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1 2 4

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

.4

Connecticutvalley varved clay

m = 0.93

.6

.81.0

1 2 4 6 8

James BayMarine Clay

B-2 1.18 = mB-6 1.35

.20.165

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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80 lid40 600 20 lo

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10

Dep

th (m

)

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:

Yc• 4/'/9it ,222 I1 __-

Su/ptnt Secor, 2.4

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I~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

f_z~;

Ic

- I

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.