british geotechnical association
TRANSCRIPT
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THE BRITISH GEOTECHNICAL ASSOCIATION
JOINT CFMS AND BGA MEETING
Une journée franco-britannique
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THE BRITISH GEOTECHNICAL ASSOCIATION
Programme
IntroductionsHilary Skinner (BGA Chairman) & Alain Guilloux (Président du CFMS)
Session 1 (Chairman – Serge Varaksin, Menard)Rigid Inclusions – Bruno Simon (Terrasol)Vibro Stone Columns: Design Information and case histories– Barry Slocombe (Keller)
Session 2 (Chairman – Colin Serridge, Pennine)Trenchmix process – Serge Borel (Solétanche Bachy)Soil Mixing: Case Histories and Design Applications – Graham Thompson (Keller)
Session 3 (Chairman – Philippe Liausu, Menard)Concept and Application of Ground Improvement for a 2,600,000 m2 University Campus – Serge Varaksin (Ménard)Physical stabilisation of deep fill – Ken Watts (Building Research Establishment)
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Soil improvement using pile-like inclusions
Joint BGA/CFMS meeting, London, December 7th, 2007
Bruno SIMON
Amélioration des Sols par Inclusions Rigides verticales
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A compound foundation system
Stiff inclusionsPile caps
Granular mattressFloor slab (occasionally)
Reinforcement (occasionally)
… Pile supported earth platform
… Piled embankment
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Development on the last 30 years
• Piled embankments for roads and railways• Pile supported earth platforms
– Floor slabs and rafts (warehouses, stores)– Bridge abutments– Tramway lanes– Dockyards
• …...
• Foundations of the Rion-Antirion cable-stayed bridge
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Main advantages
• Loading can be partly carried by soil • No spoil if displacement technique used • Connection between foundation and structure made
easy by the transfer layer• Smaller time period of construction than preloading
• Good seismic behaviour (ductility)
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Present situation
• No national standard– not a widely accepted technique for common works
• A wide range of design methods is used – No comprehensive model of all mechanisms involved
• Soil investigations often inappropriate
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ASIRI project (2005- 2009)
2.4 M € state and industry funded research project• Led by a non profit organization (IREX)
– With managing and scientific committees
• Independent network of owners, consultants, contractors and academics
• Civil and Urban Engineering Research label
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0 2 4 6 8 10 12 14
Ent r e pr i se s spéc i a l i sée s/ Founda t i on spe c i a l i st s
La bor a t oi r e s, Uni v e r si t és/ Ac a de mi c s
Ent r e pr i se s génér a l e s/ Ge ne r a l c ont r a c t or s
Consul t a nt s
M a î t r e s d' œuv r e / Engi ne e r s
M a î t r e s d' ouv r a ge / Owne r s
FNTP / Fe de r a t i on
ASIRI project (2005- 2009)
• 39 members subscribing 155 k€/year • 9 PhD in progress (4 with support of industrial partners)
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Dallage
General organisation and planning
Themes Tr 1 Tr 2 Tr 3 Tr 4
1-Full scale experiments
2 –Monitored works
3 –Laboratory and physical modelling
4 –Numerical modelling
Embank
ment
characterization
Centrifuge &
chamber testing
Floor
slab
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Président F. Schlosser
Vice -Président O. Combarieu
Directeur technique B. Simon(Terrasol)
Theme 1 L. Briançon
(CNAM)
Theme 2E. Haza(CETE)
Theme 3 L. Thorel(LCPC)
Theme 4 D. Dias
(INSA Lyon)
Theme 5 (Recommendations) : O. Combarieu
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10CNAM PhD work J. Andromeda
IR refoulantesIR refoulantes
IR non refoulantes
• Floor slab foundation
St Ouen full scale experiment (2006)
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1D
2D
4D
3D
10 m
8 m
4m
6m
IR pour base instrumentation
IR sans refoulement
IR avec refoulement
CA
tassomètre en forage
Extenso CV
Capteur pression totale
CPI
Pige tassomètrique
Tubes inclino horiz
1D
2D
4D
3D
10 m
8 m
4m
6m
IR pour base instrumentation
IR sans refoulement
IR avec refoulement
CA
tassomètre en forage
Extenso CV
Capteur pression totale
CPI
Pige tassomètrique
Tubes inclino horiz
• Floor slab foundation
CNAM PhD work J. Andromeda
St Ouen full scale experiment (2006)
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Two kind of inclusions
Displacement inclusionNon displacement inclusion
LCPC
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1,5 m fill load
4,0 m fill load
0.17 m steel fibre reinforced floor slab
St Ouen full scale experiment (2006)
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Load transfer onto inclusion heads
0
500
1000
1500
2000
0 100 200 300 400Durée (jours)
Con
trai
nte
tota
le (k
Pa)
. Phase 2
Phase 1
CPT4D
CPT3D
CPT2D
CNAM PhD work J. Andromeda
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50 cm
IRIR
CPT3D
CPT3D1 CPT3D2
0
100
200
300
400
500
0 100 200 300Durée (jours)
Con
trai
nte
tota
le (k
Pa)
.
CPT3D
CPT3D1 CPT3D2
Load transfer onto inclusion heads
CNAM PhD work J. Andromeda
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Settlement at base of the granular layer
1D
2D
4D
3D
10 m
8 m
4m
6m
CA
1D
2D
4D
3D
10 m
8 m
4m
6m
CA
CNAM PhD work J. Andromeda
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17-80
-70
-60
-50
-40
-30
-20
-10
00 50 100 150 200 250
Tass
emen
t (m
m)
• Plot 1D (unreinforced)(j)
CNAM PhD work J. Andromeda
Settlement at pile head elevation
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• Differential settlement / inclusion heads
-80
-70
-60
-50
-40
-30
-20
-10
00 50 100 150 200 250 300 350 400 450
Tass
emen
t diff
éren
tiel (
mm
) .
2D3D4D
CNAM PhD work J. Andromeda
Settlement at pile head elevation
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• Test unit 3D (ID with slab)
• Test unit 2D (ID without slab)
• Test unit 4D (I non D with slab)
Differential settlement at pile head elevation
2D3D
4D
-20
-15
-10
-5
0
-20
-15
-10
-5
0
3.5 m-20
-15
-10
-5
0
3.5 m
CNAM PhD work J. Andromeda
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Chelles full scale experiment (2007)
qc (MPa)
fs (MPa)
SC1
• Piled embankment
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PLOT 1R
Reinforced + 1 geotextile
PLOT 3R
PLOT 2R
Reinforced + 2 geogrids
PLOT 4R
• Piled embankment
Unreinforced Reinforced
Chelles full scale experiment (2007)
CNAM PhD work J. Andromeda
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-30
-25
-20
-15
-10
-5
006-août 16-août 26-août 05-sept 15-sept 25-sept 05-oct 15-oct 25-oct
T35T36Bague 1
• Multipoint extensometer/ surface transducers
Tass
emen
t (cm
)Surface settlement monitoring
Test unit 1R (un-reinforced)
CNAM PhD work J. Andromeda
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• Parking and pavement foundation (Carrières sousPoissy, 2006)
• Fill embankment (Chelles, 2007-2008)
Monitoring reinforced works
• North western ring road (Tours, 2008)– 4 to 5 m high fill + phonic fill barrier 10 m close to existing
railway line– 25000 inclusions (135000 ml)– ASIRI monitoring included in work specifications
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Physical and laboratory testing
• 2D analogical soil (Jenck, 2005)
URGC/INSA Lyon
S
H
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Transfer layer material (Saint Ouen)
• φ 300 mm triaxial testing– 85% et 95% OPM– confining stress (25 to 100 kPa) – compression and extension stress
path– unload/reload loops
CERMES PhD work Anh Quan Dinh
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0 100 200 300 400 500 600 700 800 900 1000 1100 1200 13000
100
200
300
400
500
600
700
800
900
1000
Grave Silico-calcairew=7,5 % ; ρd=1,76 g/cm3
Con
train
te d
e ci
saill
emen
t τ (k
Pa)
Contrainte normale σn (kPa)
c'=10 kPaϕ'=46,8°
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 13000
100
200
300
400
500
600
700
800
900
1000
Grave Silico-calcairew=7.7 % ; ρd=1,96 g/cm3
Con
train
te d
e ci
saill
emen
t τ (k
Pa)
Contrainte normale σn (kPa)
c'=50 kPaϕ'=46,9°
ρd=95 % ρd,opm ρd=85 % ρd,opm
Transfer layer material (Saint Ouen)
CERMES PhD work Anh Quan Dinh
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Global/local strain measurementρd=85 % ρd,opm
CERMES PhD work Anh Quan Dinh
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Calibration chamber testing (scale 1/5)
CERMES PhD work Anh Quan Dinh
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Calibration chamber testing (scale1/5)
• Influence of the transfer layer grain-size distribution
0 20 40 60 80 100 120Contrainte appliquée (kPa)
0
4
8
12
16
20
Effic
acité
(%)
Test 9 - Micro-ballast 10/16Test 3 - Micro-ballast 5/8Test 6 - Gravier d'Hostun 2/4
0 20 40 60 80 100 120Contrainte appliquée (kPa)
0
1000
2000
3000
4000
5000
Forc
e (N
)
Test 9 - Micro-ballast 10/16Test 3 - Micro-ballast 5/8Test 6 - Gravier d'Hostun 2/4
HM = 10 cm
CERMES PhD work Anh Quan Dinh
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Centrifuge testing
• Elementary cell behaviour (acceleration 27,8 g)
LCPC Nantes PhD work Gaelle Beaudouin
Inclusion Prototype Model
Diameter (m) 0.5 0.018
Spacing (m) 2.0 – 2.5 0.072 – 0.90
Length (m) 10 -15 0.36 – 0.54
Equivalent fill load (m)
5 - 10 0.18 – 0.36
Load or displacement controlled loading
Area ratio 3 % to 5%
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Centrifuge testing• Behaviour of an elementary cell
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Centrifuge testing for outstanding work
2 m diameter open steel tubes
7 m x 7 m square grid
2.8 m gravel layer
• Rion Antirion crossing
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Pecker A. : capacity design• Numerical modelling
– Yield design approach of limit loads
• Physical modelling– 100 g centrifuge testing (LCPC Nantes facility)– Reconstituted soil
Centrifuge testing for outstanding work
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Numerical modelling• 3D continuum model
URGC/INSA Lyon
Reference model• Parametrical study
– Geometry– Constitutive model
• To simulate physical tests• To evaluate
– Analytical tools– 2D axisymmetric models– Biphasic models
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Reference case : piled embankment
5 m
5 m
2.5 m
URGC/INSA Lyon
γ = 15 kN/m3φ= 30° ψ = 0 c’ = 0E = 5 MPa υ = 0.3
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5 m
5 m
URGC/INSA Lyon
Settlement Stresses
30 mm
2 mm
Reference case : piled embankment
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-45
-40
-35
-30
-25
-20
-15
-10
-5
00,0 0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1,0 1,1 1,2 1,3 1,4 1,5 1,6 1,7 1,8
Distance à l'axe de l'inclusion (m)
Tass
emen
t (m
m)
CR3 - E = 10 MPaCR1 - E = 20 MPa (réf.)CR2 - E = 50 MPa
53 %
20 mm
42 mm
URGC/INSA Lyon
Reference case : piled embankment
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38URGC/INSA Lyon
0,5 m
qo
2.5 m
5 m
Reference case : floor slab
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Floor slab
Inclusion
Transfer layer
12,8 mm
0,8 mm
Reference case : floor slab
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0100200300400500600700800900
1000110012001300
0,0 0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1,0 1,1 1,2 1,3 1,4 1,5
Distance à l'axe de l'inclusion (m)
Con
trai
nte σ
(kPa
)
CD1 (réf.)
CD0 - sans renforcement
Contrainte uniforme 65 kPa 25 kPa
1200 kPa
62 %
URGC INSA Lyon
Reference case : floor slab
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A simplified approach : the biphasic model(Sudret, de Buhan, Hassen)
ENPC/LMSGC
• All interactions treated– Specific factor α
• Boundary conditions– Load fraction λ
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• 2D plane biphasic model
• 3D continuum Flac model
ENPC/LMSGC URGC/INSA Lyon
A simplified approach : the biphasic model
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-0,02
-0,015
-0,01
-0,005
0
0,005
0 10 20 30 40 50 60 70
Distance to embankment centre-line (m)
Settl
emen
t(m
)
2D - Matrice
2D - Renforcement
ENPC/LMSGC URGC/INSA Lyon
A simplified approach : the biphasic model
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-0,025
-0,02
-0,015
-0,01
-0,005
0
0,005
0 10 20 30 40 50 60 70
Distance to embankment centre-line (m)
Settl
emen
t(m
)
2D – Soil matrix
2D - Reinforcement
3D - Above inclusions
3D - Between inclusions
ENPC/LMSGC URGC/INSA Lyon
A simplified approach : the biphasic model
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3D discrete numerical modelling
3S-R UJF Grenoble (PhD work B. Chevallier)
• Clusters (2 connected elements)– linear constitutive law of
contact (normal, tangent) – adhesion (tensile strength)
• Micro-mechanical parameter values adjusted to fit triaxial test results
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463S-R UJF Grenoble (PhD work B. Chevallier)
3D discrete numerical modelling
• An application example
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Displacement field in granular layer during loading - without concrete slab
3S-R UJF Grenoble (PhD work B Chevallier)
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Displacement field in granular layer during loading - with concrete slab
3S R UJF Grenoble (PhD work B Chevallier)
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49URGC/INSA Lyon
0,10
0,20
0,30
0,40
0,50
0,60
0,70
0 0,1 0,2 0,3 0,4 0,5 0,6 0,7
H (m)
Effic
acy
ExperimentalNumerical
Results :
a/s = 31%
a/s = 22%
a/s = 15%
2D discrete numerical modelling (PFC2D)
• Physical model with the Schneebelli’s analogical soil
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Q(0)Qp(0) Qs(0)• Elementary cell study
An analytical approach : Foxta (Taspie+)
Terrasol
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−τ
Qs(0)Qp(0)
τ ysyp
Top boundary conditions
Qp(0)+Qs(0) =QFloor slab/ equal settlement plane
yp(0) ~ys(0)
( )dzsszdQzdQ ssppsp γγ +=+ )()(dzspzdQ ppp )()( γτ +=
dzEszQzdyxx
xx
)()( =
τ
yp-ys
Frank et al.
qsl
An analytical approach : Foxta (Taspie+)
Terrasol
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‐15
‐10
‐5
0
0 0.2 0.4 0.6 0.8 1 1.2 1.4
Dis tance to inc lus ion c entre‐line(m)
Sett
lem
ent (
mm
)
reference case CD1
An analytical approach : Foxta (Taspie+)• Piled embankment • Floor slab
‐35
‐30
‐25
‐20
‐15
‐10
‐5
0
0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8
Dis tance to inc lus ion centre‐line (m)
reference case CR1
Sett
lem
ent (
mm
)
0
0.2
0.4
0.6
0.8
0 20 40 60Applied dis tributed load (kPa)
Stre
ss r
educ
tion
ratio
0
0.2
0.4
0.6
0.8
1
0 1 2 3 4 5 6 7 8 9 10
E quivalent fill load (m)Stre
ss r
educ
tion
ratio Taspie+
Terrasol
Flac
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Benchmark exercise I (Saint Ouen)• Settlement
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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18R1-200
-180
-160
-140
-120
-100
-80
-60
-40
-20
0
Δh
(mm
) .
Plot 4D
R1 R1 + 60 jours R2 R2 + 60 jours
R1 (M) :2,5mm
R1C (M) : 3,5mm
R2 (M) : 11 mm
R2C (M) : 18mm
Benchmark exercise I (Saint Ouen)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18R1-30.00
-25.00
-20.00
-15.00
-10.00
-5.00
0.00
Δh
(mm
) .
Plot 4D
R1 R1 + 60 jours R2 R2 + 60 jours
R1 (M)
R1C (M)
R2 (M)
R2C (M)
• Settlement
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4D (CPT4D)
0
500
1000
1500
2000
2500
3000
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
Δσ
(kPa
) .
Remblai 2
Remblai 2CR2 (M)
R2+60 j (M)
3300 3350
R2+19 j (M)
Benchmark exercise I (Saint Ouen)• Pile head vertical stress
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ASIRI Recommendations (2009)
• Detailed review of present practice through– 6 working groups already at work– theoretical benchmark exercises– support of the « Numerical Modelling » theme
Summary• Description and developments• Mechanisms and behaviour • Conception and design• Investigations and tests• Construction • Specifications and inspections
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www.irex-asiri.fr
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Keller Ground EngineeringBarry SlocombeEngineering Manager
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BGA-CFMS 7th December 2007
• Vibro Stone Columns: Design information and case histories
–1. Site investigation
–2. Sustainability
–3. Vibro design issues
–4. Case histories
–5. Conclusions
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BGA-CFMS 7th December 2007
• Site investigation
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BGA-CFMS 7th December 2007
• Site investigation
• FPS Ground Investigation Survey (presented by Dr Egan at AGS meeting 2006):
– Survey of 25% of Piling and Vibro contracts July-August 2006
– 14% had no factual report
– 45% had no interpretative report
– 16% had no borehole location plan
– 73% had no levels (83% no co-ordinates)
– 59% had inadequate topographical information
– 52% had insufficent data to allow optimum judgement
– See www.fps.org.uk
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BGA-CFMS 7th December 2007• Sustainability/Embodied energy
• “Increased emphasis on sustainability has led the geotechnical industry to invest greatly in developing technically advanced and cost-effective ground improvement techniques” – Damon Schunmann, Ground Engineering
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BGA-CFMS 7th December 2007
• Sustainability/Embodied energy
• Vibro Stone Columns typically use “waste aggregate” from nearby quarries/cement works for normal lightly reinforced shallow foundations and ground-bearing slabs
• Little energy required to generate materials plus low transport energy
• Low embodied energy
• Currently approx. 50% of Keller English contracts use reclaimed materials, often from on-site demolition, see comments Ground Engineering, May 2004
• Have been re-developing/testing former Keller Vibro contracts for over 10 years, NB legal responsibilities
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BGA-CFMS 7th December 2007
• Vibro Stone Column design
• Densification of granular soils (esp. seismic)
• Reinforcement of mixed/clayey soils
• Natural soils and essentially inert fills/man-made materials
• Higher bearing capacity = conventional foundations at shallow depth
• Reduced, more homogeneous, settlements
• Understand “real” loads, notional loads, required settlement performance
• “Investigates” soils at close grid centres
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BGA-CFMS 7th December 2007
• Vibro Stone Column design
• Can act as drains to accelerate settlements
• Can act in shear for higher slope stability factor of safety
• Can pre-bore for consistent depth/diameter of column
• Can vent gas from landfill
• Can add VSC on top of concrete pile for more efficient slab design
• Can add concrete (Vibro Concrete Columns), admixtures, plugs
• Can confine within geogrids for very soft soils
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66
BGA-CFMS 7th December 2007
• Vibro Stone Column design
• Cannot influence long-term decay of degradable constituents within fills (max 10-15%, well distributed?)
• Cannot influence self-weight settlement of deep fills (DC can)
• Cannot influence inundation settlement of susceptible soils (DC can)
• Cannot “work miracles” with high loads/thick layers of weak soils
• Care with Chalk and Pulverised Fuel Ash
• Secondary compression??
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BGA-CFMS 7th December 2007• Vibro Stone Column design
• Start with the capacity of an individual stone column – Hughes and Withers, Ground Engineering, May 1974
• Column capacity depends on the confining action of the soils (enhanced when densification occurs)
• Column capacity is increased when ground is surcharged since increases confinement of column eg embankment, raising site levels, floor loads
• Care with rapid load application due to development of excess pore water pressures eg slopes, silos, tanks, coal stockpiles
• Care possible undermining due to nearby excavation (take foundations deeper)
• Care decay of degradable constituents (extra reinforcement/cantilever/span?)
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BGA-CFMS 7th December 2007
• Vibro Stone Column design
• Settlement performance is a function of the density of stone column per unit area, normally termed “Area Ratio”
• Settlement is reduced within the depth of treatment, then add for other settlements below the treatment depth and self-weight movements
• Priebe, Ground Engineering, December 1995
• Typical UK Ratio 5 – 20%, reduces settlements by up to about 50%
• Have pre-bored for up to 50 – 60% Area Ratio
• Have “flushed out” up to 80% soft soil using larger more powerful vibrators with water-flush
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BGA-CFMS 7th December 2007
• Vibro Stone Column Design
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BGA-CFMS 7th December 2007
• Vibro Rigs
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71
BGA-CFMS 7th December 2007
• Case history – Glasgow
• 18,300 m2 of whisky warehouses
• 1.0m upfill (real load) + 50/65 kPa
• Weak soils to 17m bgl
• Vibro to up to 8m depth at < 2.0m grid
• Predicted settlements 60 – 80mm
• Improvement factor 1.8 to 2.0
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72
BGA-CFMS 7th December 2007
• Case history – Aberdeen
• 5/6 – storey offices
• Foundations up to 4.5 x 4.5m @ 250 kPa
• Vibro from base of 2.3m deep basement
• 3m loose sands, N = 5 to 10, then 20+
• 2m “uncompact” wet silt at 10 – 12m bgl
• Predicted settlements 20-25mm
• Improvement factor 2.3 to 2.4
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73
BGA-CFMS 7th December 2007
• Case history – Gloucester
• Bridge approach embankments
• Up to 14m height
• Colluvium and Lias Clay
• Drainage design, 6 month period
• Pre-bored Vibro to up to 6m depth
• Residual settlement 10 to 40mm
• Factor of safety > 1.4
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74
BGA-CFMS 7th December 2007
• Conclusions– Vibro Stone Columns are very adaptable to a wide range of soils and
developments– Vibro design is based on conventional geotechnical design – Vibro modifies the stiffness and drainage parameters within the depth of
treatment– Settlements occur within the Vibro zone, beneath and possible other causes– Settlements are reduced by factors that depend on the Area Ratio
replacement of the soils– Very sustainable/low embodied energy technique– Vibro Stone Column design is only as good as the site investigation data upon
which it is based
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BGA-CFMS 7th December 2007
• Questions?
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GEOTECHNICAL AND CIVIL ENGINEERING CONTRACTORS
Soil mixing innovations : Geomix, SpringSol and Trenchmix
Serge BOREL
![Page 79: BRITISH GEOTECHNICAL ASSOCIATION](https://reader030.vdocuments.net/reader030/viewer/2022012319/543d4bb6afaf9fac0a8b46ce/html5/thumbnails/79.jpg)
BGA CFMS conference – London – 7 December 2007
Soil mixing innovations : Geomix, Springsol andTrenchmix
› Geomix• Soil mix panel using a cutter (hydrofraise)
› SpringSol• Soil mix columns using an opening tool
› Trenchmix• Soil mix trenches
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BGA CFMS conference – London – 7 December 2007
Geomix CSM basics
› CSM = Cutter Soil Mixing› Based on Hydrofraise cutters› Kelly mounted› Low spoil technique
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BGA CFMS conference – London – 7 December 2007
› Key factors:• Stability of the mix above the tool• Final soil mix caracteristics• Homogeneity
Geomix CSM basics
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
CSM Geomix
› FNTP Innovation Prize 2007› 4 No SBF CSM operating › Application : Diaphragm & cut-off wall, soil improvement
› Eg : 10 000 m2 in Pittsburgh (USA, 2007)
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BGA CFMS conference – London – 7 December 2007
Soil mixing innovations : Geomix, Springsol andTrenchmix
› Geomix• Soil mix panel using a cutter (hydrofraise)
› SpringSol• Soil mix columns using an opening tool
› Trenchmix• Soil mix trenches
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BGA CFMS conference – London – 7 December 2007
SpringSol
› Initialy developped to reinforce the soilunder the railway tracks• Low headroom due to electric wires• Between sleepers• Through the ballast, without cementing it !• Low trafic disruption
› Improve soil stiffness› Reduce risk of cavity collapse
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BGA CFMS conference – London – 7 December 2007
The issue
› 400 mm column› 150 mm ID tube
silt
chalk
fill
platform
Pl = 0.3 to 0.9 MPa
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BGA CFMS conference – London – 7 December 2007
SpringSol (opening tool)
tool : 150 / 400 mm
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
Nearby the track – 8 columns
Under the track – 5+1 columns
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
Typical material caracteristics•Rc = 7.5 MPa•E = 7 GPa
•C/E = 1•40 l/m•250 kg/m3
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
Column load test
Loaded up to275 kN4 mm
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BGA CFMS conference – London – 7 December 2007
Conclusions
› Capacity to work under railway tracks• Under electric wires and between sleepers• Through the ballast, without cementing it !• 400 mm OK
› Simple tool mounted on light rig› Other applications
• Improving raft foundation• Stabilising polluted soil
› The tool is patented
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BGA CFMS conference – London – 7 December 2007
Soil mixing innovations : Geomix, Springsol andTrenchmix
› Geomix• Soil mix panel using a cutter (hydrofraise)
› SpringSol• Soil mix columns using an opening tool
› Trenchmix• Soil mix trenches
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BGA CFMS conference – London – 7 December 2007
Trenchmix
› What is Trenchmix› Example of applications : soil improvement› Control of the works› Design › Other applications
• Cut-off wall• Soil stabilisation
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BGA CFMS conference – London – 7 December 2007
Trenchmix process
› Use a modified trencher• Specific kit developed with Mastenbroek
› Install soil mix trenches• Typically 400 mm thick, 4m to 10m deep
› Low spoil› Wet or dry method
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BGA CFMS conference – London – 7 December 2007
Soil improvement under spread load
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BGA CFMS conference – London – 7 December 2007
Soil improvement under spread load
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BGA CFMS conference – London – 7 December 2007
Cut-off walls
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BGA CFMS conference – London – 7 December 2007
Liquefaction risk
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BGA CFMS conference – London – 7 December 2007
Temporary retaining walls
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BGA CFMS conference – London – 7 December 2007
Trenchmix : wet method
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BGA CFMS conference – London – 7 December 2007
Trenchmix : dry method
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BGA CFMS conference – London – 7 December 2007
Trenchmix video
› Alfortville : Gaz de France› Soil improvement under a future gaz
dispatching center› 1000 m of trenches @ 7m depth
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
First Trenchmix Trial (2005) – Le Havre
0,00
1,00
2,00
3,00
4,00
5,00
0 200 400 600 800 1000
Résistance (kPa)
Prof
onde
ur d
u pr
élèv
emen
t (m
)Tranchée 1Tranchée 3Tranchée 7Tranchée 9Tranchée 13
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BGA CFMS conference – London – 7 December 2007
Soil improvement for a storage area (grape !)
› Pont de Vaux (2005)› 4000 lm @ 5,5m depth
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BGA CFMS conference – London – 7 December 2007
Soil Improvement under a road platform
Scotland (2007)4500 m @ 6m depth
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BGA CFMS conference – London – 7 December 2007
Soil Improvement for a brick factory
› Montereau (2007)• 9400 lm @ 4,5 m depth
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BGA CFMS conference – London – 7 December 2007
Construction phases
Alluvions anciennes
Alluvions modernes
remblais
TN
1. Terrassement de - 60cm
2. Traitement à la chaux de la plateforme sur 40cm
3. Réalisation des tranchées depuis cette plateforme
4. Remise en place des 60cm mûris à la chaux et traité au ciment en place
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BGA CFMS conference – London – 7 December 2007
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Zone test in Montereau
Loading above Trenches Loading above virgin zone
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Trenchmix
› What is Trenchmix› Example of applications : soil improvement› Control of the works› Design › Other applications
• Cut-off wall• Soil stabilisation
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Quality control (1/4)
Monitoring : - advance speed- water flow- mixing ratio
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Ensure suitable mixing parameters
Mesure de la vitesse d ’avance de la machine et de la vitesse de translation de la chaîne
Par analogie avec les colonnes de sol traité, on définit un indice de malaxage correspondant au nombre total de passages de lames de malaxage pendant 1 mètre d ’avance:
Vitesse de translation de la chaîneIm = Nombre de lames par mètre de chaîne x Profondeur x --- -------------------------------------------
Vitesse d ’avance de la machine
Respect d’un indice de malaxage minimum:
Sables Limons et argilesMéthode humide 300 500Méthode sèche 450 750
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CPT in the trenchesqc moy = 4 MPa giving Rc = 0,5 MPa
Quality control (2/4)
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Testing samples
Quality control (3/4)
0
1
2
3
4
0 0,5 1 1,5 2
Rc (MPa)
Prof
onde
ur (m
)
Rc 14j Rc 28 j Rc 56j
Rc moy 14j Rc moy 28j Rc moy 56j
0
1
2
3
4
1,E-10 1,E-09 1,E-08 1,E-07 1,E-06
Perméabilté k (m/s)
Prof
onde
ur (m
)k 14j k 28 j k 56j
k moy 14j k moy 28j k moy 56j
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0,0
2,0
4,0
6,0
8,0
0 20 40 60 80 100 120 140
Chainage (m)
Rc
(MPa
)
1,E-11
1,E-10
1,E-09
1,E-08
0 20 40 60 80 100 120 140
Chainage (m)
Perm
éabi
lité
(m/s
)
Quality control (4/4)
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Design principles
2D geometry…› Pre-design :
failure hand calculation → ULS checking› Design :
Finite elements calculation 2D or 3D→ pre-design confirmation→ SLS checking
The trenchmix process. Construction and Design principle.
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Design principles
Trench = improved soil : Mohr-Coulomb criteria→ calculation parameters = Φ, C→ E, Rc deduced by correlations and controlled on-site (E = 50 MPa typ. )
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Design principles
Load transfer and associated failure mechanism considered for preliminary design :
Punching of the distribution layer
Internal strength of the trench (bending problems → trenches can be armed)
Punching of the soil under the trench
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Design principles
Service Limit States :
Absolute and differential Settlements
Pavement cracking
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BGA CFMS conference – London – 7 December 2007
Pre-design (loading estimation)
Terzaghi’s method:
e1
e2
h
Treated soil (C2, Φ2, γ2)
b
a
Distribution layer (C3, Φ3, γ3)
Trench (C1, Φ1, γ1)
m
z
q1
q2
b
σ3
σ1
σ2
( ) ( ) BHKBHKsol ee
KCBH /)tan(2
0/)tan(21
)tan(22 ⋅Φ⋅⋅−⋅Φ⋅⋅− ⋅+−⋅Φ⋅⋅⋅−⋅
= σγσ
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BGA CFMS conference – London – 7 December 2007
Pre-design (internal strength checking)
Stresses : σsoil + σtrench + Material Model+ F (safety factor) → Φ, C of the trench
Bouassida’s method on the top (based on Prandtl’sFailure – analytic formulas available):
Mohr-Coulomb criteria:
⎟⎠⎞
⎜⎝⎛ Φ
+⋅⋅+Φ−Φ+
⋅=24
tan2)sin(1)sin(1
31πσσ C
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Design
Finite element calculcation :› 2D in most of cases› 3D in some cases
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Geometry, loading
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Settlements
Check absolute and relative settlement OK
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Stresses in the trenches
Give minimum Rc on site with a safety factor SF = 1.5 = 1.35 1.1Check punching failure at the trench toeCheck pavement stresses
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Design
0
2
4
6
8
10
12
14
16
18
20
0 50 100 150 200 250
Dosage (kg/m3)
Rc
(bar
s)
Rc 7jRc 14jRc 28jRc 4jPuissance (Rc 28j)Puissance (Rc 14j)Puissance (Rc 7j)Puissance (Rc 4j)
c
c
RE
CR
⋅
⎟⎠⎞
⎜⎝⎛ Φ
+⋅⋅=
150#24
tan2 π
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3D calculation example
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Trenchmix
› What is Trenchmix› Example of applications : soil improvement› Design process› Control of the works› Other applications
• Cut-off wall• Soil stabilisation
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› First Trenchmix cut-off wall› Wet method (with grout)
Bletchley cut-off wall
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Cut-off around a waste
Legge Cap Ferret (F)Length: 460 m Depth 10m
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Cut-off + permeable reactive barrier
Le Cheni Gold Mine (F):
- Design and long term control
- Watertight mixed wall L:180m D:7m
- Draining trench L: 180m D: 4m
- Filtering gate
Photo de porte
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Other examples
Viviez Viviez ––DecazevilleDecazeville
--Trenchmix :Trenchmix :180 m x 7 m180 m x 7 m
--DrainingDraining trench :trench :180 m x 4 m180 m x 4 m
SSèètete-- Raffinerie BPRaffinerie BP
--Trenchmix :Trenchmix :
200 m x 6 m200 m x 6 m
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Trenchmix in all its forms : A ongoingStory
Hauconcourt (F) :
Watertight trench under a floodprotectingdyke L: 3500m D: 6m
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BGA CFMS conference – London – 7 December 2007
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BGA CFMS conference – London – 7 December 2007
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Hauconcourt cut-off wall
Linéaire : 3 455 ml
Profondeur : 5,7 m moyen
Surface totale: 19 850 m²
Incorporation de ciment : 120 kg / m3
Débit d’eau ajusté pour : slump de 19-20
Durée du chantier : 5 semaines (+mob/demob)
Cadence instantanée : 130 m²/h
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BGA CFMS conference – London – 7 December 2007
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SMiRT (Soil Mix Remediation Technology)
› R&D+I project funded by the Technology Strategy Board (DTI) 2007-2009
› £1.24M project led by Bachy Soletanche• academic institution : Cambridge University • engineering consultancies (Arcadis Geraghty & Miller, Arup,
Merebrook Science & Environment), • trade associations (British Urban Regeneration Association, British
Cement Association, UK Quality Ash Association)• materials Suppliers (Amcol Minerals Europe, Richard Baker
Harrison, Kentish Minerals and Civil & Marine Holdings).
› integrated remediation and ground improvement, with simultaneous delivery of wet and dry additives, and with advanced quality assurance system• laboratory treatability studies (various binders and additives +
soils and contaminants)• Extensive field trials + monitoring
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Conclusions
› New tools for new applications :• Géomix (Cutter Soil Mixing)• SpringSol (opening tool)• Trenchmix (trenches)
› Advantages• Low spoil• Low resource consumption
› Need better knowledge of soil mix behavior (strength, modulus) depending on Soil type and mixing tool
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Deep Dry Soil Mixing
Design Applications
&
Case Histories
Graham Thompson (Technical Manager)
Keller Ground Engineering - Geotechnical Division
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DEEP DRY SOIL MIXING (DDSM)
Introduction
The Process
Aspects of Design
Quality Assurance & Quality Control
Applications
UK Case Histories
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DEEP DRY SOIL MIXING (DDSM)
• DDSM is an in-situ soil treatment whereby soft soils are mechanically mixed with a ‘dry’binder material.
• Binder consists of cement, lime, gypsum, blast furnace slag or PFA.
• Typically used in alluvial soils (soft silts, clays, organic clays and peat).
• Column diameters typically between 0.6 to 1.0 m
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Binder is injected as mixing tool is extracted with reversed rotation
1 2
Rotating mixing tool penetrates to desired depth of treatment
3 4
Columns achieve initial set and working platform can be placed
Embankment fill & temporary surcharge placed - followed by removal of surcharge
THE DDSM COLUMN INSTALLATION PROCCESS
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Peat Tool600mm STD-Tool
800mm PB3-Tool
VARIOUS MIXING TOOLS EMPLOYED IN DDSM
• Levels of blades = 4-8• Lift Speed = 10-30mm/rev• Rotation speed = 100-200 rpm
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VIDEO CLIP OF DDSM PROCCESS
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BlockBlock GridGrid RowsRows SingleSingle
EXAMPLES OF TREATMENT PATERNS FOR DDSM
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DDSM DESIGN CONSIDERATIONS
• Performance requirements
• The soil type(s) being mixed
• The in-situ soil strength
• The moisture content and groundwater conditions
• The plasticity of the soil
• The organic content
• The aggressive nature of the soil
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ITERATIVE DESIGN PROCESS
Final mix design, construction with quality assurance and
quality control
Field trials to confirm strength assumptions and uniformity
Modification of binder and mixing properties if strength and uniformity requirements are not
fulfilled
Design analysis to ensure fulfillment of ULS and SLS
Assume pattern of installation and dimensions of DDSM
scheme
Estimate design strength
Database of strength correlations between laboratory
and field results
Standardized laboratory tests on representative soil samples
with different binders
Results of soil investigation Establishment of performance requirements
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DESIGN THEORY FOR DDSM
• Ground improvement technique – not piles• Composite material• Combined shear strength and stiffness
cU (mass) = a.cU (column) + (1-a).cU (soil)
(similarly for c’ & tanφ′)
E(mass) = a.E(column) + (1-a).E(soil)
where: a = ratio of column area to total area
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Typical properties for DDSM columns:
cU (column) 50kPa to 300kPa (dependent upon soil type & binder)
Typically limited to 100kPa to 150kPa for design
c’(column) = β.cU (column) where: β = 0 to 0.3 φd (column) = 30°-40° (dependent upon binder)
DESIGN THEORY FOR DDSM
vsoilv0h
hcol
colcol
col
colult
' ':where
'.)'sin(1)'sin(1.c'
)'sin-(1'2.cos
Δσσσ
σφφ
φφσ
m+=
−+
+=
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natural soil
column
σ
σc
σs
ε
THE DESIGN PHILOSOPHY FOR DDSM
q
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TYPES OF BINDER
Most common binders are:
• Cement• Lime• Blast Furnace Slag• Gypsum
Geotechnical and chemical properties of natural soil affect the choice of binder.
Specific regard should be given to:
• Required strength and stiffness • Durability• Environmental impact of the binder
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RELATIVE STRENGTH INCREASE BASED UPON LABORATORY TESTS (after EUROSOILSTAB 2001)
Silt Clay Organic Clay PeatOrganic Content Organic Content Organic Content Organic Content
0-2% 0-2% 2-30% 50-100%Cement
Cement + GypsumCement + Blast Furnace Slag
Lime + CementLime + Gypsum
Lime + SlagLime + Gypsum + Slag
Lime + Gypsum + Cement
Soil Description
Binder
Very good binder in many cases
Good binder in many cases
Good binder in some cases
Not suitableBased upon relative strength increase at
28 days
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Data automatically logged by onboard computer
• Column reference
• Mixing tool
• Diameter (m)
• Drilled depth (m)
• Rotation rate (rpm)
• Lift speed (m/s)
• Binder dosage rate (kg/m)
• Total binder in column (kg)
• Treated length of column (m)
CONSTRUCTION QUALITY ASSURANCE & QUALITY CONTROL
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Pull Out Resistance Tests (PORT)
Push In Resistant Tests
Cone Penetration Tests (CPT)
Undisturbed Sampling & Laboratory Testing
Load Testing (Plate & Zone Testing)
Column Exhumation
POST CONSTRUCTION QUALITY CONTROL
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PULL OUT RESISTANCE TEST (PORT)
Installed at the same time as installation of the column.Vane is pulled up by a wire through columnPull out rate 20mm/sec.Shear strength = P/(Nc*A)
AdvantagesTest is robust and correlated by large database of test results.No problems with test deviation.High strength columns can be tested (<600 kPa).
DisadvantagesThe columns to be tested must be selected in advantage.The bottom part (about 1 m) of the column can not be checked when installed to firm ground.
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PUSH IN RESISTANCE TESTS
Penetration rate 20mm/sec.Shear strength = P/(Nc*A)
AdvantagesEquipment is simple and cheapWorks well in columns <5m long with shear strength 150 – 300 kPa
DisadvantagesHave a tendency to deviate from the column at depth larger then 5 – 8m.Length > 8m requires a guide hole in the column
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CONE PENETRATION TESTS
AdvantagesCommon methodEasy to use
DisadvantagesTendency to deviate from the column at depths > 5 – 8m and in columns with high shear strength.Testing on a very local part of the columnThe shear strength may vary through the column, which is not representative for the whole column
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UNDISTURBED SAMPLING & LABORATORY TESTING
AdvantagesEvaluation of many parametersEvaluation of the amount of binder in the sampleUnconfined compression and elasticity modules can be evaluated
DisadvantagesOnly discrete sections of the columns can be testedRequires a great amount of samples to give a proper mean value of the columnThe properties in the columns vary a lot between the samples
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EXCAVATION & EXHUMATION OF TRIAL COLUMNS
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SOIL MIXED COLUMN STRENGTH VERIFICATION
Soil Mixed Column at 5 Days Unmixed Material Adjacent to Columns
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APPLICATIONS OF DDSM
Improved bearing capacity
Reduce settlements
Increase the stability in embankments & slope areas.
Reduce active/increase passive earth pressures on retaining walls
Excavation support.
Land reclamation
Encapsulate contaminated material on site ( e.g. heavy metals)
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TILBURY DOCKS BERTHS 7 & 8DDSM CASE HISTORY
• 100 m length of the original gravity quay wall progressively collapsed following the stockpiling of aggregate.
• DDSM ground improvement works to intercept potential deep-seated slip circle failures & reduce active pressures on wall.
• Mott MacDonald – Responsible for overall design of remedial scheme
• Keller Ground Engineering –Responsible for the DDSM works
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6020100 4030 50 70
-15mAOD
-5mAOD
+5mAOD
+15mAOD
Stockpile materialγ = 18kN/m3, φ’=38°
Thames Gravels
Idealised loadingdistribution
TILBURY DOCKS BERTHS 7 & 8THE DESIGN SOLUTION
Deep Soil mixingCu = 70kPa
Deep Soil mixingCu = 60kPa
Made GroundAlluvium & Peat
Mass Concrete Quay wall
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12m long 800mm DDSM columns installed in rows.
3100 columns installed in rows at 2.3m to 2.8m c/c
Post construction validation testing using both CPT and PORT techniques
Column strength exceeded design requirement.
Many CPTs failed due to deviation out of columns
DDSM was used effectively to improve engineering properties of very soft to soft alluvial deposits as part of remedial works
TILBURY DOCKS BERTHS 7 & 8SUMMARY
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NEWPORT DOCKSWAY LANDFILL, GWENTDDSM FOR TEMPORARY WORKING PLATFORM
• Ground improvement required to permit heavy earth moving plant to access the site.
• Site underlain by 6m of very soft silty clay overlying river gravels.
• 2m long 900mm diameter DDSM columns installed at 800mm c/c on 4m square grid.
• Load transfer platform comprised geotextile rolled out onto completed columns with 300mm thick granular layer.
• 38,300m of DDSM column installed within an 11 week programme
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PHASE 2 NORWICH CITY FOOTBALL CLUBSTABILISATION OF ACCESS ROAD
• New access road constructed across site underlain by up to 4.5m of fibrous peat with moisture contents between 300-400%.
• DDSM required to limit settlements to less than 25mm.
• 800mm diameter DDSM columns were installed on 1.2m c/c square grid, to 0.5m into underlying terrace gravels.
• Load transfer platform comprised lime/cement stabilised site-won made ground.
• 2,300 columns were installed in 3 week programme to limit disruption to football season.
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WASHLANDS FLOOD STORAGE RESERVOIREMBANKMENT STABILISATION
Foundation soils beneath two flood defence embankments improved by DDSM.
Existing flood protection embankments widened & raised.
Settlement of banks to be limited to 100mm over 55 year design life.
Embankments founded on organic alluvial clays and clayey fibrous peat with moisture contents between 100-350%.
DDSM columns installed in panels perpendicular to the line of the embankment.
5,546 DDSM columns installed within 11 week programme.
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Remedial works to river wall to enable construction of 4-storey residential block.
Site underlain by River Roding alluvial deposits.
Wall was partially continuing to perform its function, it was decided to provide a mass gravity structure to improve its stability.
2 vertical rows of 7m long 800mm diameter columns.
1 vertical row of 5m long 800mm diameter columns.
6 inclined rows of 7m long 800mm diameter columns at 1.4m spacing.
RIVER RODING, BARKINGDDSM TO IMPROVE RETAINING WALL STABILITY
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• New tidal sluice required to replace an existing culvert.
• Site underlain by very soft sandy organic clay/silt with moisture contents between 25-123%.
• Required to form 4m deep temporary excavation approx. 17m x 37m to allow the construction of the sluice base slab.
• DDSM used to provide temporary stability for the proposed 1:1 side slopes and base of the excavation.
• Interlocking columns formed panels around the sides of excavation with individual columns on a square grid across the base.
• 1,070 columns installed within a 3 week programme.
CLEY TIDAL SLUICE, NORFOLKSLOPE STABILISATION FOR TEMPORARY EXCAVATION
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DDSM is flexible ground improvement technique.
Able to tailor strength & configuration of columns with respect to ground conditions & design requirements.Method promotes sustainability
Low noise and vibration levels
Low or no spoil generation
High Production (300-600 column metres per shift)
Cost effective
Less use of natural resources like aggregate by improving in-situ soil
Lower life cycle costs - based on less transportation of materials
Recycling materials - binders use industrial by-products
SUMMARY
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11 11
ISSMGE Technical ISSMGE Technical CommiteeCommitee 17 17 Ground ImprovementGround Improvement
WORKSHOPWORKSHOP
Overview TC 17 activitiesOverview TC 17 activitiesS. S. VaraksinVaraksin, , MMéénardnard SoltraitementSoltraitement
J. Maertens, Jan Maertens bvba & J. Maertens, Jan Maertens bvba & KULeuvenKULeuven
Monday 24 September 2007Monday 24 September 2007XIVXIVthth ECSMGE venue, Madrid, SpainECSMGE venue, Madrid, Spain
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11 22
1. 1. TermsTerms ofof ReferenceReference & WG& WG
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11 33
1. 1. TermsTerms ofof ReferenceReference & WG (cont.)& WG (cont.)
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11 44
2. 2. FormalFormal TC 17 MeetingsTC 17 Meetings
MEETING 1 MEETING 1 -- 9 Sept. 2006, 9 Sept. 2006, TUTU--GrazGraz, , AustriaAustria(NUMGE06)(NUMGE06)
MEETING 2 MEETING 2 –– 10 10 MayMay 2007, Kuala Lumpur, 2007, Kuala Lumpur, MalaysiaMalaysia(16(16thth SEAGCSEAGC))
MEETING 3 MEETING 3 –– 25 Sept. 2007, Madrid, Spain 25 Sept. 2007, Madrid, Spain ((XIVXIVthth ECSMGEECSMGE))
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11 55
3. TC 17 3. TC 17 involvementinvolvement//representationrepresentation
8th 8th IGSIGS, 18, 18--22 Sept. 2006, 22 Sept. 2006, YokohamaYokohama, Japan, JapanTC 17 TC 17 SpecialtySpecialty SessionSession ‘‘ReinforcedReinforced slopesslopes & & wallswalls””
YoungYoung--ELGIPELGIP Workshop Workshop ““InnovationInnovation in in SoilSoil ImproveImprove--mentment MethodsMethods””, 26, 26--27 27 OctoberOctober 2006, Delft,The 2006, Delft,The NetherlandsNetherlands
SzechySzechy KarolyKaroly Symposium, November 2006, Symposium, November 2006, HungaryHungary
TouringTouring LecturesLectures onon GroundGround ImprovementImprovement, 2, 2--5 5 MayMay2007, Hanoi & Ho 2007, Hanoi & Ho ChiChi MinhMinh, , VietamVietam
16th 16th SEAGCSEAGC, 8, 8--11 11 MayMay 2007, Kuala Lumpur, 2007, Kuala Lumpur, MalaysiaMalaysia
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11 66
3. TC 17 3. TC 17 involvementinvolvement//representationrepresentation (cont.)(cont.)
TC 17 Workshop, 24 Sept. 2007, TC 17 Workshop, 24 Sept. 2007, ECSMGEECSMGE, Madrid, Spain, Madrid, Spain
5th Int. Symposium 5th Int. Symposium onon EarthEarth ReinforcementReinforcement, , ““IS IS KyushuKyushu20072007””, 14, 14--16 November, 16 November, FukuokaFukuoka, Japan , Japan ((underunder auspicesauspices of of the the JapaneseJapanese Society & TC 17)Society & TC 17)
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11 77
4. TC 17 4. TC 17 WebsiteWebsite
httphttp://://www.bbri.bewww.bbri.be/go/tc17/go/tc17
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11 88
5. Canvas ground improvement techniques5. Canvas ground improvement techniques
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11 99
5. Canvas ground improvement techniques5. Canvas ground improvement techniques
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11 1010
5. Canvas ground improvement techniques5. Canvas ground improvement techniques
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11 1111
5. Canvas ground improvement techniques5. Canvas ground improvement techniques
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11 1212
6. Core Member Country reports6. Core Member Country reports
seesee TC 17 TC 17 websitewebsite + + tabeltabel uituit websitewebsite
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11 1313
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11 1414
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ISSMGE TC - 17ISSMGE TC - 17
A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting -- UneUne journjournééee britanniquebritannique –– 77thth December 2007December 2007
Presented by Serge VARAKSINchairman of ISSMGE Technical Committee 17 - Ground improvement
Deputy general manager of MENARD
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ISSMGE TC - 17ISSMGE TC - 17
A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting -- UneUne journjournééee britanniquebritannique –– 77thth December 2007December 2007SITE LOCATION
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ISSMGE TC - 17ISSMGE TC - 17
A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting -- UneUne journjournééee britanniquebritannique –– 77thth December 2007December 2007JEDDAH, a modern city
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A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting –– UneUne JournJournééee BritanniqueBritannique
TYPICAL MASTER PLAN
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ISSMGE TC - 17ISSMGE TC - 17
A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting -- UneUne journjournééee britanniquebritannique –– 77thth December 2007December 2007
THE FUTURE SITE
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ISSMGE TC - 17ISSMGE TC - 17
A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting -- UneUne journjournééee britanniquebritannique –– 77thth December 2007December 2007
DISCOVERING THE HABITANTS
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A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting –– UneUne JournJournééee BritanniqueBritannique
PROJECT STRUCTURE KING ABDULLAH
ARAMCO
DREDGING
INFRASTRUCTURE
GROUND IMPROVEMENT
ROADS
MARINE WORKS
CIVIL WORKS
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A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting –– UneUne JournJournééee BritanniqueBritannique
AREAS TO BE TREATED
•AL KHODARI (1.800.000 m2)•BIN LADIN (720.000 m2)
SCHEDULE
• 8 month
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SPECIFICATIONS
•Isolated footings up to 150 tons
•Bearing capacity 200 kPa
•Maximum footing settlement 25 mm
•Maximum differential settlement 1/500
•Footing location unknown at works stage
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A joint CFMS and BGA Meeting A joint CFMS and BGA Meeting –– UneUne JournJournééee BritanniqueBritannique
LAGOON FILLED BY SABKAH
RED SEA
0
+1
+2
+3
+4
+5
-5
-4
-3
-2
-1
-10
-9
-8
-7
-6
ELEVATION (meters)
TYPICAL SITE CROSS SECTION OF UPPER DEPOSITS
+3
+1
SITE ≅ 1,5 km
CORAL
BARRIER
LAYER USC w % % fines N QcBARS
FR % PLBARS
EPBARS
1 - SABKAH SM + ML 35-48 28-56 0-2 0-2 1,2-4 0,4-1,9 avr-17
2 - LOOSE SILTY SAND SM - 15-28 3-9 12-45 0,5-1,2 2,1-4 18-35
3 - CORAL - 26-35 - 6-12 - - 5,1-7,2 35-60
4 - LOOSE TO MED DENSE SAND SM - 12-37 3-18 15-80 0,5-1,8 4-12 28-85
2
4
4
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Limit Pressure
7.5
2.8
1.0
0.9
2.2
3.23.23.23.23.2
-5.0
-4.0
-3.0
-2.0
-1.0
0.0
1.0
2.0
3.00 5 10 15 20 25 30
Pl (bar)
Ele
vatio
n (m
E
Cone Resistance
-8.0
-7.5-7.0
-6.5
-6.0-5.5
-5.0-4.5
-4.0
-3.5-3.0
-2.5
-2.0-1.5
-1.0
-0.50.0
0.51.0
1.5
2.02.5
3.00 2 4 6 8 10 12 14
qc (Mpa)El
evat
ion
(m E
Pressuremeter Modulus
64.9
36.0
9.8
3.8
61.5
22.922.922.922.922.9
-6.0
-5.0
-4.0
-3.0
-2.0
-1.0
0.0
1.0
2.0
3.00 40 80 120 160 200 240
Ep (bar)
Elev
atio
n (m
E
TYPICAL SOIL PROFILE
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VARIATION IN SOIL PROFILE OVER 30 METERS
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CPT AT 30 METERS DISTANCE
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Concept
+ 1.2
+ 2.52 meters arching laer
Working platform (gravelly sand)
Compressible layer from loosesand to very soft sabkah
+ 4.0
Depth of footing = 0.8mBelow G.L.
Engineered fill
0 to 9 meters
150 TONS
σz = 200 kn/m²
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DC (Dynamic Compaction)
SELECTION OF TECHNIQUE
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Shock waves during dynamic consolidation –upper part of figure after R.D. Woods (1968).
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Saturation energy
1. Applied energy in tm/m²2. Volume variation as a function of time3. Ratio of pore pressure to liquefaction
pressure4. Variation of bearing capacity5. Envelope of improvement
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(E, in ton.meters)
Where C is a function of type of tamping rig (to be measured foreach equipment)C = 1, free fallC = 0,8 cable drop, mechanical winchesC = 0,65 cable drop hydraulic winchesσ is a function of nature of soil, location of the pound waterσ ≅ 1,0 in metastable recent fills to reach self bearing levelσ ≅ 0,5 in normally consolidated deposits.
ECh(m) δ=
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SELF BEARING BEHAVIOUR AND IMPROVEMENT
REQUIREMENTS IN SAND FILL
24681012
FILL FILL+UNIFORM LOAD FILL+ LOAD
1
2
3
4
FILLDepth(m)
FILLDepth(m)
FILLDepth(m)
GWT GWT GWT
t(about 10 years)
S (%) 30% (SBC)50% (SBC)
60% (SBC)
80% (SBC)
90% (SBC)
SBCs’z SBCs’z SBCs’z
DC : h(m) =
δ
ECδ
C(menard) = 0.9-1
C(hydraulic) = 0.55
SBC = 0.9-1 (SILICA SAND)
δ LOAD = 0.4-0.6 (SILICA SAND)
S.B.C. = Self Bearing Coefficient
S.B.C. = S(t)S( )∞
SB s’z
s’z30%
50%
80%
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DECISION PROCESS OF SELECTION OF TECHNIQUE
No Yes
Transition layer > 2 m
Transition layer < 2 m
Case A Case B1 Case B2 Case B3
DC DR
SabkhaSubstitution over 1 m +
DR
HDR + temporarysurcharge
Presence of Silt (Sabkha) layer
No Deep silt (Sabkha) layer, ie bottomelevation higher than 5 m below
Working Platform Level
Deep silt (Sabkha) layer, ie bottomelevation lower than 5 m below
Working Platform Level
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PRESSUREMETER TEST (PMT)
In-situ stress controlled loading test to measure the in-situ strength and stress-strain (deformation) characteristics of soil at depth.(ASTM D4719-87; N.M.IS2; NEN-EN-ISO 22476-4:2005; Eurocode 7)
A direct design procedure using PMT test data for the calculation of: • Bearing capacity of shallow and deep foundations • Settlement of foundations
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Typical load tests conducted on foundations : (i) PBT; and (ii) PMT (not CPT or SPT)
PBT – vertical load test
PMT – shear test
TYPICAL LOADING TESTS
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STRESS – STRAIN CURVE OF PMT RESULTS
EP
PL
From the stress-strain ( σ vs. ε ) curve:
1. Limit Pressure ( PL )– for bearing capacity (= 5.5Cu).
2. Pressuremeter Modulus ( EP ) – for settlement (Ey = EP/α). (α = 2/3 for clay; 1/2 for silt and 1/3 for sand)
Pressure up to 40 bars acting on surrounding soil = shear deformations test.
σ
ε
PY
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PMT COMPARED WITH LOADING OF COLUMN
PMT loading test applies the cavity expansion theory which is similar to granular column bulging under applied vertical load.
Pressure induced to fail the surrounding soil = ultimate bearing capacity of column supported by lateral pressure of the surrounding soil.
PM
TP
MT
Lsc2
ult,sc P2
φ4πtanq ⎟
⎠⎞
⎜⎝⎛ +=
direct measurement of PL
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SELECTION OF TECHNIQUE
DR (Dynamic Replacement)HDR (High Energy Dynamic Replacement) + surcharge
NGL
GWT
BSL (variable)
FPL
> 2,
80
Working Platform
Soi
l Con
ditio
nsD
esig
n
WPL
0,80
> 4,
50
Preloading
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HUMAN RESOURCES
1. Project management (4)
3. Mecanical team (18)
5. Administrative team (6)
4. Survey team (16)
6. Geotechnical team (8)
7. Safety and Quality (2)
8. Logistic team (4)
2. Production team (32)
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EQUIPMENT RESOURCES
•13 DC/DR Rigs of 95 to 120 tons•15 pounders from 12-23 tons•30 vehicles (bus, 4x4, pick-up, berlines)•1 truck with crane•1 forklift•3 CPT rigs•1 drill + pressuremeter•15 containers•1 set of site offices
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EQUIPMENT RESOURCES
•13 DC/DR Rigs of 95 to 120 tons•15 pounders from 12-23 tons•30 vehicles (bus, 4x4, pick-up, berlines)•1 truck with crane•1 forklift•3 CPT rigs•1 drill + pressuremeter•15 containers•1 set of site offices
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EQUIPMENT RESOURCES
•13 DC/DR Rigs of 95 to 120 tons•15 pounders from 12-23 tons•30 vehicles (bus, 4x4, pick-up, berlines)•1 truck with crane•1 forklift•3 CPT rigs•1 drill + pressuremeter•15 containers•1 set of site offices
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EQUIPMENT RESOURCES
•13 DC/DR Rigs of 95 to 120 tons•15 pounders from 12-23 tons•30 vehicles (bus, 4x4, pick-up, berlines)•1 truck with crane•1 forklift•3 CPT rigs•1 drill + pressuremeter•15 containers•1 set of site offices
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TYPICAL SURFACE CONDITIONS
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TYPICAL TEST PITS (120) AND GRAIN SIZE
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DC (300 Txm) DR / HDR (300-500 Txm)
Pass 1 6 – 10 blows 1 – 2 blows
Pass 2 2-3 blows 2 blows
Pass 3 NA 5 blows (densify DR column)
Pass 1 NA 2 blows
Pass 2 NA 2 blows
Pass 3 NA 5 blows
PHASE 2
PHASE 1
TYPICAL WORK SEQUENCE
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DC DR / HDR
Description of impacts High intensity Soft in 2 first blows
Selection of pounder 4 m² - 15-23 tons 3 m² variable weight
Drop hight 20 m Adapted to heave intensity (5-20 m)
Heave negligable High during first to passes decreasing
Diameter of prints 3.5 – 4 m 2.3 – 3.5 m
Penetration ≅ 25 cm / blow 100 cm / blow
Water observed frequent rare
Rest period betweenphases 1-3 days 7 to 21 days
Transition layer Not required Required to form arching
Surcharge NA Required for HDR
PARAMETERS QUALITY CONTROL VISUAL
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DUMPING SAND FROM POUNDER
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Limit Pressure
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
0 5 10 15 20 25 30
Pl (bar)
Elev
atio
n (m
EL)
Before DC
Limit Pressure
-8.0
-7.0
-6.0
-5.0
-4.0
-3.0
-2.0
-1.0
0.0
1.0
2.0
3.00 5 10 15 20 25 30
Pl (bar)
Elev
atio
n(m
EL)
After DC – Between columns
Between columns Inside columnsMinimum Average
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Limit Pressure
23.4
4.3
1.9
3.3
5.8
3.4
9.2
-8.0
-7.0
-6.0
-5.0
-4.0
-3.0
-2.0
-1.0
0.0
1.0
2.0
3.00 5 10 15 20 25 30
Pl (bar)
Elev
atio
n(m
EL)
Limit Pressure
7.5
2.8
1.0
0.9
2.2
3.23.23.23.23.2
-8.0
-7.0
-6.0
-5.0
-4.0
-3.0
-2.0
-1.0
0.0
1.0
2.0
3.00 5 10 15 20 25 30
Pl (bar)
Elev
atio
n (m
EBefore DR After DR – Between columns
12,2
8,2
14,1
16,7
18,0
15,2
Between columns Inside columns
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KAUST KAUST
0
0,2
0,4
0,6
0,8
1
1,2
1,4
1,6
0 100 200 300 400 500
BASIS
•60 grainsize tests
•180 PMT tests
PARAMETERS
•PL – Po = pressuremeter limit pressure
•kJ/m3 = Energy per m3 (E)
•% = % passing n°200 sieve
•I = improvement factor
•S.I : energy specific improvement factor
I = 8SI = 4,7
I = 6,25SI = 2,3
I = 5,5SI = 1,5
I = 3,1SI = 0,72
I = 3SI = 0,56
kJ/m3
(energy / m3)
PL-Po (MPa)
K.A.U.S.T. – Saudi Arabia
Li
LF
PP
EI 100×
ANALYSIS OF (PL-Po) IMPROVEMENT AS FUNCTION OF ENERGY AND FINES
DC DOMAIN
DR DOMAIN
10%
20%
30%
40%
50%
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3.80
3.805.5
5.5
STRESS DISTRIBUTIONANALYSIS OF WORST CASE FOR VARIOUS GRIDS
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120 kPa20 kPa
100 kPa
17 kPa
80 kPa 14 kPa
85 kPa
12 kPa
Stresses at El (-1,0 m)
Stresses at El (0)Grid 5,50 x 5,50
STRESS DISTRIBUTIONGrid 3,80 x 3,80
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62 kPa12 kPa
65 kPa
9 kPa
50 kPa 10 kPa
55 kPa
7 kPa
Stresses at El (-3,0 m)
Stresses at El (-2,0 m)Grid 5,50 x 5,50
STRESS DISTRIBUTIONGrid 3,80 x 3,80
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A – Identify depth trend of SABKAH by CPT Tests
B – Closely eywitness the penetration of pounder to confirm DC or DR treatment
C – Verify by PMT that factor of safety is at least 3 for bearingcapacity
D – Verify by stress analysis that limit pressure at anydepth exceeds factors of safety of at least 3 in orderto safely utilize the settlement analysis (no creep)
E – Vary the grid to obtain at any location thecondition D
F – Test the gravelly sand columns and check if specified settlement is achieved
G – Monitor surcharge if HDR is required
SITE PROCEDURE
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Project Name: According to PMT #: Dated:
Zone Ref # X Y Z
Footing Characteristics DR DescriptionLoad 150 tons Mesh 5,50 mMean contact stress p 0,20 MPa Hence: L/B = 1,0 Diameter 2,20 mLength of the footing L 2,74 m And: λ3 = 1,10 Hence, a = 12,6%Width of the footing B 2,74 m λ2 = 1,12 Pressuremeter characteristicsEmbedment D 0,80 m According to calibration #
Em-DR 10,0 MpaPl-DR 1,5 MpaαDR 1/3
Soil Description
Em (MPa) Pl (MPa) α Em (MPa) Pl (MPa) α1 Engineering fill III 1,5 1,5 20 20,0 2,5 1/3 20,0 2,50 1/32 Working platform III 1,0 2,5 20 17,0 2,4 1/3 17,0 2,40 1/33 Soft Material II 1,0 3,5 20 11,1 1,3 1/3 11,1 1,30 1/24 Soft Material II 1,0 4,5 20 6,3 1,0 1/3 6,3 1,00 1/35 Soft Material II 1,0 5,5 20 16,3 2,5 1/3 16,3 2,50 1/36 Soft Material II 1,0 6,5 20 12,2 2,1 1/3 12,2 2,10 1/34 Soft Material II 1,0 7,5 20 3,7 0,6 1/3 3,7 0,60 1/35 Sandy material III 20 27,5 20 35,0 5,0 1/3 35,0 5,00 1/3
Remark: The depth described is sufficient
ModulusE1 18,41 MPa EA 18,41 MPa (spherical modulus)E2 11,84 MPa EB 12,68 MPa (deviatoric modulus)E3,5 7,20 MPaE6,8 35,00 MPa α1 0,33 Spherical componentE9,16 35,00 MPa α2,16 0,34 Deviatoric component
Limit Pressurepl'2 2,46 MPa Hence pl'e 1,81 MPa Thus he/R 0,83pl'3 1,33 MPa And he 1,13 m And k 1,07
Bearing Capacity Settlement
qa 643 kPa w 5,83 mm
CALCULATION RESULTS
Higher than 200 kPa => Specification reached Lower than 25 mm => Specification reached
Pressuremeter characteristicsInter Prints (after Soil Improvement, as
per above mentionned PMT)
D60 MODELISATION
DESCRIPTION OF SOIL, TREATMENT AND FOOTING TYPE
DRDescriptionHomogeneized soil
γ (kN/m3)
Calculation of the Settlement and Bearing Capacity of a foundationAccording to D60
Layer # Depth from FPL (m)
Thickness (m)
Soil category
RpER
RpRE
wAo
oB
31
2 5.4333.1 16,2
λα
λα
+⎟⎟⎠
⎞⎜⎜⎝
⎛=
16,98,65,321 5.21
5.211
85.011
4
EEEEE
E++++
=B
1EEA =
( ) soillDRleql PaaPP −−− −+= 1 ( )soil
eqsoilm
DR
eqDRmeqm EaaEE
αα
αα
−−− −+= 1( ) soilDReq aa ααα −+= 1
lea pkq '3
=
SPREAD SHEET OF CALCULATION OF SETTLEMENT AND BEARING CAPACITY
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PROVISIONNAL
MASTER PLAN
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PROVISIONNAL MASTER PLAN
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For this considered case,
du = UΔσ
and thus t’f = U1t1 + (1-U1)tf
The Table allows to compare the gain in consolidation time, at different degrees of consolidation.
Supposing primary consolidation completedU = 0.9 or T = 0.848 if du=U1Δσ,
then t’f = U1t1 + (1-U1)tf
The optimal effectiveness occurs around U1 = 60%.One can thus conclude that, theoretically the consolidation time is reduced by 20% to 50%, what is for practical purpose insufficient.
It can be assumed that those impacts dugenerate a pore pressure at least equal to the pore pressure generated by the embankment load.
This new consolidation process with the final at a time t’f, where
With
the following equation allows to compare the respective times of consolidation being :
t’f with impacttf without impact
( )H²
TCH²
tt'C'0,848T 1v11vV +
−==
⎥⎥⎦
⎤
⎢⎢⎣
⎡
−+=
1)VV UΔσ(1
du1CC'
f1
11
1
t)UΔσ(1du
)UΔσ(1t)UΔσ(1du
duft'−+
−+
−+=
U1 10% 20% 30% 40% 50% 60% 70% 80% 90%
t1/tf 0.009 0.037 0.083 0.148 0.231 0.337 0.474 0.669 1.00
t’1/tf 0.901 0.807 0.725 0.659 0.615 0.602 0.632 0.735 1.00
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ISSMGE TC - 17ISSMGE TC - 17
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ISSMGE TC - 17ISSMGE TC - 17
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Physical stabilisation of deep fillStabilisation physique de remblai profond
Ken Watts Building Technology Group
CFMS / BGE Joint Meeting7th December, 2007
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• Deep fills and land re-generation – Remblais profonds et regén ération de terrain
• Foundation problems on non-engineered fillsProblèmes de foundation sur des remblais non contrôlés
• Collapse compressionCompression d’affaissement
• Current solutionsSolutions courantes
• Alternative solution - Laboratory and field studies Solution alternative – études de laboratoire et sur le terrain
ContentsContenu
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Deep fills and land re-generationRemblais profonds et regén ération de terrain
• UK National Land Database identified 66,000 ha of brownfield land
• English Partnerships (UK National Regeneration Agency) manages 107 former coalfield sites and many contain substantial deposits of deep, poorly compacted fill
• Former open cast mining sites have produced the deepest deposits of non-engineered fill
• Approximately 15m3 of overburden extracted to produce 1tonne coal
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• Formerly Orgreave deep / opencast mine• Depth of fill 80m - 129m • 280 ha restored site• UK Coal will develop approximately 93,000 sq m of
business space and up to 4,000 new homes in a new community close to Sheffield.
• Former ironstone opencast mine, Corby• Depth of fill 24m • Small experimental site• Whole area now restored for housing
Deep fills and land re-generationRemblais profonds et regén ération de terrain
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Foundation problems on non-engineered fillsProblèmes de foundation sur des remblais non contrôlés
• Self-weight creep settlement• Excessive settlement under applied loads• Differential settlement where depth varies• Most serious hazard for low-rise buildings on fill –
collapse compression on wetting
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Collapse compressionCompression d’affaissement
• Widespread phenomenon affecting both fills and natural soils and can occur without any change in applied stress
• Most partially saturated fills are susceptible if placed in a sufficiently loose and/or dry condition
• Triggered by rise in ground water or downward percolation of surface water
• Mudstone/sandstone = 1-2%, stiff clay fill = 3-6%, colliery spoil = 7% (20m @ 5% = 1m at surface)
• Passage of time does not eliminate collapse potential
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Causes
Mechanisms of collapse:• Inter-granular bonds within the fill may be
weakened or eliminated by an increase in moisture content
• Parent material from which the fill is formed may lose strength as its moisture content increases and approaches saturation
• Where a fill is formed of aggregations of fine particles, such as lumps or clods of clay, these aggregations may soften and weaken as the moisture content increases
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Inundation through rising ground waterInondation par élévation du niveau de la nappe d’eau
85 86 87 88 89 90 91 92 93 94 95 96 97 98 99
-800
-600
-400
-200
0
Settl
emen
t (m
m)
85 86 87 88 89 90 91 92 93 94 95 96 97 98 99-60
-55
-50
-45
-40
-35
Wat
er le
vel (
m b
elow
GL)
New
inun
datio
n
Magnet Symbol Depth below GL (m)
11 0.0 9 11.9 7 24.0 5 36.5 3 48.3 1 58.6
• Mudstone, siltstone and sandstone
• Dragline and face shovel
• Loose tipped with top 16m systematically compacted for highway corridor
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Inundation through rising ground waterInondation par élévation du niveau de la nappe d’eau
Mudstone and sandstone fragments
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Collapse compression - percolation into fillCompression d’affaissement – percolation dans le remblai
Clay fill
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Settl
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m)
Levelling point
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Chainage (m)
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Chainage (m)
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Cha
inag
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051015202530354045505560657075808590
Settl
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Collapse compression - percolation into fillCompression d’affaissement – percolation dans le remblai
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Damage to structuresDommage aux structures
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Collapse compression - researchCompression d’affaissement - recherche
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PreventionEmpêchement
Reduce air voids to the point:
– Potential for further volume reduction is greatly reduced or preferably eliminated
– Lower the permeability to prevents water entering the fill
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Current solutionsSolutions courantes
• Re-engineer to a suitable specification
• Surface compaction
• Surcharge (preloading)
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• Commonly used in UK to treat unsaturated fills• Object to reduce voids between particles• Increase in density and overall improvement in properties• Typical tamper 5 to 20 tonnes, dropping from heights of up to 25 metres.
Current solutions – dynamic compactionSolutions courantes – compactage dynamique
• Highest energy suggest max. depth of improvement approx. 10m
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• Other techniques using surface impact compaction • Rapid impact compactor developed generally to compact relatively shallow fills• Now used in the UK and increasingly globally • 7-9 tonne mass dropped 1.2m at 40 blows/min• Total energy similar. Generally effective to 4m but considerably better in suitable conditions
Current solutions – dynamic compactionSolutions courantes – compactage dynamique
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• Boulder clay overlying ooliticlimestone• 9m high surcharge• Stresses during pre-loading were much greater than later applied by foundation loads• The surcharge was effective down to a depth of 10m
Current solutions - surchargeSolutions courantes – surcharge (préchargement)
• Subsequent movements due to creep in fill, not foundation loads
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Alternative solution - objectivesSolutions alternatives - objectifs
Fill voids using in-situ grouting technique
Overall:• To enable deep fill sites suitable for redevelopment through
the innovative use of grouting using waste materials.
Specifically:• To develop suitable economic grout using pfa or other waste
such as quarry dust• To demonstrate that, at laboratory scale, grout can permeate
and stabilise fill by reducing collapse potential• To develop an economic grouting technique to eliminate
collapse potential in loose fills
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Potential advantagesAvantages potentiels
• Re-engineering to a suitable depth is unlikely to be economic for many developments
• Depth and therefore degree of effectiveness of surface compaction or preloading is limited technically and/or by economic constraints
• Grouting depth can be specified and effectiveness would not diminish with depth
• Likely to be quicker and less disruptive than alternative solutions
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Testing - small scaleTest à petite échelle152mm oedometers
Compressed air LOAD
DISPLACEMENT
SAMPLE
GROUTHigh speed,high shear
mixer
Low speed,low shear
mixer
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152mm oedometers - jetting
Testing - small scaleTest à petite échelle
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Testing - small scaleTest à petite échelle
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Applied vertical stress (kN/m2)
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tical
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in (%
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Test 3Test 9G
Collapse on grout injection
SAMPLE 3ρd = 1.6Mg/m2m = 4%initial av = 33%water inundation
SAMPLE 9Gρd = 1.6Mg/m2m = 4%initial av = 33%Grout injection
Collapse on water inundaton
No further collapse on inundation
Testing - small scaleTest à petite échelle
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Field studiesÉtudes de terrainFull-scale field trial
• 50m deep fill comprising mudstones, shale, sandstone, glacial gravel and coal held in a clay matrix
• WL at 35m BGL – potential to rise to 15m BGL• Potential 5% collapse – 1m at surface• At risk fill below economically viable surface
treatment• Trial and later pilot scale trial carried out
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Full-scale field trial
• Water/pfa grout (later addition of cement)• Simple rotary drilling with injection through bit at 3m
vertical intervals• Grout points on 6m grid• Treated 15m to 33m, later 12m to 27m• Surface precise levelling• Sub-surface monitoring (borehole magnet gauges)• Standpipe piezometers• Water infiltration wells – treated + untreated
Field studiesÉtudes de terrain
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Full-scale field trial
Field studiesÉtudes de terrain
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Full-scale field trial – preliminary findings
• Grout could be successfully injected into semi-cohesive fill
• Grout travelled further than 6m radially• Collapse was triggered in grouted zones• Some residual creep when water added• Area pre-loaded with 20m surcharge could not be
grouted and had no collapse potential during water infiltration
Field studiesÉtudes de terrain
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• The improvement of deep fills is of increasing importance in Great Britain - L’amélioration des remblais profonds est d’une importance de plus en plus grande en Grande Bretagne
• Established and innovative surface solutions - Des solutions de surface établies et innovantes
• Existing techniques offer limited depth solutions -Les techniques existantes n’offrent que des solutions de profondeur limitée
• A new grouting technique shows some promise but requires further research - Une nouvelle technique d’injection semble prometteuse mais nécessite de plus amples recherches
Conclusions