg.
Plazometers
Bedrock
Water cable
Figure by MIT OCW.
Adapted from:
Heave: mm
0
0
100
200
300
400
500
Depth: m
10
South Africa
za
30m!
20
Site I: Heave after 9-8 yrs.
Site II: Heave after 3-6 yrs.
Measurements of heave with depth,
indicating a depth of active zone of
about 30m.
30
Water content: %
0
15
30
1
45
March (end wet season)
Depth: m
2
3
Oct./Nov.
4 (end day
season)
Israel
za = 5m
5
Seasonal changes in water content observed under
the shoulders of an airport pavement in Israel.
Figure by MIT OCW.
60
40
Road Surface
(SA?)
20
Water Table Depth
(m)
Heave Movement (mm)
c) Long time to reach maximum swelling
(than seasonal effects)
Note significant rise in WT
0
3
4
5
6
1
2
3
4
Year
5
6
7
Surface heave movements and a rise of the water table that occurred
as a new water balance was established in a recently urbanized area
d) Seasonal effects on movement
and depth to WT
Movement (mm)
20
0
1"
Rainfall (mm)
Water Table Depth
(m)
-20
6
10'
8
10
200
100
0
FMAM J JA SOND JFMAM J J A S OND JFMAMJ J A SOND
Month
Seasonal variations in surface movement and water table depth
for an old building in Cap Town
Figures by MIT OCW.
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TROPICAL RESIDUAL SOILS*
C.C. Ladd
1.0
1.322
3/82
DEFINITIONS AND SPECIAL COMPOSITION
1.1
Tropical
1.2
Residual soil = in situ weathering of rock to produce soil.
Composition of Tropical Residual Soils in Warm-Wet
Climates
= ±220 N-S
(1) Crystalline rock and poor drainage + smectite
(2) Crystalline rock and good drainage + Red Laterites
(also called Oxisols)
· Kaolinite plus Fe/Al. oxides (reddish color)
·
Low "activity" with a lot of cementation
·
Considered "good" MH soil
(3) Weathering of volcanic ash/rock + Andisols
Halloysite (tubes + spheres) plus amorphous.
alumina & silica (very high SSA but low surface
charge) and maybe smectite (usually dark color)
· Generally
·
2.0
high wN and P.I.
Considered "poor" MH soil
CHARACTERISTICS OF RED RESIDUAL SOILS (LATERITES) WHICH
OFTEN REQUIRE DIFFERENT ENGINEERING PRACTICE (Compared to
saturated sedimentary clays).
2.1
Index Testing and Correlations with Atterberg Limits
(See Mitchell & Sitar, 1982, for examples).
(1)
(2)
Halloysite
·
Tubular structure
·
Dehydration when dried
very low dry density
Fe & Al. oxides plus silica gel act as strong cementing
agents.
· Decreases effective SSA
·
Highly variable in situ
Panel discussions and Proceedings ASCE GED Spec. Conf. on
Engr. and Construction in Tropical and Residual Soils,
Honolulu, Hawaii, Jan. 1982 (Availab.e from ASCE).
- 2 -
(3) Drying soil generally increases amount of cementation
and reduces plasticity.
(4) Amount of mechanical remolding can greatly affect
measured Atterberg Limits (more remolding + increased
plasticity).
(5)
Conclusions
·
Can't use empirical correlations developed for
temperate clays
. Any correlation with index properties likely to be
very scattered
2.2
Heterogeneity
(1) Profile characterized by differential weathering and
cementation. See Brand (1982) for classification
system for Hong Kong.
(2) Because of above, properties highly variable and
(3)
·
Undisturbed sampling difficult to perform
·
Conventional size samples don't reflect mass properties
Conclusions
Base design on local experience and/or large in situ
testing
2.3
Saturation - Rainfall
(1)
Strata'ofmain interest usually occur above the water
table and are characterized by:
· Partial saturation
·
Generally high in situ permeability
(2) How to define a in partially saturated soils?
·
If S > 80%, a = a-uw probably
reasonable
(discon-
tinuous air voids)
.
Otherwise, must consider two components, i.e. a =
fl(a-ua)
+ f 2 (ua-uw)
(3) Variation in uw greatly affect slope stability
.
Seasonable variations
.
Effect of heavy rainfalls
Influence of modifying drainage pattern
CCl
-
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1.2
155 Tests, 50 Sites Southeastern USA
Compression Index, Cc
1.0
Sowers 94% Range
0.8
Sowers, 1963 Best Fit
0.6
0.4
DIB 1985
0.2
0
0
0.2
0.4
0.6
0.8
1.2
1.0
Void Ratio
1.4
1.6
1.8
2.0
1.8
2.0
A. Gneiss, Schist, Granite: Sowers 1963
1.0
Compression Index, Cc
62 Tests in One Site Northern (Tropical) Brazil
0.8
Sowers 1963
0.6
0.4
0.2
0
0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
1.6
Void Ratio
B. Basalt, Quartzite, Schist Gneiss: DIB 1985
Relationship Between the Void Ratio and Compression Index in Residual Soils Derived from
Crystalline (Igneous and Metamorphic) Rocks.
Figure by MIT OCW.
N
25 50 75
Dome Cavity
Soft
Rock
Pinnacle Slot
Pedalogic H.
Residual Soil
0
Residual Soil Profile in Limestones
Residual Soil Settlement Related to the Weathering Profile
Figure by MIT OCW.
Adapted from:
N
0 25 50
N
0 25 50
Weathered
Pedalogic Horizon
Saprolite
Rock
Partly
Weathered
Pedalogic Horizon
Saprolite
Rock
Partly
Foundations and Embankments deformations
Gneiss to Schist
Grant to Gabbro
Never Block ρ problem
Butean be collapsible
See Fig.3 Compressibility
∆v due to swelling & shrinkage
Highly plastic
Weathering profiles in crystalline Rock: Gneiss to Schist, Granite to Gabbro
Rock
Rock
Weathered
Pedalogic
Partly Weathered Fully
PED
N
0 25 50
Residual Soil Settlement
Mainly agricultural rather then geotechnical
N
0 25 50
Sandstone, Conglomerate
Mudstones, Shales
Weathering Profiles in Clastic Sedimentary Rock: Sandstones and Shales
Figures by MIT OCW.
Adapted from:
I
i
Y"A*VED CLAYV
2
/.
C 4LA/2/B4
I
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See V8 (¢l.
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A
Northeastern US Varved Clays
V8
10
Vertical Distance (cm)
10 V7
}
V6
Gradual
V5
}
5 V4
5
Fairly
Abrupt
V3
V2
0
V1
30
40
50
60
70
80
Natural Water Content WN (%)
0
Notes:
1) V1, V2, etc. refer to separate varves
2) Sample from Northampton, Ma., WN = 56.7%
3) Data from Ladd and Wissa (1970)
Water Content Variation within a Varved Clay from the
Connecticut Valley
Figure by MIT OCW.
Adapted from:
Plasticity Index, PI %
60
40
Upper limit line
"Clay" layers
A Line
20
"Silt" layers
0
0
20
60
40
Liquid Limit, wL %
80
100
Note:
Range shown for varved clays having wL >30 % for bulk material
Plasticity Chart for Typical varved clays from Northeastern United States.
Vertical Strain εv
Type III (Small L.I.R.)
Type I
(Large L.I.R.)
∆u = zero
tp
Cα= ∆εv/∆log t
t
IOt
Log Time t
Strain vs. Log Time from Incremental Consolidometer Test Showing
Effect of Load Increment Ratio (N.C. Clay)
Figure by MIT OCW.
0
4
A
Vertical Strain εv, %
8
12
B
A
B
Haley & Aldrich (72)
C
D
M.I.T. Test Program
16
C
20
D
24
0.1
0.2
0.5
1
2
5
Consolidation Stress σvc, TSF
1 TSF = 95.8 kN/m2
10
20
CR
σvm TSF Max. Min.
Curve
Type of Test
WN (%)
A
24 hr.
36.2
8*
0.11
Chicopee-
B
Incremental
50.2
6
0.23
Holyoke
61.9
2.5
65.4
2
C
D
CRSC
Location
0.30 0.20 Northampton
0.25 0.19 Amherst
Typical Compression Curves for Connecticut Valley Varved Clays
Figure by MIT OCW.
Adapted from:
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6
Coefficient of Consolidation cv, ft2/day
4
2
1
0.8
0.6
0.4
0.2
0.1
0.08
Cv vs. WL
DM-7
0.06
0.04
30
Location*
Type of Test
Amherst, MA.
CRSC &
Increm.
Northampton,
MA.
CRSC &
Increm.
E. Windsor, CT.
Increm.
40
50
60
70
Natural Water Content WN, %
80
Symbol
**
Coefficient of Consolidation
(Vertical Drainage)
vs. Natural Water Content for
Normally Consolidated Varved Clays
Jersey City, N.J. Increm.
Secaucus, N.J.
CRSC
New Jersey
Increm. by
GZA
**
* See Ladd (1975) for data sources
** From square root time method
1 ft2/day = 0.093 m2/day
Figure by MIT OCW.
Kv
Kc
Ks
Kc
Ks
Kh
hs "Silt" Layer
hc "Clay" Layer
500
200
rk = Kh/Kv
100
50
20
Case A
10
5
2
1
Case B
1
Case
A
2
5
Kc
H
10
Ks
20
50 100 200
Ks/Kc
hs=0.5H
Case
B
500 1000
Kc
H
Ks
Relationship Between Kh/Kv Ratio and Permeability of the Silt
and Clay Layers
Figure by MIT OCW.
}
t50(2-D)
t50(Terzoghi)
1.5
Christian et al. (1972)
Lacasse et al. (1975)
1.0
Biot Theory Elastic
Soil
Davis & Poulos (1972)
Diffusion Theory
0.5
Strip B
H=2Hd
0
0
0.5
1.0
1.5
H/B
2.0
2.5
(a) Effect of Lateral Drainage on Rate of Consolidation from Different Theories with
Isotropic Permeabilities
Strip Load
H/B = 1 Double Drainage
Note:
t50 = Time required for U = 50% at the
centerline of the load
t50(2-D)
t50(Terzoghi)
0.75
0.50
0.25
0
0
10
20
Kh/Kv
30
40
50
(b) Effect of Anisotropic Permeability Ratio on Rate of Consolidation for H/B =1
with Double Drainage
Figure by MIT OCW.
Vertical drainage only
Uv for cv = 0.1 ft2/day
Average Degree of Consolidation Uv and Uh, %
12 in. Dia. Sand Drains
Uh for ch = 1.0 ft2/day
0
1 in. = 2.54 cm
1 ft. = 0.305 m
1 ft2/day = 0.093m2/day
20
40
15'
20'
Hd = 25'
50'
S = 10'
60
80
100
1yr
5
10
20
50
100 200
500 1000
Time (days)
5yr
10yr
5000
50yr 100yr
20000
Effect of Sand Drains on Rate of Consolidation of Normally Consolidated
Varved Clay with ch/cv = 10
Figure by MIT OCW.
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