c-pad~ - ocw.mak.ac.ug · 0 0 40 80 120 160 200 40 laterally constrained secondary compression and...
TRANSCRIPT
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e
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e
f /In-o0cucfA,7- / ocf
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Secondary Conprtsuson, due6.,u-
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it I
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P* /conj cf dotocAtons daL; /o4mg/uAr/nadn
f Srpcc/Q /1oco/y/' c f"/
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jlSP K,
-- K --E3P; C~~t
Wv$ 6=- -1, aMO dAP ,'
O.C, et o
\
IP~cr.b01" 10· b
2.3 Lt0b kMeasQurumn of Ko
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(p? 2a Jrc cd/a yo*7 V/rqqkwo/ C1 -7X)
C - E.r, ̂ -r b
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(1,341) ZS1P 211
4
=e cv -. L r= C 7r i% o
0 SIjare.
T
0~1 ( 2b)
/132 2 Tin Ire,,,
'i. '~~ ~ ~ ~~~~ I I I··· I. , ~ I ':'
.. : ..... I.. il· '·; : ..... ..: .... ............. :" ·u<T.~ ,' ,; :!-;'"' :. : 1' .... .. ... :. ';,... .... . . .... .. : :..-.!.. ......... ........ :.''.. .....
·IU6 ' I ' I:1 . . ' .. ..· . . . ... " '; I:'~' ". ,·ii:::i- i ···:···::'··:I' . :~ ....... . . ,
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··4 i~~~~~~~~~~~~~i. .... . .. .:...
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~··, " I '1: · ....: · ·,; ' , . ,, .... ~0
0.2 O.+ 04 48t I
Vet fibc ConJollhdaoA sfrt IT I(kg/cmi)
CoJod/aloloh Zn " Fro*r, M/ A&rArtc/ Sku APTfIrtio/ A4ppcrQAlus A/# -,o /-o Co pnsf Of4117djuried Sal Clqy
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a
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-- · ·-fS
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00 40
Specimens HIL-1 and HIL-2 subjected to laterally constrained (LC) compression from σs, and specimen HIL-3 subjected to LC compression after consolidation under equal all around pressure to point a.
'
80 120 160 200 240
40
80
σ h, k
Pa'
σvo = 83kPa
Slope = KoNCSlope = Kop =0.55
'σp = 129kPa
Slope = dσh/σv= Kr' '.
'
σv, kPa'
120
160 St. Hilaire ClayHil - 2Hil - 1Hil - 3
Figures by MIT OCW.
Adapted from:
LOAD CELL
3/217
Iorm11y rold/,?l ko
Jody (144) F,>wpcb l Corrc/lobo :
> 1 \ / o /-sn) ¢R
30-- __ __ ~40
( ,
2) Tokyo 50oP (p4 )
c /yS F/g 30
3) Inynq
S ClnscZQYS
u / ha y
(t - )
/
Z/-S, O X
0,660,500, 3
-/oj 'CY
' I; O, #to, ./-3,n8' ,of 5ood- OSOlo. I -s /s good
= 0 .4s-0,7
(/982) GEID G67
o / z- /o,988 si 1 (r 2-o.3)
-C/ -- ,5987 5,j ' (r 2 0, 73)
2,; \9varcon/oc//cd Ao
I) Gero/ rtnd-s : Clays -U,9D/G
IF9#/I, / / / koNJ v,;OcR pB aCK /Goho /ded Cl/4sCReeoldec C/*4
/'°D cvr 4 1/a9 6 /Oj arI ,o
K, O (ocg)"
' dcrqsu u x /ncr. pA F 52 (pv) 7 kyo So4
27 °0,4 t0,05os
CC 3/f/A /,3223/s/9-
2,4
I)
Ko. .
n,000
"IT
o
$ .
.
Z.0
1,0/10 K
..5/ I I I I I
I 2 4 8/0o OCR
_ _ _ ·I _ _III I-a~a
Ivo"E.I
I;ill,, Is 1/3 -4
Aroft O's,
J
_ Xr-1/4l
I 3Z ,j3o4CcL 2lq
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'I
oce - ° / c
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tY VSus OC R. FO
S0/AS OF VATV'1/G
A44571C/rY
Aq4~ /.32
,e "-j '-- A II -
20
0.3
24 28 32Friction Angle, φ' (Degrees)
Relationship between Ko and Friction Angle for Normally Consolidated Sands.
36 40 44 48
0.4
0.5Ko
Ko= (1-sin φ')0.6 0.05+_
0.7
Symbol Reference
AI Hussaini &Townsend (1975)
Sherif et al. (1974)
1
1.0
2 3 4OCR = σvm / σv' '
Effect of Overconsolidation Ratio on Ko of Reid-Bedford Sand.
5
1.5
2.0
2.5
(m = 0.6)Subangular to subrounded sandD50 = 0.125 mm Cu = 1.5Data for σvm = 11.3 kg/cm2'
Ko(OC)
Dr = 25%Ko(NC) = 0.55
Dr = 100%Ko(NC) = 0.43
Ko(NC) = (OCR)m
(m = 0.4)
m ≅ n
3.0
Ko(
OC
) / K
o (N
C)
6 7
12
Friction Angle, φ' (Degrees)
0.4
16 20 24 28 32
Remolded Undisturbed
Brooker & Ireland (1965)R. Ladd (1965)Bishop (1958)Simons (1958)Campanella & Vaid (1972)Compiled by Wroth (1972)Geot. Eng. Inc. (1976)Abdelhamid & Krizek (1976)
Reference
36
0.6Ko
Ko = (1 -sin φ')0.80.05+_
0.05+_
0
Plasticity Index, PI (%)
0.4
20
b
a
Ave. for Sands from top figure of previous page
40 60 80 100 120
0.6Ko
Ko of Normally Consolidated Clays vs. Friction Angle (a) and Plasticity Index (b).
0.8
Figure by MIT OCW. Figure by MIT OCW.
Figure by MIT OCW. Figure by MIT OCW.
Adapted from:
Adapted from:Adapted from:
10.4
0.6
0.8
1.0Ko
Ko vs. OCR for Haney Sensitive Clay During Unloading and Reloading.
OCR = σvm / σvc' '
1.2Unloading
1.4
1.6
2 4 6 8 10 20
Reloadingfrom OCR = 10
00
0.2
0.4m
Note: m for OCR 10<
m ≅ n
0.6
0.8
20
Ko(OC)/Ko(NC) = OCRm
Plasticity Index, PI (%)
Coefficient m Relating Ko and OCR vs. Plasticity Index.
40 60 80 100
?
120
Remolded Undisturbed
Brooker & Ireland (1965)R. Ladd (1965)Bishop (1958)Simons (1958)Campanella & Vaid (1972)Compiled by Wroth (1972)Geot. Eng. Inc. (1976)Abdelhamid & Krizek (1976)
Reference
00
40
80
120
160
200
40
Laterally constrained secondary compression and associated increase in σh in triaxial cell.
σv, kPa'
σ h, k
Pa'
'
80 120 160 200 240 2801.0
1.1
33 daysσp = 80 kPa'
σvo = 33 kPa'
σs'
1.2
1.3
1.4e
St. Alban Clay
1.5
1.6
1.7
{
' ''
Mexico City ClayDiaz-Rodriguezet al. (1992)
φ' NC
Kop
Kop = Ko(NC)
φ', degrees
The Jaky EquationKop = 1 - sinφ'
0.2
0.3
0.4
0.5
0.6
0.7
0.8
20
7
61
24a
4b 9 3a3b
5
a
8
24 28 32 36 40 4416
0.2
0.3
0.4
0.5
0.6
0.7The Jaky EquationKop = 1 - sinφcv
Loose Sands
The Terzaghi (1920)Data point
0.5 0.1+-
'
0.8
20
(a) Data on Kop of clays. (b) Data on Kop of loose sands for which φ' = φcv. Vertical lines indicate values of φcv for granular soils assembled by Stroud (1988). Open symbols indicate Kop determined during increase in σv; closed symbols indicate Kop determined during decrease inσv at σh/σv = 1.
''
'
24
Kop
φcv, degrees'28 32 36 40 44
b
Clays from the literatureSoft clays from this study (Table 1)
Figures by MIT OCW.
Adapted from:
-Gi /IR - - /
2) , 4 yr. k/hwy, ( JIwy : $,,/oo, ,N
C/ys (ns82): no.ol 8*o,974? J/'(ro o,')
' aSu ( /oT: q0.929-0.sz2 KoC , (r2.,Sz)O 0, 077 + o. 0o .50,n1
.. n7 sop l
3) /m/nj Y/e of 4, / ,(2c:/¢- os ,s/o/
'AI
e
4) R/cdng .Q U/-n/oach g - /4esrs
rk2y0 SOk s(p) tg 9, 5/s nd
/og Ocf
' may4e t/'ul/w (82): , kei,, m ax. Oc
' 0eot OCR (z O 75(/ - oce )Ao4 1
* fcri r p4yoQt(/t?3)/S. ecgt$J,^ ^vo
ko - f ,.' ('o -), a;~~0,
=: - ko &C
1-1...MOO
no
"IfW)0
non" i7
Il 2
)- 00,Y/ ton'l aay
@eh P
,g. 3/ Clay
0
,E/A of r, ,(,fCy
Uh/Q2/ny e p tio _4-,tilo,,i ko A, A --~y -
/ ?,ppCC1 3141,q9 T In 4,�5091 Jl 1.~ 2/97
q-
I
xx
e - ( -S/A O� (Oa) st� 0 1
I - ro~
I
( -L, Z 2
CCt /4/i9 32e3/S1/9 tk7
T //fAtr Xnn
24 LLfjof Saco dary CpTressooo o k0
I A hoppe A1 k1 0 of A/6 C 4 c/s y /0 90?)Wha h9CnS k f C/c-$y d-n'l > i ?
4,
--I I
Oehc%r
tQ: c7h /ncr -, k In'i Conf - Cr
1( dr. decr.-- >Se S ?,
6/
7'f LSul/,s : Tpb/I/t4L CELL /D2
( K/qza j'rIon Y A?/iCA(/s ?4)(6EASCE //i(4)
(A) 7/s tL 76 IL02Ot CUrt /(18(p) ///f
(C) 14s 7 Cso / (ro 7) 6E , AsfC //(3)" r.. - - **- . , *- -, - - -y,
(Q) °) /NC 5687 S p Fiys 6 ? 4K eo/L h/ e *00. 02
//ypo4t5/Qt C0 / kvis 9Zdopc, imt.r
sees ,7h/c/ F.
hyoft/sj C 4; /Icr. t (oCRe) 0JM
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nnn
5O ..I
o ~00
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rl l
.
) A A/Cl y4 I/n1crs a 9s /o' s t
� ------ t.·f.·Li-.LLU�L --
- b
~ q- yre lnc s
a§ M Ale(ri, / 1 / 9 9 ) Cc. -G% /) 1A
~ (o ,·
(~_IIY 3/d/Q /32P 73'5/19.
: OEDO trsf CEL Da,43) /Q4/C C5 , (/1 f e z6 4(k) 7an1 C/ovs~k f a/ (/e5s
() hMo/3 e/fc (a ) 6 4
(i) 4itcisrtlcd c/y oc-le
'. zdomScr rerd
aAo bo
pO9 F?. 2 4
(-) ? da/i//&e olded clays oCe=/
pD? A~ 2r C/,o
4) C ermI z -oPi
rX M -, w,69pneI ..~ Oyno° tI J. I
irX : lc/ncto//aft (t.#n~erd4)4 -£~/ern "-
" Week" qC, (pEr 44o/) -i'/rTO' C// aca.e ., aoy /oe
sg. OCad:
0o0 o.d (p ): , ' (//9) sWt4 - me A4
6) Cun cu4o"
---
,,000
sI.oz~ono
O O
z
/ 30A5
L Ke,/110 t c O, 7 4 o, 002
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,/� fA /I) f
/, 32 p
TestTestTest
R-BM-AC-1R-BM-AC-2KC-3
(Lacerda)R-BM-AC-2KC-3
3.5LOG-Time (minutes)
Comparison of Long-Term Ko Test Results
TX: San Francisco Bay Mud
0.5
0.55
0.6
4 4.5
-20
LOG Time
Strain Difference εo - εv vs. LOG-Time-Test KC-3
LOG.Minutes2 2.5 3 3.5 4 4.5
-10
0 0
10
Stra
in D
iffer
ence
Ko
x 0.
001
x
10
-10Secondary Compression
20
0.2
0
0.5
1.0
0.04
0
0.04
0.5
0.6
1.410 100
1.6
1.8
Void
Rat
io
σv, kPa'
2.00.7
1Time, minutes x 104
u, k
Pa'
Ko
ε v -
ε l, %
4 10
2
00.51.0
0.04
0.04
0.5
0.6
0.7
0
5 10 20
Time, minutes x 104
Observed Behavior of Ko during Secondary Compression
u, k
Pa'
Ko
ε v -
ε l, %
0.7 2 5 10 0.5 1 102
Saint Alban Clayσv /σp = 1.13' '
Batiscan Clayσv /σp = 1.12' '
Broadback Clayσv /σp = 1.12' '
Atchafalaya Clayσv /σp = 1.07' '
Figure by MIT OCW. Adapted from:
Figure by MIT OCW. Adapted from:
18
4 cycles after tp = 6 min
20
22
24
0.20 10000 20000 30000 40000
Time (minutes)
50000
0.4
0.6
0.8
Ko
Ko and Temperature vs. Time for Undisturbed Montalto di Castro Clay
Tem
pera
ture
(oC
)
30
10 100
Vertical effective consolidation stress, σvc (kPa)
One-Dimensional Stress-Strain History of Special Ko Test
Verti
cal S
train
, εv
(%)
'1000 10000
1 month
Reloading
Block Sample
Initial loading
20
10
0
Ip = 54%WL = 74%WN = 47%
Panigaglia Clay
TUT MIT
Undisturbed Undisturbed
Soil
WL= 65%, Ip = 40%, CT1/CR = 0.08
At OCR = 1
σvc= 1000 kPa'
σvc= 50 kPa'
T = 19.8
0.01+-WL= 138%, Ip = 78%
σvc= 390 kPa'WL= 56%, Ip = 32%
σvc= 245 kPa'WL= 84%, Ip = 30%
σvc= 390 kPa'WL= 56%, Ip = 17%
0.5oC+-
A Soil B
At OCR = 10 Remolded Remolded
σvc= 475 kPa'
T = 21.5 0.5oC+-
1000.3
0.3
Ko
at O
CR
= 1
.0
Ko
at O
CR
= 1
0
0.5 Soil B
Soil AOCR =1(T= 13.0
OCR =1
Panigaglia Clay
OCR =10
0.1oC)+-
0.6
0.7
0.8
1.3
1.2
1.4
1.5
1.6
1.7
1000
LOG Time (min)
Coefficient of Earth Pressure at Rest vs. Time for Undisturbed and Remoulded Clay
10000 100000
Figure by MIT OCW.
Adapted from:
Figure by MIT OCW.
Adapted from:
e
e
Soil Behavior Assumed in Formulation of ep, void ratio at the end of primary consolidation.
ep
'
'
σv
tp
EOP e-log σh
'EOP e-log σv
log σ'
-log Kop
Kop = Ko(NC)
t
0.02
00 0.02
6 6
9
B (Table 1)127
3a3a3b
3a3a3a 2 2
4a
Clays with organic content
CCL questions:Really high Cα/Cc=0.055
4b
0.04 0.06 0.08 0.10
0.04
∆Ko/
∆log
t, C
ompu
ted
= Eq
. 7
∆Ko/∆logt, Measured
Measured and computed increase in Ko during secondary compression in the NC compression range. Numbers refer to clays listed in Table 1.
0.06
0.08
0.10
Present Study
Triaxial Oedometer
From Literature
Figure by MIT OCW.
/,3 2 I /./.S3. ET'h/TlOJ OF I/vNtrU F9RoA 4AL rFJ/Aw-
3,/ OcM 'd, on 0r V-Ac/ s /4zrozo14/ spcvs! I. I
'n Vtrhaal I' 14M O
ct CLA -, d , ( .A,.z1-)3) C4% ) 4 c,
*l i* -, -. h Ck Ck-,-
I # *'L 3,2 S/C .L . YIU
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CCt 2//-/q7lv-/ fi i . {-- ~ /n
I -
I -'- I
n o
I't C
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33 4 jSw t et A)rDnn Re&ownprssson
/) fsri/ , CQs ro (187) z6e SCE 1/3(3)tt m.ri #4y0 (f 11t3) CGI
it- be4rrt (/97?)
1'?tmod 6
I k_--'oI
,/,/r
7)( CcE
V. Po/a.
I; i:.i .'/-6J.;;.
t wr4A hAcO
,r. kPo
FGo. 9.-.ra ver . Pth n P a In O*ODLm Cbompaon d Conuctionfor Estlmang In-Situ K,,' Datsa Cy
TARLE tEd n&am a hiSltu K. and lamulad Via dl f K. md IKI.
oft clay
(1)
Saint AlbanBroadbackAtchafalayaBatiscan
K. (Eq. 144)(t/t, - 10,000)
(2)
0.550.620;.720.64
(3)
0.720.660.870.80
'o, (4)
0.790.780.720.73
=
K,(5)
0.260.310.500.28
1)L(6)
0.490.510.660.55
VTy Oa --1 Y 4 ov oooac
/vnr: CCL docu £ndeslnd re.iorlj o AN o6,f"h 60tetjcej Mett me4uare A & awi .t MFuck to 4 ,
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-- 1 ~~~~; 'I~~~~~~~~ -*~~~~~~~ \ I ·-.... I _........ I
i .. . ... ..... <-------!'-------k-+--1-^eX14- . . 1....!-. -: -° : 1* l 4 X ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~- --· i· |- -- X +,
< t ' '- <. -LM& It I hi ' 1
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F I- Aqhodatkt (nsoli (j)
Reinforced Rubber Membrane
Cutting Tool
Injection of water for membrane expansion
SBP Type Pafsor
L ~ 26.4 or 52.8 cm~
Dia = 13.2 cm
L/p = 2 or 4
Self Boring in stiff soils
Guard
Tool Cutting edge
Drawing of the autoforeure presuremeter (supplied by F. Schlosser).
Measurement cell
Pressure gauge
Hydraulic engine
Self boring in soft soils
ASl
im p
ilot
hol
e
Figure by MIT OCW.
Adapted from:
0
Gro
und
Wat
er L
evel
/Dep
th
0
0.2
0.4
0.6
0.8
0.2
Cutter
d
CuttingShoe
0.3
0.4
0.6
1.0
1.5
2.5
c u/σ
vo=
4.0
'
1.0
50Cutter Setting d (mm)
Cutter Setting for Clays, Applicable to Camkometer Type MK III*
100 150 200 250
16 kN/m3
20 kN/m3ν{{
(*) Diameter = 8.4 cmRod Weight = 90 N/m
Figure by MIT OCW.
Spring
Feeler
Rubber Membrane
Fine Thread
Pore Pressure Cell
Clamp
Gas Return LineCable and Gas Pressure Tube
Slurried water and soil
Flushing Water
Camkometer
Figure by MIT OCW.
Radial Displacement ST (mv)
In soft clay at the Panigaglia site
EXAMPLE OF LIFT-OFF STRESS
AR
M 2
Rad
ial P
ress
ure
TP (m
v)
Radial Displacement ST (mv)
Rad
ial P
ress
ure
TP (m
v)
Depth = 7.5mBelow Sea Bottom
TP: 1mv = 7kPaST: 1mv = 0.0189mm
= 2mv
Depth = 7.9m
TP: 1mv = 7.3kPaST: 1mv = 0.0169mm
= 5mv
ARM
1Av
erag
e ST ARM
3
a
In hard clay at the Taranto site
b
20
0-400 -200
Effective Pressure EP (mv)
po Determined from Total vs. Effective Pressure Plot
Tota
l Pre
ssur
e TP
(mv)
0
40
60
80
po for Best Fit Line po for 45oline
Best fit
100
Figure by MIT OCW.
Figure by MIT OCW.
Adapted from:
Figure by MIT OCW.
Adapted from:
Dep
th B
elow
G.L
. (m
)
32
28
24
20
16
12
8
4
00 100 200 300 400 500
(*) Tests performed in 1979
Total Horizontal Stress as Obtained from SBPT at the PortoTolle Site.
(**)Tests performed in 1982 average of three
Uo
Ko=0.48
Best estimate of σho
Total horizontal stress and hydrostatic pore pressureUo; σh (kPa)
strain arms readings
Pafsor L/D = 2Pafsor L/D = 4
Camkometer:
po = 1.051 0.117*+σho
}po = 1.017 0.059**+σho
Ko=0.56
Figure by MIT OCW.
Adapted from:
2020
16
12
8
4
Dep
th B
elow
G.L
. (m
)
0G.W.L. Fine to medium calcareous silty band occasionally cemented
Stiff to hard micro-fissuredweathered silty clay (*)
Hard to very hard micro-fissured silty clay (*)
16
12
8
4
010
Overconsolidation Ratio20
}}σp from Oedometer Tests
IL Oedometer
CRS Oedometer
'30 40 50
OCR
min
OCR
max
20
16
12
Rankine passive state
(*) High CaCO3 Content. Ranging from 15% to 30%
Total In Situ Horizontal Stress at the Taranto Site as Measured
During SBP Tests.
(**) From Instrumented Oedometer Tests:
8
4
00
Total In Situ Horizontal Stress
0.40 0.80 1.20 σho(MPa)
σho = σvo ko (OCRmin)
Ko RB= Ko . (OCR)α with Ko = 0.58 and α = 0.47NC
α(**)+ uo
NC'
Range of ko m
(OCR)
NC
σho = σvo.kp + 2c kp+uo_
'
}}Po = Lift - off pressure
Average of three strain armsRange for each strain arms read individually
Po
-· I·Y r r·---- I · --- r--- --- · I
l ... ..--
-
- l
1.
-* r
,4ry ;~a /lroduton
t t'sL 3c Q-
f ·~~~~~~~~~~f
C la Ili ell
0 to t _CZ f ~ o o04a ·
11
totCJ cu~~~~~CF· ' · · illCK~ St u t~ ' t O
* R _sl~l
V-?z44
I-
V3~19
to
-7
-0I=:::
01ea_ > 3
.- n
cno
;.O
Qt
..,>4,4VI.
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% 1W , I Irs s b N o: Y t
q
a-4C14
aV)
c-Zt
5.
1b;I
,I
&-
vjr
V)
4o
a45ci-4
.,44J
U
cis
.m
U.
L.
/,?22
wc
l~~ew)+ ++ a. t r'it -~ f· ~
0.3
In S
itu K
o
Ko = (KD/1.5)0.47- 0.5
KD
1 1.5 2 3 4 5 6 7 8 910 15 20 30
0.40.50.60.8
1
1.5
2
3
Materials Free of Cementation, Attraction etc.
Materials Free of Cementation,Attraction etc. In sample unloading.
1
1 2 Correlation between (a) Ko and KD; (b) OCR and KD
2
OC
R =
σvm
/σv
__
345
10
20
304050
3 4 5 10 20
1.19
OCR = (0.5 KD)2.56
KD
.2 to .3 (Denotes ID)
.942
.9
5.55.2 .25
.55.58
.64.59
30
Cohesionless (ID > 2)Cohesive (ID < 1.2)
a
b
Figure by MIT OCW.
Adapted from:
0.3
0.4
0.50.60.70.80.9
1
2
3
2
Holmen sandHolmen silty
sand
(? crust)
(? crust)
Ko= 0.34KD
Ko = (Ko)0.47
1.5- 0.6
Type
m = 0.54
m
Horizontal Stress Index, KD
Coe
ffic
ient
of E
arth
Pre
ssur
e at
Res
t, K
o
1 3 4 5 6 7 8 9 10 20
Symbol Site
Halmen 1-sinφ' (φ' in CADC)
Drammen Ko - oedometerHagaHaga Field vane
Onsay Hydraulic Fracturing
OnsayHolmenHagaOnsay
Self-boringpressuremeter}
Drammen Stress Cells
Relationship between horizontal stress
index, KD, and coefficient of earth pressure at rest
at NGI sites.
Reference Ko
Figure by MIT OCW.
Adapted from:
LOCATIONs D-9 -: BLADE RIENTATED EAST-NEST MEMBRANE FACINS NORTH U 7
PERFORMED - DATE:i 24 FEBRUARY 1987 ,
BYi DR. CHARLES LADD, MARVIN OOSTERIAAN, ALFRED YERS, JEFF GOODIIN, 6ARY CLIFFORD ;
CALIBRATION INFORMATIONt . i
DELTA A ' .20- BARS DELTA ' .45 BARS · AGE 0' .20 BARS GUt DEPTH" I.00 N
I AR 1.019 .1 PSI ANALYSIS USES H2 UNIT EIT a . T
I bAR ' 1.019 K6/CMI2 L:i.0 TSF · 14.51 PSI . ANALYS15 USES H20 UNIT EIST · 1.000 T/KS
T
i*l
A B
(BAR) .. (BAR)
5.70 14.00
4.20 8.60
5.10 7.80
5.00 10.80
3.70 7.00
4.80 11.80
6.80 15.80
0.60 20.00
5.50 7.80
5.40 7.20
5.80 7.80
5.80 7.50
5.80 7.50
6.00 7.60
TEST NO. D-9
ED ID KD
(BAR)
0tti tit t*
279. 1.75 9.20
137. 1.22 5.90
75. .52 6.98
18B.. 1.41 5.97
97. 1.07 3.79
231. 1.92 4.71
304. 1.65 6.70
392. 1.63 0.16
60. .41 4.68
42. .30 4.32
49. .32 4.47
38. .25 4.25
38. .26 4.02
35. '.22 4.00
(CONTINUED)
* ,
UO GAHMA SV
(BAR) (TINS) (BAR) '1*44t **f# HH'**
.717 1.800
.777 1.800
.937 1.800
.897 1.800
.957 1.700
1.017 1.900
1.077 1.950
1.136 1.950
1.196 1.800
1.256 1.700
1.316 1.700
1.376 1.700
1.436 1.700
1.496 1.700
.500
.546
.596
.644.
.689
.736
.792
.849
.901
.946
.98B
1.030
1.072
1.114
PC OCR
(BAR)
11.33 22.67
3.02 5.52
4.19 7.03
4.50 6.99
1.87 2.71
6.07 8.24
9.04 11.41
13.29 15.66
3.40 3.77
3.14 3.32
3.46 3.51
3.33 3.24
3.19 2.98
3.29 2.25
KO CU.
IBAR)
1.47
1.15
1.46
1.14
.95
.96
1.20
1.36
i.11
1.04
1.07
1.03
.99
.99
*t*tt
.626
.. 574
.545
.594
.590
.565
.583
PHI N SOIL TYPE
(DE)' (BARI
it4l I*4*i t*f*i*Ht*H
30.6 674.7
27.7 270.7
159.2
28.3 375.1
148,2
29.3 414.7
29.4 644.1
29.9 902.9
103.6
68.7
82.4
62.0
59.9
54.0
SANDY SILT
SANDY SILT
SILTY CLAY
SANDY SILT
SILT
SILTY SAND
SANDY SILT
SANDY SILT
SILTY CLAY
CLAY
CLAY
CLAY
CLAY
CLAY
PAGE
P ./,os (A-z 4) -o.os (S-o.o z 8)
_Tp U-P ( )/- po'-goi) -S 7yITpci4p ~ ( Pot- Po/ -0.476
oce .: ( kD)
-> Coo o.22 (OCR) 8
/.322 .,-3/8,
Z TIUS
(t) (KS)
8.31
8.92
9.53
10.14'
10.75
11.36
11.97
12.58
13.19
13.80
14.41
15.02
15.63
16.24.,
C A UIsrJ so di
c32* . .Co :..'
CCL 3/8 Co-ARS3i g jg 9 GUNDRAINED SHEAR $PRECONSOLIDATION X-MODULUS FOR -D CONSOLIDATION () - ARS
STRENGTH (CU) - BARS PRESSURE (PC) - BARS (LG06ARITHMIC SCALE)
DEPTH 0 .S + 0....1 .... 2 ... 3 .... 4 2- . . 5 .... 10 20 . . 50 .... 100 200 . .5008.00 ---- 4----t----- ------- . .......--...--8.10 i .I I I I I I
8.201 1 1 I 1 I
8.311 : F .I I
8.40 I I I I
8.50 11 I I I I
8.6011 I I I I 1
8.7011 1 1 1
S.8011 I I I 8.9211 i I
9.00 It -.---- ----- +9.101 I 1 1
9.2011 1' 1 I I
9.3011 I 1 I I
9.4011
9.53 1 :1: : a9.6011 I I I :9.70 1 1 I I1
9.80 N : : :980111 1 1 1.19.901 1 1: 1: 1
10.00 1 -- ---------- -10.14 1 ' ' : :
10.2011 1 11 110.30 11 I I : I I
10.40 11 1 1 I I
10.501 : I : : :
10.60 N 1 I I I I
10.7011 . I :
10.751 1 : I I I
10.9011 I I , '11.00 N -----------11.10 1 1 I ' 1
11.20 11 I I I 1
11.301 I i I I 1I
11.36K 1 , 1 I 1
11.50 : . : 1
11.60 N I I
11.70 1 I 1
11.80 N 11 1 I I
11.9011 . I I I :,11.97 .1..12.10 1 I I 1 I
12.20 1 1 1: 1 1
12.30 N 1 1 1 : a
12.4011 1 . 1
12.50 I 1 I : I
12.5911 : ] : : a
12.70 1 1 11 1
12.80 I 1 1 I 1
25-..30...35..40. .45
F[FRICTION ANGLE
(PHI) - E6
I
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4-
l-w
4-
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STRESS SVI - BARS
t------- - --t- + + ------t - -----t
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.+ 26.2 FTI 26.6 FT
1 26.9 FT
1 27.3 FT .
27.6 FT
27.9 FT
28.2 FT
28.5 FT
28.9 FT
29.3 FT
29.5 FT
29.9 PT
30.2 FT'
30.5 FT
30.8 FT
31.3 FT
31.5 FT
31.8 FT
32.2 FT
32.5 FT
32.8 FT.
33.3 FT
33.5 FT
33.8 FT
34.1 FT
34.4 FT
34.8 FT
35.1 FT
35.3 FT
.35.8 FT
36.1 FT
36.4 FT
36.7 FT
37.1 FT
37.3 FT
37.7 FT
38.1 FT
38.4 FT
38.7 FT
39.0 FT
39.3 FT
39.7 FT
40.0 FT
40.4 FT
40.7 FT
41.0 FT
41.3 FT
41.7 FT
42.0 FT2- . 5 ....10. .20 ..50 ... 100 200 ..500+
TEST NO. -9
+_ _ _------ - -t
- - -i ---- I----
IIII
II
II.I
I
II
I
I
II
II
III
IIII
II
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PA6E 3(CONTINUED)
IIIIII6IIIi
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/.322CCL 3/97 3s
.Z/· O UNDRAINED SHEARSTRENGTH (CU) - BARS
DEPTH 0 .5 1
12.BO N I I
12.90n: :1 : 13.00 '- . ----------13.10 "i : : :
13.19 : : :
13.30 : a I :
13.40 : : I :,:13.5o1 *: : i : :
13.60 I : 1 I
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14.00 n -------------- +14.10 N I I I I
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14.41 : I ( : I
14.50 : : : :
14.60N : I I : 1
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t1..30: N : I
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15.63 : 1 a
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15.90 n I : :''
15.901 : : ,
16.00 . ---- +-----16.10 I : I
16.24 I a
16.301 a a :
16.40 a I I a
16.50 : aI I 16.60 I I : :
16.70 1 : I I I
16.80 : : :16.85 I
17.00 4----t----+----.----t25-..30...35,.40..45+
O-FRICTION ANGLE
(PHI) - DE6
END OF SOUNDING
&'PRECONSOLIDATION X-NODULUS FOR -0 CONSOLIDATION (N) - BARS
PRESSURE (PC) - BARS (LOGARITHNIC SCALE)
0.1....2 .. .. 3 .... 4+ 2- . . 5 ... 10 20 · · 50... 100 200 . .500+t I II I. I
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0 ........ 2 .... 3... 4 2- . . 5 ....10 20 . . 50.;..100 200 . .500+I-VERTICAL EFFECTIVE
STRESS (SV) - BARS
42.7 FT
U40 FT
43.3 FT
43.6 FT
44.0 FT
44.3 FT
44.6 FT
44.9 FT.45.3 FT
45.6 FT
45.9 FT
46.3 FT
46.6 FT
46.9 FT
47.3 FT
47.6 FT
47.9 FT
4.2 FT48.6 FT
48.9 FT
49.3 FT
49.5 FT
49.9 FT
50.2 FT
50.5 FT
50.9 FT
51.3 FT
51.5 FT
51.8 FT
52.2 FT
52.5 FT
52.9 FT
53.3 FT
53.5 FT
53.8 FT
54.1 FT
54.5 FT
54.8 FT
55.1 FT
55.3 FT
55.8 FT
Alei '4#v.t- Iw , *1 ro-y0o I /r Sc i d ta psCtZ/otot) S &v' Zt % CompuSd Uo * ciSJdep* S
TEST NO 3-9 (F N) PAEa
TEST NO. 0-9 {FINISHED) PAGE 4
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Slurry Return
Clamp
5.0"
5.0"
Jetting Tip
16.0'
25.7"
Cutting Shoe (φ = 3.26")
18.0"
Jetting tip height adjustment& flow barrier
Slurry Discharge
Clamp
Standard drilling rod
Discharge fort
Perforated pipe
Rubber membrane (L/D = 6)
0.50 + 0.25"
Iner.distance with depth
6.3"
Membrane + Chinese Lantern D = 3.26"
Chinese Lantern L = 25.5"
SBPT DATA INBBC from CAITSpecial test program
ID = 0.5"OD = 0.8"
M
L
U
Sketch of the Jetting pressure meter (Adapted from Hughes, Jefferiesand Morris, 1984)
Jetting Mud
µ
L= 19.4"
Figure by MIT OCW.
2/28/93 322
{n _
70 -
60 -
50 -
40 -
30 -
20 -
10-
C/pr srip &4n B/. C/y
CENTRAL ARTERY (I-93)/THIRD HARBOR TUNNEL (-90)SELF-BORING PRESSUREMETER TESTING
TOTAL HORIZONTAL STRESS
Borehole SB2-PMT Ch4x'T',¢r er/id /r; 3/(/c$ n t,)
: O
o
o
o
,ooo Arms 1,&, Arms 2o ano Arms 3
(:1t/c- )
0
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o c,
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It /'II -
sW Aor, 1p?¢PRDvoc
0I I I4000
4000 xuuuuI I I I I I I I I -I I I I
8000 12000 16000Total Horizontal Stress (psf)
"(orotcd'Figure 6: ,Total Horizontal Stresses from Self-Boring Pressuremeter Tests
(Fron VH f nal Rl pon' ~ttt, i6/1)
22 Sr5TP-2
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22
CENTRAL ARTERY (I-93)/THIRD HARBOR TUNNELSELF-BORING PRESSUREMETER TESTING
COEFFICIENT OF EARTH PRESSURE AT-REST
Borehole SB2-PMT C4AKM R6 (jih/lcl ,n; 33 Q¢/,Tc$I ns,;'
- %-
a A
A
Li.
af-of " wtK .
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rced^jis At \
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- *
Do Nor REPRODUCE
I I I I I i i i I i I I i I I I I I I I I I I I I I 0.5 1.0 1.5 2.0 2.5
Coefficient of Earth Pressure At-Rest. (Ko)
Figure 7: Coefficents of Earth Pressure At-Rest
25 r. _2
I
12/132 /322
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