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Overconsolidation Ratio, OCR
Undrained strength ratio vs. OCR from Field Vane Testsa) Boston Blue Clay, I-95 Saugus; MAb) Connecticut Valley Varved Clay, Amherst, MA;c) Organic Clay with Shells, Fore River, ME;d) Jmaes Bay B-2 and B-6 marine Clays.
Fiel
d Va
lue
Stre
ngth
, Cu
(FV
)/σvo'
6 8
.20.20 0.16
0.17
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Connecticutvalley varved clay
m = 0.93
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1 2 4 6 8
James BayMarine Clay
B-2 1.18 = mB-6 1.35
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0.74
.4
Boston Blue Clay
m = 0.96
Fore River Organic Clay
Meanm = 0.83
.6
.81.0
00.4
0.6
0.8
1.0
1.2
1.4
20
Plasticity Index, PI (%)
Fields vane correction factor vs. plasticity index derived
from embankment failures.
Cor
rect
ion
Fact
or, µ
40 60 80 100
Bjerrum's (1972)Recommended Curve
cu (Field) = µ x cu (Vane)
120
Bjerrum (1972)Milligan (1972)Ladd & Foott (1974)Flaate & Preber (1974)LaRochelle et al. (1974)
# Layered & varved clays
Symbol Reference
#
#
Figure by MIT OCW.
Figure by MIT OCW.
Adapted from:
0
CHANDLER ON UNDRAINED SHEAR STRENGTH OF CLAYS(1988)
0.2
0.6
0.8
Empirical correlation established from embankment failures, µ
Estimated time effect, µR
Estimated effect of anisotropy
Modified µ Azzouz et al., 29(1983)ASCE JGE
Plasticity Index, Ip, %
Factors Relating Field Vane and Field Failure Strengths
Cor
rect
ion
Fact
or, µ
1.0
0.4
20 40 60 80 100 120
(cu)field = (cu)vane . µA . µR
0.20 0.2
"NC" = Young, Aged & Cemented
B2}
7 m
11 mB6 SEBJ Data
OC = Mechanically OCµ
=
Field Vane Correction Factor
PROBLEMS WITH NEW NGI FV CORRECTION
0.4cu(Fv) / σvo
Ck o
u τ a
veS u
(FV
)
'
Cor
rect
ion
Fact
or, µ
0.6 0.8 1.0
0.4
0.6
0.8
1.0
1.2
0.4
0.60 20
Plasticity Index, %
µR
40 60 80 100 120
0.8
1.0
1.2
0 20
A
Plasticity Index, %
Factor µR to Correct Field Value Strength for Strain-Rate Effects
CHANDLER ON UNDRAINED SHEAR STRENGTH OF CLAYS(1988)
µR
40 60 80 100 120
0.6
Roy & Leblanc2
Wiesel 18Torstensson 16
Estimated effect, µR, relating vane strength to field failures (tf = 10,000 mins), Bjerrum 190.8
1.0
1.2
B Field vane correctionfactor, µR to give cu at tf = 100 mins
For Ip = 1.05 - 0.04 (Ip)0.5µR5% :>
For Ip = 1.05 - 0.03 (Ip)0.5µR5% :>
Figure by MIT OCW.
Figures by MIT OCW.
Adapted from:
Adapted from:
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Measured Cone Resistance, (qc) and Pore Pressure (u) (kPa)
Effect of Pore Pressure on Cone Resistance in Emmerstad
Quick Clay
6
qT
qT
uA
qc uB
A
B
B
A
2
0 200 400 600
14
10
Dep
th (m
)
Corrected Cone Resistance, qT (kPa)
6
2
0 200 400 600
Piezocone APiezocone B
qc
60o
A
60o
B
Figures by MIT OCW.
1000
5
10
15
20
25
20 30
Plasticity Index, Ip (%)
Example of NK - Ip Correlation as Proposed by Different Workers
Data are Inconsistent since the different cones used had different area ratios.
Con
e Fa
ctor
, NK
40 50 60 70 80
Scandinavian sitesSites in U.S.A.Canadian SitesItalian SitesOther Clays
NK = qc - σvo corr. su(Fv)
Figure by MIT OCW.
1
31
2
0
10
20Con
e Fa
ctor
, Nkt
Nkt
=q c
t - σ
voc u
(Con
v. o
r DSS
)
30
40
50
60
70
2Overconsolidation Ratio, OCR
Cone Factor vs. OCR. Collective Evaluation for Harrison Bay and Smith Bay Arctic Silts. (In situ temp -1oC)~~
4 6 8 10 20 40
32
23
1
Mukluk ProximalSmith Bay, Site TSmith Bay, Site W
Ice Gouged
Note:Numbers designate areas in table 6.1* Mainly lab UUC & Mv** Via SHANSEP with well defined OCR
Solid : Cu = Cu(conv.)*Open : Cu = Cu(DSS)**
CL - Ip ML- MH Ip
25%}}
~~10-30%~~
CH
Figure by MIT OCW.
Adapted from:
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f_z~;
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Drilling Mud
Drill Pipe
Open Hole Drag Bit
Adiprene Membrane
Protective Strips
Cutting Shoe
Pressuremeter Head
Spacer
Pressure Developer
Figure by MIT OCW.
Electro/Hydraulic Hose
Controle Unit+ Read out
Push Head
Cone rods conducting hose
Standard cone rod
Cone rod adaptor
Amplifier housing
Contraction ring
Pressuremeter module
Contraction ring
Cone sapper
Dummy cone
400
705
720
Full Displacement or Cone Pressuremeter
Figure by MIT OCW.
Spring
Feeler
Rubber Membrane
Fine Thread
Pore Pressure Cell
Clamp
Gas Return LineCable and Gas Pressure Tube
Slurried water and soil
Flushing Water
Camkometer
Figure by MIT OCW.
Inner SoilInner Soil Outer SoilOuter Soil
Cutter Location
Extracted Soil
1
1
-1 -1
1
1 1
1
2
2
2
2
2 2
2
2
10
10
20 20
E = 5%
E = 5%
Cen
terli
ne
Cen
terli
ne
5
1
0
0 0
0
tB/2
tB/2
z/R
z/R
Push-in pressuremeter Ideal self-boring pressuremeterr/R r/R
Figure by MIT OCW.
0.001 0.01 0.1 1 10 1000.0
0.5
1.0
1.5
2.0
Volumetric strain, ∆V/V (%)
Mem
bran
e ex
pans
ion
pres
sure
, (p-
u 0)/σ'
2
120.040
0.875
1.0
FDPMTPIPMT
INTACT
Ideal SBPMT
MIT - E3 PredictionsBBC: OCR = 1.0
Aspect ratioExtraction ratio
B/t
f
Figure by MIT OCW.
0.00.01
Equivalent Volumetric Strain, ∆V/V = {(1+ε0)2 -1}/(1+ε0)2 (%)
Mem
bran
e E
xpan
sion
Pre
ssur
e, (
p-u 0
) σ v
0'
0.1 1 10 100
1.0
2.0
3.0
4.0
5.0
f=0
f=1
Intact
Measured Data South Boston Test Site(Ladd, 1991)
Measured
Arm 1 1.35Arm 2 0.68Arm 3 0.68
'su/σv0
Predicted
PIPMT (f = 0) 0.65SBPMT (f = 1) 1.01Intact 0.66
'su/σv0
Figure by MIT OCW.
1 10 500.0
0.1
0.2
0.3
0.4
0.0
0.1
0.2
0.3
0.4
PSA
PM
TE
PSA
PM
TE
0.0 0.2 0.4 0.6 0.8 1.0 1.2Aspect ratio, B/t Extraction ratio, f
FDPMT PIPMT PIPMT SBPMT OvercuttingUndercuttingIdeal
Undrained strength ratio. su /σ'vo
OCR =1 OCR =1
s u/σ
' vo
Peak Undrained shear strengthExpansion test = PMTContraction test
Houlsby
Figure by MIT OCW.