case histories and consolidation monitoring
DESCRIPTION
NUS geotechnical engineering - CE5101TRANSCRIPT
CE 5101 Lecture 9 – Case CE 5101 Lecture 9 – Case Histories and Consolidation Histories and Consolidation
MonitoringMonitoring
OCT 2010
Prof Harry Tan
11
OutlineOutline
• Consolidation Monitoring Principles
• Case 1 – Muar Tests Embankments
• Case 2 – Bangkok 2nd International Airport
• Case 3 – German Housing Project
22
Objectives of Back AnalysisObjectives of Back Analysis• Calibrate the soil properties by matching
FEM predictions with field measurements for the embankment constructed to failure
• Study the effect of PVD installation on the stability and performance of the embankment constructed on PVD stabilized foundation soil using the calibrated soil properties
33
Introduction – Muar TestsIntroduction – Muar Tests
44
Site ConditionSite ConditionDepth, m+2.5m RL
Soil Description ρc (kPa) kh (m/sec)
+0.5 CrustYellowish brown mottled red CLAY with roots, root holes and laterite concretions 110 -
-5.6
Upper Clay
Light greenish grey CLAY with a few shells,very thin discontinuous sand partings, occasional near vertical roots and somedecaying organic matter (<2%)
40 4x10-9
-15.2
Lower Clay
Grey CLAY with some shells, very thin discontinuous sand partings and some decaying organic matter (<2%)
60 1x10-9
Peat Dark brown PEAT with no smell
-15.9-19.9
Sandy Clay
Greyish brown sandy CLAY with a little decaying organic matter 60 2x10-9
SandDark grey, very silty medium to coarse SAND (SPT>20) - -
55
Site ConditionSite Condition
66
PVD PropertiesPVD Properties
Drainage Length, l
(m)
Drain Spacing, s
(m)
Equivalent Diameter, dw
(m)
Influence Zone Diameter, de
(m)
Smeared Zone Diameter, ds
(m)
18.0 1.3 0.07 1.365 0.4
Triangular Layout
77
Loading Characteristics for Loading Characteristics for Embankment Constructed Embankment Constructed
to Failureto Failure• Embankment constructed directly on the subsoil• Fill compacted in 0.2m layers at a nominal rate of 0.4m per week until failure occurred• Coupled consolidation analysis was performed
88
FEM Model of Embankment FEM Model of Embankment Constructed to FailureConstructed to Failure
Fill
(15 Layers)Crust
Upper Clay (OCR = 1.2)
Lower Clay (OCR = 1.2)
Sandy Clay
80 m
20 m2 m
6.4 m
10 m
4.1 m
GWT at 1.75m below ground surface
99
Soil Properties Used In Soil Properties Used In FEM AnalysisFEM Analysis
Material RL (m)γsat
(kN/m3)c’
(kPa)Ø’ (o)
λ* κ*kh
(m/day)
kv
(m/day)ν
Upper Clay
+0.5 –-6.0
15.5 1 20 0.13 0.05 1.3E-4 6.9E-5 0.15
Lower Clay
-6.0 –-15.9
15.5 5 22 0.11 0.08 9.5E-5 6.0E-5 0.15
Soft Soil Model
References include A.S. Balasubramaniam (1994) & B. Indraratna (2000)
1010
Soil Properties Used In Soil Properties Used In FEM AnalysisFEM Analysis
Material RL (m)γsat
(kN/m3)
γunsat
(kN/m3)c’
(kPa)
Ø’
(o)
E (kPa)
kh
(m/day)
kv
(m/day)ν
Fill - 20.5 20.5 19 26 5200 1.0 1.0 0.3
Crust+2.5 –+0.5
16.5 14.5 20 26 14000 1.3E-4 6.9E-5 0.3
Sandy Clay
-15.9 –-20.0
16.0 16.0 10 22 2500 9.5E-5 6.0E-5 0.3
Mohr Coulomb Model
References include A.S. Balasubramaniam (1994) & B. Indraratna (2000)
1111
Instrumentation Plan of Instrumentation Plan of Embankment Constructed Embankment Constructed
to Failureto Failure
Plan View Elevation View 1212
Excess Pore Pressure VariationExcess Pore Pressure Variation
0
2
4
6
8
10
0 1 2 3 4 5 6
Thickness of Fill (m)
Excess P
ore
wate
r P
ressure
(m
)
Field Measurement
FEM Prediction
Piezometer P2
0
1
2
3
0 1 2 3 4 5 6
Thickness of Fill (m)
Excess P
ore
wate
r P
ressure
(m
)
Field Measurement
FEM Prediction
Piezometer P7
1313
Excess Pore Pressure VariationExcess Pore Pressure Variation
-13
-11
-9
-7
-5
-3
-1
1
3
0 2 4 6 8
Excess Porewater Pressure (m)
Reduced L
evel (m
)
Field Measurement
FEM Prediction
Fill Height = 3m
-13
-11
-9
-7
-5
-3
-1
1
3
0 2 4 6 8 10
Excess Porewater Pressure (m)
Reduced L
evel (m
)
Field Measurement
FEM Prediction
Fill Height = 4m
-13
-11
-9
-7
-5
-3
-1
1
3
0 2 4 6 8 10 12
Excess Porewater Pressure (m)
Reduced L
evel (m
)
Field Measurement
FEM Prediction
Fill Height = 5m
1414
Lateral DisplacementLateral Displacement
0
0.2
0.4
0.6
0 1 2 3 4 5 6
Thickness of Fill (m)
Late
ral D
ispla
cem
ent
(m)
Field Measurement
FEM Prediction
Inclinometer I3
-13
-11
-9
-7
-5
-3
-1
1
3
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7
Lateral Movement (m)
Reduced L
eve
l (m
)
Field Measurement
FEM Prediction
At Failure Height
1515
Surface Settlement ProfileSurface Settlement Profile
-0.6
-0.4
-0.2
0
0.2
0 5 10 15 20 25 30 35
Distance from Centerline of Embankment (m)
Vert
ical M
ovem
ent
(m)
Field Measurement
FEM Prediction
Fill Height = 3m
-0.8
-0.6
-0.4
-0.2
0
0.2
0 5 10 15 20 25 30 35
Distance from Centerline of Embankment (m)
Vert
ical M
ovem
ent
(m)
Field Measurement
FEM Prediction
Fill Height = 4m
-0.8
-0.6
-0.4
-0.2
0
0.2
0 5 10 15 20 25 30 35
Distance from Centerline of Embankment (m)
Vert
ical M
ovem
ent
(m)
Field Measurement
FEM Prediction
Fill Height = 5m
1616
Actual Failure Mode of Actual Failure Mode of EmbankmentEmbankment
30m from toe
1717
FEM Predicted Failure Mode FEM Predicted Failure Mode of Embankmentof Embankment
30 m
Upper Clay
1818
Cross Section of Embankment on Cross Section of Embankment on PVD Stabilized Foundation SoilPVD Stabilized Foundation Soil
1919
Construction Sequence of Construction Sequence of Embankment on PVD Embankment on PVD
Stabilized Foundation SoilStabilized Foundation Soil
StageFill Periods
(Days)Fill Thickness
(m)Rate of Filling
(m/day)Rest Period
(days)
1 1 - 14 0.0 – 2.57 0.18 14 – 105
2 105 - 129 2.57 – 4.74 0.09 129 - present
Coupled Consolidation Analysis was performed
2020
FEM Model of Embankment FEM Model of Embankment on PVD Stabilized Soilon PVD Stabilized Soil
135 m
FillCrust
Upper Clay (OCR = 1.2)
Lower Clay (OCR = 1.2)
Sandy Clay
PVD Stabilized Zone
2 m
6.4 m
10 m
4.1 m
36 m
20 m
43 m
Soil Parameters were the same as that of the embankment constructed to failure. GWT at 1.75m below ground surface
2121
PVD Modeling Technique PVD Modeling Technique (Equivalent Vertical Permeability)(Equivalent Vertical Permeability)
w
h
r
h
q
kls
k
k
s
n
3
2
4
3)ln()ln(
2
vv
h
e
ve kk
k
D
lk )
5.21(
2
2
where l = Drainage lengthn =
w
e
d
d
de = Diameter of unit cell
dw = Diameter of drain
s =
w
s
d
d
ds = Diameter of smear zone
kh = Horizontal permeability of natural soil
kr = Horizontal permeability of smear zone
qw = Discharge capacity of PVD
kv = Vertical permeability of natural soil
Verified by Tay, E.L (2002)
2222
PVD Modeling TechniquePVD Modeling Technique
r
h
k
k
General
5 12 12
Spacing (m) 1.3
H(m) 18
Configuration Triangular
Axisymmetric Radial Flow
Material Crust Upper Clay Lower Clay
kv (m/day) 6.9E-5 6.9E-5 6.0E-5
qw (m3/yr) 100
dw (m) 0.07
de (m) 1.365
n 19.5
dm (m) 0.2
ds (m) 0.4
s 5.714
Equivalent Flow
Material Crust Upper Clay Lower Clay
kve (m/day) 5.99E-3 2.66E-3 1.97E-3
qw (m3/yr) 100
kh / kr
2323
Instrumentation Plan of Instrumentation Plan of Embankment on PVD Embankment on PVD
Stabilized SoilStabilized Soil
2424
Excess Pore Pressure VariationExcess Pore Pressure Variation
0
1
2
3
4
5
6
7
8
0 50 100 150 200 250 300 350 400 450
Time (days)
Excess P
ore
wate
r P
ressure
(m
)
Field Measurement
FEM Prediction (PVD)
PFEM Prediction (W/O PVD)
Piezometer P2
0
1
2
3
4
5
6
7
8
0 50 100 150 200 250 300 350 400 450
Time (days)
Excess P
ore
wate
r P
ressure
(m
)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD)
Piezometer P3
0
1
2
3
4
5
6
7
8
9
0 50 100 150 200 250 300 350 400 450
Time (days)
Excess P
ore
wate
r P
ressure
(m
)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD)
Piezometer P6
2525
Ground Settlement at 23m From Ground Settlement at 23m From Centerline of EmbankmentCenterline of Embankment
-1.4
-1.2
-1
-0.8
-0.6
-0.4
-0.2
0
0 50 100 150 200 250 300 350 400 450
Time (days)
Verical M
ovem
ent
(m)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD)
Ground Surface
-1
-0.8
-0.6
-0.4
-0.2
0
0 50 100 150 200 250 300 350 400 450
Time (days)
Vert
ical M
ovem
ent
(m)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD) 5.5m Below Ground Surface
2626
Surface Settlement ProfileSurface Settlement Profile
-0.6
-0.4
-0.2
0
0.2
0 10 20 30 40 50 60 70 80 90 100
Distance from centerline (m)
Verical M
ovem
ent
(m)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD)45 Days
-0.8
-0.6
-0.4
-0.2
0
0.2
0 10 20 30 40 50 60 70 80 90 100
Distance from centerline (m)
Vert
ical M
ovem
ent
(m)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD) 105 Days-1.4
-1.2
-1
-0.8
-0.6
-0.4
-0.2
0
0.2
0 10 20 30 40 50 60 70 80 90 100
Distance from centerline (m)
Vert
ical M
ovem
ent
(m)
Field Measurement
FEM Prediction (PVD)
FEM Prediction (W/O PVD)
413 Days
2727
1.4
1.5
1.6
1.7
1.8
1.9
2
2.1
2.2
0 50 100 150 200 250 300 350 400
Time Elapsed (days)
Fact
or
of
Safe
ty
With PVD Installation
Without PVD Installation
Factor of SafetyFactor of Safety
Height of Fill = 2.57 m
Height of Fill = 4.74 m
2828
Located at Nong Ngu Hao in the Central Plain of Thailand
Project area 8 km by 4 km
situated 25 km east of Bangkok Metropolis
Soft clay strata with low strength and high
compressibility
Case 2 – 2nd Bangkok International Airport
2929
Weathered Clay
Very Soft Clay
Soft Clay
Medium Clay
Stiff Clay
Dense Sand
3030
TEST EMBANKMENT TS3
3131
CONSTRUCTION SEQUENCE
3232
Conditions for analysis
Vertical closed consolidation boundary conditions were set at centre of
embankment and 60.0 m from centre of embankment
Open consolidation boundary conditions were set at ground surface and sand
layer at 22 m below stiff clay layer
3333
Conditions for analysis
Soft soil model is used for clay layers
Mohr-Coulomb model is used for embankment
PVD installation effects not modeled, PVD “wished-in-place”, followed by
stage construction of embankment
3434
Method 1 – Using interface element
Equivalent horizontal permeability of soils, khpl, calculated
Different kh/ks ratio determined by the permeabilities of different soil layers to match instrumentation data
Method 2 – Using an equivalent vertical permeability Treated as one-way drainage
Drainage length taken to be the length of the vertical drain
3535
Analysis
Number of elements used for method 1 was 1268 and 1117 for method 2
Each element has 6 nodes and 3 stress points
Line refinement used at improved zone by vertical drains to increase the
accuracy of solution
FINITE ELEMENT MESH (METHOD 1)
3636
-1.8
-1.6
-1.4
-1.2
-1
-0.8
-0.6
-0.4
-0.2
0
0 50 100 150 200 250 300 350 400 450 500
Time (day)
Se
ttle
me
nt
(m)
FEM (0-8m)FEM (0-12m)FEM (0-16m)Measured (0-8m)Measured (0-12m)Measured (0-16m)
Method 1
SETTLEMENT GRAPHS
Method 1 - Using Interface Element as Vertical Drains
Consider Smear Effects Only
3737
-1.8
-1.6
-1.4
-1.2
-1
-0.8
-0.6
-0.4
-0.2
0
0 50 100 150 200 250 300 350 400 450 500
Time (day)
Se
ttle
me
nt
(m)
FEM (0-8m)
FEM (0-12m)
FEM (0-16m)
Measured (0-8m)
Measured (0-12m)
Measured (0-16m)
Method 1
SETTLEMENT GRAPHS
Method 1 - Using Interface Element as Vertical Drains
Consider Smear Effects and Well Resistance
3838
-2
-1.8
-1.6
-1.4
-1.2
-1
-0.8
-0.6
-0.4
-0.2
0
0 50 100 150 200 250 300 350 400 450 500
Time (day)
Se
ttle
me
nt
(m)
FEM (0-8m)FEM (0-12m)FEM (0-16m)Measured (0-8m)Measured (0-12m)Measured (0-16m)
Method 2
SETTLEMENT GRAPHS
Method 2 - Using Equivalent Vertical Permeability
Consider Smear Effects Only
3939
-2
-1.8
-1.6
-1.4
-1.2
-1
-0.8
-0.6
-0.4
-0.2
0
0 50 100 150 200 250 300 350 400 450 500
Time (day)
Se
ttle
me
nt
(m)
FEM (0-8m)FEM (0-12m)FEM (0-16m)Measured (0-8m)Measured (0-12m)Measured (0-16m)
Method 2
SETTLEMENT GRAPHS
Method 2 - Using Equivalent Vertical Permeability
Consider Smear Effects and Well Resistance
4040
-2
-1.6
-1.2
-0.8
-0.4
0
0 100 200 300 400 500
Time (day)
Se
ttle
me
nt
(m)
0-8 m (Method 1)
0-12 m (Method 1)
0-16 m (Method 1)0-8 m (Method 2)
0-12 m (Method 2)
0-16 m (Method 2)
SETTLEMENT GRAPHS
Consider Smear Effects Only
4141
-2
-1.6
-1.2
-0.8
-0.4
0
0 50 100 150 200 250 300 350 400 450 500
Time (day)
Se
ttle
me
nt
(m)
0-8 m (Method 1)
0-12 m (Method 1)
0-16 m (Method 1)
0-8 m (Method 2)
0-12 m (Method 2)
0-16 m (Method 2)
SETTLEMENT GRAPHS
Consider Smear Effects and Well Resistance
4242
From the comparisons of settlements predictions:
Difference in the 2 methods is large when consider smear effects only, but for realistic conditions of drain smearing and well resistance , difference is smaller
Difference between the two methods gets larger with increasing depths of
settlement measurements
4343
0
5
10
15
20
25
30
35
40
0 100 200 300 400 500Time (day)
Ex
ce
ss
Po
re P
res
su
re (
kN
/m2 )
Method 1 (center of embankment, 8 m)
Method 2 (center of embankment, 8 m)
EXCESS PORE PRESSURE
4444
ConclusionConclusion• Coupled consolidation in FEM can predict the
excess pore pressure and settlement variation reasonably well
• PVD stabilized foundation soil showed efficient drainage allowing for faster embankment construction
• Loading rate of embankment on PVD stabilized foundation can be much faster but is dependent on efficacy of PVD to accelerate consolidation
4545
Case Study:Case Study:Back Analysis of Back Analysis of
Reinforced Soil Knolls Reinforced Soil Knolls at Pulau Tekongat Pulau Tekong
4646
Objectives of Back AnalysisObjectives of Back Analysis• Calibrate the soil and drain properties by
matching FEM results with field measurements• Illustrate the need for finite strain analysis in
cases where there is relatively large displacement as compared to thickness of fill
• Identify the collapse mechanism involved• Study the performance of the reinforcements
and PVD proposed in the original knoll design• Proposed possible changes to original design
which may prevent future failure
4747
IntroductionIntroduction
Elevation view of a Typical Knoll
Zone A50 m
Zone C35 m
Zone B 25 m
Zone B 25 m
Zone C 35 m
Reinforced Knoll
Sand Blanket
Geosynthetic Reinforcements
4848
Failure of Knoll D8
4949
Site Condition of Knoll D8Site Condition of Knoll D8• Soil profile varied significantly• Obtained from CPTs results and Soil Classification Chart
After Robertson and Campanella (1983)
0
5
10
15
20
25
-145 -116 -87 -58 -29 0 29 58 87 116 145
Distance From Centerline (m)
Depth
(m
)
D8AL
SOFT CLAY
D8AR
STIFF CLAY
SAND
D8AC
5050
Properties of Geosynthetic Properties of Geosynthetic ReinforcementsReinforcements
Type of Reinforcement Tensile Strength (kN/m) Elongation at Failure (%)
Rock G55/30 (Basal Reinforcement)
50 ≈ 10
PEC 50 (Side Slope Reinforcement)
50 ≈ 10
TS 80 (Side Slope Reinforcement)
30 ≈ 10
5151
Properties of PVDProperties of PVD
ZoneDrainage Length (m)
Drain Spacing (m)
Equivalent Diameter (m)
Influence Zone Diameter
(m)
Smeared Zone Diameter (m)
A 15.0 1.25 0.0659 1.413 0.25
B 10.0 1.50 0.0659 1.695 0.25
C 5.0 1.50 0.0659 1.695 0.25
Equivalent Vertical Permeability was used to model PVD stabilized foundation soil
5252
Loading Characteristics of Loading Characteristics of Knoll D8Knoll D8
0.0
3.5
7.0
10.5
14.0
0 100 200 300 400 500 600
Time (Days)
Heig
ht
of
Knoll
(m)
Coupled Consolidation and Updated Mesh with Pore Pressure Analysis was performed
5353
FEM Model of Knoll D8FEM Model of Knoll D8
Fill (40 Layers)
Sand
Counter Balance
Soft Clay (OCR = 1.2)
Stiff Clay
60 m
Sand Blanket
5 m
50 m 25 m35 m
GWT at 1m below ground surface
25 m 35 m 60 m
10 m 10 m
5454
Soil Properties Used In Soil Properties Used In FEM AnalysisFEM Analysis
Materialγsat
(kN/m3)
γunsat
(kN/m3)c’
(kPa)Ø’ (o)
E (kPa)
kh
(m/day)
kv
(m/day)ν
Backfill 22 22 3 30 7000 8.64E-2 8.64E-2 0.3
Sand Blanket
22 22 6 30 7000 8.64E-1 8.64E-1 0.3
Sand 19 17 1 30 10000 8.64E-3 8.64E-3 0.3
Stiff Clay 20 18 15 30 10000 1.73E-3 8.64E-4 0.3
Mohr Coulomb ModelSoft Soil Model
Reference from Tay (2002)
Materialγsat
(kN/m3)
γunsat
(kN/m3)c’
(kPa)Ø’ (o)
λ* κ*kh
(m/day)
kv
(m/day)ν ur
Soft Clay 16 16 1 16 0.187 0.019 3.46E-4 8.64E-5 0.15
5555
Instrumentation Plan of Instrumentation Plan of Knoll D8Knoll D8
5656
Excess Pore Pressure VariationExcess Pore Pressure Variation
0.00
20.00
40.00
60.00
80.00
100.00
0 50 100 150 200 250 300 350
Time (Days)
Excess P
ore
Pre
ssure
(kP
a)
Field Measurement
FEM Prediction
Piezometer PP1
0
5
10
15
20
25
30
35
0.00 50.00 100.00 150.00 200.00 250.00 300.00
Time (Days)
Excess P
ore
Pre
ssure
(kP
a)
Field Measurement
FEM Prediction
Piezometer PP3
5757
Surface Settlement ProfilesSurface Settlement Profiles
-0.050
0.000
0.050
0.100
0.150
0.200
0.250
0.300
140 190 240 290 340 390 440 490 540
Time (Days)
Sett
lem
ent
(m)
Field Measurement
FEM Prediction
-0.200
0.000
0.200
0.400
0.600
0.800
1.000
1.200
200 250 300 350 400 450 500 550
Time (Days)
Sett
lem
ent
(m)
Field Measurement
FEM Prediction
-2.500
-2.000
-1.500
-1.000
-0.500
0.000
140 190 240 290 340 390 440 490 540
Time (Days)
Sett
lem
ent
(m)
Field Measurement
FEM Prediction
-2.500
-2.000
-1.500
-1.000
-0.500
0.000
140 190 240 290 340 390 440 490 540
Time (Days)
Sett
lem
ent
(m)
Field Measurement
FEM Prediction
SP1
SP7
SP3
SP5
5858
FEM Predicted Failure Mode FEM Predicted Failure Mode of Knoll D8of Knoll D8
Soft Clay
5959
Parametric StudyParametric Study• Side slope reinforcements were ignored
• Half geometry was modeled
• Influence of the strength and stiffness of basal reinforcement on the allowable rate of loading
• Comparison between the allowable rate of loading for partial penetration of PVD and full penetration of PVD through the soft clay layer
• Soil properties were based on Knoll D8
• Coupled consolidation and Updated mesh with pore pressure anaylsis was performed
6060
FEM Model Used For FEM Model Used For Parametric StudyParametric Study
Knoll Fill
(0.5m per layer)
Partial Penetration
of PVD
10 – 15 m
25 m 60 m35 m25 m
6161
FEM Model Used For FEM Model Used For Parametric StudyParametric Study
Knoll Fill
(0.5m per layer)
Full Penetration
of PVD
10 – 15 m
25 m 25 m
6262
Validation of AssumptionsValidation of Assumptions
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
4 6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage L
oadin
g R
ate
(m
/wk)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
Knoll 7 (Depth of Clay = 15m): Point of Failure
Knoll 8 (Depth of Clay = 17m): Point of Failure
Knoll 10 (Depth of Clay = 11m): Point of Failure
Knoll 12 (Depth of Clay = 10m): Point of Completion
Partial penetration of PVD and 50 kN/m Basal geogrid
6363
Allowable Average Loading Rate Allowable Average Loading Rate (m/wk) v.s Height of Knoll (m)(m/wk) v.s Height of Knoll (m)
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
4 6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage L
oadin
g R
ate
(m
/wk)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penentration: Depth of Clay = 10m
50 kN/m Basal Geogrid
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
4 6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage L
oadin
g R
ate
(m
/wk)
(1) Patial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penetration: Depth of Clay = 10m
100 kN/m Basal Geogrid
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage L
oadin
g R
ate
(m
/wk)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penetration: Depth of Clay = 10m
150 kN/m Basal Geogrid
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage L
oadin
g R
ate
(m
/wk)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penetration: Depth of Clay = 10m
200 kN/m Basal Geogrid
6464
Allowable Average Loading Rate Allowable Average Loading Rate (m/wk) v.s Height of Knoll (m)(m/wk) v.s Height of Knoll (m)
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
4 6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage
Lo
ad
ing
Ra
te (
m/w
k)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penentration: Depth of Clay = 10m
50 kN/m Basal Geogrid
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
4 6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage
Lo
ad
ing R
ate
(m
/wk)
(1) Patial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penetration: Depth of Clay = 10m
100 kN/m Basal Geogrid
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage
Lo
ad
ing
Ra
te (
m/w
k)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penetration: Depth of Clay = 10m
150 kN/m Basal Geogrid
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
6 8 10 12 14 16 18 20
Height of Knoll (m)
Ave
rage
Lo
ad
ing
Ra
te (
m/w
k)
(1) Partial Penetration: Depth of Clay = 20m
(2) Partial Penetration: Depth of Clay = 15m
(3) Partial Penetration: Depth of Clay = 10m
(4) Full Penetration: Depth of Clay = 20m
(5) Full Penetration: Depth of Clay = 15m
(6) Full Penetration: Depth of Clay = 10m
200 kN/m Basal Geogrid
6565
Velocity Field at FailureVelocity Field at Failure
Depth of Soft Clay = 10 m Depth of Soft Clay = 20 m
6666
Tensile Force Distribution of Basal Tensile Force Distribution of Basal Reinforcement at FailureReinforcement at Failure
Depth of Soft Clay = 10 m Depth of Soft Clay = 20 m
49 kN/m 50 kN/m
6767
Influence of Basal Influence of Basal ReinforcementReinforcement
Strength of Geogrid (kN/m)Depth of Soft Clay (m)
50 100 150 200
10 5.7m 7.2m 10.7m 17m
15 5.7m 6.9m 7.7m 8.5m
20 5.8m 6.7m 7.2m 7.3m
6868
ConclusionConclusion
• Coupled consolidation and Updated mesh with pore pressure analysis is efficient in predicting the behaviour of large embankment
• Fully penetrated PVD can significantly increase the stability of an embankment as compared to partially penetrated PVD
• Weak and low stiffness basal reinforcement has minimal effect on the stability of an embankment
6969
Overall ConclusionOverall Conclusion
• PVD and basal reinforcement can significantly increase the stability of an embankment if they are properly designed
• When the displacement of the embankment is relatively large as compared to the height of fill, finite strain analysis is necessary in order to obtain reasonable results
7070