7 unsaturated soil and slope stability analysis_2
TRANSCRIPT
10/22/2011
1
UNSATURATED SOIL AND
SLOPE STABILITY ANALYSIS
PT. VALE Indonesia Geotechnical Course, Oct
2011
Paulus P. RahardjoRinda Karlinasari
RESIDUAL SOIL :
2
CIPULARANG TOLL ROADCIPULARANG TOLL PROJECT CONSTRUCTION
PLTA BESAI LAMPUNG CIPADA SLOPE
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2
3
?
Outline
1. Soil Formations
2. Phase Relationship
3. Physical Properties
4. Soil Classification
5. Shear Strength
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1. SOIL FORMATIONS
PT. INCO Geotechnical Course, April 2008
1.1 Rock Cycles
Soils
(Das, 1998)
The final products
due to weathering are
soils
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1.2 Weathering
Physical and chemical changes that occur in
sediments and rocks when they are exposed to
the atmosphere and biosphere
Not the same as erosion
Many factors can affect the weathering process
such as climate, topography, features of parent
rocks, biological reactions, and others.
Climate determines the amount of water and
the temperature.
1.2 Weathering
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TROPICAL ZONE
TROPICAL RESIDUAL SOIL :
WEATHERING PROCESS 10
Weathering Process at rocks
Weathering Profile
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1.2 Weathering
Mechanical Weathering
• Making little pieces out of big ones.
• Composition of original rocks does not change.
• Result: lithic fragments
Chemical Weathering
• Original minerals chemically break down.
• Result: formation of new minerals stable at Earth-surface conditions.
The principal agent of chemical weathering is water.
This process occurs because minerals formed deep in Earth’s interior are not
stable under the conditions on the surface of Earth.
Stability is generally the reverse of Bowen’s reaction series.
1.2 Weathering
More stable
Higher weathering resistance
(Das, 1998)Bowen’s reaction series
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1.2.Weathering
Residual soils- to remain at the original place
Transported soils-to be moved and deposited to other places
Residual soils :
In Indonesia area , the top layer of rock is decomposed into residualsoils due to the hot tropic climate and abundant rainfall .
Engineering properties of residual soils are different with those oftransported soils
The knowledge of "classical" geotechnical engineering is mostly basedon behavior of transported soils. The understanding of residual soils isinsufficient in general.
RESIDUAL SOIL
PROFILE :
Typical Residual Soil Profile (after Little,1969)(Wesley, 1988)
Distinction in residual zone, Blight (Tan, Y.C., dan Chow, C.M.,2003)
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1.3 Residual Soil
Saprolite: rock fabric is retained.
Residual soil: rock fabric is completely
destroyed.
The red or yellow color is due to the
presence of iron oxides.
(Guide, 1988)
V
II
I
III
IV
VIResidual
soils
Completely
decomposed
Highly
decomposed
Moderately
decomposed
Slightly
decomposed
Fresh
LATERITATION
Solubility versus pH for Common Ions
Acid
Base
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LATERITATION
pH=10 Al2O3 Fe(OH)3
(sesquioxides)SiO2
pH=2 Al2O3
CaCo3
(silica and bases)
ZONE OF
OSCILLATING
WATER LEVELS
HIGH - LOW
GROUND
WATER TABLE
C
PARTLY CONDUCIVE TO
LATERITE FORMATION
B
MOST CONDUCIVE TO
LATERITE FORMATION
A
NOT CONDUCIVE
TO LATERITE
FORMATION
18
0 200 400 600 800 100012001400160018002000
Feldspar: Na0.8Ca0.2Al1.2Si2.8O8
Quartz :SiO2
Chlorite : NaCl
Carbonate : CaCo3
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Feldspar: Na0.8Ca0.2Al1.2Si2.8O8
Quartz :SiO2
Chlorite : NaCl
Carbonate : CaCo3
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Chlorite : NaCl
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Chlorite : NaCl
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Goethite,Hematite: FeO(OH),Fe2O3
Chlorite : NaCl
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Goethite,Hematite: FeO(OH),Fe2O3
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Goethite,Hematite: FeO(OH),Fe2O3
8.5
-9.0
7.0
-7.5
5.5
-64
.0-4
.52
.0-2
.50
.5-1
.0
Peak Intensity (counts)
BH02 Cij
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19
BH02 Cij
0.5-1.0 m
BH02 Cij
2.0-2.5 m
BH02 Cij
4.0-4.5 m
20
BH02 Cij
7.0-7.5 m
BH02 Cij
8.5-9.0 m
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21
0 200 400 600 800 1000
Feldspar: Na0.8Ca0.2Al1.2Si2.8O8
Quartz :SiO2
Chlorite : NaCl
Carbonate : CaCo3
Feldspar: Na0.8Ca0.2Al1.2Si2.8O8
Quartz :SiO2
Chlorite : NaCl
Carbonate : CaCo3
Chlorite : NaCl
Chlorite : NaCl
Goethite,Hematite: FeO(OH),Fe2O3
Chlorite : NaCl
Goethite,Hematite: FeO(OH),Fe2O3
Goethite,Hematite: FeO(OH),Fe2O3
8.5
-9.0
7.0
-7.5
5.5
-6
4.0
-4.5
2.0
-2.5
0.5
-1
.0
Peak Intensity (counts)
BH02 Cij
Weathering Zone :
ZONE CLASSIFICATION IN UNSATURATED SOIL PROFILE
DRY SOIL
Discontinue water phase, Air was filled almost all the soil pore
S → 0%
2 PHASE ZONE
Continue water and air phase,
CAPILLARITY ZONE
Water was filled almost all the soil pore, Discontinue air phase
S → 100%
Water table
Water was filled all the soil pores, Air is dissolve in water
UN
SATU
RATED
SO
IL
(negative
pore
wate
r
pre
ssure
)
SATU
RATED
SO
IL
(posi
tif pore
wate
r pre
ssure
)
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VADOSE ZONE
VADOSE ZONE AND ENVIRONMENT INFLUENCE
Active Zone
ACTIVE ZONE
Active Zone (Nelson and Miller,1991)
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What is Negative Water Pressure/Suction ?
Water tends to flow from wet to dry part
of soil.
Dry part of soil have a potential to
attrack water, we called it “moisture
tension”.
In a vadose zone water flow through
capillary of soil to reach the dry part soil
or the more negatif moisture tension part.
In intent to do so, it have to overcome the
gravity forces.
25
Moisture Potential in a Plant
Transpiration
(Evaporation through
plants) at leaf made
it have the highest
moisture potential
The water moves from
a less negative soil
moisture tension to a
more negative tension
in the atmosphere.
26
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Microscophic Looks
Surface tension higher when
only small value of water
attached to a solid
27
Surface Tension 28
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MATRIX SUCTION MEASUREMENT
( Likos, dan Ning Lu, 2003)
2. PHASE RELATIONS
PT. INCO Geotechnical Course, April 2008
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2.1 Three Phases in Soils
S : Solid
W: Liquid
A: Air
2.2 Three Volumetric Ratios
(1) Void ratio e (given in decimal, 0.65)
(2) Porosity n (given in percent 100%, 65%)
(3) Degree of Saturation S (given in percent 100%, 65%)
)(
)(
s
v
VsolidsofVolume
VvoidsofVolumee
)(
)(
t
v
VsamplesoilofvolumeTotal
VvoidsofVolumen
%100)(
)(
v
w
VvoidsofvolumeTotal
VwatercontainsvoidsofvolumeTotalS
e1
e
)e1(V
eVn
s
s
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2.2.1 Engineering Applications (e)
Typical values Engineering applications:
Volume change tendency
Strength
(Lambe and Whitman, 1979)
Simple cubic (SC), e = 0.91, Contract
Cubic-tetrahedral (CT), e = 0.65, Dilate
2.2.1 Engineering Implications (e)(Cont.)
Hydraulic conductivity
Which packing (SC orCT) has higherhydraulic conductivity?
SC
e = 0.91
CT
e = 0.65
The fluid (water) can flow more easily through the
soil with higher hydraulic conductivity
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2.2.1 Engineering Applications (e)(Cont.)
SC
e = 0.91
CT
e = 0.65The finer particle cannot pass
through the void
Clogging
Filter
2.2.2 Engineering Applications (S)
Completely dry soil S = 0 %
Completely saturated soil S = 100%
Unsaturated soil (partially saturated soil) 0% < S < 100%
%100)(
)(
v
w
VvoidsofvolumeTotal
VwatercontainsvoidsofvolumeTotalS
Volumetric water content :
%100)(
)(
t
w
VsamplesoilofvolumeTotal
VwatercontainsvoidsofvolumeTotal
Remember :
)(
)(
t
v
VsamplesoilofvolumeTotal
VvoidsofVolumen
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Residual water content (r) :
Magnitude of volumetric water content when increases in suction no longer has influence in degree of saturation
2.2.2 Engineering Applications (S) (cont)
Saturated phase Unsaturated phase
1. Volumetric Water Content
S = degree of saturation
e = void ratio
2. Degree of Saturation, S
n = porosity
e
eS
1
.
nS
2.2.2 Engineering Applications (S) (cont)
In saturated soil , S= 100 %, = n
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2.3 Density and Unit Weight
• Mass is a measure of a body'sinertia, or its "quantity ofmatter". Mass is not changed atdifferent places.
• Weight is force, the force ofgravity acting on a body. Thevalue is different at variousplaces (Newton's second law F= ma) (Giancoli, 1998)
• The unit weight is frequentlyused than the density is (e.g. incalculating the overburdenpressure).
w
s
w
s
w
ss
g
gG
mkNWater
mg
gravitytodueonacceleratig
Volume
gMass
Volume
WeightweightUnit
Volume
MassDensity
g
g
g
g
g
3
2
8.9,
sec8.9
:
,
,
2.4 Weight Relationships
Density of soila. Dry density
b. Total, Wet, or Moist density (0%<S<100%, Unsaturated)
c. Saturated density (S=100%, Va =0)
d. Submerged density (Buoyant density)
)(
)(
t
sd
VsamplesoilofvolumeTotal
MsolidssoilofMass
)(
)(
t
ws
VsamplesoilofvolumeTotal
MMsamplesoilofMass
)(
)(
t
wssat
VsamplesoilofvolumeTotal
MMwatersolidssoilofMass
wsat '
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2.5 Typical Values of Specific Gravity
(Lambe and Whitman, 1979)
(Goodman, 1989)
3. PHYSICAL PROPERTIES
PT. INCO Geotechnical Course, April 2008
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3.1 Grain Size Distribution
43
Coarse-grained soils:
Gravel Sand
Fine-grained soils:
Silt Clay
0.075 mm (USCS)
0.06 mm (BS)
Experiment
Sieve analysis Hydrometer analysis
(Head, 1992)
3.1 Grain Size Distribution (Cont.)
44
Log scale
(Holtz and Kovacs, 1981)
Effective size D10: 0.02 mm
D30: D60:
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3.1 Grain Size Distribution (Cont.)
• Describe the shape
Example: well graded
•Criteria
2)9)(02.0(
)6.0(
)D)(D(
)D(C
curvatureoftCoefficien
45002.0
9
D
DC
uniformityoftCoefficien
2
6010
2
30c
10
60u
mm9D
mm6.0D
)sizeeffective(mm02.0D
60
30
10
)sandsfor(
6Cand3C1
)gravelsfor(
4Cand3C1
soilgradedWell
uc
uc
46
• The presence of water in fine-grained soils can significantly affect
associated engineering behavior, so we need a reference index to clarify
the effects. (The reason will be discussed later in the topic of clay minerals)
(Holtz and Kovacs, 1981)
In percentage
3.2. Atteberg Limit
PI
PLwLI n
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3.2 Atterberg Limits (cont.)
47
Liquid Limit, LL
Liquid State
Plastic Limit, PL
Plastic State
Shrinkage Limit, SL
Semisolid State
Solid State
Dry Soil
Fluid soil-water
mixture
Incr
ea
sing
wa
ter
conte
nt
3.2. Casagrande Method (ASTM D4318-95a)
48
N=25 blows
Closing distance =
12.7mm (0.5 in)
(Holtz and Kovacs, 1981)
Device
The water content, in percentage, required to close a
distance of 0.5 in (12.7mm) along the bottom of the
groove after 25 blows is defined as the liquid limit
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3.3 Plastic Limit-PL49
The plastic limit PL is defined as the water content at which a soil thread with 3.2
mm diameter just crumbles.
ASTM D4318-95a, BS1377: Part 2:1990:5.3
(Holtz and Kovacs, 1981)
3.4. Atteberg Limit vs Soil State
PI = LL-PL
(Wesley)
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3.5 Typical Values of Atterberg Limits 51
(Mitchell, 1993)
Iron Oxidation Zone 52
0.0
0.5
1.0
1.5
2.0
2.5
Natural Dry 60 deg C oven
dry
100 deg C oven
dry
(FeO + Al2O3) / SiO2BH 02 Cijengkol 0.5-1.0
Condition :
Natural Dry Al2O3/SiO2 0.742
FeO/SiO2 0.586
(FeO + Al2O3) / SiO2 1.327
FeO/Al2O3 0.796
60oC oven dry Al2O3/SiO2 0.721
FeO/SiO2 0.209
(FeO + Al2O3) / SiO2 1.615
FeO/Al2O3 0.279
100oC oven dry Al2O3/SiO2 0.769
FeO/SiO2 0.737
(FeO + Al2O3) / SiO2 2.108
FeO/Al2O3 0.880
Quartz, silica and iron oxide mass percentage at 4.0-4.5 m to 0.5-1.0 m at Cijengkol Slope
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Flocculasion and Dispersion53
0.5 – 1.0 m 4.0 – 4.5 m 7.0 – 7.5 m
PORE DIAMETER over DEPTH 54
0
10
20
30
40
50
60
70
80
0.001 0.01 0.1 1 10 100 1000 10000
Cum
mula
tive D
iam
ete
r (m
m)
Diameter (mm)
Diameter Pori per Kedalaman Lapisan
BH02 Cij 0.5-1.0 BH02 Cij 2.0-2.5 BH02 Cij 4.0-4.5 BH02 Cij 8.5-9.0
Aung et al, 2000
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RESEARCH PROGRAM : Physical Properties
BH 02 Neg Kedalaman
sampel
Ket BH
03
Neg
Kedalaman
sampel
Ket BH04
Neg
Kedalaman
sampel
Ket BH 05
Neg
Kedalaman
sampel
Ket
1 0.5-1.0 m SB 1 0.5-1.0 m SB 1 0.0-0.5 m SPT 1 0.5-1.0 m SB
2 1.5-1.95 m SPT 2 1.5-1.95 m SPT 2 0.5-1.0 m SB 2 1.5-1.95 m SPT
3 2.0-3.0 m SB 3 2.0-3.0 m SB 3 1.5-1.95 m SPT 3 2.5-3.0 m SB
4 3.5-3.95m SPT 4 3.5-3.95m SPT 4 2.5-3.0 m SB 4 3.5-3.95 m SPT
5 4.0-5.0 m SB 5 4.0-5.0 m SB 5 3.5-3.95 m SPT 5 4.5-5.5 m SB
6 5.5-5.95 m SPT 6 5.5-5.95 m SPT 6 4.5-5.0 m SB 6 5.5-5.95 m SPT
7 6.5-7.0 m SB 7 7.0-7.5 m SB 7 5.5-5.95 m SPT 7 6.5-7.0 m SB
8 7.5-7.95 m SPT 8 7.5-7.95 m SPT 8 6.5-7.0 m SB 8 8.5-9.0 m SB
9 8.5-9.0 m SB 9 8.5-9.0 m SB 9 7.5-7.95 m SPT 9 9.5-9.95 m SPT
10 9.5-9.95 m SPT 10 9.5-9.95 m SPT 10 8.5-9.0 m SB 10 10.5-11.50 m SB
11 11.5-11.95 m SPT 11 11.5-11.95 m SPT 11 9.5-9.75 m SPT 11 11.5-11.95 m SPT
12 13.0-13.5 m SB 12 13.5-13.95 m SPT 12 11.5-11.95 m SPT 12 13.5-13.95 m SPT
13 13.5-13.95 m SPT 13 15.5-15.95 m SPT 13 13.5-13.95 m SPT 13 15.5-15.95 m SPT
14 15.5-15.95 m SPT 14 17.5-17.95 m SPT 14 15.5-15.95 m SPT 14 15.5-15.95 m SPT
15 17.5-17.95 m SPT 15 19.5-19.95 m SPT 15 23.5-23.95 m SPT 15 23.5-23.95 m SPT
16 19.5-19.95 m SPT 16 25.5-25.95 m SPT 16 25.5-25.95 m SPT
17 21.5-21.95 m SPT 17 27.5-27.95 m SPT 17 27.5-27.95 m SPT
18 23.5-23.95 m SPT 18 29.5-29.95 m SPT 18 29.5-29.95 m SPT
19 25.5-25.95 m SPT
20 27.5-27.95 m SPT
55
Number of sampel
Physical Properties Profile56
Diagram of tropical residual soil profile (dari Little, 1969) Variation in engineering properties of weathering Basalt rock to Laterit Soil (Tuncer and Lohnes, 1977)
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Weathering Stage57
wVs
WsGs
g.
w
d
Vs
VGs
g
g
.
wVs
VwGsg
g
.
1.
wVs
VwGsg
g
.
1.
Vs
Vve
w
SeGs
.
Beginning of Oxidation Zone (Stage 4):
Stage 4, Sesquioxides (Fe2O3 dan Al2O3) increase, Specific Gravity increase . Increase on Specific Gravity, increase on density :
Increase on void ratio because increasing specific gravity means decrease on solid volume (Vs) :
Weathering Stage58
End of Oxidation Zone (Stage 5):
At stage 5 there is decrease on Degree of Saturation (S) , soil become more unsaturated. Unsaturated vol-mass relation apply :
At the last equation above, if density and specific gravity increase,then decrease on degree of saturation means decrease on void ratio.
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Unsaturated Vol-Mass Relationship
Void ratio e
Porosity n
Degree of Saturation S
)(
)(
s
v
VsolidsofVolume
VvoidsofVolumee
)(
)(
t
v
VsamplesoilofvolumeTotal
VvoidsofVolumen
%100)(
)(
v
w
VvoidsofvolumeTotal
VwatercontainsvoidsofvolumeTotalS
e1
e
)e1(V
eVn
s
s
59
S : Solid W: Liquid A: Air
Unsaturated Vol-Mass Relationship60
w
SeGs
.
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61
0 200 400 600 800 100012001400160018002000
Feldspar: Na0.8Ca0.2Al1.2Si2.8O8
Quartz :SiO2
Chlorite : NaCl
Carbonate : CaCo3
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Feldspar: Na0.8Ca0.2Al1.2Si2.8O8
Quartz :SiO2
Chlorite : NaCl
Carbonate : CaCo3
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Chlorite : NaCl
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Chlorite : NaCl
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Illite: KH3O(AlMgFe)2(SiAl)4O10(OH)2)
Goethite,Hematite: FeO(OH),Fe2O3
Chlorite : NaCl
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Goethite,Hematite: FeO(OH),Fe2O3
Kaolinite: Al2Si2(OH)4
Halloysite:Al2Si2(OH)4+H2O
Goethite,Hematite: FeO(OH),Fe2O3
8.5
-9.0
7.0
-7.5
5.5
-64
.0-4
.52
.0-2
.50
.5-1
.0
Peak Intensity (counts)
0
2
4
6
8
10
12
14
16
2.4 2.6 2.8
BH02 Cijengkol
Zone 4 - 5
Zone 3
BH02 Cij
PROPERTIES PROFILE BH02 Cijengkol
62
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SPECIFIC GRAVITY (Gs) 63
Typical Values of Specific Gravity
(Mitchel 1982)
(Goodman, 1989)
64
Mineral PrimerOrthoclase feldspars 2.5 – 2.6Serpentine 2.5 – 2.8Quartz 2.65Plagioclase feldspars 2.61-2.75Hornblende 2.9 – 3.3Augite 3.3 – 3.6Mineral SekunderKaolinite 2.2 – 2.6Gibbsite 2.4Goethite 3.3 – 3.5Hematite 4.9 – 5.3
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Void Ratio65
Liquid Limit66
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Typical Values of Atterberg Limits
67
(Mitchell, 1993)
CLAY CONTENT68
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PLASTICITY CHART69
0 40 80 120 160 200 240 Liquid Limit
80
40Pla
sticity I
nd
ex A-lin
e
60
20
100Weathered sedimentary soilsRed volcanic clays
Volcanic ash (allophane)
0
20
40
60
80
100
0 40 80 120 160 200 240
Pla
sti
city
Index
Liquid Limit
BH05 Neg
BH04 Neg
BH03 Neg
BH02 Neg
BH01 Cil
BH03 Cij
BH02 Cij
Diagram Cassagrande dan hasil pengujian Wesley untuk tanah-tanah residual (Wesley, 2004)
Diagram Cassagrande hasil pengujian pada penelitian ini
70
Rao, Sivapullaiah, Padmanabha (1988) memberikan korelasi empiris :
Thomas Paal dan Post (1984) memberikan korelasi empiris :
Nagaraj dan Jayadeva (1984) memberikan korelasi empiris :
This research : )75735.32(816.0 xIP
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71
YUDBHIR DAN SAHU CLASSIFICATION (1988)
0
20
40
60
80
100
0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00
Activity, Ac
BH02 Cij BH03 Cij BH01 Cil BH02 Neg
BH03 Neg BH04 Neg BH05 Neg
Pla
stic
ity
Ind
ex ,
PI
0
20
40
60
80
100
0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00
Activity, Ac
Zone 5 Zone 4 Zone 3
Pla
stic
ity
Ind
ex ,
PI
72
Results in activity and plasticity diagram Vargas (1985)
Vargas research results on many types of residual soil and this research results
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ACTIVITY CHART vs ZONE 73
0
20
40
60
80
100
020406080100
% clay (f < 2m)
Zone 5 Zone 4 Zone 3
Active
Normal
Inactive
Pla
stic
ity
Ind
ex
%
This research results : Different zone in the activity diagram
WESLEY CLASSIFICATION (1988)74
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75
This research results and the its distance from A-line
WESLEY CLASSIFICATION (1988)
76
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1
% f
iner
Diameter, mm
BH02 Cij 0.5-1.0
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1
% fin
er
Diameter, mm
BH02 Cij 1.0-1.5
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1
% f
iner
Diameter, mm
BH02 Cij 2.0-2.5
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1
% f
iner
Diameter, mm
BH02 Cij 2.5-3.0
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1
% f
iner
Diameter, mm
BH02 Cij 4.0-4.5
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.01 1
% f
iner
Diameter, mm
BH02 Cij 5.0-5.5
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.01 1
% f
iner
Diameter, mm
BH02 Cij 7.0-7.5
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1
% f
iner
Diameter, mm
BH02 Cij 8.5-9.0
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.01 1
% f
iner
Diameter, mm
BH02 Cij 9.5-10.0
10/22/2011
39
GRAIN-SIZE DISTRIBUTION 77
0
10
20
30
40
50
60
70
80
90
100
0.0001 0.001 0.01 0.1 1 10 100
% F
ine
r
Diameter, mm
BH02 0.5-1.0
BH02 1.5-2.0
BH02 2.0-2.5
BH02 2.5-3.0
BH02 4.0-4.5
BH02 5.0-5.5
BH02 7.0-7.5
BH02 8.5-9.0
BH02 9.5-10.0
BH02 14.5-15.0
4. SOIL CLASSIFICATION
PT. INCO Geotechnical Course, April 2008
10/22/2011
40
79
4.1. Purpose
Classifying soils into groups with similar behavior, in terms of
simple indices, can provide geotechnical engineers a general
guidance about engineering properties of the soils through the
accumulated experience.
Simple indices
Grain SD, LL, PI
Classification system
(Language)Estimate
engineering
properties
Achieve engineering
purposes
Use the
accumulated
experience
Communicate
between
engineers
80
4.2. Classification Systems
• Unified Soil Classification System (USCS).
• Residual Soil Classification
10/22/2011
41
4.3. Unified Soil Classification System
(USCS)81
Origin of USCS:
This system was first developed by Professor A. Casagrande
(1948) for the purpose of airfield construction during World
War II. Afterwards, it was modified by Professor Casagrande,
the U.S. Bureau of Reclamation, and the U.S. Army Corps of
Engineers to enable the system to be applicable to dams,
foundations, and other construction (Holtz and Kovacs, 1981).
Four major divisions:
(1) Coarse-grained
(2) Fine-grained
(3) Organic soils
(4) Peat
82
4.3.1 Definition of Grain Size
Boulders Cobbles
Gravel Sand Silt and
Clay
Coarse Fine Coarse FineMedium
300 mm 75 mm
19 mm
No.4
4.75 mm
No.10
2.0 mm
No.40
0.425 mm
No.200
0.075
mm
No specific grain
size-use
Atterberg limits
10/22/2011
42
83
4.3.2 Plasticity Chart
(Holtz and Kovacs, 1981)
LL
PI
HL• The A-line generally
separates the more
claylike materials
from silty materials,
and the organics
from the inorganics.
• The U-line indicates
the upper bound for
general soils.
Note: If the measured
limits of soils are on
the left of U-line,
they should be
rechecked.
84
4.3.3 Procedures for Classification
Coarse-grained
material
Grain size
distribution
Fine-grained
material
LL, PI
(Santamarina et al.,
2001)
Highly
10/22/2011
43
4.4. Residual soil : Pedology Classification
French Classification FAO Soil TaxonomyJuvenile soil on recent alluvium andcolluvium
FLUVISOLS Fluvent
Juvenile soils on recent eolian depositsand weakly developed soils
REGOSOLS PsammentsOrthents
Ferralitic soils on loose sandysediments
ARENOSOLS Ferralic A Oxic Quatzipsamments
Mineral hydromorphic soils GREYSOLSEutric GDystric GHumic G
Tropaquepts
Hydromorphic soils with anaccumulation of iron or a plinthitehorizon
Plintic G Plinthaquepts
Eutropic brown soils of tropicalregions on volcanic ash
ANDOSOLS Andepts
PLANOSOLSCAMBISOLS
Ferralitic soils, rejuvenited; Dystric C DystropeptsFerruginous or ferralitic soils,rejuvenated;
Eutric C Eutropepts
Ferralitic soils, humic,rejuvenated Humic C Humitropepts3. Ferruginous tropical soils LUVISOLS Tropudalfs
PaleudalfsPaleustalfs
Yellowish-brown Ferralitic Soils ACRISOLSRhodic A. Rhodudults
RhodustultsFerralitic soils FERRALSOLS OxisolsLithosols and lithic soils LITHOSOLS Lithic subgroupsFerrisols NITOSOLS
(some cambisols)Udalfs (?)
Vertisols VERTISOL Vertisols
Modificated by Morin and Todor, 1975 ; Mitchell, 1982
4.4. Residual soil : Composition Classification
MAJOR DIVISION SUB-GROUP EXAMPLES COMMENTS
GROUP ASoil without a strong mineralogical influence
(a) Strong macro-structureinfluence
Moderately weathered to highlyweathered soils (from Granite,sandstone, etc)
Nature of macro-structure needsdefinition- stratification- fracture, fissures, voids, etc
(b) Strong micro-structureinfluence
Completely weathered soils (i.e. trueresidual soils from granite, sandstone, etc
Remoulding likely to stronglyinfluence behaviour-sensitivy should be a usefulindicator
(c) Little or no structure influence Probably a rather minor sub-group
GROUP BSoils stronglyinfluenced by‘normal’ clay mineral
(a) Smectite (montmorillinite) group
Black cotton soils (Black clay,vertisols, tropical black earth,grumusols)
Problems soils, characterisised by low strength, high compressibility, high shrink swell behaviour (similar characteristics to any montmorillinite soil)
(b) other minerals ? ??
GROUP CSoils stronglyinfluenced by clayminerals found onlyin residual soils
(a) Allophane Volcanic Ash Soils (andosols,Andepts)
Low activity soils, with good engineering properties, characterized by very high water contents and large irreversible changes on drying
(b) Halloysite Red clays of volcanic origin (latosols,oxixols, ferrasols)
Low activity soils, good engineeringproperties
(c) Sesquioxide Gibbsite,Geothite Lateritic soilsLaterites
Extremely variable group, rangingfrom silty clay to gravel
(Wesley)
10/22/2011
44
5. SHEAR STRENGTH
PT. INCO Geotechnical Course, April 2008
SHEAR STRENGTH
Unsaturated Soil Shear Strength
Saturated Soil Shear Strength
10/22/2011
45
STRESS STATE ON A CUBICLE SOIL ELEMENT
azyzxz
zyayxy
zxyxax
u
u
u
wa
wa
wa
uu
uu
uu
00
00
00
Stress State Variable for Unsaturated Soil (Fredlund, D.G., and Vanapalli, S.K. )
Balanced condition on soil
structure :
and air-water inter phase
(contractile skin) :
Suction
Suction is a negative pore water pressure, formulated as :
wa uus ua = pore air pressure
uw = pore water pressure
ua = 100 kPa
uw = 0 kPa
water table
s = 100 kPa
ua= uw
s = 0
10/22/2011
46
FAILURE CRITERION
A consistent relationship exists between the
shear strength on a plane and the effective
normal stress that acts on that plane
S = c’ + ’ tan f’ where
S = shear strength on the plane
’= effective normal stress on the plane
c’ = effective cohesion
f’ = effective friction angle
FAILURE ENVELOPE
Mohr-Coulomb failure envelope
10/22/2011
47
FAILURE ENVELOPE of UNSATURATED SOIL
b
fwa
'
faf
'
ff uuuc ff tantan
(Fredlund & Rahardjo, 1993)
Non-Linear fb
NON-LINEAR FAILURE ENVELOPE UNSATURATED SOIL
10/22/2011
48
DETERMINATION OF SHEAR STRENGTH
FROM TEST RESULTS (DS, TX)
Selection of failure criteria depends on:
1. Testing condition
2. Field condition (Drained vs. Undrained)
DRAINED STRENGTH
Shear strength defined in terms of effective normal
stresses is referred as “drained” or “effective” strength
To use drained or effective strength, effective normal
stresses need to be known which, in turn, requires that
pore water pressures are known
Pore pressures may not be simple to determine in the
Field
Typically used in analysis of stability of excavation slopes
and natural slopes.
10/22/2011
49
UNDRAINED STRENGTH
In those cases, such as at end of construction in
fine-grained soils, where determination of pore
pressures are difficult “undrained” or “total”
strength is used for convenience
S = cu + tan fu where cu = undrained cohesion
and fu = undrained friction angle (zero for
saturated soils), and = total normal stress
Typically used in foundation, retaining wall,
embankment slope design.
98
DETERMINATION OF SHEAR STRENGTH FROM UNSATURATED
TEST RESULTS (DS, TX UNSAT)
MODIFIED DIRECT SHEAR APPARATUS
10/22/2011
50
99
DETERMINATION OF SHEAR STRENGTH FROM UNSATURATED
TEST RESULTS (DS, TX UNSAT)
AXIS TRANSLATION TECHNIQUE
100
DETERMINATION OF SHEAR STRENGTH FROM UNSATURATED
TEST RESULTS (DS, TX UNSAT)
MODIFIED
DIRECT SHEAR APPARATUS
FOR
WATER INFILTRATION
TEST
10/22/2011
51
101
DETERMINATION OF SHEAR STRENGTH FROM UNSATURATED
TEST RESULTS (DS, TX UNSAT)
MODIFIED DS APPARATUS
FOR WATER INFILTRATION TEST
102
DETERMINATION OF SHEAR STRENGTH FROM UNSATURATED
TEST RESULTS (DS, TX UNSAT)
MODIFIED TRIAXIAL
TESTING APPARATUS
10/22/2011
52
Method 1: Free pressure condition (Fredlund et al., 1978)
c’ = effective cohesion
(f – ua)f = normal pressure variable at failure plane on failure
(ua – uw)f = suction at failure plane on failure
f ’ = internal friction angle, defined the increased in shear strength due to
increased on normal total pressure
f b = defined the increased in shear strength due to suction
b
fwa
'
faf
'
ff uuuc ff tantan
UNSATURATED SOIL STRENGTH FAILURE CRITERION
’ (effective pressure)
c = effective pressure parameter
Method 2: Effective pressure (Bishop, 1959)
'tan' fc waan uuuc
UNSATURATED SOIL STRENGTH FAILURE CRITERION
10/22/2011
53
(ua – uw)b: air entry value (AEV)
c : a function from soil’s matric suction
(Khalili & Khabbaz, 1988)
Sr: Residual degree of saturationS : Degree of saturation on Critical condition
c : a function from degree of saturation (S)
(Tohari, 2002)
55.0
bwa
wa
uu
uuc
r
r
S
SS
100c
UNSATURATED SOIL STRENGTH FAILURE CRITERION
(v – ua) = vertical total normal pressure
ua = pore air pressure
(z) = soil density, function of depth
z1 = soil surface elevation
z2 = certain point elevation
g = gravitation acceleration
In geostatic condition (flat surface, no vertical and horizontal shear pressure) :
a
z
zav udzgzu
1
2
z1
z2
horizontal soil surface
(v – ua) = g (z1-z2)
INSITU PROFILE FOR UNSATURATED SOIL
10/22/2011
54
For unsaturated soil :
(v – ua) = vertical total normal pressure
av
ah
u
uK
z1
z2
Horizontal soil surface
(h – ua) = K0 (v – ua)
(v – ua)
(h – ua)
(h – ua) = horizontal total normal pressure
LATERAL SOIL PRESSURE COEFFICENT
where,
m = Poisson’ ratioE = Elastic Modulus due to change on vertical total pressure
(v – ua)H = Elastic Modulus due to change on suction
av
wa
u
uu
H
mEK
m
m 1
10
Elastic Equilibrium :
UNSATURATED SOIL COEFFICIENT OF HORIZONTAL PRESSURE AT REST
10/22/2011
55
Matrix Suction Measurement 109
Main part of Jetfill Tensiometer (Soil Moisture)
110
Rain Session Monitoring
12/27/05 12:0012/27/05 13:0012/27/05 14:0012/27/05 15:0012/27/05 16:0012/27/05 17:0012/27/05 18:0012/27/05 19:0012/27/05 20:0012/27/05 21:0012/27/05 22:0012/27/05 23:0012/28/05 0:0012/28/05 1:0012/28/05 2:0012/28/05 3:0012/28/05 4:0012/28/05 5:0012/28/05 6:0012/28/05 7:0012/28/05 8:0012/28/05 9:00
12/28/05 10:0012/28/05 11:0012/28/05 12:0012/28/05 13:0012/28/05 14:0012/28/05 15:0012/28/05 16:0012/28/05 17:0012/28/05 18:0012/28/05 19:0012/28/05 20:0012/28/05 21:0012/28/05 22:0012/28/05 23:0012/29/05 0:0012/29/05 1:0012/29/05 2:0012/29/05 3:0012/29/05 4:0012/29/05 5:0012/29/05 6:0012/29/05 7:0012/29/05 8:0012/29/05 9:00
12/29/05 10:0012/29/05 11:0012/29/05 12:0012/29/05 13:0012/29/05 14:0012/29/05 15:0012/29/05 16:0012/29/05 17:0012/29/05 18:00
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425
Tanggal dan J
am
pem
baca
an
Matriks Suction (kPa)
Siklus Matriks Suction pada 27 to 29 Des 2005
BJF 1 depth 0.6 m BJF 2 depth 1.2 m
BJF 3 depth 2.1 m
10/22/2011
56
111
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0123456789
10111213141516171819202122232425
12
/2
7/05
12
:00
12
/2
7/05
13
:00
12
/2
7/05
14
:00
12
/2
7/05
15
:00
12
/2
7/05
16
:00
12
/2
7/05
17
:00
12
/2
7/05
18
:00
12
/2
7/05
19
:00
12
/2
7/05
20
:00
12
/2
7/05
21
:00
12
/2
7/05
22
:00
12
/2
7/05
23
:00
12
/2
8/05
0:0
01
2/2
8/05
1:0
01
2/2
8/05
2:0
01
2/2
8/05
3:0
01
2/2
8/05
4:0
01
2/2
8/05
5:0
01
2/2
8/05
6:0
01
2/2
8/05
7:0
01
2/2
8/05
8:0
01
2/2
8/05
9:0
01
2/2
8/05
10
:00
12
/2
8/05
11
:00
12
/2
8/05
12
:00
12
/2
8/05
13
:00
12
/2
8/05
14
:00
12
/2
8/05
15
:00
12
/2
8/05
16
:00
12
/2
8/05
17
:00
12
/2
8/05
18
:00
12
/2
8/05
19
:00
12
/2
8/05
20
:00
12
/2
8/05
21
:00
12
/2
8/05
22
:00
12
/2
8/05
23
:00
12
/2
9/05
0:0
01
2/2
9/05
1:0
01
2/2
9/05
2:0
01
2/2
9/05
3:0
01
2/2
9/05
4:0
01
2/2
9/05
5:0
01
2/2
9/05
6:0
01
2/2
9/05
7:0
01
2/2
9/05
8:0
01
2/2
9/05
9:0
01
2/2
9/05
10
:00
12
/2
9/05
11
:00
12
/2
9/05
12
:00
12
/2
9/05
13
:00
12
/2
9/05
14
:00
12
/2
9/05
15
:00
12
/2
9/05
16
:00
12
/2
9/05
17
:00
12
/2
9/05
18
:00
Rain
fall Inte
nsi
ty (
mm
/hr)
Matr
ix S
uct
ion (
kPa)
Tanggal dan jam pembacaan
Siklus Matriks Suction pada 27 to 29 Des 2005
BJF 1 depth 0.6 m BJF 2 depth 1.2 m BJF 3 depth 2.1 m Hujan
112
8/11/06 12:00
8/11/06 13:00
8/11/06 14:00
8/11/06 15:00
8/11/06 16:00
8/11/06 17:00
8/11/06 18:00
8/11/06 19:00
8/11/06 20:00
8/11/06 21:00
8/11/06 22:00
8/11/06 23:00
8/12/06 0:00
8/12/06 1:00
8/12/06 2:00
8/12/06 3:00
8/12/06 4:00
8/12/06 5:00
8/12/06 6:00
8/12/06 7:00
8/12/06 8:00
8/12/06 9:00
8/12/06 10:00
8/12/06 11:00
8/12/06 12:00
8/12/06 13:00
8/12/06 14:00
8/12/06 15:00
8/12/06 16:00
15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30
Tanggal dan J
am
Pem
baca
n
Matriks Suction (kPa)
Siklus Matriks Suction pada11 sampai 12 Agustus 2006
BJF 2 depth 1.2 m BJF 3 depth 2.1 m
Dry Session Monitoring
10/22/2011
57
RAINFALL DATA113
0
10
20
30
40
50
60
4/26/05
0:00
5/26/05
0:00
6/25/05
0:00
7/25/05
0:00
8/24/05
0:00
9/23/05
0:00
10/23/05
0:00
11/22/05
0:00
12/22/05
0:00
1/21/06
0:00
2/20/06
0:00
3/22/06
0:00
4/21/06
0:00
Date
Rain
fall I
nte
nsit
y (
mm
/h
)
0
200
400
600
800
1000
1200
1400
1600
1800
2000
Tota
l R
ain
fall (
mm
)
I (mm/hr)
Total (mm)Rainfall Data Lereng Cijengkol
Tahun 2005 - 2006
114
15-December-2005
14-January-2006
13-February-2006
15-March-2006
14-April-2006
14-May-2006
13-June-2006
13-July-2006
12-August-2006
11-September-2006
1011121314151617181920212223242526272829
Tanggal pem
baca
an
Matriks Suction (kPa)
Profil Matriks Suction dari Desember 2005 - Agustus 2006
BJF 2 depth 1.2 m BJF 3 depth 2.1 m
15-December-2005
15-January-2006
14-February-2006
17-March-2006
16-April-2006
17-May-2006
16-June-2006
17-July-2006
5 6 7 8 9 10 11 12 13 14 15
Tanggal Pem
baca
an
Matriks Suction (kPa)
Profil Matriks Suction BJF 1 diantara
jam 10.00-15.00 dari Desember 2005 sampai Juli 2006
BJF 1 depth 0.6 m
10/22/2011
58
115
Volumetric Water Content Measurement
¾’ BSP Thread
40 mm dia
3 mm dia rods, 4 off
60 mm
112 mm
36 mm
116
Vol. Water Content
Monitoring Result
15-December-2005
14-January-2006
13-February-2006
15-March-2006
14-April-2006
14-May-2006
13-June-2006
13-July-2006
12-August-2006
40.00 45.00 50.00 55.00 60.00 65.00
Tanggal
Pem
baca
an
Volumetric Water Content (%)
Profil Vol Water Content dari Desember 2005 - Agustus 2006
THETAPROBE 1 (0.6 m) THETAPROBE 2 (1.2 m)
12/27/05 12:00
12/27/05 14:00
12/27/05 16:00
12/27/05 18:00
12/27/05 20:00
12/27/05 22:00
12/28/05 0:00
12/28/05 2:00
12/28/05 4:00
12/28/05 6:00
12/28/05 8:00
12/28/05 10:00
12/28/05 12:00
12/28/05 14:00
12/28/05 16:00
12/28/05 18:00
12/28/05 20:00
12/28/05 22:00
12/29/05 0:00
12/29/05 2:00
12/29/05 4:00
12/29/05 6:00
12/29/05 8:00
12/29/05 10:00
12/29/05 12:00
12/29/05 14:00
55 55.5 56 56.5 57 57.5 58
Tanggal dan J
am
pem
baca
an
Vol Water Content (%)
Profil Vol. Water Content pada
27 to 29 Des 2005
8/11/06 12:00
8/11/06 13:00
8/11/06 14:00
8/11/06 15:00
8/11/06 16:00
8/11/06 17:00
8/11/06 18:00
8/11/06 19:00
8/11/06 20:00
8/11/06 21:00
8/11/06 22:00
8/11/06 23:00
8/12/06 0:00
8/12/06 1:00
8/12/06 2:00
8/12/06 3:00
8/12/06 4:00
8/12/06 5:00
8/12/06 6:00
8/12/06 7:00
8/12/06 8:00
8/12/06 9:00
8/12/06 10:00
8/12/06 11:00
8/12/06 12:00
8/12/06 13:00
8/12/06 14:00
8/12/06 15:00
8/12/06 16:00
4040.54141.54242.543
Vol Water Content (%)
Profil Vol. Water Content
11 to 12 Agustus 2006
THETAPROBE 1 (0.6 m)
10/22/2011
59
117
Suction Measurement : Filter Paper Method
118
0%
20%
40%
60%
80%
1 10 100 1000 10000100000
Wate
r co
nte
nt
(%)
Suction (kPa)
BH02 Neg 0.5-1.0 m
0%
20%
40%
60%
80%
1 10 100 1000 10000100000
Wate
r co
nte
nt
(%)
Suction (kPa)
BH02 Neg 6.5-7.0 m
0%
20%
40%
60%
80%
1 10 100 1000 10000100000
Wate
r co
nte
nt
(%)
Suction (kPa)
BH02 Neg 2.5-3.0 m
Suction Measurement Result : Filter Paper Method
10/22/2011
60
119
Matrix Suction Profile
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
1 100 10000
Depth
(m
)Suction (kPa)
Matriks Suction
& Total Suction BH02 Cij (w = 40 %)
Zone 5
Zone 4
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
1 100 10000
Depth
(m
)
Suction (kPa)
Matriks Suction
& Total Suction BH02 Neg (w = 40 %)
Matriks Suction Total Suction
Zone 5
Zone 4
Zone 3
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
1 100 10000
Depth
(m
)
Suction (kPa)
Matriks Suction
& Total Suction BH03 Neg (w = 40 %)
Matriks Suction Total Suction
Zone 3
Zone 40.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
1 100 10000
Depth
(m
)
Suction (kPa)
Matriks Suction
& Total Suction BH05 Neg (w = 40 %)
Matriks Suction
Colluvial
Zone 5
Zone 4
Zone 3
wa uu
120
RESEARCH PROGRAM : Shear Strength Characteristics
10/22/2011
61
121
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
0 1 2 3 4 5 6
Str
ess (
kg
/cm
2)
Axial Strain (%)
Stress-Strain curveTX CU
0.2 kg/cm20.6 kg/cm21.4 kg/cm2
BH02 Cij 2.0-2.5 m
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5S
hear
Str
en
gth
(kg
/cm
2)
Tegangan Normal (kg/cm2)
Mohr Circle ESP 0.2 kg/cm2
ESP 0.6 kg/cm2
ESP 1.4 kg/cm2
TSP 0.2 kg/cm2
TSP 0.6 kg/cm2
TSP 1.4 kg/cm2
Total
Efektif
BH02 Cij 2.0-2.5 m
0.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.45
0.50
0 1 2 3 4 5 6
Po
re W
ate
r P
ressu
re(kg
/cm
2)
Axial Strain (%)
Pore Water
Pressure - Strain
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
q (
kg
/cm
2)
p , p' (kg/cm2)
p - q Diagram
TSP 0.2 kg/cm2
ESP 0.2 kg/cm2
TSP 0.6 kg/cm2
ESP 0.6 kg/cm2
TSP 1.4 kg/cm2
ESP 1.4 kg/cm2
total
efektif
TX CU BH02 Cij 2.0-2.5 m
122
No. Lokasi Sampel c f c' f'
1 TX CU Cijengkol BH02 0.50-1.00 0.21 19.0 0.23 22.0
2 TX CU Cijengkol BH02 2.00-2.50 0.30 27.0 0.33 32.0
3 TX CU Cijengkol BH02 4.00-4.50 0.16 29.0 0.20 33.5
4 TX CU Cijengkol BH02 7.00-7.50 0.37 32.5 0.40 37.0
5 TX CU Cijengkol BH02 8.50-9.00 0.06 31.0 0.13 37.0
6 TX CU Cijengkol BH03 0.50-1.00 0.40 23.0 0.47 32.0
7 TX CU Cijengkol BH03 4.50-5.00 0.41 18.0 0.43 22.0
8 TX CU Cijengkol BH03 8.50-9.00 0.58 31.0 0.65 32.0
9 TX CU Cilame BH01 0.50-1.00 0.26 22.5 0.29 25.0
10 TX CU Cilame BH01 2.50-3.00 0.26 18.0 0.18 27.0
11 TX CU Cilame BH01 4.50-5.00 0.37 27.0 0.41 32.0
12 TX CU Neglajaya BH02 0.50-1.00 0.15 20.0 0.19 26.5
13 TX CU Neglajaya BH02 4.50-5.00 0.40 16.0 0.40 22.0
14 TX CU Neglajaya BH02 6.50-7.50 0.35 22.0 0.37 27.0
15 TX CU Neglajaya BH02 8.50-9.00 0.19 26.0 0.24 35.0
16 TX CU Neglajaya BH02 13.00-13.50 0.29 26.0 0.30 33.0
17 TX CU Neglajaya BH03 0.50-1.00 0.21 21.0 0.27 30.0
18 TX CU Neglajaya BH03 2.50-3.50 0.33 23.0 0.24 33.0
19 TX CU Neglajaya BH03 4.50-5.00 0.26 24.0 0.30 27.0
20 TX CU Neglajaya BH03 6.50-7.50 0.66 24.0 0.69 28.0
21 TX CU Neglajaya BH03 7.00-7.50 0.66 24.0 0.69 28.0
22 TX CU Neglajaya BH03 8.50-9.00 0.20 25.0 0.23 30.5
23 TX CU Neglajaya BH04 2.50-3.00 0.30 25.0 0.28 30.0
24 TX CU Neglajaya BH04 4.50-5.00 0.29 28.0 0.27 35.0
25 TX CU Neglajaya BH04 6.50-7.00 0.20 21.0 0.19 25.5
26 TX CU Neglajaya BH04 8.50-9.00 0.24 24.0 0.25 28.0
27 TX CU Neglajaya BH05 0.50-1.00 0.25 17.5 0.23 23.0
28 TX CU Neglajaya BH05 2.50-3.00 0.08 19.0 0.09 25.0
29 TX CU Neglajaya BH05 4.50-5.50 0.34 21.5 0.31 26.5
30 TX CU Neglajaya BH05 6.50-7.50 0.22 24.0 0.21 33.0
31 TX CU Neglajaya BH05 10.50-11.50 0.14 20.0 0.11 26.5
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62
123
This Research : c f c' f'
Maximum 0.66 32.50 0.69 37.00
Median 0.26 24.00 0.28 28.00
Minimum 0.06 16.00 0.09 22.00
Average 0.29 23.79 0.31 29.29
Mode 0.26 24.00 0.30 27.00
Standard Deviasi 0.14 4.19 0.15 4.09
SHEAR STRENGTH
Unsaturated Soil Shear Strength
Saturated Soil Shear Strength
124
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63
Unsaturated Triaxial Consolidated Drained Test
125
TXCD-UNSAT APPARATUS (NTU- SING)
126
NTU GEO LAB
10/22/2011
64
TXCD-UNSAT Diagram (NTU-Sing)
127
TXCD-UNSAT Diagram (UNPAR)128
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65
TRIAXIAL CELL PEDESTAL (TXCD-UNSAT)
129
TEST STAGES 130
STAGE 1 ua uw -ua ua-uw
Consolidation 1.8 0.8 1
Matrix suction equalisation 1.8 0.8 0.4 1 0.4
Shearing 1.8 0.8 0.4 1 0.4
STAGE 2
Consolidation 2.6 1.2 1.4
Matrix suction equalisation 2.6 1.2 0.4 1.4 0.8
Shearing 2.6 1.2 0.4 1.4 0.8
STAGE 3
Consolidation 3 1.4 1.6
Matrix suction equalisation 3 1.4 0.4 1.6 1
Shearing 3 1.4 0.4 1.6 1
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MATRIX SUCTION EQUALISATION STAGE (TXCD-UNSAT)
131
-25.0
-20.0
-15.0
-10.0
-5.0
0.0
0 5 10 15 20 25
Wate
r vo
lum
e c
hang
e,
DV
w (c
m3)
Elapsed time, t (hours)
ua-uw = 0.29 kg/cm2
ua-uw = 0.68 kg/cm2
ua-uw = 0.89 kg/cm2
BH02 Cijengkol 0.5-1.0 m
ua-uw = 0.29 kg/cm2
ua-uw = 0.68 kg/cm2
ua-uw = 0.89 kg/cm2
BH02 Cijengkol 0.5-1.0 m
-9.0
-8.0
-7.0
-6.0
-5.0
-4.0
-3.0
-2.0
-1.0
0.0
0 5 10 15 20 25
To
tal
vo
lum
e c
hang
e,
DV
t (c
m3)
Elapsed time, t (hours)
ua-uw = 0.29 kg/cm2
ua-uw = 0.68 kg/cm2
ua-uw = 0.89 kg/cm2
BH02 Cijengkol 0.5-1.0 m
132
0.0
0.5
1.0
1.5
2.0
2.5
3.0
0.00 2.00 4.00 6.00
Devia
tor S
tress (
kg/cm
2)
Axial Strain (%)
Stress-Strain curve
TXCD Unsat BH02 Cij 0.5-1.0 m
ua-uw = 0.29 kg/cm2ua-uw = 0.68 kg/cm2ua-uw = 0.89 kg/cm2
0.0
1.0
2.0
3.0
4.0
5.0
6.0
0.00 2.00 4.00 6.00 8.00
Devia
tor
Str
ess (
kg/cm
2)
Axial Strain (%)
Stress-Strain curve
TXCD-Unsat BH01 Cil 4.5-5.0 m
ua-uw = 0.4 kg/cm2
ua-uw = 0.8 kg/cm2
ua-uw = 1 kg/cm2
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.00 2.00 4.00 6.00
Devia
tor
Str
ess (
kg/cm
2)
Axial Strain (%)
Stress-Strain curve
TXCD-Unsat BH03 2.5-3.0 m
ua-uw = 0.07 kg/cm2
ua-uw = 0.26 kg/cm2
ua-uw = 0.35 kg/cm2
10/22/2011
67
TX-CD UNSAT RESULT ANALYSIS 133
azyzxz
zyayxy
zxyxax
u
u
u
Tegangan normal dan geser pada suatu elemen tanah tak jenuh (a) mengikuti pendekatan independen stress variable (b) mengikuti pendekatan efektif stress
wa
wa
wa
uu00
0uu0
00uu
wa
wa
wa
uu00
0uu0
00uu
c
c
c
FAILURE ENVELOPE of UNSATURATED SOIL(INDEPENDENT STRESS VARIABLE)
b
fwa
'
faf
'
ff uuuc ff tantan
(Fredlund & Rahardjo, 1993)
134
10/22/2011
68
135
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Sh
ear
Str
ess,
(kg
/cm
2)
Net Normal Stress (-ua) kg/cm2)
ua-uw = 0.09 kg/cm2
ua-uw = 0.29 kg/cm2
ua-uw = 0.69 kg/cm
BH02 Neglajaya 0.5-1.0 m
c'= 0.55 kg/cm2
c'= 0.48 kg/cm2
c'= 0.38 kg/cm2
f'=26.5o
f'=26.5o
f'=26.5o
fb BH02 Neg 0.5-1.0 m 136
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8
She
ar s
tre
ss,
(kg
/cm
2)
Matric suction, (ua-uw) (kg/cm2)
fb = 9.51o
BH02 Neglajaya 0.5-1.0 m
fb = 26.69o
f' = 26.5o
AEV = 0.30 kg/cm2
AEV
10/22/2011
69
FAILURE ENVELOPE of UNSATURATED SOIL (EFFECTIVE STRESS VARIABLE)
137
waa uuu c '
(Khalili and Khabbaz,1998)
c : a function from soil’s ratio matric suction, related strongly to soil structure
55.0
bwa
wa
uu
uuc
Sr: Residual degree of saturationS : Degree of saturation on Critical condition
c : a function from degree of saturation (S)
(Tohari, 2002) r
r
S
SS
100c
c vs Suction Ratio138
Mspaq net c
f
f
sin3
cos6ca
f
f
sin3
'sin6M
pnet adalah tegangan rata-rata netto.
)(3 waa
net uuup c
Predicted Deviatoric Stress :
55.0
bwa
wa
uu
uuc
10/22/2011
70
139
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Sh
ear
Str
ess,
(kg
/cm
2)
Net Normal Stress (-ua)+c(ua-uw) kg/cm2)
ua-uw = 0.09 kg/cm2
ua-uw = 0.29 kg/cm2
ua-uw = 0.69 kg/cm2
BH02 Neglajaya 0.5-1.0 m
c'= 0.56 kg/cm2
c'= 0.54 kg/cm2
c'= 0.42 kg/cm2
f'=26.5o
f'=26.5o
f'=26.5o
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5
Devia
tori
c S
tress, q
(kg
/cm
2)
Total, Effective Mean Stress, p, p' (kg/cm2)
BH01 Cilame 4.5-5.0 m
s =0.0 kg/cm2
s =0.69 kg/cm2
s =0.29 kg/cm2
BH02 Cijengkol 0.5-1.0 m BH02 Neglajaya 13.0-13.5 (ua-uw) = 0 kg/cm2
a'= 0.17 kg/cm2
BH02 Neglajaya 0.5-1.0 m
'=24.5o
s =0.09 kg/cm2
M = 1.048
140
0.0
1.0
2.0
3.0
4.0
5.0
6.0
0 0.5 1 1.5 2 2.5 3 3.5 4
De
viat
ori
c S
tre
ss,q
(kg
/cm
2 )
Matric Suction (kg/cm2)
Measured
Predicted
BH02 Neglajaya 0.5-1.0 m p net : 3-ua kg/cm2
sAEV =0.30 kg/cm2
AEV
10/22/2011
71
141
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0
Devia
tori
c S
tress. q
(kg
/cm
2)
Effective Mean Stress, p' (kg/cm2)
BH02 Cij 0.5-1.0 m BH01 Cil 4.5-5.0 m BH02 Neg 0.5-1.0 m
BH02 Neg 13.0-13.5 m BH03 Neg 2.5-3.0 m BH05 Neg 0.5-1.0
CSL BH05 Neg CSL Cij 02 CSL Cil 01
CSL Neg 0.2 0.5-1.0 CSL BH02 Neg 13.0 CSL BH03 Neg
s =0.68
s =0.29
s =0.89
s =0.40
s =0.80
s =0.90
s =0.09
s =0.29 s =0.69
s =0.40
s =0.60
s =0.90
s =0.07
s =0.26 s =0.35
s =0.0
s =0.2
s =0.6
142
The evolution of peak stress over suction in p’-q’ plane of Sion Silt (Geiser 1999), in Khalili et all 2004
The evolution of CSL over suction in p’-q’ plane , kaolin soil (Wheller Sivakumar, 1995) in Khalili et all, 2004
CSL over suction in p’-q’ plane , Jossigny Silt (Cui dan Delage, 1996) in Khalili et all, 2004
10/22/2011
72
143
0
2
4
6
8
10
12
14
16
0 0.5 1
c'
BH02 Cij
unsat test
z 4.5
Zone 5
Zone 4
Zone 3
0
2
4
6
8
10
12
14
16
0 0.5 1
c'
BH03 Cij
Zone 5
Zone 4
Zone 3
0
2
4
6
8
10
12
14
16
0 0.5 1
c'
BH01 Cil
unsat test
Zone 5
Zone 4
Zone 3
0
2
4
6
8
10
12
14
16
0 0.5 1 1.5
c'
BH02 Neg
unsat test
Zone 5
Zone 4
Zone 3
0
2
4
6
8
10
12
14
16
0 0.5 1
c'
BH03 Neg
unsat test
Zone 2
Zone 3
0
2
4
6
8
10
12
14
16
0 0.2 0.4 0.6 0.8 1
c'
BH04 Neg
Zone 5
Zone 4
Zone 3
Colluvial
0
2
4
6
8
10
12
14
16
0 0.5 1
c'
BH05 Neg
unsat test
Zone 5
Zone 4
Zone 3
Colluvial
144
Wesley, 1980
RESEARCH PROGRAM : Compressibility
Kurva e-log (p)
10/22/2011
73
145
Linear Curve e-p 146
Wesley, 1980
10/22/2011
74
147
Consolidation Coefficient cv
148
10/22/2011
75
149
150
0
2
4
6
8
10
12
14
16
0.00 0.02 0.04 0.06 0.08 0.10
cv90 (cm2/det)
BH02 Cijengkol
Zone 5
Zone 4
0
2
4
6
8
10
12
14
16
0.00 0.01 0.02 0.03 0.04
cv90 (cm2/det)
BH03 Cijengkol
Zone 5
Zone 4
0
2
4
6
8
10
12
14
16
0.00 0.02 0.04 0.06 0.08 0.10
cv90 (cm2/det)
BH01 Cilame
Zone 5
Zone 4
0
2
4
6
8
10
12
14
16
0.00 0.01 0.02 0.03 0.04
cv90 (cm2/det)
BH04 Neglajaya
Zone 5
Zone 4
Colluvial
0
2
4
6
8
10
12
14
16
0.00 0.01 0.02 0.03 0.04
cv90 (cm2/det)
BH05 Neglajaya
Zone 5
Zone 4
Colluvial
10/22/2011
76
151
1. Profile Characteristic based on Bor Log, N-SPT test, and CPT Test.
2. Profile Characteristics based on CPT-u Test.
3. Profile Characteristics based on Dilatometer Test.
4. Profile Characteristics based on Pressuremeter Test.
RESEARCH PROGRAM : In-Situ Stress
SOIL PROFILE BASED ON DILATOMETER TEST
152
10/22/2011
77
DILATOMETER TEST RESULTS: ZONA 4 PARAMETER
153
154
DILATOMETER TEST RESULTS:
ZONA 5 PARAMETER
10/22/2011
78
155
DILATOMETER TEST RESULTS: ZONA 3 PARAMETER
156
10/22/2011
79
Soil Profile Based on CPT-u Test (Kalijati ,Sta.109+500, Qos Formation )
157
158
Soil Profile Based on CPT-u Test (Kalijati ,Sta.113+650, Qos Formation )
10/22/2011
80
159
PRESSUREMETER TEST PARAMETER RESULT
160
RESEARCH PROGRAM : Slope Hidrology
10/22/2011
81
161
162
10/22/2011
82
Modified Cam Clay Model 163
1. Elastic Properties2. Yield Surface3. Plastic Potential4. Hardening Rule
RESEARCH PROGRAM : Constitutive Model
MCC Simulation 164
0.00
0.20
0.40
0.60
0.80
1.00
1.20
0.00 1.00 2.00 3.00 4.00
Devia
tori
c Str
ess
q(k
g/c
m2)
Strain (%)
BH02 4.5-5.0 Neglajaya
Stress-Strain Curve
0.3 kg/cm2
0.7 kg/cm2
1.4 kg/cm2
Model Stage 2
Model Stage 3
Model Stage 1
10/22/2011
83
Structured Modified Cam Clay Model (Liu &Carter, 2002)
165
166
10/22/2011
84
Unsaturated Two Stress-State Variable Elasto- Plastic Model
167
BASIC BARCELONA MODEL (BBM),
ALONSO et al 1990
168
1.50
1.70
1.90
2.10
2.30
2.50
2.70
1 10 100 1,000
v
net normal stress p (kPa)
s = 0 kPas = 0 kPas = 29 kPas = 29 kPas = 68 kPas = 68 kPas = 89 kPas = 89 kPas = 89 kPa
s1 = 29 kPas2 = 68 kPas3 =89 kPar = 0.90b = 50 MPa-1
l (0) = 0.2l (s1) = 0.191l (s2) = 0.185l (s3) = 0.183k(0) = k(s) = 0.034
BH 01 Cij 0.5-1.0
BASIC BARCELONA MODEL (BBM)
SIMULATION
10/22/2011
85
169
0
50
100
150
200
250
300
0.00 1.00 2.00 3.00 4.00 5.00
Devia
tori
c st
ress
q (
kPa)
Deviatoric Strain e s
TXCD Unsat BH01 Cij 0.5-1 s= 29 kPa
Model BBM s= 29 kPa
TXCD Unsat BH01 Cij 0.5-1.0 s =68 kPaModel BBM s=68 kPa
TXCD Unsat BH01 Cij 0.5-1.0 s = 89 kPaModel BBM s= 89 kPa
s1 = 29 kPas2 = 68 kPas3 =89 kPar = 0.90b = 50 MPa-1
l (0) = 0.2l (s1) = 0.191l (s2) = 0.185l (s3) = 0.183M(1) = 0.59M(2) = 0.59M(3) = 0.65k(0) = k(s) = 0.034
BASIC BARCELONA MODEL (BBM)
SIMULATION
Effective Stress Elastic-Plastic Model untuk Tanah Unsaturated (Loret & Khalili, 2002)
170
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86
171
0.000
0.500
1.000
1.500
2.000
2.500
3.000
0.00 1.00 2.00 3.00 4.00 5.00
Devia
tor
Str
ess (
kg
/cm
2)
Axial Strain (%)
Stress-Strain curve
ua-uw = 0.29 kg/cm2 ua-uw = 0.68 kg/cm2