from eigenfunction expansions to cfd in 25 years. is it enough … · 2019. 2. 8. · ih-foam...
TRANSCRIPT
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From Eigenfunction Expansions to CFD
in 25 years.Is it enough progress?
Iñigo J. Losada
Environmental Hydraulics Institute “IHCantabria”Universidad de Cantabria, Santander-SPAIN
Water Wave Mechanics and Coastal Engineering
Real Academia de Ingeniería
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Wave transformation
Coastal structures
Developing water wave models for coastal engineering
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Seaward slope geometry Vertical breakwater
High-mound breakwater
Rubble-mound breakwater
Crest
Submerged breakwater
Overwashed breakwater
Non-overtopped structure
Permeability Impervious structure
Porous breakwater
EnergyReflective sctructures
Transmitted wave energy
Dissipative structure
Composite structures
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NMM
Wave transformation:
Refraction, diffraction and shoaling
(Intermediate and shallow water)
Deep water
Wave overtopping
Loads at the caisson
Incident wavesLoads at the
armour layer
Transmitted waves
Reflected wave
Seaward Leeward
Run-up / Run-down
Reflection
Transmission
Dissipation
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(Ko
rten
ha
us
& O
um
era
ci, 1
99
8)
SWL
hb
hs
SWL
hb
hs
SWL
hbhs
SWL
hb
hs
h*<0.3 0.3<h*<0.6 0.9<h*<1.0 h*>1.00.6<h*<0.9
Vertical Breakwater
Low mound
Breakwater
High Mound
Composite Breakwater
Crown Walls
Rubble Mound Breakwater
Small waves Large waves
H*s<0.35 H*s>0.35
Small waves Large waves
0.1<H*s<0.2 0.2<H*s<0.6
Large waves Very large waves
0.2<H*s<0.6 H*s>0.6
Small waves
0.1<H*s<0.2
Moderate Berm Wide Berm
0.12<B*<0.4 B*>0.6
Narrow Berm
0.08<B*<0.12
5
2.5
0
7.5
0 0.2 0.4 0 0.1 0.2 0 0.1 0.2 0 0.1 0.2 t/T
Fhmax Fhq
5
2.5
0
7.5
5
2.5
0
7.5
5
2.5
0
7.5
t/Tt/Tt/T
Fhmax
Fhq
Fhmax
Fhq
Quasi-standing waveSlightly breaking
wave
Impact loads Broken waves
Fhmax
Fhq
F*h F*
hF*
h
F*h
High mound
Breakwater
Wave loads
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Models based on potential flow theory
MAIN APPROACHES
Models based on Navier-Stokes equations
LagrangianEulerian
SPH
(Smoothed
Particle
Hydrodynamics)
DNS (Direct numerical Simulation)
LES (Large Eddy Simulation)
RANS/VARANS
Reynolds Averaged
Boussinesq-type
EquationsNonlinear
Shallow Water
Equations
Eigenfunction
Expansions
1990-2014
Stokes
Waves
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Tony’s top ten
Source: SCOPUSWave interaction with vegetation
Torremolinos-ICCE 1988
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1983Prentice Hall
World Scientific 1991
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10
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Multiple scale perturbation method
Parabolic equation for combined-refraction-diffraction
Crank-Nicholson scheme
REF-DIF model First course 1989/90
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Tony’s top ten
Source: SCOPUS
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Problems:
• Complex wave dispersion equation
• Newton-Raphson --Mode swapping
• Orthogonality of eigenfunctions with complex wave numbers
• Solving system of equations
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Kirby
Svendsen
Kobayashi
Dalrymple
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New mild-slope equation
Porous flow is included
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Surf zone models 1-D and 2-D
Extended Boussinesq equations (Nwogu, 1993)
Fully nonlinear Boussinesq equations (Wei et al. 1995)
modified eddy viscosity model
slot technique to represent the moving shoreline and dry land
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Incoming solitary wave
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Porous
Solid
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Symmetric inlet/bay connected to sea
Coupled boundary value problems
Fourier transforms + eigenfunction expansions
Helmholtz equation
System resonances to short and long wave forcings
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Models based on potential flow theory
MAIN APPROACHES
Models based on Navier-Stokes equations
LagrangianEulerian
SPH
(Smoothed
Particle
Hydrodynamics)
DNS (Direct numerical Simulation)
LES (Large Eddy Simulation)
RANS/VARANS
Reynolds Averaged
Boussinesq-type
EquationsNonlinear
Shallow Water
Equations
Eigenfunction
Expansions
1999-2000
Stokes
WavesDIVORCE
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What’s IH-2VOF ? Losada et al. (2008)
• 2-D Navier-Stokes model
• Developed at IH-Cantabria
• RANS equations
• Finite differences scheme
• Porous media flow is considered: Forcheimer model
• Turbulence model: k-Epsilon
• Free surface tracking: VOF (Volume de Fluid)
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Experimental set-up
+0.8
45 m44 m 46 m 47 m
0 m
1 m
1,04
0,7
0,12
0,3
2
1
2
1
0,10,1
Dimension in meters
WG
-7
WG
-8
WG
-9
WG
-10
WG
-11
WG
-12
WG
-13
45 m44 m43 m 46 m 47 m0 m
1 m
42 m41 m40 m39 m38 m37 m36 m35 m34 m33 m32 m31 m30 m29 m28 m27 m26 m25 m24 m23 m22 m21 m20 m19 m18 m17 m
WG
-1
WG
-2
WG
-3
WG
-4
WG
-5
WG
-6
WG
-1
16 m15 m14 m13 m12 m11 m10 m9 m8 m7 m6 m5 m4 m3 m2 m1 m0 m
WG
-7
WG
-8
WG
-9
WG
-10
WG
-11
WG
-12
WG
-13
45 m44 m43 m 46 m 47 m
0 m
1 m
42 m41 m40 m39 m38 m37 m36 m
WG
-2
WG
-3
WG
-4
WG
-5
WG
-6
WG
-14
WG
-14
Free surface gauges location
45 m44 m 46 m 47 m
0 m
1 m
PG-1
PG-2
PG-3
PG-4
PG-5
PG-6
PG
-7
PG
-8
PG
-9
PG
-10
Pressure gauges locationGeometry
University of Cantabria
- Wave flume -
- 68.5 m long
- 2 m wide
- 2 m high
- Mixed piston-pendulum
type wave maker
- Active Wave Absorption
System (AWACS®)
Guanche, R., I.J. Losada and J.L. Lara. (2009). Numerical
analysis of wave loads for coastal structure stability, Ocean
engineering, ELSEVIER, 56, 543-558
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Horizontal forces (FH), Vertical forces (FV), Horizontal moment (MFH) and Vertical Moment
(MFV) time evolution
Stability analysis
Irregular case: Hs=0.15m Tp=5s h=0.8m
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Maximum horizontal (FH) and vertical
forces (FV)
Stability analysis: Irregular
waves
Maximum horizontal (MFH) and vertical
moments (MFV)
Irregular waves
Mean error Std deviation
Max FH 2.19% ±6.82%
Max FV -0.69% ±6.80%
Max MFH -2.11% ±7.68%
Max MFHV -0.61% ±7.01%
Iregular waves
0
0.5
1
1.5
2
2.5
3
0 0.5 1 1.5 2 2.5 3
Lab(kN/m)
Nu
m(k
N/m
)
Fhmax
Smax
Irregular waves
0
0.25
0.5
0.75
1
1.25
1.5
0 0.25 0.5 0.75 1 1.25 1.5
Lab(kN/m)
Nu
m(k
N/m
)
M FHmax
M FVmax
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Conventional geometry Non-conventional geometry
Motivation
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0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500
-8-6-4-20 2 4 6 8 101214
Run-up analysis
t(s)
Ru
n-u
p(m
)
SWL=+2.8 m.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 150
10
20
30
40
50
60
70
Histogram
Nu
mb
er
of
even
ts
Run-up(m)
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 150 0.10.20.30.40.50.60.70.80.91
Pro
bab
ilit
y
Run-up(m)
Probability distribution function
500 550 600 650 700 750 800 850
-40
-30
-20
-10
0
10
20
x(m)
y(m
)
500 550 600 650 700 750 800 850
-40
-30
-20
-10
0
10
20
x(m)
y(m
)
Overtopping analysis
0 500 1000 1500 2000 2500 3000 35000
200
400
600
t(s)
m3/m
Qmean
overtopping: 0.18204m3/s/m
0 500 1000 1500 2000 2500 3000 35000
50
100
t(s)
m3/m
Volmax
overtopping: 84.6662m3/m
0 500 1000 1500 2000 2500 3000 35000
5
10
15
t(s)
m
Layer thicknessmax
overtopping: 6m
0 500 1000 1500 2000 2500 3000 35000
5
10
15
20
t(s)
m/s
Velmax
overtopping: 6.9296m/s
500 550 600 650 700 750 800 850
-40
-30
-20
-10
0
10
20
Simulated Geometry
x(m)
y(m
)
Number of waves= 302H
s= 8.69 m; H
m0= 8.86 m
Hrms
= 6.12 m; Hmean
= 5.36 m
Hmax
= 15.84 m; time=1084.84s (Hmax
/Hs= 1.82 eta
max/H
max= 0.56 )
Tm
= 11.85 s
Ts= 16.11 s
Tp= 15.85 s
T(Hmax
)= 13.93 s
Results summary
Run-up Run-up
mean= 8.43 m
Run-up2%
= 12.18 m
Run-upmax
= 12.18 m
Overtopping
Mean overtopping discharge: 0.18204 m3/m/s
Maximum overtopping event: 84.66 m3/m
Maximum overtopping velocity: 6.92m/s
Maximum layer thickness: 6.0 m
Conventional
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4.3b0.2,a
;··exp·81.9 3
s
c
sH
Rba
H
q
Franco et al. (1994) Eurotop (2008)
Plain vertical walls (d*>0.3)
300
0.04·exp 2.6· ;9.81·
c
mm
Rq
HH
Mean Overtopping discharge
Case IH2VOF Eurotop(2008) Franco et al. (1994)
Conventional 0.1820 m3/m/s 0.1917 m3m/s 0.1321 m3m/s
Non
Conventional0.1601 m3/m/s 0.1531 m3m/s 0.0894 m3m/s
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48
CERC Meeting ICCE 2012-Baltimore
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PROS:
• Free and open source.
• Widely used in industry.
• 3D RANS equations.
• Finite volume discretization.
• Two-phase incompressible flow.
CONS:
• No native wave generation and absorption.
• No handling of two-phase porous media flows.
Why OpenFOAM?
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New solver developed on OpenFOAM
IH-FOAM solves Reynolds-averaged Navier-Stokes equations fortwo phases through finite volumes in three dimensions. It includesa large number of turbulence models like k-ε, k-ω SST or LES.
Porous media are solved by VARANS equations (Volume-Averaged/Reynolds-Averaged Navier-Stokes).
Free surface is trackedthanks to a VOF technique
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Higuera, P., Lara, J.L., Losada, I.J. (2014) “Three-dimensional interaction of waves and porous coastal structures using OpenFOAM. Part I: Formulation and validation”, Coastal Engineering, Vol 83, pp 243-258
Higuera, P., Lara, J.L., Losada, I.J. (2013) “Realistic wave generation and active wave absorption for Navier-Stokes models. Application to OpenFOAM”, Coastal Engineering, Vol 71, pp 102-118
Higuera, P., Lara, J.L., Losada, I.J. (2014) “Simulating coastal engineering processeswithOpenFOAM. Coastal Engineering, Vol 71, pp 119-134
Higuera, P., Lara, J.L., Losada, I.J. (2014) “Three-dimensional interaction of waves and porous coastal structures using OpenFOAM. Part II: Application”, Coastal Engineering, Vol 83, pp 259-270
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52
ICCE 2014-Seoul
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IHFoam-Large scale application
• Design sea state (475 years return period)
– Hs = 6 m, Tp = 18 s, Dir: N15ºE, Tide: + 5,5 m
• Domain
– 500 x 700 x 34 m
– 10 million cells
• Simulation time
– 25 s/day@ 128 processors
N
Smallest cell 0,25 m x 0,375 m x 0,125 m
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Propagation and impact of the selected wave group
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DYNAMIC PRESSURE
FORCES
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Here is where we are after 25 years!
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Vielen Dank for these 25 years!
and
Enhorabuena por tu ingreso en la Academia
Water Wave Mechanics and Coastal
Engineering
Real Academia de Ingeniería