03_Garitte.pdf

8/12/2019 03_Garitte.pdf

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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


4/35

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


5/35


Gourvenec & Powrie, 1999

Excavation under bentoniteslurry

Installation of freshconcrete

Critical depth


6/35


-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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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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Implementation of the boundary condition in CB and validation



Modelling an entire diaphragm wall and comparison with insitu measurements

Conclusions


9/35

San Cosme station


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Quaternary alluvial

Silty clay

Sand

Clay

Gravels


11/35

Parameter determination

DMT (Marchetti Dilatometer)


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-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


Quaternary alluvial

Silty claySand

Clay

Gravels

C l a y

S i l t

S a n

d


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-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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-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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-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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Conclusions


17/35

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

]


19/35

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


20/35

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] = 2.84 , profundidad panel [m] = 22t [horas] = 3.10 , profundidad panel [m] = 24


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

]


22/35


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)


Time [hrs]

S e

t t l e m e n

t s [ m m

]


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Conclusions


24/35

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 (


25/35


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)






S e

t t l e m e n

t s [ m m

]


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-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


Time [hrs]

S e

t t l e m e n

t s [ m m

]


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-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)


Di Biagio and Myrvoll, 1973


S e

t t l e m e n

t s [ m m

]


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-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)



S e

t t l e m e n

t s [ m m

]


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-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)



S e

t t l e m e n

t s [ m m

]


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-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)



S e

t t l e m e n

t s [ m m

]


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-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

]


C l di k


33/35

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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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 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)





Settlement profile Convergence of the panel wall


S e

t t l e m

e n

t s [ m m

]

Displacement [mm]

D e p t

h [ m ]

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03_Garitte.pdf