part_ii_1

8/6/2019 part_ii_1

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8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


8/6/2019 part_ii_1


45

40

35

30

25

2075

1.2 1.1 1.0 0.9 0.8 0.75 0.7 0.65 0.6 0.55

0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15

(G = 2.68)

0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15

80 90 100 110 120 130 140 150

φ` Obtained from effective

stress failure envelopes

approximate correlation

is for cohesionless

materials without

plastic fines

ML

SMSP

SW

GP

GW

R e l a t i v e

D e n s i t y

1 0 0 %

i n t h i s ra nge

a n d

0

25 %

5 0 %

7 5 %

Angle of Internal Friction Vs Density (For Coarse Grained Soils)

Adapted from NAVFAC DM-7.1 (5/82) p 7.1 - 149

Correlations Of Strength Characteristics For Granular Soils

Material Type

A n g l e o f I n t e r n a l F r i c t i o n

φ ` ( D e g r e e s )

Dry Unit Weight (γ D

), PCF

Void Ratio, e

Porosity, n

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Coefficient of Consolidation Vs Liquid Limit

Adapted from NAVFAC DM-7.1 (1982)

3

2

10-2

10-3

10-4

Liquid Limit (LL)

( C v

) , F T 2 / d a y

C o e f f i c i e n

t o f C o n s o l i d a t i o n ( C v

) , C m

2 / s e c

8

8

65

4

3

2

65

4

8

6

54

3

2

2

1

0.7

0.5

0.3

0.2

0.1

0.07

0.05

0.03

0.02

0.01

0.007

0.005

20 40 60 80 100 120 140 160

Undisturbed Samples:

Cv in Range of Virgin Compression

Cv in Range of Recompression Lies Above

this Lower Limit

Completely Remolded Samples:

Cv Lies Below this Upper Limit

0.40

0.35

0.30

0.25

0.20

0.15

0 10 20 30 40 50 60 70 80 90

U n d r a i n e d

S t r e n g t h R a t i o

Plasticity Index, I p(percent)

Adapted from Ladd (1991), JGE, ASCE, 117(4)

Comparison of field and laboratory undrained strength ratios for nonvarved sedimentary

soils (OCR = 1 for laboratory CK oU testing)

Note: Cu = SuUndrained shear

strength for design

(stability analyses)

Note: Linear Regression

Lines for Clay Data

**

*

**

*

**

*

Source of Strength DataA- Line

AboveBelow

Field cu/σ p: Larsson (1980)

Lab CK oU τave/σvc:Table 4

Lab CK oUDSS τh/σvc: MIT*cu/σ p

τh/σvc

τave/σvc

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50

40

30

20

10

00 20 40 60 80 100 200 400 600 1000

F r i c t i o n

A n g l e ,

φ ' , D e g r e e s

Plasticity Index, I p, percent

Soft and Stiff Clays, andShale Compositions

Clay Minerals

φ' (oc) Data fromTable 3

NC

Values of Friction Angle φ' for Natural Clay Compositions

NC

For σ p/σn Range of 10 to 20

For σ p/σn Range of 2 to 5

σ p = 4100 kPa

c c

3000

2000

1000

0 2000 4000 6000 8000

S h e a r S t r e s s ,

k P a

σn = Effective Normal Stress, kPa

φ

Peak Strength against Effective Normal Stress Relationship of London Clay

Sample from 35 m Depth (Data from Bishop et al. 1965)

10,000

10,00

100

10

1

0.110 100 1000 10,000 100,000

c

pσ= 0.024

10 (Table1)

10

c

pσ= 0.10

c

, k P a

σ p , kPa

Relationship between Cohesion Intercept and Preconsolidation

Pressure

Adapted from Mesri & Adel - Ghaffar (1993), JGE, ASCE, 119(8)

2 to 5

10 to 20

nσ pσin /σn Range of

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60

50

40

30

20

10

74

00 10 16 20 30 40 50

ML or OL

MH or OH

60 70 80 90 100 110

P l a s t i c i

t y

I n d e x

( P I )

Li id Li it (LL)

" U " L

i n e

C L o r

O L

C H o r

O H

" A " L

i n e

For classification of fine-grained soilsand fine-grained fraction of coarse-

grained soils.

Equation of "A"-line

Horizontal at PI = 4 to LL = 25.5,

then PI = 0.73 (LL-20)

Equation of "U"-line

Vertical at LL = 16 to

PI = 7, then PI = 0.9(LL-8)CL - ML

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