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Figure by MIT OCW.
Figure by MIT OCW.
Adapted from:
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-~i:s --,91-^j~
In rima
TI·OYIC~S')·�"='I� ib�sSBE�nP i ·3 16O j Ec;r
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IFs,�s�.i:.i · · .1 · I
LUiu·l-u 8/LIIL�i i ;r
is :
- ICO1C-
[ -F ---F: ;"7;:Tf~~~~:F -., -. ,
........·- ·:- i .. ..... ....; ........ , ......
I :: ., 1-: ·
,i 1!1
[ . i ' . [I .: . [ [I t.-: ' L.'. : '1' _..:'. 3. IZ~L...I I ' .= : I= .:7 -1 " {i-- - i ;
. ... t.
.:. .. .
0.40
0.35
0.30
0.25
0.20
0.150 10 20 30 40 50 60 70 80 90
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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/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)
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CCL 4/85 /. 32Z
Cu
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o
DIRECTION OF otf DURING. SHEAR, $
/aFSde ~OC'74 a.& -fi. / 5
418A /, 322.4/7 4-/qf / L? a C+1
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(a~dv t f aLj 41 e uct)
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_
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) ?
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6. A1F1. -u5:cr.' o I
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6.2 kRuce ce o --
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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., /
< /
/'No;: A orS
/f 3ts, decr.s4) bikt lncrcwii
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0 ri
,7 -- -
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0, 2. .. _ 0',44 : Ob .a . t. 0
i. L ... _ i _.. _; . .. _ . . L '_ _ .. _... ..-a2- ~ ~ ~ ~ r-
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7 /NVtulWc AC6 F RoTTn/ow) OF PkA/C/PJL S7ESSS.
t CkUd O w oce CeC at )
7./ nem Fec$Jttu s (K 0 <)
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61 !A2vtnte~w
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1) psc /T oct-0 05s S - ? Sk - (Y)/st)
PS E/TE s = 6Or D'S/C)
P&tvt 7F/rc 4 ?
.0 A
"I"000s zru zooo
rwrA1v,0oo
-5m,
a~ce
~ ,,;c .
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44i-t$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
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so
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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)
Cct #/U2 /,3ZL
CCL o/89 /q1
4/10
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ci4erY
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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
OcC E/s/v? /.322 1 422
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0.2
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0.4
0.5
Note:Open symbol = Peak τ Solid symbol = Design τ
τd
τd
τave= (τc+τd+τe)
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
· · __�___ �____I__ _·________ ____···
1
i'
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