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Typical normalized shear stress and excess pore pressure versus strain for CKoUC tests on resedlmented BBC at reference strain rate (εa = 0.5%/h)

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Normalized effective stress, P'/σ'vm

Typical normalized effective stress paths for CKoUC tests on resedlmentedBBC at reference strain rate (εa = 0.5%/h)

Start of Shear

Peak shear stress

Typical Ko loading line

Typical Ko unloading line

Figures by MIT OCW.

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Slow Std Fast V.Fast

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p' (σ'1 - σ'3)2

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Ps CLAY (cm/7.1m Depth)Test Symbol Strain Rate

(%/t)

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Stress Paths for Structured B6 Clay

140

120

100

80

60

40

20

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00 1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

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B6 Clayσ'vc = 72 to 75kPaσ'vo = 40 kPaCAUC Triaxial TestskPa = Depth

Test Symbol Strain Rate (%/m)

CAUC1CAUC2CAUC3CAUC4

070806A08

5.000.500.500.05

0.5

0.5

5

0.05

Stress strain and pore pressure strain curves for B6 Clay

∆u

Axial depthpressure ε%/hr

σ 1-σ3

.

Figures by MIT OCW.

140

120

100

80

60

40

20

20

00 1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

10

30

σ'vc = 72 to 75kPaσ'vo = 40 kPaCAUC Triaxial Tests


Stress strain and pore pressure strain curves for OLGAClay

∆u


σ 1-σ3

φL-P 06φL-P 08φL-P 10φL-P 11

12.300.112.480.10

OLGA CLAY12

2.5

0.5

0.1

.

0 10 20 30 40 50 60 70 80 90 100 110

Test Symbol

φL-P 06φL-P 08φL-P 10φL-P 11

12.300.112.480.10

ε1 (%/m).

OLGA CLAY

0

10

20

30

40

50

q' (σ

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p' (σ'1 - σ'3)2

s'vc = 17.7 kPaCPUC Traxial Tests

122.5

0.50.1

Figures by MIT OCW.

020406080

100

120140160180200220240260

020406080

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120140

160180200

0 2 31 4 5 6 7 8 9


∆uσ 1-σ

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Test Symbol Strain Rate (%/t)

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CAUCv-08CAUCv-08

5.00

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140144287

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σ'vc(%) σ'vc(%)

Stress-strain and pore pressure strain for normally consolidated B6 Clay

0.5

0.05

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CAU Triaxial Tests

00

40

40

80

80

120

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160

160

200

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Ps CLAY (cm/7.1m Depth)

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Stress paths for normally consolidated B6 clay

Test Symbol Strain Rate (%/t)

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144

140144287

275

269

σ'vc(%) σ'vc(%)

Figures by MIT OCW.

00

20

20

40

40

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60

80

80

100

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140 160 180 200 220

p-18p-14p-13p-12

0.10.52.512.3

Test Symbol Strain Rate (%/t)σ'vc = 137 kPac/u Triaxial test

OLGA CLAY

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Stress paths for Normally consolidated Olga Clay

0

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80

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100

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120

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140160180

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Stress-strain and pore pressure-strain curves for normally consolidated Olga clay

∆uσ 1-σ

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1.4 1.4

1.2 1.2

1.0 1.0

0.8 0.8

0.6 0.6

0.1 1.0 10.0 100.0 1000.0 10000.0

CHANGE OF UNDRAINED STRENGTH RATIO, NORMALIZED TO UNDRAINED STRENGTHRATIO AT ε1 = 1.0%/h, WITH STRAIN RATE FOR ALL INVESTIGATED CLAYS.

Same Intact & Destructured

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0.20

0.30

50

50.5

0.05

Nor

mal

ized

She

ar S

tress

, q/σ

vc' 0.40

-0.10.001 0.01

Normalized Shear Stress and Shear-induced Pore Pressure vs. Strain,OCR = 1 CKoUC Tests, Resedimented BBC

0.1

.


εf

ε

1 10

0.0

0.1

0.2

0.3

0.4

Nor

mal

ized

She

ar-I

nduc

ed P

ore

Pre

ssur

e, ∆

u s/σ

vc

'

∆us=

∆u-

∆σat

= ∆

u-∆σ

a1 3

Symbol εa(%/hr)

0.0510.0510.505.04949

212313331852

Test No..

Nor

mal

ized

She

ar S

tress

, q/σ

vc'

Normalized Effective Stress, p/σvc''

0.4

0.20

0.30

0.40

Peak Shear Stress

Corresponds toAvg. φmin = 32.9o

50

5

0.05

0.9SD+_'

0.5 0.6 0.7 0.8

Normalized Effective Stress Paths, OCR = 1 CKoUC Tests, Resedimented BBC

Symbol εa(%/hr)

0.0510.0510.505.049

2123133352

Test No..

Symbol εa(%/hr)

0.0510.505.05154

3840424160

Test No..

εf

ε

0.1

0.2

0.3

0.4

0.50.05

505

0.5

0.6

Nor

mal

ized

She

ar S

tress

, q/σ

vc'-0.3

0.001 0.01 0.1 1 10

.-0.2

0.0

0.0

0.1

0.2



Nor

mal

ized

She

ar-I

nduc

ed P

ore

Pre

ssur

e, ∆

u s/σ

vc

'

Nor

mal

ized

She

ar S

tress

, q/σ

vc'

Corresponds toAvg. φmax = 32.9o

0.050.5

550

0.4SD+_'



Symbol εa(%/hr)

0.0510.505.05154

3840424160

Test No..

Peak Shear Stress0.2

0.7 0.8 0.8 1.00.6

0.3

0.4

0.5

0.6

1.1 1.2

Figures by MIT OCW.

Adapted from:

a

b



εf

Nor

mal

ized

She

ar-I

nduc

ed P

ore

Pre

ssur

e, ∆

u s/σ

vc

'

0.1

0.2

0.3

0.4

50

50.05 | 5

0.05 | 0.5

505

0.5

0.6

Nor

mal

ized

She

ar S

tress

, q/σ

vc'

-0.60 2 4 6 8 10 12 14

-0.5

-0.4

-0.3

-0.2

16

-0.1

0.0

Symbol εa(%/hr)

0.0510.505.15.052

3529394927

Test No..

Nor

mal

ized

She

ar S

tress

, q/σ

vc' Corresponds to Mean ESE at Peak,OCR = 4 & 5C'/σmin = 0.038 φ = 26.1o

''



Symbol εa(%/hr)

0.0510.505.15.052

3529394927

Test No..

Peak Shear Stress0.2

0.00.6 0.8 1.0

0.4

0.6

0.8

1.0

550

0.05 | 5

1.2 1.4 1.6 1.8

a

b

εf



Nor

mal

ized

She

ar-I

nduc

ed P

ore

Pre

ssur

e, ∆

u s/σ

vc

'

0.0

0.5

Nor

mal

ized

She

ar S

tress

, q/σ

vc'

1.0

1.550

-1.6

-1.2

0 2 4 6 8 10 12 14 16 18

-0.8

-0.4

0.0

Symbol εa(%/hr)

0.0510.515.15150

4447464345

Test No..0.05,0.5 | 5

0.05,0.5 | 5

50

Nor

mal

ized

She

ar S

tress

, q/σ

vc'



Corresponds to Mean ESE at Peak,OCR = 4 & 5C'/σmin = 0.038 φ = 25.1o

50

0.05,0.5 | 5'

'

-0.50.5 1.0

0.0

0.5

1.0

1.5

1.5 2.0 2.5 3.0 3.5

Symbol εa(%/hr)

0.0510.515.15150

4447464345

Test No..

Peak Shear Stress

Figures by MIT OCW.

Adapted from:

OCR = 1

OCR = 2

OCR = 4

OCR = 8

OCR = 2

OCR = 1

30

28

26

24

220.01 0.1 1 10 100

Axial Strain Rate, εa (%/hr)

Fric

tion

Ang

le a

t pea

k, φ

' a (. )

Nor

m. s

hear

-indu

ced

pore

pre

ss, a

t pea

k, ∆

u 3/σ' vc

0.05

0.00

-0.05

-0.10

-0.15

-0.20

Summary plots of Mechanisms: (a) Normalized Shear-induced pore pressure and(b) Friction angle at peak versue strain rate, CKoUC tests, resedimented BBC

Figures by MIT OCW.Adapted from:

0.00.0 0.4 0.8 1.2 1.6 2.0

0.2

App

lied

Stre

ss L

evel

, ∆q/

∆qm

ax

0.4

0.6

0.8

1.0

1.2

0.05

OCR = 1

OCR = 4

OCR = 2

OCR = 8

500.55

0 1 2 3 4 5

0.00 2 4


Axial Shear Stress Level vs. Strain, CKoUC Tests, Resedimented BBC

Axial Strain, εa (%)6 8 10

0.2

App

lied

Stre

ss L

evel

, ∆q/

∆qm

ax

0.4

0.6

0.8

1.0

1.2

0 2 4 6 8 10

Symbol εa(%/hr)

0.0510.0510.500.505.0504949

2123111333171852

Test No..

Symbol εa(%/hr)

0.0510.505.05154

3840424180

Test No..

Symbol εa(%/hr)

0.0510.0510.500.505.15.052

26351529394927

Test No..

Symbol εa(%/hr)

0.0510.515.15150

4447464345

Test No..

12

10

8Secondary

6

8

4

2

00 30 60 90 120 150 180 210 240

Conventional Isotropic Triaxialq = 0.566

q = 0.596

Primary Tertiary

Plane Strain

Rupture

Elapsed Time, t. Minutes

Triaxial q = 0.550

Axi

al S

train

, Per

cent

ε

q = (σ1-σ2)/σ'3

CIUCε vs. t

CKoUPSC CKoUC

ko

Rupture

6

4

2

00.48 0.52 0.56 0.60 0.64 0.68 0.72

Isotropic Triaxial

Ko Plane StrainKo Triaxial

% A

xial

Stra

in U

ntil

ε min

.

q = (σ1 - σ3)/σ'vc

Axial strain until minimum strain rate as a function of creep stress. D

Figure by MIT OCW.

Figure by MIT OCW.

Figure by MIT OCW.

10010-5

10-4

10-3

10-2

10-1

101 102 103 104 105Elapsed Time, l, Minutes

100 101 102 103 104 105

Elapsed Time, l, Minutes

Axi

al C

reep

Rat

e, %

/ M

inut

e

10-5

10-4

10-3

10-2

10-1

Axi

al C

reep

Rat

e, %

/ M

inut

e

(a) Consolidated Triaxial

CKoUC Em = 0.3%

q =

0.59

4

0.56

40.

550 0.

526

0.50

80.

500

0.49

2

(B) Isotropically consolidated Triaxial

0.51

50.

525

0.54

2

0.56

60.

570

0.59

2

0.61

9

q =

0.63

0 CIUC εm = 2.8%

Log t (min)

Log

ε (%

/ m

in)

.

100 101 102 103 104 105

Elapsed Time, l, Minutes

10-4

10-3

10-2

10-1

100

Axi

al C

reep

Rat

e, %

/ M

inut

e

(C) Ko consolidated Plane Strain

Creep rate behavior of normally consolidated undisturbed Haney clay.

CKoUPSC

q =

0.66

2

0.63

0

0.62

1

0.59

80.

588

0.57

4

0.56

2

10-6

10-7

10-8

10-9

10-10

102

102101100

10-7

10-6

10-5

10-4

103

103

104 105 106

-10o, 1.0 -10o, 1.2

-10o, 0.6

-10o, 0.6

-10o, 0.5

-10o, 0.1

-5o, 0.2

tm-5oC σ1=0.5 MPa

σ1=5.57 MPa

εm-tm.

εm-tm.

Results of unconfined (uniaxial) compressive creep testing of polycrystalline ice.(data by Jacka, see Lile 1979).

εm ~ 1%.~

Polycrystalline ICE

Stra

in ra

te (a

-1)

Time (min)

Time (min)

Results of unconfined (uniaxial) compressive creep testing of 40% saturated,55% relative density Manchester fine sand at - 18.8oC (data from Martin et al. 1981)

7.086.55

6.50

5.26

5.174.92

4.87

6.245.91

3.98

Si = 40% Dr= 55%Frozen Hanchester Fine Sand

εm ~ 2.7 + 0.5%.~

Stra

in ra

te ε

(S-1)

.20% Si MFS40% Si MFS100% Si MFS

Ice

Ice

UnfrozenHaney Clay

UniaxialUniaxial

Uniaxial

Uniaxial

Uniaxial

CIUCCKoUC

CKoUC HANCY CLAY

Martin Ting & Load (1981)

kuo (1972)

Jacka, in Lue (1979)Campanella & Void (1974)

2.8 x 10-4

4.2 x 10-4

8.1 x 10-4

7.9 x 10-5

6.5 x 10-5

1.5 x 10-51.3 x 10-4

-1.2

-1.2

-1.2

-0.8

-1.0

-0.9

-0.8

0.987

0.993

0.996

0.997

0.991

0.987

0.987

7

40

28

7

7

8

8

1

2

3

4

567

No. Material Testing Reference Bo r2γo No. Tests εm (%)

2.1

2.7

4.6

2.8

0.3

10-7

10-6

10-5

10-4

10-3

10-8

100 101 102 103

Time (min)

Min

imum

Stra

in ra

te ε

m (S

-1)

.

.

ε.

1~~

CIUC HANCY CLAY

ICE

1

4

7

5

6 2

3 Frozen MFS

εm = ΒtmγNote:

.

Summary of minimum creep rate: Correlations of time to minimum for various materials

Figures by MIT OCW.

00

2 4 86 10 12

0.08

0.16

0.24

0.32

0.40

0.48

0.56

0.64

Axial Strain, %

Influence of rate strain on undrained stress-strain behavior in constant rate of strain shear.

1.1 x 100 % / min

1.8 x 10-1

1.4 x 10-2

2.0 x 10-38.4 x 10-4

φ =

"q"

= (σ

' 1 - σ

' 3) /σ

' c

0.80

0.60

0.40

0.20

010-4 10-3 10-2 10-1 100 101

-0.1 cm/day for 7 cm high sample

Rate at strain, % / min.

σ'm

= (σ

' 1 -

σ'3)

max

/σ' c

Strain rate dependence of undrained strength in constant rate of strain Shear and constant stress creep

Upper yield

Const. rate at strain shear

Const. stress rate at 5 min ~ 2.5%

100

100

10-1

10-2

10-3

10-4

10-5

101

101 102 103 104 105

0.500

0.4460.374

0.51

6

0.53

0

0.55

2

0.57

20.

586

0.60

0

0.61

8

0.63

8

Variation of creep rate with time in constant stress creepElapsed time, t - min.

Axi

al st

rain

rate

, per

cent

/min

Figures by MIT OCW.

Adapted from:

CTX- Loading (e,%/hr) Relaxation2528

(50)

(50)(0.05)

(0.05)

Nor

mal

ized

Effe

ctiv

e St

ress

, p'/σ

' vc

0.40

0.30

0.20

0.10

5223

Stress-strain curves, relaxation versus constant strain rate CKoUC tests, resedimented BBC: OCR =1Axial Strain, εa (%)

0.001 0.01 0.1 1 10

(10.12.6%)(1%) (0.1%)

CTX- Loading (e,%/hr) Relaxation

28

23

(0.05)

(0.05)

( ) = Relaxation Strain LevelEnd -of-Relaxation State

0.5 0.6 0.7 0.80.1

0.2

0.3

0.4

Nor

mal

ized

She

ar S

tress

, q/σ

' vc

Normalized Effective Stress, p'/σ'vc

Effective stress paths, relaxation versus constant strain rate CKoUC tests, resedimented BBC.OCR = 1,0.05%/h

Figures by MIT OCW.

Adapted from:

0.01 0.1 1 10 100 1000 100000.10

0.15

0.20

0.25

0.30

0.35

0.40

Relaxation Increment Time, t(min)

Shear stress decay with time, CKoUC relaxation tests on resedimented BBC: OCR =1

ε (%/hr).

1

1

Nor

mal

ized

She

ar S

tress

, q/σ

' vc

CTX- Relaxation Strain, %

25

28

50

0.05

0.1

0.1

10

10

15

12.5

q/σ'vc AT t = 0

0.00.0

0.1

0.1

0.2

0.2

0.3

0.3

0.4

0.4

0.5 0.6

0.6

0.5

0.7 0.8

Solid Symbols: εa < 1.5%Open Symbols: εa < 2.5% AVG. φ' = 25.3o

k = 0.40

AVG. φ' = 19.3o

k = 0.50

Normalized Effective Stress, p'/σ'vm

CTX- OCR ε (%/hr).

25283032

11

14

500.050.05Varies

Nor

mal

ized

She

ar S

tress

, q/σ

' vm

Stabilized stress states at the end of relaxation phases, CKOUC relaxatin tests on resedimented BBC.

Figures by MIT OCW.

Adapted from:

Documents

4 CA VC 4viwr- - MIT OpenCourseWare...0.0 Start of Shear Peak Shear Stress 0.1 0.2 0.3 Normalized shear stress, q/ s ' vm 1 1 2 2 4 4 8 8 0.0 0.1 0.2 0.3 0 5 10 15 Norm. Excess Pore