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 effectivestress failure envelopesapproximate correlation

is for cohesionlessmaterials without

plastic fines

MLSM

SP

SWGP

GW

Relative Density 100%

in this rangeand

0

25%

50%

75%

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

Ang

le o

f Int

erna

l Fric

tion

φ`(D

egre

es)

Dry Unit Weight (γD), PCF

Void Ratio, e

Porosity, n

Coefficient of Consolidation Vs Liquid LimitAdapted from NAVFAC DM-7.1 (1982)

3

2

10-2

10-3

10-4

Liquid Limit (LL)

(Cv)

, FT2

/day

Coe

ffic

ient

of C

onso

lidat

ion

(Cv)

, Cm

2 /se

c

8

8

6543

2

654

8654

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 CompressionCv 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

0.150 10 20 30 40 50 60 70 80 90

Und

rain

ed S

treng

th R

atio

Plasticity Index, Ip(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 CKoU testing)

Note: Cu = SuUndrained shear strength for design(stability analyses)

Note: Linear Regression Lines for Clay Data

**

*

**

**

*

*

Source of Strength DataA- LineAboveBelow

Field cu/σp: Larsson (1980)Lab CKoU τave/σvc:Table 4Lab CKoUDSS τh/σvc: MIT*

cu/σp

τh/σvc

τave/σvc

50

40

30

20

10

00 20 40 60 80 100 200 400 600 1000

Fric

tion A

ngle

, φ', D

egre

es

Plasticity Index, Ip, percent

Soft and Stiff Clays, and Shale CompositionsClay Mineralsφ' (oc) Data from Table 3

NC

Values of Friction Angle φ' for Natural Clay Compositions

NC

For σp/σn Range of 10 to 20

For σp/σn Range of 2 to 5

σp = 4100 kPac c

3000

2000

1000

0 2000 4000 6000 8000

Shea

r Stre

ss, k

Pa

σn = Effective Normal Stress, kPa

φ

Peak Strength against Effective Normal Stress Relationship of London ClaySample 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

Pa

σp , 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

60

50

40

30

20

10740 0 10 16 20 30 40 50

ML or OL

MH or OH

60 70 80 90 100 110

Plas

ticity

Inde

x (P

I)

Liquid Limit (LL)

Plasticity Chart

"U" L

ine

CL or OL

CH or OH

"A" L

ine

For classification of fine-grained soils and 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