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Analysis of ground movements inducedby diaphragm wall installation
Benoit Garitte , Marcos Arroyo and Antonio GensUniversitat Politcnica de Catalunya, Barcelona
21 st Alert Workshop Program
Aussois, October the 6th
2010
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MotivationSant Cosme. Movimientos 1
R e
b a
i x d e
t e r r e s
P a n
t a l l a r a m p a c o s t a
t C C ( m d u
l s R 1 - R
5 )
P a n
t a l l e s r a m p a c o s
t a t e
d i f i c i s
P a n
t a l l e s
f r o n
t C C ( m d u
l s 7 1 - 7
5 )
P a n
t a l l e s
f r o n
t C C
( m d u
l 7 6 )
P a n
t a l l e s - p
i l a ( m d u
l s 9 2 - 9
5 )
P i l o t s p r o
t e c c
i
J e
t p r o
t e c c
i C C
J e
t r a m p a
( J e
t 3 )
J e
t 3 ( 1 c o
l / 2 d i e s )
Jet 2 (
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Outline of the presentation
Boundary condition for diaphragm wall: implementation andvalidation
San Cosme station and parameter determination
Modelling one panel: sensitivity analysis
Modelling an entire diaphragm wall: comparison with in situ
measurements
Conclusions
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Implementation of the boundary condition
Literature review (Ng y Yan, 1998;Gourvenec & Powrie, 1999 ; Schaffer yTriantafyllidis, 2006) :
Guide wall construction is not takeninto account
Excavation under bentonite slurrysupport is reproduced by retiring theelements included in the volume of thepanel and applying the hydrostaticpressure (total stresses and null flux)
Fresh concrete is reproduced by abilinear hydrostatic boundary condition
Hardening of concrete is reproducedby replacement of the panel volume bynew elements with hard concreteparameters. The bilinear hydrostatic
boundary condition is desactivated
Installation
Function: protection ofexisting structures
Impermeabilization
Stiffening
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Implementation of the boundary condition
Gourvenec & Powrie, 1999
Excavation under bentoniteslurry
Installation of freshconcrete
Critical depth
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Implementation of the boundary condition
-16
-14
-12
-10
-8
-6
-4
-2
0
-30 -25 -20 -15 -10 -5 0
Desplazamientos [mm]
P r o
f u n
d i d a
d [ m ]
CB (bentonita)G&P (bentonita)CB (24h despus bentonita)CB (hormign)G&P (hormign)CB (24h despus hormign)
Validation (2D): comparison between CB and G&P simulation results
Displacement [mm]
D
e p
t h [ m m
]
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Implementation of the boundary condition
Displacement [mm]
D e p
t h [ m
m ]
Gourvenec & Powrie, 1999
Installation of a panel is a
3D event
Effects due to theinstallation of variouspanels are not additive
Correct representation ofthe earth pressurecoefficient is a key issue
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Outline of the presentation
Implementation of the boundary condition in CB and validation
San Cosme station and parameter determination
Modelling one panel: sensitivity analysis
Modelling an entire diaphragm wall and comparison with insitu measurements
Conclusions
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San Cosme station
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San Cosme station and parameter determination
Quaternary alluvial
Silty clay
Sand
Clay
Gravels
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Parameter determination
DMT (Marchetti Dilatometer)
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Parameter determination
-50.00-45.00-40.00
-35.00-30.00-25.00-20.00
-15.00-10.00
-5.000.00
0.00 2.00 4.00 6.00 8.00Id
D e p
t h [ m
]
DMT01DMT02DMT03DMT04
A r e n
a A r c i l l
L i m o
DMT (Marchetti Dilatometer)
Quaternary alluvial
Silty claySand
Clay
Gravels
C l a y
S i l t
S a n
d
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Parameter determination
DMT (Marchetti Dilatometer)
-50.00-45.00-40.00-35.00-30.00-25.00-20.00-15.00-10.00
-5.00
0.00
0.0 0.5 1.0 1.5 2.0 2.5 3.0K0
P r o
f u n
d i d
a d [ m ]
DMT01 -1
DMT02 -1
DMT03 -1
DMT04 -1
Ajuste del coefficiente de empuje
Horizontal stress index Earth pressurecoefficient
0
''h
v
K
=
Quaternary alluvial
Silty claySand
Clay
Gravels
D e p
t h [ m m
]
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Parameter determination
DMT (Marchetti Dilatometer)
-50.00-45.00
-40.00-35.00-30.00-25.00
-20.00-15.00-10.00-5.00
0.00
0 200 400 600 800 1000E [bar]
D e p t
h [ m ]
DMT01DMT02DMT03
DMT04
DMT modulus Oedometer modulus (CC): 0.06
Quaternary alluvial
Silty claySand
Clay
Gravels
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Parameter determination
DMT (Marchetti Dilatometer)
-50.00-45.00-40.00-35.00-30.00-25.00-20.00-15.00-10.00
-5.000.00
0.00 1.00 2.00 3.OCR
D e p
t h [ m ]
Preconsolidation pressure
Swelling coefficient and friction angle:Mayne (2008): fitting of DMT and CPTutests
Permeability values were determined othe basis of in situ pump tests (AMPHOS)
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Outline of the presentation
Implementation of the boundary condition in CB and validation
San Cosme station and parameter determination
Modelling one panel: sensitivity analysis
Modelling an entire diaphragm wall and comparison with insitu measurements
Conclusions
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Modelling one panel
2 5 m
5 0 m
Modelling domain for one panel
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Modelling one panel
-25
-20
-15
-10
-5
0
0 100 200 300 400
tensin [kPa]
c o
t a t o p o g r
f i c a
[ m ]
Perfil hidrosttico en labentonitaPerfil hidrosttico en elhormignPerfil en el hormign(emprico)Tensin horizontal (total)
Stresses [kPa]
D e p
t h [ m m
]
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Modelling one panel
-5
-4
-3
-2
-1
0
1
0 10 20 30 40Time [hrs]
S e
t t l e m e n
t [ m m
]
Settlement @ 2 mSettlement @ 3 m
Settlement @ 4 mSettlement @ 5 mSettlement @ 10 mSettlement @ 16 m
Excavation under bentonite support
Injection of fresh concrete
Hardening of the concrete
-5
-4
-3
-2
-1
0
1
0 10 20 30 40Time [hrs]
S e
t t l e m e n
t [ m m
]
Settlement @ 2 mSettlement @ 3 m
Settlement @ 4 mSettlement @ 5 mSettlement @ 10 mSettlement @ 16 m
Excavation under bentonite support
Injection of fresh concrete
Hardening of the concrete
Settlement evolution
Di Biagio and Myrvoll, 1973
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Modelling one panel
-25
-20
-15
-10
-5
0
-40 -20 0 20 40desplazamientos [mm]
P r o
f u n
d i d a
d [ m ]
t [horas] = 0.13 , profundidad panel [m] = 1t [horas] = 0.26 , profundidad panel [m] = 2t [horas] = 0.39 , profundidad panel [m] = 3t [horas] = 0.52 , profundidad panel [m] = 4t [horas] = 0.65 , profundidad panel [m] = 5t [horas] = 0.90 , profundidad panel [m] = 7t [horas] = 1.16 , profundidad panel [m] = 9t [horas] = 1.42 , profundidad panel [m] = 11t [horas] = 1.55 , profundidad panel [m] = 12t [horas] = 1.81 , profundidad panel [m] = 14t [horas] = 2.06 , profundidad panel [m] = 16t [horas] = 2.32 , profundidad panel [m] = 18t [horas] = 2.58 , profundidad panel [m] = 20t [horas] = 2.84 , profundidad panel [m] = 22t [horas] = 3.10 , profundidad panel [m] = 24t [horas] = 3.23 , profundidad panel [m] = 25t [horas] = 8.23 , antes hormigonadoJusto despues hormigonadot [horas] = 20.23 , antes fraguadoJusto despues fraguadot [horas] = 24t [horas] = 2400
Convergence of the panel wall
D e p
t h [ m m
]
Displacement [mm]
D e p
t h [ m m
]
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Modelling one panel
-14
-12
-10
-8-6
-4
-20
2
0 10 20 30 40 50Distancia hasta la pared [m]
a s
i e n
t o s
[ m m
]
t [horas] = 0.13 , profundidad panel [m] = 1
t [horas] = 0.26 , profundidad panel [m] = 2
t [horas] = 0.39 , profundidad panel [m] = 3
t [horas] = 0.52 , profundidad panel [m] = 4
t [horas] = 0.65 , profundidad panel [m] = 5
t [horas] = 0.90 , profundidad panel [m] = 7
t [horas] = 1.16 , profundidad panel [m] = 9
t [horas] = 1.42 , profundidad panel [m] = 11
t [horas] = 1.55 , profundidad panel [m] = 12
t [horas] = 1.81 , profundidad panel [m] = 14
t [horas] = 2.06 , profundidad panel [m] = 16
t [horas] = 2.32 , profundidad panel [m] = 18
t [horas] = 2.58 , profundidad panel [m] = 20
t [horas] = 2.84 , profundidad panel [m] = 22t [horas] = 3.10 , profundidad panel [m] = 24
t [horas] = 3.23 , profundidad panel [m] = 25
t [horas] = 8.23 , antes hormigonado
Settlement profile
Distance to wall [m]
S e
t t l e m e n
t s [ m m
]
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Modelling one panel: sensitivity analysis
Case 1: base case
Case 2: bentonite slurry level is 2m below the surface
Case 3: length of the panel is 6m (instead of 3.6m)
Case 4: depth of the panel is 35m (instead of 25m)
Case 5: Critical depth is set to H/5 (instead of H/3)
Case 6: width of the panel is 1m (instead of 1.2m)
-6
-5
-4-3
-2
-10
1
0 10 20 30 40Tiempo [hrs]
a s i e n
t o s
[ m m
]
Asientos @ 3 m (caso 1)Asientos @ 3 m (caso 2)Asientos @ 3 m (caso 3)
Asientos @ 3 m (caso 4)Asientos @ 3 m (caso 5)Asientos @ 3.1 m (caso 6)
Settlement evolution
Time [hrs]
S e
t t l e m e n
t s [ m m
]
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Outline of the presentation
Implementation of the boundary condition in CB and validation
San Cosme station and parameter determination
Modelling one panel: sensitivity analysis
Modelling an entire diaphragm wall and comparison with insitu measurements
Conclusions
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Modelling an entire diaphragm wall
p1
p2
p3
p4
p5 p7
p6
R4
R2
R1
R5
R3
R e
b a
i x d e
t e r r e s
P a n
t a l l a
r a m p a c o s
t a t C C ( m d u
l s R 1 - R
5 )
P a n t a
l l e s r a m p a c o s
t a t e
d i f i c i s
P a n t a
l l e s
f r o n
t C C ( m d u
l s 7 1 - 7
5 )
P a n t a
l l e s
f r o n
t C C ( m d u
l 7 6 )
P a n t a
l l e s - p
i l a ( m d u
l s 9 2 - 9
5 )
P i l o t s p r o
t e c c
i
J e t p r o
t e c c
i C C
J e
t r a m p a
( J e
t 3 )
J e
t 3 ( 1
c o
l / 2 d i e s
)
Jet 2 (
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Modelling an entire diaphragm wall
p1
p2
p3
p4
p5 p7
p6
R4
R2
R1
R5
R3
-7-6-5-4
-3-2-101
1 5 / 1
1 / 2 0 0
6
0 5 / 1 2 /
2 0 0 6
2 5 / 1 2 /
2 0 0 6
1 4 / 0
1 / 2 0 0
7
0 3 / 0 2 /
2 0 0 7
2 3 / 0 2 /
2 0 0 7
a s
i e n t o s
[ m m
]
Prisma 1 :3m desde panel (medidas)
Prisma 2 :5.5m desde panel (medidas)
Prisma 3 :13.5m desde panel (medidas)
Prisma 4 :23.5m desde panel (medidas)
Prisma 5 :31m desde panel (medidas)
Prisma 6 :42.5m desde panel (medidas)
Prisma 7 :49.5m desde panel (medidas)
S e
t t l e m e n
t s [ m m
]
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Modelling an entire diaphragm wall
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Modelling an entire diaphragm wall
-6
-5
-4
-3
-2
-10
1
0 50 100Tiempo [horas]
a s
i e n
t o s
[ m m
]
Asientos @ 3 m debidos a la ejecucin de dos panel de 3.6m
Asientos @ 3 m debidos a la ejecucin de un panel de 6m
Settlement evolution
Time [hrs]
S e
t t l e m e n
t s [ m m
]
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Modelling an entire diaphragm wall
-7
-6-5-4
-3-2-101
1 5 / 1
1 / 2 0
0 6
1 7 / 1
1 / 2 0
0 6
1 9 / 1
1 / 2 0
0 6
2 1 / 1
1 / 2 0
0 6
2 3 / 1
1 / 2 0
0 6
2 5 / 1
1 / 2 0
0 6
2 7 / 1
1 / 2 0
0 6
2 9 / 1
1 / 2 0
0 6
0 1 / 1 2 /
2 0 0 6
0 3 / 1 2 /
2 0 0 6
0 5 / 1 2 /
2 0 0 6
a s
i e n t o s
[ m m
]
Prisma 1 :3m desde panel (simulacin)
Prisma 1 :3m desde panel (medidas)
Di Biagio and Myrvoll, 1973
Settlement evolution
S e
t t l e m e n
t s [ m m
]
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Modelling an entire diaphragm wall
-7
-6-5-4
-3-2-101
1 5 / 1
1 / 2 0
0 6
0 5 / 1 2 /
2 0 0 6
2 5 / 1 2 /
2 0 0 6
1 4 / 0
1 / 2 0
0 7
0 3 / 0 2 /
2 0 0 7
2 3 / 0 2 /
2 0 0 7
a s
i e n
t o s
[ m m
]
Prisma 1 :3m desde panel (simulacin)
Prisma 1 :3m desde panel (medidas)
Settlement evolution
S e
t t l e m e n
t s [ m m
]
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Modelling an entire diaphragm wall
-3
-2.5-2
-1.5
-1-0.5
00.5
1
1 5 / 1
1 / 2 0
0 6
1 7 / 1
1 / 2 0
0 6
1 9 / 1
1 / 2 0
0 6
2 1 / 1
1 / 2 0
0 6
2 3 / 1
1 / 2 0
0 6
2 5 / 1
1 / 2 0
0 6
2 7 / 1
1 / 2 0
0 6
2 9 / 1
1 / 2 0
0 6
0 1 / 1 2 /
2 0 0 6
0 3 / 1 2 /
2 0 0 6
0 5 / 1 2 /
2 0 0 6
a s
i e n
t o s
[ m m
]
Prisma 2 :5.5m desde panel (simulacin)
Prisma 2 :5.5m desde panel (medidas)
Settlement evolution
S e
t t l e m e n
t s [ m m
]
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Modelling an entire diaphragm wall
-5
-4
-3
-2
-10
1
1 5 / 1
1 / 2 0
0 6
0 5 / 1 2 /
2 0 0 6
2 5 / 1 2 /
2 0 0 6
1 4 / 0
1 / 2 0
0 7
0 3 / 0 2 /
2 0 0 7
2 3 / 0 2 /
2 0 0 7
a s
i e n
t o s
[ m m
]
Prisma 2 :5.5m desde panel (simulacin)
Prisma 2 :5.5m desde panel (medidas)
Settlement evolution
S e
t t l e m e n
t s [ m m
]
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Modelling an entire diaphragm wall
-7-6
-5
-4-3
-2
-10
1
0 20 40 60 80Distancia a la pared [m]
a s
i e n t o s
[ m m
]
Simulacin (R1-R2) @ 27/11/2006
Simulacin (R4) @ 27/11/2006
Medida @ 12/02/2007 (p1)
Medidas @ 12/02/2007 (otros prismas)
Settlement profile
S e
t t l e m e n
t s [ m m
]
Distance to wall [m]
C l di k
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Concluding remarksDiaphragm wall installation in soft soils may produce settlement in its
neighbourhood. Numerical models may help to quantify and understand theproblem.
Three settlement phases were distinguished during the installation of a panel:
Settlement during excavation under bentonite support
Heave during injection of concrete
Settlement during hardening of concrete
Design parameters were classified by order of importance:
The length of the panel
The bentonite level during excavation
The width of the panel
The depth of the panel3D effects were shown to be very important
A good agreement between measured and simulated settlements was achieved
Model limitations: soil-wall interface & concrete hardening
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Implementation of the boundary condition
Fresh concrete: Critical depth
Lion Yard, Cambridge(Lings et al., 2004)Schad et al., 2007
Hcrit = H/3
Hcrit = H/5
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Modelling one panel
Case 1: base caseCase 2: bentonite slurry level is 2m below the surface
Case 3: length of the panel is 6m (instead of 3.6m)
Case 4: depth of the panel is 35m (instead of 25m)
Case 5: Critical depth is set to H/5 (instead of H/3)
Case 6: width of the panel is 1m (instead of 1.2m)
-20-18-16-14-12-10
-8-6-4-20
0 10 20 30 40 50Distancia hasta la pared [m]
a s
i e n t o s
[ m m
]
t [horas] = 3.23 (caso 1)
t [horas] = 3.23 (caso 2)
t [horas] = 3.23 (caso 3)
t [horas] = 4.35 (caso 4)
t [horas] = 3.23 (caso 5)t [horas] = 3.23 (caso 6)
-25
-20
-15
-10
-5
0
-40 -30 -20 -10 0Desplazamiento [mm]
P r o
f u n d i d a
d [ m ] t [horas] = 3.23 , profundidad panel [m] = 25 (caso 1)
t [horas] = 3.23 , profundidad panel [m] = 25 (caso 2)
t [horas] = 3.23 , profundidad panel [m] = 25 (caso 3)
t [horas] = 4.35 , profundidad panel [m] = 35 (caso 4)
t [horas] = 3.23 , profundidad panel [m] = 25 (caso 5)
t [horas] = 3.23 , profundidad panel [m] = 25 (caso 6)
Settlement profile Convergence of the panel wall
Distance to wall [m]
S e
t t l e m
e n
t s [ m m
]
Displacement [mm]
D e p t
h [ m ]