Stormy Weather
description
Transcript of Stormy Weather
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Stormy Weather
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Empirical Methods and a Boussinesq-type Wave Model for Predicting
Overtopping of Coastal Structures
Patrick Lynett, Texas A&M University
fm
c
mHR
gH
Q 16.2exp2.00
30
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Motivation for Study There is a technical discontinuity of the
hydrodynamic science/modeling/effort used in design of coastal structures
Offshore to nearshore: physics-based modeling of wave and surge (e.g. WAM, STWAVE, ADCIRC)
Models provide estimate of waves and water levels
near the toe of the structures
(typically a couple hundred
meters seaward)
vfbm
c
b
m
HR
gH
q
00
030
175.4exp
tan067.0
OT Rate, which controls design levee elevation, is estimated
with empirical equations
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Motivation for Study
0 100 200 300 400 500 600-5
0
5
10
15
20
25
x (ft)
z (ft
)
Bottom Profile Still Water Level Hmo Wave-Modified Water Level
0 100 200 300 400 500 600-5
0
5
10
15
20
25
x (ft)
z (ft
)
Bottom Profile Still Water Level Hmo Wave-Modified Water Level
STWAVE output provided here
Structure design is based on wave height
here
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Empirical ApproachThe overtopping formulation from Van der Meer reads (see TAW 2002):
fm
c
m
vfbm
cb
m
HR
gH
Q
HR
gH
Q
16.2exp2.0:maximumwith
175.4exptan067.0
03
0
0003
0
With:Q : overtopping rate [cfs/ft]g : gravitational acceleration [ft/s2]Hm0 : wave height at toe of the structure, as if the structure was not there [ft]ξ0: surf similarity parameter [-]α : slope [-]Rc : freeboard [ft]γ : coefficient for presence of berm (b), friction (f), wave incidence (β), vertical wall (v)
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Boussinesq Equations
2( , , ) ( , ) * ( , ) * ( , )u x z t A x t z B x t z C x t
z
xu(x,z,t)
Should be small compared to A(x,t)
Boussinesq Equations (Peregrine, 1967; Ngowu, 1993):
Functions B, C lead to 3rd order spatial derivatives in model (eqns) Accurate for long and intermediate depth waves, kh<~3 (wavelength > ~
2 water depths)
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hH
huzhhH
uzhhH
Hut
021
21
61
)(
222
Continuity Equation New terms, due to the
Boussinesq-type derivation
Boussinesq Equations
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huQ
uuu
uQQuu
uuzuzuz
QuzQzuQQQ
QzuzzQzuz
guuu
t
t
ttt
t
:where
02
2
2
2
22
2
2
2
Momentum Equation New terms, due to the
Boussinesq-type derivation
Boussinesq Equations
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Why Boussinesq?? Boussinesq model provides a practical nearshore
wave processes model Excellent hydrodynamic accuracy for wind waves Fundamentally irrotational and inviscid, with empirical
add-ons for approximating dissipation (more about these later)
Not as physically complete as Navier-Stokes models Can be run in a reasonable time, ~10 seconds of desktop
wall time per wave period for 1HD problems If you want numerous nearshore wave simulations,
providing a statistical database, Boussinesq is the choice
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Now, with the Boussinesq, we cannot model this turbulent 3D interaction How important is this phenomenon to predicting overtopping???
Wave Overtopping – Limitations with Boussinesq
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Wave Overtopping – Boussinesq Validation Comparison with standard benchmark data of Saville (1955)
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Wave Overtopping Comparison with
TAW formulation for Simple Levee Simulation
parameters: Crest elevation
= 17.5’ Toe elevation =
+1’ 1/3<s<1/8 1’<Rc<4’ 2’<Hs(600’)<8’ 8s<Tp<16s
Bous and empirical agree well for a wide range of levee configurations, as long as H_toe (if structure was not there) is used in empirics
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Submerged Breakwater
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Steps to Success Download coulwave.zip Install in suitable directory On Windows w/ cvf:
Download and install MPICH2 - http://www-unix.mcs.anl.gov/mpi/mpich2/ Follow directions on ‘Compilation Instructions
Add pcoulwave.exe to the example or new case. Prepare bathymetry using matlab script - bath_loc.m Prepare wave file using matlab script spectrum_1D.m Run pcoulwave.exe Look at output with matlab script seqplot_1D.m