16partiia.pdf

7/28/2019 16partiia.pdf

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12/25

.1

.1

1 2 4

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.

FieldValueStrength,

Cu

(FV)/v

o

'

6 8

.20.20 0.16

0.17

.4

Connecticut

valley varved clay

m = 0.93

.6

.8

1.0

1 2 4 6 8

James Bay

Marine Clay

B-2 1.18 = m

B-6 1.35

.20.165

0.74

.4

Boston Blue

Claym = 0.96

Fore River

Organic Clay

Mean

m = 0.83

.6

.8

1.0

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.

C

orrectionFactor,

40 60 80 100

Bjerrum's (1972)

Recommended Curve

cu (Field) = 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:


13/25

0

CHANDLER ON UNDRAINED SHEAR STRENGTH OF CLAYS

(1988)

0.2

0.6

0.8

Empirical correlation

established from

embankment failures,

Estimated time

effect, R

Estimated effect of

anisotropy

Modified

Azzouz et al., 29

(1983)ASCE JGE

Plasticity Index, Ip, %

Factors Relating Field Vane and Field Failure Strengths

CorrectionFactor,

1.0

0.4

20 40 60 80 100 120

(cu)field = (cu)vane. A . R

0.20 0.2

"NC" = Young,

Aged & Cemented

B2

}7 m

11 m

B6SEBJ Data

OC = Mechanically

OC=

Field Vane Correction Factor

PROBLEMS WITH NEW NGI FV CORRECTION

0.4

cu(Fv) / vo

Ckouave

Su(FV)

'

Corr

ectionFactor,

0.6 0.8 1.0

0.4

0.6

0.8

1.0

1.2

0.4

0.60 20

Plasticity Index, %

R

40 60 80 100 120

0.8

1.0

1.2

0 20

A

Plasticity Index, %

Factor Rto Correct Field Value Strength for Strain-Rate Effects

CHANDLER ON UNDRAINED SHEAR STRENGTH OF CLAYS

(1988)

R

40 60 80 100 120

0.6

Roy & Leblanc2

Wiesel 18

Torstensson 16

Estimated effect, R, relating

vane strength to field failures

(tf= 10,000 mins), Bjerrum 190.8

1.0

1.2

B Field vane correction

factor, Rto give cu at

tf= 100 mins

For Ip = 1.05 - 0.04 (Ip)0.5R5% :>

For Ip = 1.05 - 0.03 (Ip)0.5R5% :>

Figure by MIT OCW.

Figures by MIT OCW.

Adapted from:

Adapted from:


14/25

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15/25

14

10

Depth(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

Depth(m)

Corrected Cone Resistance,

qT (kPa)

6

2

0 200 400 600

Piezocone A

Piezocone B

qc

60o

A

60o

B

Figures by MIT OCW.


16/25

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.

ConeFactor,

NK

40 50 60 70 80

Scandinavian sites

Sites in U.S.A.

Canadian Sites

Italian Sites

Other Clays

NK=qc - vocorr. su(Fv)

Figure by MIT OCW.


17/25

1

31

2

0

10

20ConeFacto

r,Nkt

Nkt=

qct-

vo

cu

(Conv.orDSS)

30

40

50

60

70

2

Overconsolidation 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 Proximal

Smith Bay, Site T

Smith 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:


18/25

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

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19/25

Drilling Mud

Drill Pipe

Open Hole Drag Bit

Adiprene Membrane

Protective Strips

Cutting Shoe

Pressuremeter Head

Spacer

Pressure Developer

Figure by MIT OCW.


20/25

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.


21/25

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.


22/25

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%

Ce

nterline

Centerline

5

1

0

0 0

0

t

B/2t

B/2

z/R

z/R

Push-in pressuremeter Ideal self-boring pressuremeter

r/R r/R

Figure by MIT OCW.


23/25

0.001 0.01 0.1 1 10 1000.0

0.5

1.0

1.5

2.0

Volumetric strain, V/V (%)

Mem

braneexpansionpressure,

(p-u0

)/'

2

120.040

0.875

1.0

FDPMTPIPMT

INTACT

Ideal

SBPMT

MIT - E3 Predictions

BBC: OCR = 1.0

Aspect ratioExtraction ratio

B/tf

Figure by MIT OCW.


24/25

0.00.01

Equivalent Volumetric Strain, V/V = {(1+0)2 -1}/(1+0)

2 (%)

M

embraneExpansionPressure,

(p-u0)v0'

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 0.68

Arm 3 0.68

'su/v0

Predicted

PIPMT (f = 0) 0.65SBPMT (f = 1) 1.01Intact 0.66

'su/v0

Figure by MIT OCW.


25/25

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 1.2

Aspect ratio, B/t Extraction ratio, f

FDPMT PIPMT PIPMT SBPMT OvercuttingUndercuttingIdeal

Undrainedstreng

thratio.su/'v

o

OCR =1OCR =1

su

/'v

o

Peak Undrained shear strength

Expansion test = PMT

Contraction testHoulsby

Figure by MIT OCW.

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16partiia.pdf