behavior of reinforced embankment on soft ground with and ... · 2004/1/24 behavior of reinforced...
TRANSCRIPT
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 1
Behavior of Reinforced Embankment on Soft Ground with and without
Jet Grouted Soil-Cement Piles
by1Dennes T. Bergado and 2Glen A. Lorenzo
1Professor and 2Doctoral Candidate, respectively Geotechnical Engineering Program
Asian Institute of Technology, Bangkok, THAILAND
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 2
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 3
Soil Profile along Bangkok-Chonburi
SOFT CLAY
MEDIUM CLAYSTIFF CLAY
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 4
Failure of Embankment on Soft Ground
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 5
Problem of Bridge Approach on Subsiding Ground
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 6
Basal Reinforced Piled Embankments
Transition between non-piled and piled foundations
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 7
Prevent slope failures and settlement of embankment
and structure Increase stability of slopes
Increase horizontal resistance of structures
Reduce settlement and prevent slope failures of bridge’s
abutments
Some Applications of Soil-Cement Piles(DJM Research Group, 1984)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 8
It can significantly increase the strength and reduce the compressibility of soil.Soil improvement can be attained at optimum period of only 1 month.
Cement is abundant and cheaper in Asia.
Cement is effective than lime.
Advantages of Soil-Cement Stabilization
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 9
THE SITEFull-Scale Embankment on DMM Piles (Jet grouting)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 10
Soil Profile at the Site (Jet grouted piles)
12 14 16 18 20Unit weight (kN/m3)
0
1
2
3
4
5
6
7
8
9
10
11
Dep
th (m
)
2.6 2.65 2.7 2.75 2.8Gs
Unit weightGs
20 40 60 80 100120PL, wN, LL
PL wN LL
0 20 40 60 80Corrected Su(kPa)
from Vane Sheat Test
0 50 100 150 200P' oand P'max (kPa)
Clay backfill
Weathered clay
Soft clay
Medium stiff clay
P'o P'max
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 11
Jet Grouting Machine
Jet pressure = 20 MPa
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 12
Sequence of Soil-Cement Piles Installation
(1)Positioning
(2) Penetration
(Remolding)(3) Completion of penetration
(4) Feeding of cementing agent (withdrawal)
(5) Completion
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 13
Plan View and Layout of DMM Piles
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 14
Front Elevation and DMM Pile Penetration
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 15
6 m 6 m
4 m
HEXAGONAL WIREMESH REINFORCEMENT
9 m
6 m
DUMMY REINFORCEMENT FORFIELD PULL-OUT TEST
WELL COMPACTED AYUTHAYA SAND BACKFILL
VERTICAL PRE-CASTCONCRETE FACING
1m WEATHERED CRUST
SOFT CLAY
MEDIUM STIFF CLAY
3 m
3 m
15 m depth
0.6 m DIAMETER SOIL- CEMENTPILES AT 1.5 m SPACINGIN SQUARE PATTERN
EXTENSOMETERSUPPORT
EXTENSOMETER WIRES
1.5m CLAY BACKFILL
PIEZOMETERBOARD
6 @ 1.5m = 9m 2m 1m
SETTLEMENT REFERENCE
8m
6m
3m
PIEZOMETERS REFERENCE
17m 6m 14.5m 2m 1.5m
P1-P5
P1-P5
P1-P5
P6 P7 P8
P6 P7 P8
P6 P7 P8
S5/S1 S6/S2 S7/S3 S8/S4
NOTE: PLEASE SEE THE PLAN VIEW FOR DETAILS OF THE LOCATION OF OTHER INTRUMENTATION POINTS
DS1 DS2 DS3
DS6 DS7 DS8
Section thru Center Line
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 16
Instrumentations and Laying of Reinforcements
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 17
Reinforcement Connection
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 18
Hexagonal Wire Mesh
WidthLength
Basic hexagonal wire mesh reinforcement geometry
Cross section of different types of hexagonal wire mesh reinforcement
Zinc Coating
Steel core wire
PVC CoatingZinc Coating
Steel core wire
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 19
Deformation and Necking Phenomenon of Hexagonal Wire Mesh Reinforcement during Pullout (Conventional pullout test)
Hexagonal cell in the centerline of thereinforcement
Hexagonal cell at the edge of thereinforcement
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 20
Modified Pullout Test Set Up(In-soil Pullout Test)
Outer Clamps
Boundary of Large ScalePullout Box Apparatus
PulloutDirection
In-soil ClampsSteel Rods
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 21
Pullout Test Apparatus (Maccaferri, 1997)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 22
0
10
20
30
40
50
60
70
0 20 40 60 80 100 120 140 160Applied normal pressure (kPa)
Max
imum
pul
lout
load
(kN
/m)
Maccaferri (1997)Kongkitkul (2001), L = 0.70 mKabiling (1997), L = 1.10 mKabiling (1997), L = 0.90 mKabiling (1997), L = 0.70 m
Tult = 44.8 kN/m (in-air tensile test)
Maximum Pullout Resistance in Various Pullout Test Programs
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 23
The Finished 6m High Reinforced Embankment
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 24
Surface Settlement(hollow symbol= “on clay”; solid = “on pile”)
02468
0 60 120 180 240 300 360 420
Fill
heig
ht (m
)
050
100150200250
300350400
0 60 120 180 240 300 360 420Time (Days)
Set
tlem
ent (
mm
)
S1 S2S5 S6S10 S11S14 S15
Sp =1200mm (Untreated ground)
Sp (ave.) =325mm (improved ground)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 25
Differential Settlement between Soil and Pile (hollow symbol= “on clay”; solid = “on pile”)
050
100150200250
300350400
0 60 120 180 240 300 360 420Time (Days)
Set
tlem
ent (
mm
)
S1 S2S5 S6S10 S11S14 S15
25mm60mm
click
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 26
Horizontal Inclinometer H1 (on pile)
400
350
300
250
200
150
100
50
0
0 2 4 6 8 10 12 14 16 18 20 22
29.Jan 05.Feb 09.Feb 12.Feb 13.Feb 15.Feb 23.Feb
Distance (m) S
ettle
men
t (m
m)
Started on Jan 28Ended on Feb 12
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 27
Horizontal Inclinometer H2 (on clay)
400
350
300
250
200
150
100
50
0
0 2 4 6 8 10 12 14 16 18 20 22
29.Jan 05.Feb 09.Feb 12.Feb 13.Feb 15.Feb
Distance (m)Se
ttlem
ent (
mm
)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 28
Predicted vs. Measured Settlement
02468
Fill
ht. (
m)
050
100150200250300350400450
0 50 100 150 200 250 300 350 400 450 500
Time (days)
Settl
emen
t (m
m)
Field monitoring, [S2 at the Center], on pileField monitoring, [S6 at the Center], on groundUntreated ground (1D method)Lorenzo and Bergado (2003), on pileLorenzo and Bergado (2003), on clayAsaoka's method on clay
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 29
Steel-Grid Reinforced Embankment on Unimproved Ground
Soil Profile at the Site
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 30
Steel-Grid MSE Embankment on Unimproved Soft Foundation
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 31
Front Elevation (unimproved foundation)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 32
Section View (unimproved foundation)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 33
Pullout Friction Resistance of Steel Grid
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 34
Pullout Bearing Resistance of Steel Grid
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 35
Comparison of Lateral Displacement Profiles(with and without jet grouted piles)
0 100 200 300 400 500Lateral movement (mm)
-14-13-12-11-10-9-8-7-6-5-4-3-2-10123456
Dep
th (m
)
With jet grouted piles (TE2), after constructionWith jet grouted piles (TE2), 7 months after const'n No improvement (TE1), after constructionNo improvement (TE1), 7 months after const'n
Wall face
Backfill/Weathered clay
Soft clay
Medium to Stiff Clay
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 36
Comparison of Surface Settlements(with and without jet grouted piles)
0 5 10 15 20Horizontal distance (m)
0100200300400500600700800900
100011001200130014001500
Surf
ace
settl
emen
t (m
m)
FACE TOEEMBANKMENT
With jet grouted piles (TE2), after constructionWith jet grouted piles (TE2), 1 year after const'nNo improvement (TE1), after constructionNo improvement (TE1), 1 year after const'n
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 37
Settlement Reduction and Rate of Settlement
-1.20
-1.00
-0.80
-0.60
-0.40
-0.20
0.000 300 600 900 1200
Time (Days)
Settl
emen
t (m
)
Finite elementFinite elementSS6Untreated, 1-D conventional
Sp =1200mm (Untreated ground)
Click to location of SS6
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 38
0 10 20 30 40 50 60
-505
10152025303540
p1/6 p2/6 p3/6 p4/6 p5/6 p6/6 p7/6 p8/6
Exc
ess
pore
pre
ssur
e (k
Pa)
Time (days)
012345678
Hei
ght (
m)
Faster Rate of Consolidation of Improved Ground
Within the improved ground (55% dissipated)
Outside the improved ground (35% dissipated)
3 m
3 m
OARD
P1-P5
P1-P5
P1-P5
P6 P7 P8
P6 P7 P8
P6 P7 P8
S5/S1 S6/S2 S7/S3 S8/S4
DS1 DS2 DS3
DS6 DS7 DS8
Excess Pore Pressure in Clay at 6m Depth
click
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 39
One-Dimensional and Unconfined Compression of Cement-Admixed
Clay of Higher Water Content
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 40
Properties of the Base Clay Bangkok Clay
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 41
Definition of higher water content clay:
A clay that has a natural water content equal to or greater than its liquid limit (LL),or a clay that has been remolded to water content equal to or greater than its LL.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 42
Conceptual Diagram of Cement Stabilized Clay at Higher Water Content
Prolong curing
Better dispersion of cementing agents/ions within the pores. It is expected to yield higher strength ….Higher permeability and good drainage ability.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 43
Laboratory Test
Remolding the base clay at clay water contents from liquid limit (LL) to 2LL.
Water/cement ratio of slurry of 0.6.
Curing the specimens directly in the oedometer rings for oedometer tests, and in the PVC mold for UC tests.
Curing the specimen in the humid room within 7, 14 and 28 days; only 28 days for oedometer tests.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 44
Post-Yield Compression Lines (5% and 10% cement)(measured values vs. predicted values)
10 100 1000 10000
Effective stress, σv' (kPa)
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
Vo
id r
ati
o,
eb) 10% Cement content; 100% to 250% remolding water content
10 100 1000 10000
Effective stress, σv' (kPa)
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
5.0
5.5
Vo
id r
ati
o,
e
a) 5% Cement content; 130% to 200% remolding water content
Remolding Symbol water content (%)
250200160130100UndisturbedIntrinsic
Generated postyield compression line
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 45
10 100 1000 10000
Effective stress, σv' (kPa)
1.01.52.02.53.03.54.04.55.05.5
Void
ratio
, e
c) 15% Cement content; 100% to 200% remolding water content
Remolding ymbol water content (%)
250200160130100UndisturbedIntrinsic
Generated postyield compression line
Post-Yield Compression Lines (15% cement)(measured values vs. predicted values)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 46
Normalized Post-Yield Compression Curves
Normalizing parameterIvnc = (et - et,1600)/C*
ctwhere:
et = void ratio of treated sample at certain effective stress, σ’v;
et1600 = void ratio of treated sample at effective stress of 1600 kPa for certain cement content;
C*ct = mean slope of the post-
yield compression line for certain cement content.
Fitted curveIvnc= -0.06(logσ'v)3 +0.59(logσ'v)2
– 2.76(logσ’v) + 4.74;
in similar form of ICL of Burland(1990).
10 100 1000 10000
Effective stress, σv' (kPa)
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0M
od
ifie
d v
oid
in
de
x,
I vn
cSymbol Cement content 15% 10% 8% 5% 3% Intrinsic Fitting curve
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 47
Schematic Diagram for Predicting Compression Line of Cement Treated Clay (curing time: at least one month)
eot = initial void ratio after curing;σvy = predicted vertical yield stress.Swelling index
10 100 1000 10000
Vertical yield stress, σvy (kPa)
0.51.01.52.02.53.03.54.04.55.05.5
Voi
d ra
tio a
fter
curi
ng, e
ot
5% 10%15%20%
Cement content, Aw
10 100 1000 10000Effective stress, σv' (kPa)
1.01.52.02.53.03.54.04.55.05.5
Void
ratio
, e
eot,1
Post-yield compressionline for particular cementcontent
eot,2
σvy,1
σvy,2
Increasing Aw
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 48
Coefficient of Permeability from Oedometer Test of Untreated and Cement-Treated Soft Bangkok Clay
0.01 0.1 1 10 100 1000
Permeability, kv (x10-10m/s)
0.51.01.52.02.53.03.54.04.55.05.56.0
Void
rati
o, e
e = 1.2Log(k) + C
e = 1.2Log(k) + 2.0
C=2.5 C=1.5
Symbol Cement content 15% 10% 8% 5% Intrinsic Undisturbed
Note: k x 10-10 m/s
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 49
Unconfined Compression Tests
0.0 0.5 1.0 1.5 2.0 2.5
Axial strain (%)
0100200300400500600700800900
100011001200
UC
stre
ngth
, qu(k
Pa)
Note: *= remolding water content
+= cement content100-20100-15100-10100-5130-20130-15130-10130-5160-20160-15160-10160-5
Base clay
28 days curing
0 0.5 1 1.5 2 2.5
Axial strain (%)
0100200300400500600700800900
100011001200
UC
stre
ngth
, qu(k
Pa)
14 days curing
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 50
Unconfined Compression Tests (cont’d)
wA/wcu BAq =
A = f (time, clay type, etc.) = intercept
B = f (clay type, etc.) = slope
2 6 10 14 18 22 26 30 34
Clay water/cement content ratio, wc/Aw
10
100
1000
UC
stre
ngth
, qu(k
Pa)
Curing28 days14 days7 days
wA/wcu BAq =
2 6 10 14 18 22 26 30 34
Clay water/cement content ratio, wc/Aw
0100200300400500600700800900
1000
UC
stre
ngth
, qu(k
Pa)
Curing28 days14 days7 days
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 51
Modulus of Elasticity versus UC Strength(Laboratory mix cement-treated Bangkok clay)
150 300 450 600 750 900 10500
20
40
60
80
100
120
140
160
180
200
Initial tangent modulus, E i Secant modulus, E 50
E i = 121qu
W in (1997)E i = 115qu
Horpibulsok (2001)
E 50 = 147qu
R 2 = 0.986
E 50 = 114qu
W in (1997)
E i = 175qu
R 2 = 0.985
Mod
ulus
of d
efor
mat
ion
E i , E 50
(MPa
)
Unconfined compressive strength, qu (kPa)
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 52
Vertical Yield Stress σvy versus UC Strength qu of Cement-Treated Bangkok Clay and Ariake Clay
0 200 400 600 800 10001200
Unconfined compressive strength, qu(kPa)
0200400600800
1000120014001600180020002200
Ver
tical
yie
ld st
ress
, σvy
' (kP
a)
σvy= 1.27qu(kPa)Kamon and Bergado (1991)Ariake clay
σvy= 1.4qu(kPa) Bangkok clay, 28 days curing Bergado and Lorenzo (2002)
Test data, 28 daysTest data, 14 days
σvy= 1.55qu(kPa) Bangkok clay 14 and 28 days curing This study
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 53
Optimum Mixing Clay Water Content
Optimum mixing clay water content (wopt) is hereinafter defined as the total clay water content (or mixing clay water content) of the clay-cement paste that would give the highest possible improvement in strength of cured cement-admixed clay.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 54
Effect of Mixing Clay Water Content on Unconfined Compression (10% Cement Content)
0 1 2 3 4 5
Axial strain (%)
0100200300400500600700800900
100011001200
Unc
onfin
ed c
ompr
essi
ve st
reng
th, q
u(kPa
)
28 days curing
105%135%165%80%
Total clay water content
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 55
Effect of Mixing Clay Water Content on 1-Dimensional Compression (10% Cement)
10 100 1000 10000
Effective stress, σv' (kPa)
1.0
1.5
2.0
2.5
3.0
3.5
4.0
Voi
d ra
tio, e
165%135%105%80%
Total claywater content
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 56
Typical Strength Curve of Cement-Admixed Clay(to get the optimum mixing clay water content)
60 80 100 120 140 160 180
Total clay water content, cw (%)
100
200
300
400
500
600
700
800U
ncon
fined
com
pres
sion
stre
ngth
, q u
(kPa
) cw=LLcw=1.15LL
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 57
CONCLUSIONS
1) Two full-scale reinforced embankments were constructed on soft ground.
The first embankment (TE1), 5.7m high and reinforced with steel-grids, was constructed on unimproved ground.The second embankment (TE2), 6.0m high reinforced with hexagonal wire reinforcement, was constructed on jet grouted soil-cement piles improved ground.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 58
CONCLUSIONS (cont’d)
2) After embankment construction, the maximum lateral movements in the unimproved soft foundation soil was 130mm, while that of improved foundation soil was only 5mm.Therefore, the installation of soil-cement piles has effected significant increase in the lateral resistance and the bearing capacity of the foundation soil.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 59
CONCLUSIONS (cont’d)
3) One year after embankment construction, the maximum surface settlement of TE1 was 1.0m while that of TE2 was only 0.325m. Therefore, the soil-cement pile installation in the soft foundation has also effectively reduced the settlement by at least 70%.
4) Also, one year after construction the unimproved foundation was far from its 90% consolidation, but the soil-cement piles improved ground was already close to its 90% consolidation.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 60
CONCLUSIONS (cont’d)
5) The maximum lateral movement of the reinforced embankment on soil-cement piles improved ground was lower than that of reinforced embankment on unimproved foundation.
6) The existence of optimum mixing clay watercontent (wopt) has been proven from the results of UC tests and oedometer tests of cement-admixed clay.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 61
CONCLUSIONS (cont’d)
7) wopt was found to fall within liquid limit (LL) up to 1.15LL of the base clay.
8) At optimum mixing clay water content, only 10% cement content by weight is needed instead of 17% in the conventional method to obtain a UC strength of 650 kPa, with consequent 40% cost reduction.
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 62
Layout of Settlement Plates
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2004/1/24 Behavior of Reinforced Embankment on Soft Ground ... 63
Location of Piezometers
3 m
3 m
EZOMETEROARD
6 @ 1.5m = 9m 2m 1m
P1-P5
P1-P5
P1-P5
P6 P7 P8
P6 P7 P8
P6 P7 P8
S5/S1 S6/S2 S7/S3 S8/S4
THE AILS
DS1 DS2 DS3
DS6 DS7 DS8