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Field Value Strength, Cu (FV)/σvo
.4
Boston Blue
Clay
m = 0.96
.2
0.165
Fore River
Organic Clay
Mean
m = 0.83
0.74
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1.0
.8
.6
.4
.2
.1
Connecticut
valley varved clay
m = 0.93
0.20
1
2
4
0.16
0.17
6 8
1
James Bay
Marine Clay
B-6 1.35
B-2 1.18 = m
2
4
6 8
Overconsolidation Ratio, OCR
Undrained strength ratio vs. OCR from Field Vane Tests
a) Boston Blue Clay, I-95 Saugus; MA
b) Connecticut Valley Varved Clay, Amherst, MA;
c) Organic Clay with Shells, Fore River, ME;
d) Jmaes Bay B-2 and B-6 marine Clays.
Figure by MIT OCW.
1.4
cu (Field) = µ x cu (Vane)
Correction Factor, µ
1.2
1.0
Bjerrum's (1972)
Recommended Curve
0.8
0.6
0.4
0
20
40
60
80
100
120
Plasticity Index, PI (%)
Symbol
#
#
Figure by MIT OCW.
Reference
Bjerrum (1972)
Milligan (1972)
Ladd & Foott (1974)
Flaate & Preber (1974)
LaRochelle et al. (1974)
# Layered & varved clays
Fields vane correction
factor vs. plasticity index derived
from embankment failures.
Adapted from:
CHANDLER ON UNDRAINED SHEAR STRENGTH OF CLAYS
(1988)
Empirical correlation
established from
embankment failures, µ
Correction Factor, µ
1.0
Estimated effect of
anisotropy
0.8
Estimated time
effect, µR
0.6
0.4
0.2
(cu)field = (cu)vane . µA . µR
0
20
40
60
Modified µ
Azzouz et al., 29
(1983)ASCE JGE
80
100
Figure by MIT OCW.
Adapted from:
120
Plasticity Index, Ip, %
Factors Relating Field Vane and Field Failure Strengths
Adapted from:
CHANDLER ON UNDRAINED SHEAR STRENGTH OF CLAYS
(1988)
PROBLEMS WITH NEW NGI FV CORRECTION
1.2
1.2
1.0
A
µR 0.8
Estimated effect, µR, relating
vane strength to field failures
(tf = 10,000 mins), Bjerrum 19
Roy & Leblanc2
Wiesel 18
Torstensson 16
0
20
40
60
80
100
120
µ=
Plasticity Index, %
Su(FV)
0.4
Ckou τave
0.6
1.2
For Ip > 5% : µR = 1.05 - 0.03 (Ip)0.5
1.0
µR
0.8
20
40
60
80
100
Field vane correction
factor, µR to give cu at
tf = 100 mins
120
Plasticity Index, %
Factor µR to Correct Field Value Strength for Strain-Rate Effects
11 m
1.0
}
B6
B2
SEBJ Data
7m
0.8
"NC" = Young,
Aged & Cemented
0.6
OC = Mechanically
OC
0.4
0.2
B
0.6
0
Correction Factor, µ
For Ip > 5% : µR = 1.05 - 0.04 (Ip)0.5
0
0.2
0.4
0.6
'
cu(Fv) / σvo
0.8
Field Vane Correction Factor
Figures by MIT OCW.
1.0
eL vj/f9
1.322
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Measured Cone Resistance, (qc)
and Pore Pressure (u) (kPa)
0
200
400
Depth (m)
2
Bq
c
600
uB
A
qc
6
uA
10
14
0
Corrected Cone Resistance,
qT (kPa)
200
Depth (m)
2
400
Piezocone A
Piezocone B
B
qT
6
10
600
qTA
A
B
60o
60o
14
Figures by MIT OCW.
Effect of Pore Pressure
on Cone Resistance in Emmerstad
Quick Clay
25
Cone Factor, NK
20
15
10
5
0
NK =
0
qc - σvo
corr. su(Fv)
10
20
30
40
50
60
70
80
Plasticity Index, Ip (%)
Scandinavian sites
Sites in U.S.A.
Canadian Sites
Italian Sites
Other Clays
Example of NK - Ip Correlation
as Proposed by Different Workers
Data are Inconsistent since the different cones
used had different area ratios.
Figure by MIT OCW.
70
60
1
Cone Factor, Nkt
cu (Conv. or DSS)
Nkt =
qct - σvo
50
2
3
3
2
40
30
2
20
3
1
10
0
2
1
4
6 8 10
20
Overconsolidation Ratio, OCR
Mukluk Proximal } ML- MH Ip ~
~ 10-30%
Smith Bay, Site T CL - Ip ~
~ 25%
Smith Bay, Site W CH
Solid : Cu = Cu(conv.)*
Open : Cu = Cu(DSS)**
Ice Gouged
}
40
Note:
Numbers designate areas in
table 6.1
* Mainly lab UUC & Mv
** Via SHANSEP with well
defined OCR
Cone Factor vs. OCR. Collective Evaluation for Harrison Bay and Smith
o
Bay Arctic Silts. (In situ temp ~
~ -1 C)
Figure by MIT OCW.
Adapted from:
I~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
Yc•4/'/9it
,222 I1
__-
Secor, 2.4
Su/ptnt
Jpono~rcrcedfs on
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PrD thuis (/7O2)
6
ony
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C.
Pt-2
Echmcfnt4c of SBp$?17 fOPrT /Pi/'T
* -3
Sacrndlis
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on
Pfcckt¼
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PA-S
Pr~dhtfdc
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expcnsxonc4xevac
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seC
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it ,C- c+
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,
node/
..............
La) AAAW S
ple
Drilling Mud
Pressure Developer
Drill Pipe
Open Hole Drag Bit
Spacer
Adiprene Membrane
Pressuremeter Head
Protective Strips
Cutting Shoe
Figure by MIT OCW.
Push Head
Electro/Hydraulic Hose
Controle Unit
+ Read out
Cone rods conducting hose
Standard cone rod
Cone rod adaptor
Amplifier housing
720
Contraction ring
Pressuremeter module
705
Contraction ring
400
Cone sapper
Dummy cone
Full Displacement or Cone Pressuremeter
Figure by MIT OCW.
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.
B/2
B/2
t
t
2
Centerline
2
Outer
Soil
1
Inner Soil
Inner Soil
E = 5%
z/R
z/R
2
Cutter Location
2
0
1
Centerline
10
1
Outer Soil
20
20
1
0
10
Extracted
Soil
5
2
E=
5%
2
-1
0
1
r/R
1
2
0
Push-in pressuremeter
1
r/R
Ideal self-boring pressuremeter
Figure by MIT OCW.
-1
2
Membrane expansion pressure, (p-u0)/σ'
2.0
1.5
FDPMT
PIPMT
2
12
0.0
40
1.0
MIT - E3 Predictions
BBC: OCR = 1.0
0.875
0.5
0.0
0.001
INTACT
Aspect ratio
1.0
Ideal
SBPMT
0.01
B/t
Extraction ratio f
1
0.1
Volumetric strain, ∆V/V (%)
Figure by MIT OCW.
10
100
Membrane Expansion Pressure, (p-u0) σv' 0
5.0
4.0
3.0
f=0
2.0
1.0
Intact
f=1
0.0
0.01
0.1
Predicted
su/σv' 0
PIPMT (f = 0)
SBPMT (f = 1)
Intact
0.65
1.01
0.66
1
10
100
Equivalent Volumetric Strain, ∆V/V = {(1+ε0)2 -1}/(1+ε0)2 (%)
Measured
Arm 1
Arm 2
Arm 3
su/σv' 0
1.35
0.68
0.68
Measured Data South Boston Test Site
(Ladd, 1991)
Figure by MIT OCW.
FDPMT
PIPMT
PIPMT
Undercutting
Ideal
SBPMT Overcutting
0.4
0.4
su/σ'vo
0.3
0.2
0.3
PM
PM
TE
TE
0.1
Peak Undrained shear strength
Expansion test = PMT
Contraction test
OCR =1
0.0
1
10
Aspect ratio, B/t
0.2
50
0.0
0.2
Figure by MIT OCW.
0.1
OCR =1
Houlsby
0.4
0.6
0.8
Extraction ratio, f
1.0
0.0
1.2
Undrained strength ratio. su/σ'vo
PSA
PSA