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Figure by MIT OCW.

Figure by MIT OCW.

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cu/σ'p

τave/σ'vc

τh/σ'vc

Source of Strength Data

Field Cu/σ'p: Larsson (1980)

Lab CKoU τave/σ'vc: Table 3Lab CKoUDSSτh/σ'vc: MIT

A-LineAbove Below

Plasticity Index, Ip (%)

Und

rain

ed S

treng

th R

atio

Comparison of field and laboratory undrained strength ratios for non-varved sedimentary soils (OCR = 1 laboratory CKoU testing)

Note : Linear Regression lines for clay data

Figure by MIT OCW.

TC

DSS

TE

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0 10 20 30 40 50 60 70 80 90 100Plasticity Index, Ip (%)

Und

rain

ed S

treng

th R

atio

, cu/

σ'vc

Undrained strength anosotropy from CKOU tests on normally consolidated clays and silts.

Triaxial compression (TC) : qf

Direct simple shear (DSS) : τh

Triaxial extension (TE) : qf

Figure by MIT OCW.

CCL q/z3/sr ik; I,-- 12Ž 7 - 07L

- t :t 4 4

V

(b)

o *A CO

P <>Pco AL.<tq

T

cO I/- s

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IA I.,+~~k~c ..

/hilhfSSd (/q3 ge # Y)

m M& a /fLew 4 s # p

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cl r-

(bfa)

a, (Pab- P,)(b-a)

277 ( 3-)T'

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sahtL 4 ~i~ ALc44J-

( F. 20 sF - cover /oferUnder S qnc cltsoopy)

Al-Unix 4 bl 12 /

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.~~n~

3113022'i" , ,oveI- V

I

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- - -

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I =

I

.sa,~u

/o/, /, -0-

/I

CQ lIZ3181- 41,17 7,rC

CCL 4/85 /. 32Z

Cu

7c'C

o

DIRECTION OF otf DURING. SHEAR, $

/aFSde ~OC'74 a.& -fi. / 5

418A /, 322.4/7 4-/qf / L? a C+1

s, 6 D/rac7Got C QI-c/

I

(osc)

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( cot 'b ,) o

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* OptL f4 Corjpietl - c apilenle .

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(a~dv t f aLj 41 e uct)

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,, 7

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orc

, ll

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t- - ra

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2O

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__· _______ =I~~~~~~CL_ ~~~~~~~~~~~~~~__ _~ ~ ~ ~ I-- j Fr

_

0-f/!f VI

) ?

-0 h"t �!

'S-, ., prmcceI j~~~

Al 7 S/F

4b

( a��, -�Ot� 0, L - S dt;-r�),., A -

-x pl4w- .#/)"I'S" , (ft iKkwa,' ,kp- x

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6. A1F1. -u5:cr.' o I

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6.2 kRuce ce o --

0) 94aC eCl& V v V

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edc C .#11CC --. ]

Maf's-oka, (1974)

A, r 1I3 - onsul

Zadc -Owcrak73

2, 3I3 Z C33 lk,4

(2) C rrs1 /, YC,?4t " &taUC (I/7)

/#xd (p ioe)

zo.: kw-4wa ~ He.,Psr -7 .*· I S

: /n:,41~,w ,. Ao/d E41 : c1" , Xt .St4"4+

(C 4./23 qA

CL

E0o

V _ L - - - - _.

� - -

C~e #,qo b

wic~aa, L

-

-I -

/

IN'FLUENCE OF Kc AAD 6

(OCRI)

61.I /i v., cdc

¢ o,., ..

.C dA-. c, -"qh... :t

A~ ''a" St plc6F ap

OR_. 0,' OI, 0,4 1,

6)./2 Ikoa C C '/?

'2 4 /9 .tAffd NoTh 33 0 2 d.W

At Nor rUE

2) 4d 4t 6se ( ec lkXt)

sc ,5

'A 4 . . ,~4 tc4ed(4aft SC1 k' e140 .94h~rC~L ~~A kXt4 - W

a4O 1~W4M f

kro)

- & k, a ,s/+ 061 h Sc)- 0-3o , a26( 20t) (- 32)

: I h'c6vc ; 6 _e/ -13

0.

0.

C

0.

-o

0

,

ff'CCcl 41 7/97 /. 327-

6, /fn flen Ca f ff,

: g9·~ nc~· j ?'A4 ,,IwM1U~n 9CC

i

i

I

I:� I /f�a-./

vc

I

A� k�

0.250.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65

0.30

0.40

0.35

0.45

Natural BBC

RBBC

Approx. collective

Mexico city clay this investigationBoston blue clay (BBC)Barman (1993)Resldemenled BBCUnpublished dataBrazilTalpel

Lateral stress ratio. Ko (Nc)

Und

rain

ed st

reng

th ra

tio, q

f /σ'

vc(O

CR

=1)

0.20

0.15

0.100.40 0.45 0.50 0.55 0.60 0.65

Se = 0.049 + 0.178 Ko (r2 = 0.39)

SAANSEP CKOUE Data natural BBC

Ko

S e =

qf (E

)/σ' vc

In situ OCR > 2

Leak Ko too low

In situ OCR < 2 (crust)

Figure by MIT OCW.

Figure by MIT OCW.

CCL 4/27/47 /I32 -

{. M , K k0c Ad uu4 Sc t4 a

844 , XH D f. X AttmLto.2) TES) -n9+t 4,AjAJ#*$ Sv/>,

7 An/" u c44 4 t .Sikto7; 9 tc2 I'm <@* i ,ls,b bi~~~~A#hd 1 P/

V1I?"_

44C

zInuSncr

_ -

OOGuIOG

-

em

0.4 0.45 0.5 0.55 0.6 0.65 0.4 0.45 0.5 0.55 0.6 0.65

0.32

0.31

0.3

0.29

0.28

0.27

0.26

0.25 20

21

22

23

24

25

26

27

28U

SR, q

f/σ' vc

SB TCEB TCB.S TCLeakage*

Kc Kc

Linear Regression (r2 = 0.8515) L.R. (r2 = 0.7862)

10

107

7

17

17

Φ' r a

t qr (

Deg

rees

)

USR and Φ'r at Peak vs. Kc from NC SHANSEP CKoUC Triaxial tests

Test#

* During "Ko" consolidation too low values of Kc

Figure by MIT OCW.Adapted

0.240.50 0.52 0.54

Lateral Stress Ratio, Ko (NC)

Und

rain

ed S

treng

th R

atio

, qf (

C)/σ

vc (O

CR

=1)

'

NC Undrained Strength Ratio vs. Lateral Stress Ratio for SHANSEP CKo UCTriaxial Tests: Collective Data

0.56 0.58 0.60 0.62

0.26

0.28

0.30

?

?Linear regression line; r2-0.535Bldg 55 and S/E Boston Data

SD lines+_

0.32

0.34

TX B101TX B102CAESS/E Boston

Lateral Stress Ratio, Ko (NC)

Lateral Stress Ratio vs. Pore Pressure Parameter, Strain at Failure and Peak Friction Angle: Building 68

0.50

20

18Peak

Fric

tion

Ang

le, φ

t (o )

' St

rain

at F

rictio

n, ε

at (%

)Po

re P

ress

ure

Para

met

er, A

t

22

24

0.52 0.54 0.56 0.58 0.60

r2 = 0.551

r2 = 0.460

r2 = 0.870

0.2

0.4

0.6

0.4

0.6

0.8

1.0

1.2

Figures by MIT OCW.

4/A) -C P/oe

C/lU 7/r=e Trox/,o/ on tenvro/dc Grod ( 5 )....S/cm 2 (..a froko7. Lad c/tc. -/978 Io6P., /

< /

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/f 3ts, decr.s4) bikt lncrcwii

L I

\

\

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1 I

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0, 2. .. _ 0',44 : Ob .a . t. 0

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b) P/J r TF- Nc c

Con clwsl;: 1 - consrvaAvC su r P prob/cms, but nee hoft dc,.

7 /NVtulWc AC6 F RoTTn/ow) OF PkA/C/PJL S7ESSS.

t CkUd O w oce CeC at )

7./ nem Fec$Jttu s (K 0 <)

IVIlull

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61 !A2vtnte~w

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1) psc /T oct-0 05s S - ? Sk - (Y)/st)

PS E/TE s = 6Or D'S/C)

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.0 A

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rwrA1v,0oo

-5m,

a~ce

~ ,,;c .

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44i-t$CY2C40i

5AU&t

IS",&

5 10 20 50 100 200 500 10001.0

1.2

1.4

1.6

1.8

2.0

Storage Time (days)

σ'p

(kg/

cm2 )

Effect of thixotropy on preconsolidation pressure of resedimented BBC (O' Neill, 1985)

Figure by MIT OCW.

Figure by MIT OCW.

0.20

0.15

0.10

0.05

0

0.20

0.15

0.10

0.05

0

0 1 2 3 4 5 6 7Shear Strain, γ (%)

0 0.05 0.10 0.15 0.20 0.25 0.30 0.35

DSC Test Ψ.

Sym.ts (day)489116979

00(ss)25

612914

q = 0.5 (σ1 - σ3)

p' = 0.5 (σ'1 - σ'3)

Notes(1) Data normalized to σ'p = 1.00ksc

(2) Solids symbols indicate failure

Normalized effective stress, p'/ σ'p

Nor

mal

ized

shea

r stre

ss, q

/σ' p

40

Normalized stress-strain and effective stress paths from CU DSC proof tests on BBC atOCR =4 (Corrected data from O'Neill, 1985).

00 1

Normalized Shear Stress vs. Strain from CU DSC Anisotropic

Tests on BBC at OCR = 4.

2 3

δ=0o

δ=0o

δ=20o

δ=40o

δ=65o

Range fromIsotropic tests

δ=75o

δ=90o

δ=75o

4Shear Strain, γ (%)

5 6 7 8 9 10

0.05

Nor

mal

ized

She

ar S

tress

, q/σ

p'

0.10

0.15

0.20

0.25

DSC Test

13

1513

81116

2

00(SS)

204065757590

29609239

15771

10544

Symbolδots(days)

Note1) Data normalized to σp = 1.00 ksc2) Solid symbols indicate failure

'

Normalized Pore Pressure and Effective Stress Paths for CU DSC Anistropic Testson BBC at OCR = 4.

DSC Test

13

1513

81116

2

00(SS)

204065757590

Symbolδo

δ=0o

δ=90o

δ=90o

δ=0o

70-0.10

0.10

Increasing δ angle

-0.05

Nor

mal

ized

Por

e Pr

essu

re,

u s/σ

p'

0.05

0

1 2Shear Strain, γ (%)

Isotropic tests

ESE fromOC tNC data

3 4 5 6

0.3500

0.20

0.05

Nor

mal

ized

She

ar S

tress

,q/

σ p'

0.15

0.10

0.05

0.25

0.10

Normalized Effective Stress, p/σp' '0.15 0.20 0.25 0.30

Figures by MIT OCW.

C 4/2 / F, (32 I I :

7,3,2 C// cA DSC 0,S 4*Cxew (4.' ( IL .4 A, -'re /f)

.__I :-.:" :. . .. I::i* *- ., . . . . ·- . ::i - , · , I ' 1 l -l . f i '- ' - n d -

_.r~ t _ -~·!'' .Ti-_,I ... ..... i.,.. :t ..- ' ''8 -' _:_ .._._ ,_ ii .i-.--I-':.''.,.lZ:" .... I

'7 ' --. . '(. '' "::'':' ' -' --:' . - ' : ' ":. i· .~.__ .'_ :_ ' ~ :._. .. i'% . ._ _ - - i . . -. !'-- __ _ . '- . "' . . jl '.. -- ---# : -. , t . .... ... . i

., . _ _.....' .,.._ , .. ._.:.. .

. :'. .- _ L t ._._-- - _..._.__· .. - . .. _ _. ___. .' I ...-n --- . ....- .I:.- -j- - ....----- j ri.. ..' -;

_ 4:- -jF .I. : .' !. ., L:. ..;......... :.--:.-.-e '-1 .. ---.. '--- a4 ^ s , . -' . .- '. ... ....... ' ._....::· ' - * , . .. . . .1;; _; ; '.

:4 -.7 7: : ' -' ... .......-..'T 1 - · -- -. . ., · '- -' -

'f._i ..-.. .-/... -:'...i.-_,.( .~ ... .

-·:'Z,

..... - --L '---:-. i , -. - ': i -..· _ _ __ . .. : ........i .._L '. ... .... _;. : I '.i. ".-,_ '__ - _--_ : * l' : ' ; -rj 1 -' ' I, , I :I -_Irr.I . . . ·..- - : ./~ j_ :.3,]~. i:L :: ..:. 7d: !:i ;:'1-. It i---- a';- .---i'-,&-fln4/eof-zor'i~s~riz-: ..1 i. _J- : '. '--.: '. .. .I .: .: _ I .. ...---....... g:.~..:~ // / _ /o /./ted .~ ..i _ .1.._ ..

- At4,l A-4th ie. OC / --I ?l WU- 444ogw All4kAa "sm- V44 , 4C~ ( ? > )

3) F6- Ac^/ de.uM4. 3 c "A &P4wd4 V.

3) u c, lu,,.,j ',, .., . d" ?ki lw- L",,W owy .

7, 9 -3

,- .0 n5j-E :aa= n6

6 Iv in - &~ I8X8E

v:. N

i

'-14

_�L� --

.

I32L ICCI 4124167 7/e.

I: i :i ? i · !·J

/. 2L 2Ic.. - ... T W f. - - - I

27

73.2 Cz0'

, 6*xdank 56;f x 3 ,3A' 41 a/ 4t", twctkciM.6E kA ci. M i n a c AAt

73,3 DSC Dc t OC ; Conpaw * . ¢mwaIoa ,' ma/r-6J,ad

FitA,~C1 K6 Cei*4fd~o OCsi)

Akw 4Ae, j".~j &Avg*,, A44 ~I Mh4-416,W,j sAim, A"i g, 4l4M Aa

* 11kbv/IXg 4,pe4 £..yC ~Ag& k;p'4t~Aa * &AM . -6t 6=Ae-

* SJnc.-o : fb b bro

> <5 :S' do f t4?

-g': tbr2 t Coe 9w6 : tdMs j ^7:6

rrl, Ailo

5,E,4=

II

oo1aoml 444,

.800....

,Mnmee

- si_ : " ,:, v

C10 05C BBC Xoc 1 (ol qj

t

f f'.IS(T4), PISa,')}WArM&L

I

V

'C

aT

I,Lie

, .opf Olt" a

15, I if

I

. lS s /ml\ rnN

; I

0

Sim p r,~

.rora

I

7 -3 -4,

v'abh

('tL d/,7/o, .32a _ , fc IApn -M Appbc b Dcchn

Test ., Symbol

DSC34 O'

DSC321 45'

SC33 60'- o o 0

DSC35 75' -DSC31 90'

.0 0.2 0.4 0.6 0.8 1.0

Normalized Mean Effective Stress, 7

Oi/, II7)

45.

- 3 (

60°

75

90.

U.J0.2 0.6 0.8 1.0

Normalized Mean Effective Stress, _;.'

Marimum Shear Strain, (%)

I EA ':L

Maximum Shear Strain, (%)

73-S

0.6

otb.

ro 0.4

.0

ra~ 0.20

0.00

0.6

-.A0

CO

0.2

0

2) At 4VA i (/?8 7 -PSD4k

7nA ~&k4W&AC (r,,)

Q cfa4~fi Es

s Cr w 5p w S~e4-' ~4

frt- i, 6- )]

000100

- ... ?r: -C

5 &tt - X

a>> >20

C

1', F ' g -v

-) 1a -w 2

8 R

.;9S

5^2-1lIlkot

,41

o.0o-- o.0

U.O

u

-4p

0.4

.0

i 0.280z

0.0

0.0

0.4

0.2

0.0

tbL

4A,

r%

toAW

4

i00.8

0

U.0

' 0.4

.0

4),

: 0.28

0.0

0.4

0.

0.0

-- = . . . . . . i . . . ." - t - g

7-l

1 ' .v A .-i. n

A~

5 APPll-rlo 5- I

O.. _

Maidmar Sear Strain, 7

0.0

0.1

0.2

4.0

1.0

MIT-E3

MIT-E3

4.0

1.0

'

0.3

0.4

0.00

Evaluation of MIT-E3 Predictions of Peak Strength Conditions in DSC Tests: (a) Undrained Shear Strength; and (b) Pore Pressure Parameter, Af

20Direction of Major Principal Stress, δf (o)

40 60 80

0.4

Pore

Pre

ssur

e Pa

ram

eter

, Af

Af = (∆u-∆σ3)/(∆σ1-∆σ3)

Und

rain

ed S

hear

Stre

ngth

su

/σp

0.8

1.2

1.6

a

b

Symbol

Measured Data

OCR

1.04.0

Figure by MIT OCW.

Adapted from:

Figure by MIT OCW.

0 10 20 30 40 50 60 70 80 90Major principal stress direction, δ (0)

0.10

0.15

0.20

0.25

0.30

0.35

Und

rain

ed st

reng

th ra

tio

Bishop (1966) Equation:

q(δ) = q0(1- a sin2δ )(1-b sin22δ)

TX & DSS tests

(τh)DSS

DSC (qr)

TC (qr)

TE(qr)

Undrained strength Ratio vs. Stress direction.

TC

DSS

TE

0.40

0.35

0.30

0.25

0.20

0.15

0.10

0 10 20 30 40 50 60 70 80 90 100Plasticity Index, Ip (%)

Und

rain

ed S

treng

th R

atio

, cu/

σ'vc

Undrained strength anosotropy from CKOU tests on normally consolidated clays and silts.

Triaxial compression (TC) : qf

Direct simple shear (DSS) : τh

Triaxial extension (TE) : qf

Figure by MIT OCW.

7t -2 _4 u!~ w Va*wd ksSpv.4, tL /7 .

,8 | .4. t' g i t0855 s wfK 9 t.. ?-~'~ '~ ~,~/~ d o~ , 'In '

?.3 k C J5 (' ii OC 3

/.6: C , , I ~ " A,$y/ 7 , & i4wt Ai 4D 4 1 Lx

j) 54p ZY-3 CI4 tDfl Yadk5 m C 8tt

I" fldw at* O c& .~ ~ H. e CCL 54k, #5$I~~ ~.c Pfi.,, C2 ~ .. .

LoUuj.

0.... I.

I- igs

0.2

0.4

Note:Cu = qf for TC and TECu = τmax for DSS

0.3

0.6

Und

rain

ed S

tren

gth

Rat

io, C

u/σ v

c

Overconsolidation Ratio, OCR = σp /σvc

Strain and Pore Pressure Parameter at Failure

' '

'

0.8

1.0

1.5

2.0

Undrained Strength Ratio

SHANSEP Ip = 43%, IL = 0.6

Test

TCDSSTE

0.3250.2550.200

0.780.780.86

Symbol S m

Test

TCDSSTE

Symbol

a

b

0

10

20

30

She

ar S

trai

n at

Fai

lure

, γ f

(%)

01

TE

TC

TE

DSS

TC

2 4 6 8 10

1 2 4 6 8 10

1 2 4 6 8 10

0.4

0.8

1.2

(a) Undrained Strength Ratio and (b) Strain and Pore Pressure

Parameter A at Failure vs. OCR from SHANSEP CKoU Tests on AGS

CH Marine Clay.

Por

e P

ress

ure

Para

met

er, A

f

Figure by MIT OCW.

Adapted from

Note:Cu = qf for TC and TECu = τmax for DSS

Overconsolidation Ratio, OCR = σp /σvc' '

Und

rain

ed S

tren

gth

Rat

io, C

u/σ v

c'Recompression Ip = 13%, IL = 1.9

OCRCondition

In situIntact

Destructured

>_

TC DSS TE

1

Undrained Strength Ratioa

Strain and Pore Pressure Parameter at Failure

b

0

2

4

10

20

DSS

TC & TE TE

TE

TC

She

ar S

trai

n at

Fai

lure

, γf

(%)

TEDSS

TC

0.2

0.4

0.8

1.0

1.5

2.0

0.6

01.0

(a) Undrained Strength Ratio and (b) Strain and Pore Pressure Parameter A at Failure vs. OCR from CKoU Tests Run on Intact and Destructured James Bay B-6 Marine Clay.

2.0 3.0 4.0

0.4

0.8

1.2

Por

e P

ress

ure

Para

met

er, A

f

Test

TC 0.45 0.865 0.335

DSS 0.29 0.695 0.25

TE 0.235 0.82 0.20

Destru.S

IntactS m

Figure by MIT OCW.Adapted from

I,1 rI.,*l mILan. I ,

132

Lob6/ . Cl.y

74 --.r4Prot re in

86 (R) 8-s3Qies &Y

C ,-.7X R

AG(s5) 4As C ' Cko- rx

BM'(R) A/4urolBBc

Be (s) "

CK.-TX R

cKo-tn 50} , 88-3,4

C 'o -DSC R

R(RQCfoprsSIOA S #SEP

I111111'1 , I i 1 1 I I I I I I I I I · I I IIIIIIIIII

H~II

so

0.45

/ I2 3 4 6 E /oocRe

' Vfrloo In UdcrQoce S/ trneM 19nisoopy vil OCX

..

: 2

rs

wrr1. f IIIZQit '%Z~

1.0

Q%-o

i40"1

0.ass

0.40

--X- -f

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__ _ I~~~~~~~~~~~~~~~~~~~~J~~~~~~~~~~~~~- �

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�f )-/

100' W

Aretic Structure

> 300'_

Ice Load

Arctic soil

Permafrost

15-25'

Shear stresses on soil at structure Interface (Top of foundation soil)

T1: Weight structure Consolidation shear stressT2: Ice load Undrained shear stress

Tf: Final = f(r, θ)

θ = 90o

θ = 0oθ = 180

o

T1

T1

T1

T1

T1

T2

T2

T2

T2

T2

Tf

Tf

Tf

Tf

Tf

r

Shear stresses on soil at structure Interfae due to gravity and ice loading.

0

Figure by MIT OCW.

Y

X

θ

Main bearing plates

a) Plan View Below Top Cap

Circular brass disc

Circular cage

Sample

τ1 Pneumaticcylinder

τ2 Thrust shaft

τ2

τ1τ2

τ1 pneumatic cylinder

τ2 thrust shaft Sample

Top cap

τ1= Consolidation shear stress

A

A

Water bath

Linear bearings

Vertical stress pneumatic cylinder

Vertical shaft

Linear bearings

Plexiglas water bath

Linear bearings

Linear bearings

Circular brass disc

Circular cageMain bearing plates

σv

Bottom pedestal

b) Cross Section A-A

τ2 = Undrained shear stress

Figure by MIT OCW.

0 30 60 90 120 150 1800.1

0.15

0.2

0.25

0.3

0.35

Test Angle, θ (.)

Max

imum

Nor

mal

ized

She

ar S

tress

, τx/

σ'vc

τ x/σ

' h in

dire

ctio

n of

Ice

load

ing

) /σ'

vc

CKOUGeonor Dss

MDSS

τf τx2 τf2= +

MDSS

Geonor DSS

Adjusted Geonor DSS

Maximum normalized shear stress τx/σ'vc versus test angle q for CAUMDSS and Geonor CAUDSS tests on BBC. (Degroot, 1989)

Peak Strength Vs Ice Loading Direction

Figure by MIT OCW.

Adapted from:

0-0.2

0

0.2

0o

30o

60o

90o

150o

120o

C13

C16C15C9

C8C17

0.4

4 8 12

Shear Strain, γx (%)

Shear Stress-Strain Curves for CAUMDSS Tests on BBC.

Stress vs. Strain as f(θ)

'

Nor

mal

ized

She

ar S

tres

s, τ

x /σ

vc'

16 20 24 28

Image by MIT OCW.

Adapted from

310

SiC

B3c c/ V Oc a 02o

0 30 60 90 120 150 180

TEST ANGLE, 0 (') I,.

( )· e/ °SAear5 hwcIj j ce /ood/Ig dricton

FIgUre 6.13: Measured and Predicted Maximum Shear Resistancerdvc Versus Test Angle 0 for CAUMDSS Behavior of BBC Withhc/dovvc 0.2.

(p9oot, q)

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0 10 20 30 40 50 60 70 80 90Major principal stress direction, δ (0)

0.10

0.15

0.20

0.25

0.30

0.35

Und

rain

ed st

reng

th ra

tio

Bishop (1966) Equation:

q(δ) = q0(1- a sin2δ )(1-b sin22δ)

TX & DSS tests

(τh)DSS

DSC (qr)

TC (qr)

TE(qr)

Undrained strength Ratio vs.Stress direction.

φ' = 34o

Figure by MIT OCW.

Figure by MIT OCW.

60 40 20 0 -20 -400.10

0.15

0.20

0.25

0.30

0.35

0.40

A

A

B

B

C

C

cu assuming shearsurface = failure surface

cu assuming "φ = 0" for shear surface

Inclination of shear surface, α (0)

Und

rain

ed st

reng

th ra

tio, c

u/σ'

vc

A

B

C

cu =

qf cosφ'

qf

qf

DSC

TX & DSS

DSC

α = 45 − δ

45 − δ

θ − δ

φ' = 34o θ = 62o

Line Fig. 3 Data

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Note:Open symbol = Peak τ Solid symbol = Design τ

τd

τd

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τe

τc

τc

τe

τave

0.613

0.7

0.8

16.5

2 4 6Shear Strain, γ (%)

Normalized Stress-Strain Data used for the Strain Compatibility Technique.

Nor

mal

ized

She

ar S

tres

s fo

r T

hree

Fai

lure

Mod

es, τ

/σvc'

8 10 12 14

τcPSC τdDSSτePSE

Figure by MIT OCW.

Adapted from

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