sfre lftc/ cr son s/4 - mit opencourseware · pdf file40 effective stress - strain rate...
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40
Effective stress - strain rate relations observed in the laboratory and in situ at a
vertical strain of 10%.
60
80
60
70
60
80
100
εv, s-1
σ v, k
Pa'
10-11 10-10 10-9 10-8 10-7 10-6 10-5 10-4
90
110
130
80
100
CRSCreepMSLpMSL24In situ
εv= 10%
.
Saint-Alban (3.1 - 4.9 m)
Berthierville (3.9 - 4.8 m)
Berthierville (3.0 - 3.9 m)
Vasby (4.3 - 7.3 m) 40
60
80
10-11 10-10 10-9 10-8 10-7 10-6 10-5 10-4
Preconsolidation pressure - strain rate relations observed in the laboratory
and in situ.
εv, s-1
σ p, k
Pa'
.
CRSCreepMSLpMSL24In situ
Saint-Alban (3.1 - 4.9 m)
40
60
8030
50
70
Berthierville (3.9 - 4.8 m)
Berthierville (3.0 - 3.9 m)
18
Comparison of in situ stress-strain curves & laboratory end-of-primary compression curves
14
10
6
2
12
8
4
00 040 4080 80120 120σv, kPa
ε v, %
ε v, %
BerthiervilleEOP (4.4 m)
'
σvF'σvF'
σv, kPa'
σvF'
σvF'
In situ (3.9 - 4.8 m)
Saint-AlbanEOP (3.8 m)In situ (3.1 - 4.9 m)
VasbyEOP (5.9 m)In situ (4.3 - 7.3 m)
GloucesterEOP (3.6 m)In situ (2.4 - 4.9 m)
?
?
?
1960
1968
1979
Figures by MIT OCW.
0.01
1 2 4 6 8
10
Sensitivity contours
20
0
-0.40.1
Preconsolidation Pressure (TSF)
Liqu
idity
Inde
x, L
I = (W
-PL)
/(LL-
PL)
Preconsolidation Pressure vs. Liquidity Index
1.0 10 100
0.4
0.8
1.2
Figure by MIT OCW.
Adapted from:
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Values of natural water content and compression index for peats as compared to those of soft clay and silt deposits.
0.1
1Cc
Wo, %
10
100 1000
PeatsClay and silt deposits
Values of Ck for peats as compared to those of soft clay and silt deposits.
2
4
6
8
10
00 5
Ck
eo
Ck = eo/4
Ck = eo/2
10 15 20 25
Clay & silt depositsPeats from literature (table 1)Middleton peat
0.0
Relationship between secondary compression index and compression index for Middleton peat.
Cc /(1+eo)
Cα / Cc = 0.052
Cα
/(1+e
o)
0.00
0.01
0.02
0.03
0.04
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Figure by MIT OCW. Figure by MIT OCW.
Figure by MIT OCW.
Adapted from:
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Water Surplus
0 J F M A M J J A S O N D
200
P an
d E A
:mm P
EA EA
Water Deficit
Water Surplus
Month Malaysia
P
400
0 J F M A M J J A S O N D
200
P an
d E A
:mm
PP
EAEA
Water Deficit Water Deficit
Month
Melbourne, Australia
Johannesburg, SA
400
0 J F M A M J J A S O N D
200
P an
d E A
:mm
P
C
D
A
B
P
EAEA
Water Deficit
Month
400
Cape Town, SA
0 J
Illustrations of different types of atmospheric water balance: (A) Kuala Tahan, Malaysia, 1984; (B) Melbourne, Australia, 30-year average; (C) Johannesburg, South Africa, 1987; (D) Cape Town, South Africa, 1992. EA, A-pan evaporation; P, precipitation.
F M A M J J A S O N D
200
P an
d E A
:mm
PP
EA EAWater DeficitWater Deficit
Month
400
Figures by MIT OCW.
Adapted from:
FIG. 1 Climatic Ratings (C.) for Continental United States (ARC te wri/f )
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ftlk / 321 1 14v*" 1 b06 31;431VI
0 100 200 300 400 500 600 700 800 900 1000 1100 1200
1445144014351430142514201415
Maize
DryDry
Horizontal distance: mElev
atio
n ab
ove
datu
m:m
WT
WT
710m4m
Water table depression beneath eueatyptus plantations: (a, b) near Johannesburg;(c) at the site of a power station near Johannesburg.
00
100 200 300 400 500 600 700 800 900 10001100 12001300
1470
1460
1450
1440
1430
1420
Horizontal distance: m
Elev
atio
n ab
ove
datu
m:m
Position of piezomters
Originalground level
Approximate limit oftree area Power
station terrace
Piezomatric level in sandstone
Piezomatric level in residual silt stone and shale
Top of sandstone
Weathered silt stone
Base of Alluvium
0 100 200 300 400 500 600 700 800 900
1445144014351430142514201415
Maize
DryDry
Dry
Dry
Horizontal distance: m
18m
Eucalyptus
Elev
atio
n ab
ove
datu
m:m
WT
Plazometers
Bedrock
Water cable
A
B
C
Figure by MIT OCW.Adapted from:
30
5
Measurements of heave with depth, indicating a depth of active zone of about 30m.
Seasonal changes in water content observed under the shoulders of an airport pavement in Israel.
20
Dep
th:
mD
epth
: m
10
00 100 200
Heave: mm
300 400 500
Site I: Heave after 9-8 yrs.Site II: Heave after 3-6 yrs.
South Africa
Israel
za
za = 5m
30m!
4
3
2
1
0 15 30
Water content: %
March (end wet season)
Oct./Nov.(end day season)
45
Figure by MIT OCW.
-20
0
20
Mov
emen
t (m
m)
200
d) Seasonal effects on movement and depth to WT
8
6
1"
Wat
er T
able
Dep
th(m
)
0
Seasonal variations in surface movement and water table depthfor an old building in Cap Town
FM M J JA A AS SO ON ND D SONDJFM MJ JA AJFM M J JA
100
10
Rai
nfal
l (m
m)
Month
10'
0
Road Surface(SA?)
20
Hea
ve M
ovem
ent (
mm
)
40
60
61 2
Surface heave movements and a rise of the water table that occurredas a new water balance was established in a recently urbanized area
3Year
4 5 6 7
5
Wat
er T
able
Dep
th(m
) 4
3
c) Long time to reach maximum swelling (than seasonal effects)Note significant rise in WT
Figures by MIT OCW.
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TROPICAL RESIDUAL SOILS*
C.C. Ladd 1.322 3/82
1.0 DEFINITIONS AND SPECIAL COMPOSITION
1.1 Tropical = ±220 N-S
Residual soil = in situ weathering of rock to produce soil.
1.2 Composition of Tropical Residual Soils in Warm-WetClimates
(1) Crystalline rock and poor drainage + smectite
(2) Crystalline rock and good drainage + Red Laterites(also called Oxisols)
· Kaolinite plus Fe/Al. oxides (reddish color)
· Low "activity" with a lot of cementation
· Considered "good" MH soil
(3) Weathering of volcanic ash/rock + Andisols
Halloysite (tubes + spheres) plus amorphous.
alumina & silica (very high SSA but low surface
charge) and maybe smectite (usually dark color)
· Generally high wN and P.I.
· Considered "poor" MH soil
2.0 CHARACTERISTICS OF RED RESIDUAL SOILS (LATERITES) WHICHOFTEN REQUIRE DIFFERENT ENGINEERING PRACTICE (Compared tosaturated sedimentary clays).
2.1 Index Testing and Correlations with Atterberg Limits(See Mitchell & Sitar, 1982, for examples).
(1) Halloysite
· Tubular structure very low dry density
· Dehydration when dried
(2) Fe & Al. oxides plus silica gel act as strong cementingagents.
· Decreases effective SSA
· Highly variable in situ
Panel discussions and Proceedings ASCE GED Spec. Conf. onEngr. and Construction in Tropical and Residual Soils,Honolulu, Hawaii, Jan. 1982 (Availab.e from ASCE).
- 2 -
(3) Drying soil generally increases amount of cementationand reduces plasticity.
(4) Amount of mechanical remolding can greatly affectmeasured Atterberg Limits (more remolding + increasedplasticity).
(5) Conclusions
· Can't use empirical correlations developed fortemperate clays
. Any correlation with index properties likely to bevery scattered
2.2 Heterogeneity
(1) Profile characterized by differential weathering andcementation. See Brand (1982) for classificationsystem for Hong Kong.
(2) Because of above, properties highly variable and
· Undisturbed sampling difficult to perform
· Conventional size samples don't reflect mass properties
(3) Conclusions
Base design on local experience and/or large in situtesting
2.3 Saturation - Rainfall
(1) Strata'ofmain interest usually occur above the watertable and are characterized by:
· Partial saturation
· Generally high in situ permeability
(2) How to define a in partially saturated soils?
· If S > 80%, a = a-uw probably reasonable (discon-
tinuous air voids)
. Otherwise, must consider two components, i.e. a =
fl(a-ua) + f2 (ua-uw)
(3) Variation in uw greatly affect slope stability
. Seasonable variations
. Effect of heavy rainfalls
Influence of modifying drainage pattern
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A /?commnd c/J/,t? Sc4 ,,nrbono, mc,dc
leM C, 6 z- /Z 3'A E5 = p, (/4enarc/ressur,,zjc
* /7 ,on no/ olo;/o//) can use a prox, A/vs. M, cor(fc0/on ' &
/, ?,oJc/olfd y ScoJe Ja/7 ;. fco. f oz OoCfc,,//n graar VCE. .C. req on/
IA'
I
'V
,/
?x
x\- (Q.as 5uaresdo/fa aonUI /
I I I
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I I I I I
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2000
,,.
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Loo
/008oIDo
rI
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/I
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20
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,f w~~_ r /~~~~~~~sa
I i i i I I I I
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.)
_
I.
L/
I
i I II I-- 1
Peda
logi
c H
.Pi
nnac
le S
lot
Roc
k
0 25N
Dome Cavity
Soft
50 75
Residual Soil Settlement Related to the Weathering Profile
Res
idua
l Soi
l
Residual Soil Profile in Limestones
00 0.2 0.4 0.6 1.00.8
Void Ratio
Sowers, 1963 Best Fit
DIB 1985
Sowers 94% Range
155 Tests, 50 Sites Southeastern USA
A. Gneiss, Schist, Granite: Sowers 1963
Com
pres
sion
Inde
x, C
cC
ompr
essi
on In
dex,
Cc
1.2 1.4 1.6 1.8 2.0
0.4
0.6
0.8
0.2
1.0
1.2
2.0
1.0
00 0.2 0.4 0.6
Sowers 1963
62 Tests in One Site Northern (Tropical) Brazil
0.8 1.0Void Ratio
B. Basalt, Quartzite, Schist Gneiss: DIB 1985
Relationship Between the Void Ratio and Compression Index in Residual Soils Derived from Crystalline (Igneous and Metamorphic) Rocks.
1.2 1.4 1.6 1.8
0.4
0.2
0.6
0.8
Figure by MIT OCW.
Figure by MIT OCW.Adapted from:
Weathering profiles in crystalline Rock: Gneiss to Schist, Granite to Gabbro
Roc
kPa
rtly
Wea
ther
ed
Peda
logi
c H
oriz
on
Sapr
olite
Roc
kPa
rtly
Wea
ther
ed
Peda
logi
c H
oriz
on
Sapr
olite
Grant to GabbroGneiss to Schist
Foundations and Embankm
ents deformations
NN0 25 500 25 50
Never Block ρ problemButean be collapsible
∆v due to swelling & shrinkageHighly plasticSee Fig.3 Compressibility
Roc
kPE
D
Wea
ther
ed
0 25 50N0 25 50
N
Residual Soil Settlem
ent
Mudstones, Shales
Roc
k
Sandstone, Conglomerate
Weathering Profiles in Clastic Sedimentary Rock: Sandstones and Shales
Partl
y W
eath
ered
Ful
lyPe
dalo
gic
Mai
nly
agric
ultu
ral r
athe
r the
n ge
otec
hnic
al
Figures by MIT OCW.Adapted from:
C 4LA/2/B4 /. 2 Y"A*VED CLAYV
Co/t
See Y3 (Fg,2) See V8 (¢l. )
V ///////
, _` LI i<Z
kI
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---I --- ,I pnCdU~
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30Natural Water Content WN (%)
Water Content Variation within a Varved Clay from the Connecticut Valley
Northeastern US Varved Clays
Notes:1) V1, V2, etc. refer to separate varves2) Sample from Northampton, Ma., WN = 56.7%3) Data from Ladd and Wissa (1970)
0 0
5
10
Gradual
FairlyAbrupt
}
}
}
V1
V2
V3
V4
V5
V6
V7
V8
5
Ver
tica
l D
ista
nce
(cm
)
10
40 50 60 70 80
}
Figure by MIT OCW.
Adapted from:
0 0
Verti
cal S
train
εv
Log Time t
Strain vs. Log Time from Incremental Consolidometer Test Showing Effect of Load Increment Ratio (N.C. Clay)
Cα= ∆εv/∆log ttp
Type III (Small L.I.R.)
Type I (Large L.I.R.)
t
20Liquid Limit, wL %
Plas
ticity
Inde
x, P
I %
Plasticity Chart for Typical varved clays from Northeastern United States.
40
"Clay" layers
A Line
Note:Range shown for varved clays having wL >30 % for bulk material
"Silt" layers
Upper limit line
60 80 100
20
40
60
IOt
∆u = zero
Figure by MIT OCW.
0.1
24
20
16
12
8
4
0
0.2
1 TSF = 95.8 kN/m2
Verti
cal S
train
εv,
%
Typical Compression Curves for Connecticut Valley Varved Clays
0.5Consolidation Stress σvc, TSF
1 2 5 10 20
Curve
24 hr. 36.2 0.11 Chicopee-
Holyoke
8 *
Incremental 50.2 0.236
CRSC61.9 0.30 Northampton
Amherst
2.5
65.4 0.25
0.20
0.192
LocationMax. Min.Type of Test WN (%) σvm TSF
A
B
C
D
CR
A
B
C
D
A B
C D
Haley & Aldrich (72)
M.I.T. Test Program
Figure by MIT OCW.
Adapted from:
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II 9
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i : . i
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t~~~V -. 4h1 A7,~ or..r:i::l: '· i,4', uR~ W~.' ¢oVvrTER CONv.;TrT, ¢?.}::I :1........,-' .. i ...... .... i .... i ....... ... i .......
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i.-:,., I
0.04
Coefficient of Consolidation (Vertical Drainage)
vs. Natural Water Content for Normally Consolidated Varved Clays
30 40 50 60Natural Water Content WN, %
70 80
0.06
0.080.1
0.2
0.4
Coe
ffic
ient
of C
onso
lidat
ion
c v, f
t2 /da
y
0.6
0.81
2
4
6
810
Location*
**
**
SymbolType of Test
Amherst, MA. CRSC & Increm.
Northampton,MA.
CRSC & Increm.
E. Windsor, CT. Increm.
Jersey City, N.J. Increm.
Secaucus, N.J. * See Ladd (1975) for data sources** From square root time method
1 ft2/day = 0.093 m2/day
CRSC
New Jersey Increm. by GZA
Cv vs. WLDM-7
Figure by MIT OCW.
1
2
5
10
20Case A
Case B
50
100
200
500
KcKh "Silt" Layer"Clay" Layer
Kv
KcKs hs
hcKs
2 5 10 20Ks/Kc
r k =
Kh/
Kv
Relationship Between Kh/Kv Ratio and Permeability of the Silt and Clay Layers
50 100 200 500 10001
Case A
Case B
HHKc Kc
Kshs=0.5H Ks
Figure by MIT OCW.
0
t 50(2
-D)
t 50(T
erzo
ghi)
0
0.5
Christian et al. (1972)Lacasse et al. (1975)
Davis & Poulos (1972)Diffusion Theory
Biot Theory Elastic Soil
H=2Hd
Strip B
1.0
1.5
0.5 1.0H/B
(a) Effect of Lateral Drainage on Rate of Consolidation from Different Theories withIsotropic Permeabilities
1.5 2.0 2.5
}
0
t 50(2
-D)
t 50(T
erzo
ghi)
0
0.25
0.50
0.75
10 20Kh/Kv
(b) Effect of Anisotropic Permeability Ratio on Rate of Consolidation for H/B =1 with Double Drainage
30 40 50
Strip LoadH/B = 1 Double Drainage
Note:t50 = Time required for U = 50% at thecenterline of the load
Figure by MIT OCW.
10 20 50 100Time (days)
Effect of Sand Drains on Rate of Consolidation of Normally Consolidated Varved Clay with ch/cv = 10
Ave
rage
Deg
ree
of C
onso
lidat
ion
Uv
and
Uh,
%
200
S = 10'
15' 20' Hd = 25' 50'
500
1yr 5yr 10yr 50yr 100yr
1000 5000 200005100
80
60
40
20
0
Vertical drainage onlyUv for cv = 0.1 ft2/day12 in. Dia. Sand Drains
1 in. = 2.54 cm1 ft. = 0.305 m1 ft2/day = 0.093m2/day
Uh for ch = 1.0 ft2/day
Figure by MIT OCW.
'l
.: ,U) a:2
4IL)
an
.::0tA IZ0EI
[iD~U)
0
ID
04
wy
uy
an
¢
14
MEs
144
Xa
4
E
X
C;
o
mo '-i o% -01,rO r-I H- C~ e-
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>1 r
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9 to rx 4i 0 oX _
4~~~O1 (V cocfl n~ 0 .-- 0 4-) hn ~ f 1 4U)~~~~~~~~~~~_ , o X X U Og U) O ) 4rU 'tI4J >1 0) 0
a) H to C *rq 4I I N I ( 443 4 to 4-4 H i 1 H ED H 44
H *A U )w *. 44 H O H N4 H 0lw >U) 0 co - ) a . -. r4- E ~ tO 0 n~.o *-~ 0) 4) 0 r n 4 0 4 N4
:~ n. c 0 0) - · 0 ( r 1 n OE , t:)F UH NW O4) E H 0
0). )c ..44 EJ *) *dN .o *d c4).N H U 00) 0 0 H 43,-- 430 43V) *- H w O 44 0
0 0 0) 0 0 ) 0 O E Cg cf Nk-4 H0 4)i * *H O E--- En P vr r-- ~ -H: 0 E r'-0) 4 1 4 , N *d (o ' 4) 'd O oHO0% 0 - . to 0 · O 4-) 0 0 H. 4 -, 5 ., 4 ). 0 .O .n- a 0 > )O E ( > -- I , r- =O En En '-, a.,-J . - >
O 44 0. 0 ~ · , ~ ·0 ( V 0 It3:U)N ) -H 0) 0) O - OO z c Z H .- Xn P
) m E 4 ) t .
0 N OnH3 O( 0 . 0 0 H N H N
40 4) 4 U C -'u) U)U) El) u U) 4-)a) ) 0) ) 0) 4) .t UO4 H 4 4 . U) 0) -
a) *- QH 4)(L) E ) 0 ) 4 :3 U W
to 4)0 4 0_ 4 3> : 04 )0 ) 4 ) 0 )40 4) -0 4) H W .E _ .j g -*HN *4 Ei 4 -00 00) 0 0) H- H O... 0 40 O ro ) 0 *HN *H ' o N z
*H 0O% *4 *HtU *H(~.H .QO 0 ) 4) En*H
0 OH 11 0 ( ) 0) OH 0 O O O 0)(. H V
co 0 r 4 04 E ro S H4) H H O H cO 4) 0 i .O N-O N* UH t o . 4 N P 4J -r P -r U p . .. *P
O N OO _ H OH 00 O H4) 4) 4 o U 4 U)0H O(d P . . UU4 0 ~ 4ON -N P N) cp t O 0 .N O N N * H N0)H N: g' '0 .. *.0:-. 0 - 0 4 > 0 H4).0 4 v Q 4- 4 A V k ... A 4) V w roO (-H O (H 0 ) (d0 (O *HH i * 0)H O - A LA 0 M O 0 3 >
_-I CY V Ln u WD .t
Table C-1
_,& Z/add/ Foof (/977)- .L -
-
Cf % COY-N 0 0 N COaW -N oD 0a .z Vi u H H .
0C) o S .
° 0 ; = a h > o3H r.. _-~ H0) _4 +| C.).d 0 U) 4I *d
o 4 -o 0 tdu) NA fu l 4+, 4 M42 4o V) 0 NP4 +1 ,. ( ' 00'. * 1 + 1 + 1 ,.
+jn C co vq OV 0·
LO%>1H 4 J 4 >0>H ~ ~~*0 0, . n ·2 0 tO1> O oo o .-CO ? I- o, + 1 C ,_ + I
O -I - H r.4
o t W4o 3~ o o . .jW4 W W 2 a)._2 0 H m E4-'D f ,a r.I.'o L 4, 0., 0
>4a-' U o )0 C ~
-* Table C L-2z to k Cl 0 ao( .&J : 0c o S t0 00 c0J 0) C i ) Z E t
- 153 -
a',-I
02
0)
0[*rl
r2
Pro
Iq
Hte>4HuIn
'4
0
0to
0H
>4
I
0)14
CzL 3/3,/, 0/7 3/83 /, 3 2 z : Cnsold4A;4/84 ~2 3/P, PRo3LE7 SO'ILO
s5 Q'nc fZ7,rcncrs Ort 8,h/50;/5
Id , A* 6 A(/ /3)q cc, #4 --; ,w ' 3) &arrAi 5 .C(/Ss4) OqoOCJ F i2 - I 5 Cd1A/t 'V alej c'l (C/q84 ) geaaG7~ Al 7 ze, w'o/ ' sce' & ML eMCh
5) aAmfZ.~) /r T? fOIL (7 ",.u. .'# '~) A/~/) 6) (/,) ASCEGJ , 7G() 5ut C;I) ik/7·trr r fi49 (i77)1 & 70 )24 c -4-e
-3) 0de> e 2 (/9, ) /B4, CJ-, 2 - d - BR V'S AT/V 3fl3) SPT 8?o 7Ta 5n o/ /xuct rO L4q
i) hL7-f r GlG (/?6/)) 6 iK /CS-1 5 V&4/11) 6 6 73 -
.2V)rzo' Cby2 s '2 /b (/q8)), CSSu ,/Ea4 ,3- A/" SC/uf7iedc
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