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Normalized sheer stress, γ (%)
20
30
Summary of effect of shear strain on variation of normalized vertical stress for
DSS tests on rubber (Idealization of data presented in Figs - 6 & 7)
Figure by MIT OCW.
σv
Upper leading
edge
Gap
Top Cap
τh
Specimen
Bottom Pedestal
Gap
Lower trailing edge
Schematic of deformed shape of rubber specimen under constant height direct simple sheer conditions (γ > 10%)
Figure by MIT OCW.
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σ'v (γ) /σ'v (γ = 0%)
During first reversal cycle
1.0
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2
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d
x
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b
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Shear Strain (%)
Vertical stress during first reversal stage (Normalized by σ'v at γ = 0%) versus
shear for undrained cyclic geonor CKoUDSS test on BBC and SFBM
Normalized shear stress, τh/σ'vc
-20
0
Shear Strain, γ (%)
True soil behavior
Measured behavior
Due to DSS device
Schematic of hypothesis showing influence of DSS apparatus on behavior
of OCR = 1 specimen in CKoUDSS test.
Figure by MIT OCW.
Normalized shear stress, σ'v/σ'vc
0.8
OCR =1.5
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OCR = 4.1
a
w
o
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x
z
d
b
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y
z
w
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x
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Shear Strain (%)
Normalized results of cyclic Geonor CKoUDSS test on SFBM with σ'max = 501 k
Pa: (a) Shear stress-strain curve; and (b) Vertical effective stress versus shear strain
Figure by MIT OCW.
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Source of Strength Data
Above
Below
Field Cu/σ'p: Larsson (1980)
Lab CKoU τave/σ'vc: Table 3
Lab CKoUDSSτh/σ'vc: MIT
Undrained Strength Ratio
0.40
0.35
cu/σ'p
0.30
τh/σ'vc
0.25
τave/σ'vc
0.20
0.15
0
10
20
30
40
50
60
70
80
90
Plasticity Index, Ip (%)
Comparison of field and laboratory undrained strength ratios for non-varved sedimentary soils
(OCR = 1 laboratory CKoU testing)
Note : Linear Regression lines for clay data
Figure by MIT OCW.
Triaxial compression (TC) : qf
Direct simple shear (DSS) : τh
Triaxial extension (TE) : qf
Undrained Strength Ratio, cu/σ'vc
0.40
0.35
TC
0.30
DSS
0.25
TE
0.20
0.15
0.10
0
10
20
30
40
50
60
70
80
90
100
Plasticity Index, Ip (%)
Undrained strength anosotropy from CKOU tests on normally consolidated clays and silts.
Figure by MIT OCW.
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Barman (1993)
Approx. collective
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Resldemenled BBC
Unpublished data
Brazil
Talpel
0.35
RBBC
0.30
Natural BBC
0.25
0.30
0.35
0.40
0.45
0.50
0.55
0.60
0.65
Lateral stress ratio. Ko (Nc)
Figure by MIT OCW.
In situ OCR > 2
In situ OCR < 2 (crust)
Leak
0.20
Se = qf (E)/σ'vc
Undrained strength ratio, qf /σ'vc (OCR=1)
0.45
Ko too low
SAANSEP CKOUE Data natural BBC
0.15
Se = 0.049 + 0.178 Ko (r2 = 0.39)
0.10
0.40
0.45
0.50
0.55
Ko
Figure by MIT OCW.
0.60
0.65
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7
0.3
USR, qf/σ'vc
28
10
10
L.R. (r2 = 0.7862)
26
Test#
Φ'r at qr (Degrees)
0.32
7
25
0.29
17
24
0.28
23
0.27
17
22
0.26
21
0.25
0.4
0.45
SB TC
EB TC
B.S TC
Leakage*
Adapted
0.5
Kc
0.55
0.6
0.65
20
0.4
0.45
0.5
Kc
0.55
0.6
0.65
USR and Φ'r at Peak vs. Kc from NC SHANSEP CKoUC Triaxial tests
* During "Ko" consolidation
too low values of Kc
Figure by MIT OCW.
0.32
?
?
Linear regression line; r2-0.535
Bldg 55 and S/E Boston Data
0.30
_ SD lines
+
0.28
TX B101
TX B102
CAES
S/E Boston
0.26
0.24
0.50
0.52
0.54
0.56
0.58
0.60
0.62
Lateral Stress Ratio, Ko (NC)
Strain at Friction, εat (%)
Pore Pressure Parameter, At
NC Undrained Strength Ratio vs. Lateral Stress Ratio for SHANSEP CKo UC
Triaxial Tests: Collective Data
Peak Friction Angle, φ't (o)
' (OCR=1)
Undrained Strength Ratio, qf (C)/σvc
0.34
1.2
r2 = 0.551
1.0
0.8
0.6
0.4
0.6
r2 = 0.460
0.4
0.2
24
r2 = 0.870
22
20
18
0.50
0.52
0.54
0.56
0.58
0.60
Lateral Stress Ratio, Ko (NC)
Lateral Stress Ratio vs. Pore Pressure Parameter, Strain at Failure
and Peak Friction Angle: Building 68
Figures by MIT OCW.
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σ'p (kg/cm2)
1.8
1.6
1.4
1.2
1.0
5
10
20
50
100
200
Storage Time (days)
500
1000
Effect of thixotropy on preconsolidation pressure of resedimented BBC (O' Neill, 1985)
Figure by MIT OCW.
DSC Test
6
12
9
14
0.20
.
Ψ
0
0(ss)
25
40
ts (day)
48
91
169
79
Sym.
Normalized shear stress, q/σ'p
0.15
0.10
0.05
0
0
1
2
3
4
5
Shear Strain, γ (%)
6
7
0.20
Notes
0.15
(1) Data normalized to σ'p = 1.00ksc
(2) Solids symbols indicate failure
0.10
0.05
0
0
q = 0.5 (σ1 - σ3)
p' = 0.5 (σ'1 - σ'3)
0.05
0.10
0.15
0.20
0.25
0.30
0.35
Normalized effective stress, p'/ σ'p
Normalized stress-strain and effective stress paths from CU DSC proof tests on BBC at
OCR =4 (Corrected data from O'Neill, 1985).
Figure by MIT OCW.
δ=0o
Normalized Shear Stress, q/σ'p
0.25
δ=0o
Range from
Isotropic tests
δ=20o
0.20
δ=40o
δ=65o
0.15
δ=90o
0.10
δ=75o
Note
1) Data normalized to σp' = 1.00 ksc
2) Solid symbols indicate failure
0.05
0
0
1
2
DSC Test ts(days)
29
60
92
39
157
71
105
44
1
3
15
13
8
11
16
2
Normalized Pore Pressure,
us/σp'
δ=75o
3
δ
4
5
6
7
Shear Strain, γ (%)
o
8
9
Symbol
0
0(SS)
20
40
65
75
75
90
Normalized Shear Stress vs.
Strain from CU DSC Anisotropic
Tests on BBC at OCR = 4.
Increasing
δ angle
0.10
0.05
0
-0.05
-0.10
0
1
2
3
4
5
Shear Strain, γ (%)
6
7
DSC Test
0.25
Isotropic tests
Normalized Shear Stress,
q/σp'
10
0.20
δ=0o
δ=0o
0.15
δ=90o
0.10
0.05
0
ESE from
OC tNC data
0
0.05
1
3
15
13
8
11
16
2
δ
o
Symbol
0
0(SS)
20
40
65
75
75
90
δ=90o
0.10 0.15
0.20
0.25 0.30 0.35
' p'
Normalized Effective Stress, p/σ
Normalized Pore Pressure and Effective Stress Paths for CU DSC Anistropic Tests
on BBC at OCR = 4.
Figures by MIT OCW.
CCI
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._
Maidmar Sear Strain, 7
O.
Undrained Shear Strength su /σp'
Adapted from:
0.4
MIT-E3
a
0.3
1.0
Measured Data
0.2
4.0
Symbol
0.1
1.0
4.0
0.0
1.6
Pore Pressure Parameter, Af
OCR
b
Af = (∆u-∆σ3)/(∆σ1-∆σ3)
1.2
0.8
0.4
1.0
MIT-E3
4.0
0.0
0
20
40
60
80
Direction of Major Principal Stress, δf (o)
Evaluation of MIT-E3 Predictions of Peak Strength Conditions in
DSC Tests: (a) Undrained Shear Strength; and (b) Pore Pressure
Parameter, Af
Figure by MIT OCW.
Triaxial compression (TC) : qf
Direct simple shear (DSS) : τh
Triaxial extension (TE) : qf
Undrained Strength Ratio, cu/σ'vc
0.40
0.35
TC
0.30
DSS
0.25
TE
0.20
0.15
0.10
0
10
20
30
40
50
60
70
80
90
100
Plasticity Index, Ip (%)
Undrained strength anosotropy from CKOU tests on normally consolidated clays and silts.
Figure by MIT OCW.
Undrained strength ratio
0.35
0.30
0.25
TC (qr)
TX & DSS tests
DSC (qr)
0.20
DSS
(τh)
0.15
0.10
TE(qr)
0
10
20
30
40
50
60
70
80
Major principal stress direction, δ (0)
Bishop (1966) Equation:
q(δ) = q0(1- a sin2δ )(1-b sin22δ)
Undrained strength Ratio vs. Stress direction.
Figure by MIT OCW.
90
7t-2
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2.0
SHANSEP Ip = 43%, IL = 0.6
a
1.5
Undrained Strength Ratio
1.0
0.8
Test
0.6
TC
DSS
TE
0.4
Note:
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Cu = τmax for DSS
0.3
Symbol
S
m
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0.255
0.200
0.78
0.78
0.86
0.2
Shear Strain at Failure,
γf (%)
1
2
6
8
10
b
30
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20
0
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1
2
4
6
8 10
Test
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0.4
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Parameter at Failure
DSS
10
1.2
Pore Pressure
Parameter, Af
4
TE
Symbol
TC
DSS
TE
TC
0
1
2
4
6 8 10
'
Overconsolidation Ratio, OCR = σp' /σvc
Figure by MIT OCW.
Adapted from
(a) Undrained Strength Ratio and
(b) Strain and Pore Pressure
Parameter A at Failure vs. OCR from
SHANSEP CKoU Tests on AGS
CH Marine Clay.
Recompression Ip = 13%, IL = 1.9
'
Undrained Strength Ratio, Cu/σvc
a
2.0
1.5
Intact
S
m
Test
1.0
0.8
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0.6
0.4
TE
DSS
Destru.
S
TC
0.45
0.865
0.335
DSS
0.29
0.695
0.25
0.235
0.82
0.20
TE
Note:
Cu = qf for TC and TE
Cu = τmax for DSS
0.2
b
Shear Strain at Failure, γf (%)
Undrained Strength Ratio
20
Strain and Pore Pressure Parameter
at Failure
Condition
10
Intact
4
DSS
2
Destructured
TC & TE
OCR
TC
DSS
In situ
>
_
1
TE
0
Pore Pressure
Parameter, Af
1.2
TE
0.8
0.4
TC
0
1.0
2.0
3.0
4.0
'
Overconsolidation Ratio, OCR = σp' /σvc
(a) Undrained Strength Ratio and (b) Strain and Pore Pressure Parameter A at Failure vs.
OCR from CKoU Tests Run on Intact and Destructured James Bay B-6 Marine Clay.
Figure by MIT OCW.
Adapted from
TE
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Aretic Structure
Ice Load
W
100'
Arctic soil
15-25'
Permafrost
Shear stresses on soil at structure Interface (Top of foundation soil)
T1: Weight structure
T2: Ice load
Consolidation shear stress
Undrained shear stress
Tf: Final = f(r, θ)
o
θ = 90
Tf
Tf
Tf
T2
T2
r
Tf T1
T2
T1
T2
T1
o
θ = 180
0
T1
Tf
T2 T1
o
θ=0
Shear stresses on soil at structure Interfae due to gravity and ice loading.
Figure by MIT OCW.
Y
Sample
Linear
bearings
A
τ1 Pneumatic
cylinder
τ1= Consolidation
θ
shear stress
Water bath
A
X
τ2
τ2 = Undrained
shear stress
Circular cage
τ2 Thrust
shaft
Main bearing plates
Circular brass disc
a) Plan View Below Top Cap
σv
Vertical stress
pneumatic cylinder
Linear
bearings
Vertical shaft
Top cap
τ2 thrust shaft
τ2
Sample
Plexiglas water bath
Circular brass disc
τ1 pneumatic
cylinder
τ
1
Circular cage
Main bearing plates
Linear bearings
Linear bearings
Bottom pedestal
b) Cross Section A-A
Figure by MIT OCW.
Peak Strength Vs Ice Loading Direction
0.35
MDSS
Maximum Normalized Shear Stress, τx/σ'vc
τx/σ'h in direction of Ice loading ) /σ'vc
Geonor DSS
0.3
Adjusted Geonor
DSS
τf
=
0.25
τx2 + τf2
CKOU
0.2
Geonor Dss
MDSS
0.15
0.1
0
30
60
90
Test Angle, θ (.)
120
150
180
Maximum normalized shear stress τx/σ'vc versus test angle q for CAUMDSS and Geonor
CAUDSS tests on BBC. (Degroot, 1989)
Figure by MIT OCW.
Adapted from:
Stress vs. Strain as f(θ)
Normalized Shear Stress, τx /σ'vc
0.4
0o
30o
0.2 60o C8
C17
o
90
150o
C9
C13
C16
C15120o
0
-0.2
0
4
8
12
16
20
24
28
Shear Strain, γx' (%)
Shear Stress-Strain Curves for CAUMDSS Tests on BBC.
Image by MIT OCW.
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310
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180
I,.
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