physical and numerical modelling of sand liquefaction in ... · tesselation: dual to the...
TRANSCRIPT
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Physical and numerical modelling of
sand liquefaction
in waves interacting with a vertical wall
H. Michallet,
E. Catalano, C. Berni, B. Chareyre
V. Rameliarison, E. Barthélemy
1 LEGI / Univ. Grenoble - ICSE Paris - 30.8.2012
Partially funded by MEDDTL C2D2/RGCU (Hydro-Fond project)
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• To evaluate the potential of sandy beds to liquefy near coastal structures
by momentary liquefaction (Mory et al., 2007)
liquefaction induced by pore pressure build-up (Sumer et al., 1999)
• To study the links between liquefaction, erosion, scour (de Groot et al., 2006)
• Sensitivity to geo-mechanical parameters and soil gas content
Laboratory experiments / numerical model
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Capbreton field experiments (LIMAS)
Objectives
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Physical model
Measurements:
• Pore pressure against the wall
• Free surface displacements
• Bottom profiles (estimation of bed porosity)
• Video observations (erosion depth, soil mobility)
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lightweight sediment
d50 = 0.64 mm r = 1.18 (Grasso et al., 2009)
un-saturated bed % 8 to%1~gasC
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Pore
pressure
measured
against
the wall
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Liquefaction
threshold
value
- bed liquefies at wave impact
- characteristic time
of liquefied bed to settle ~ 10 s
free
surface
elevation
Loose and unsaturated bed
Pressure
differences
Wave impact induced momentary liquefaction
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Loose and unsaturated bed Compact and “saturated” bed
%1~gasC%4~gasC
Liquefaction
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Cyclic loading T = 1.55 s a = 1 cm loose, unsaturated bed
Liquefaction after
~ 20 cycles
End of compaction
after ~ 80 cycles
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Surface
elevation
Pressure
Pressure
gradient
at the
wave-maker
at the
wall
lowest
sensor
Cyclic loading T = 1.55 s a = 5 mm loose, unsaturated bed
liquefaction
threshold
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Surface
elevation
Pressure
Pressure
gradient
at the
wave-maker
at the
wall
Cyclic loading T = 1.55 s a = 5 mm loose, unsaturated bed
liquefaction
threshold
lowest
sensor
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Surface
elevation
Pressure
Pressure
gradient
at the
wave-maker
at the
wall
Cyclic loading T = 1.55 s a = 5 mm loose, “saturated” bed
liquefaction
threshold
lowest
sensor
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Surface
elevation
Pressure
Pressure
gradient
at the
wave-maker
at the
wall
Cyclic loading T = 1.55 s a = 5 mm compact, “saturated” bed
liquefaction
threshold
lowest
sensor
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PIV analysis
Displacements
fields
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Pressure
Pressure
gradient
Liquefaction
depth
compaction
mean
velocity
from
pressure
from
PIV
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THE PORE-SCALE FINITE VOLUMES MODEL
REGULAR
TRIANGULATION
one pore =
one tethraedron
in 3-dimensions
(one value of pressure
per pore)
VORONOI
TESSELATION:
dual to the
triangulation, it
represents a “pore
map” that allows
the formulation of
the problem
- Coupled numerical model for the simulations of fluid-particle systems
- The discrete element method (DEM) is used for the modelling of the solid phase
- The DEM is combined with a flow model for incompressible pore fluids
FINITE VOLUMES DISCRETIZATION
The PFV model
E. Catalano, PhD thesis, 2012
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THE PORE-SCALE FINITE VOLUMES MODEL
Wave action simulated by imposing a sinusoidal
pressure profile at the seabed surface
HALF-PERIOD PRESSURE PROFILE STATIONARY WAVE
- 5000 particles
- d50 = 6.1 cm r = 2.6
- large viscosity m = 100 Pa s
to get a characteristic time
of consolidation ~ 10 s
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DEM-PFV
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Overall good qualitative agreement with experiments !
Pressure at the wall, every12cm in the vertical DEM-PFV
loose, saturated bed
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Liquefaction depends on
drainage time / wave period
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Conclusions
Perspectives
• Better quantification of the soil parameters (G, n, n, …) and the gas content in
the experiments
• Use of Sakai et al. (1992) model to relate soil parameters to pressure damping
• Erosion and liquefaction depth / wave conditions
in experiments / DEM-PFV numerical model
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• Liquefaction reproduced in the laboratory using lightweight coarse sediment
• Pore pressure build-up induced by cyclic loading
• Wave-induced momentary liquefaction
• Major role of soil gas content
• reduces build-up / enhances momentary liquefaction
• Liquefaction by pore-pressure build-up reproduced with DEM-PFV
• Better description of dilatation / compaction phases
• Overall bed compaction along repeated cycles / runs
• Large zones of liquefied soil ‘available’ for transport
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Conclusions
Perspectives
• Better quantification of the soil parameters (G, n, n, …) and the gas content in
the experiments
• Use of Sakai et al. (1992) model to relate soil parameters to pressure damping
• Erosion and liquefaction depth / wave conditions
in experiments / DEM-PFV numerical model
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• Liquefaction reproduced in the laboratory using lightweight coarse sediment
• Pore pressure build-up induced by cyclic loading
• Wave-induced momentary liquefaction
• Major role of soil gas content
• reduces build-up / enhances momentary liquefaction
• Liquefaction by pore-pressure build-up reproduced with DEM-PFV
• Better description of dilatation / compaction phases
• Overall bed compaction along repeated cycles / runs
• Large zones of liquefied soil ‘available’ for transport
Thank you for your attention !
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Wave breaking, side view
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Loose and unsaturated bed, rear view
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Liquefaction
threshold
value
Loose and unsaturated bed
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Liquefaction
Loose and unsaturated bed
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pressure
drop
Loose and unsaturated bed
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Soil dilatancy
Loose and unsaturated bed
Field measurements Bonjean et al, 2004
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Loose and unsaturated bed After 6 runs
progressive compaction & saturation along the runs
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Analysis of sand grain displacements during wave impact Acquisition frequency : 30 Hz 1272 x 1016 pixels ---> 30 cm x 20 cm ‘Davis’ LaVision software correlation window 16 x 16 pixels
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Sand grain velocity fields
shear stress modulus
velocity curl
velocity divergence
dilatation
t = 6.2 s
t = 6.2 s
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compaction
t = 6.2 s t = 6.6 s
t = 6.6 s
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dilatation compaction
t = 7.1 s t = 7.5 s
t = 7.1 s t = 7.5 s
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Conclusions
Perspectives
• Better quantification of the soil parameters and the gas content in the experiments
• Use of Sakai et al. (1992) model to relate soil parameters to pressure damping
• Erosion and liquefaction depth / wave conditions
• Comparison with DEM numerical modeling
(coll. 3S-R lab.: B. Chareyre, L. Scholtes, E. Catalano)
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• Wave-induced momentary liquefaction reproduced in the laboratory using lightweight
coarse sediment
• Similar to field observations
• Major role of soil gas content
• Better description of dilatation / compaction phases
• Large zones of liquefied soil ‘available’ for transport
• Overall bed saturation and compaction along repeated runs
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Conclusions
Perspectives
• Better quantification of the soil parameters and the gas content in the experiments
• Use of Sakai et al. (1992) model to relate soil parameters to pressure damping
• Erosion and liquefaction depth / wave conditions
• Comparison with DEM numerical modeling
(coll. 3S-R lab.: B. Chareyre, L. Scholtes, E. Catalano)
33
• Wave-induced momentary liquefaction reproduced in the laboratory using lightweight
coarse sediment
• Similar to field observations
• Major role of soil gas content
• Better description of dilatation / compaction phases
• Large zones of liquefied soil ‘available’ for transport
• Overall bed saturation and compaction along repeated runs
Thank you for your attention !
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DEM numerical modeling (Grenoble - 3S-R)
L. Scholtes, E. Catalano, B. Chareyre
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Norme du tenseur de cisaillement
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Wave induced liquefaction
sand grain air inclusion
water compressible pore fluid
sea bed
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Wave induced liquefaction
sand grain air inclusion
water compressible pore fluid
due to phase lag in pressure transmission into the bed (Mei and Foda, 1981; Sakai et al, 1992; …)
sea bed
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Wave induced liquefaction
sand grain air inclusion
water compressible pore fluid
liquefaction =
sand grains loosing contact
due to phase lag in pressure transmission into the bed (Mei and Foda, 1981; Sakai et al, 1992; …)
sea bed
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r
r
r
r
rs
gs Cnnnh
g
PP1101
Liquefaction threshold =
pore pressure exceeding the soil weight
sand grain air inclusion water
0P
1P
h
n = bed porosity Cg = gas
content
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From EC-FP5 LIMAS project:
Field evidence of liquefaction occurrence
induced by wave impact on a coastal structure
Mory et al. (2007) Michallet et al. (2009)
Pore pressure measurements, estimation of the sand bed level
44 % 8 to%1.0~gasC
Geo-endoscopic video camera for estimation of the soil gas content
Breul et al. (2008)
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Pore pressure measurements, estimation of the sand bed level
45 % 8 to%1.0~gasC
From EC-FP5 LIMAS project:
Field evidence of liquefaction occurrence
induced by wave impact on a coastal structure
Mory et al. (2007) Michallet et al. (2009)
Geo-endoscopic video camera for estimation of the soil gas content
Breul et al. (2008)
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Pore pressure measurements, estimation of the sand bed level
Geo-endoscopic video camera for estimation of the soil gas content
Breul et al. (2008)
46 % 8 to%1.0~gasC
From EC-FP5 LIMAS project:
Field evidence of liquefaction occurrence
induced by wave impact on a coastal structure
Mory et al. (2007) Michallet et al. (2009)
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“Liquefaction Around Marine Structures” (LIMAS – EC FP5)
• Field measurements of pore pressure transmission within the sand bed and induced liquefaction under wave action
• Influence and quantification of the soil gas content
Capbreton, Atlantic Ocean, France
Mory et al., 2007 Breul, Hadani & Gourvès, 2008
Michallet, Mory & Piedra Cueva, 2009
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Wave breaking on the instrumented bunker
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Bed changes during a tidal period
Oct. 1 - Corner Hs = 69 cm
Sept. 24 - Wall Hs = 123 cm
Sept. 25 - Wall Hs = 67 cm
Erosion produced by waves on the wall during rising tide Sediment deposition at the end of the tidal period
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Instrumentation
Pore pressure measurements
and estimation of the sand bed level
Geo-endoscopic video camera for estimation of the soil gas content
Sol Solution / LAMI
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threshold
value
Pressure difference P3 P2 over-critical
in phase with optical sensor response soil mobility !!
r
r
r
r
rrs
gsiiii
nCnnhg
PP
g
P1111,
Liquefaction threshold
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Mei & Foda, 1981 Sakai, Hatanaka & Mase, 1992
Effect of gas content on the transmission of pressure variations inside the soil
Effective bulk modulus of
pore water
No gas Gas content in the range
23 104102 xx gasC
Vertical profiles of damping of pore
pressure indicate the vertical variation
of the gas content inside the bed
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t=16h30
Gas has escaped from the upper soil
layer during rising tide
Sept. 25, 2003
t=14h45
Vertical profiles of gas content inside the soil measured by a geoendoscopic camera
(Breul, Hadani & Gourvès, 2008)
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t=16h30
Geo-endoscopic
data
Extrapolated from pressure
damping data, using Sakai model
Gas has escaped from the upper soil
layer during rising tide
Sept. 25, 2003
t=14h45
Vertical profiles of gas content inside the soil measured by a geoendoscopic camera (Breul, Hadani & Gourvès, 2008)
54
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t=16h30
t=14h45
Gas has escaped from the upper soil
layer during rising tide
that largely changes pressure
transmission in the soil !!
Sept. 25, 2003
Sakai model (-- -)
data (o,+)
55
Intercomparison measurements / Sakai model : pressure damping / phase lags
(Michallet, Mory & Piedra-Cueva, 2009)
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Sept. 25, 2003
thin lines: t=14h45
bold lines: t=16h30
Damping and phase shift against wave frequency
Measurements Sakai et al. model
56
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Light-weight sediment
ρs = 1.19 g/cm3
d50= 0.6 mm
ws = 2.1 cm/s
Physical model length scale ~ 1/10
time scale ~ 1/3
Shields scaling
Rouse scaling
2 m
Wave propagation
F. Grasso, C. Berni …
5 cm
2 m 57