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For the past decade, research on modeling of tsunami
inundation has mostly focused on modeling tsunami run
up on 2D slope or 3D topography with complex
shoreline. But few of them simulate flows overland
especially flows around the macro-roughness onshore
like groups of buildings near shoreline. In this study,
two different numerical approaches were used to model
community-scale tsunami inundation: a high-fidelity 3D
Computational Fluid Dynamics (CFD) approach and
a 2D approach based on depth-averaged shallow water
equations. The numerical models were first validated
against existing experimental data of a 1:50 idealized
model of the town Seaside, Oregon. For the 3D
approach, the experimental basin was modeled using 4
separate subsections due to limited computational
resources. The 2D approach was able to model the entire
basin in a single simulation with much more efficiency.
INTRODUCTION
In this study, two different numerical approaches were used to model the inundation.
• 2D Simulations:
– Depth-averaged shallow water equations solved using open-source package
GeoClaw with high-resolution finite volume methods and Adaptive Mesh
Refinement (AMR) techniques.
– Typical computation time: 5-6 hours with 1 computer core
• 3D Simulations:
– CFD models developed using open-source CFD package OpenFOAM
– Typical computation time: 8-10 days with 128 computer cores in parallel
– Domain subdivided into four sections to improve computational efficient
– Allows for direct computation of forces and moments on structures
SIMULATION METHODOLOGY
FREE SURFACE ELEVATION, VELOCITY
AND MOMENTUM FLUX
• Wave generation
The figure at right shows time history of wave
height at two wave gauges offshore.
– Good correlation between the measured
and predicted results
– the tsunami waves generated in the numerical model were slightly
underestimated and had slightly slower
propagating speed.
SAMPLE FORCES ON BUILDINGS
Xinsheng Qin, Michael R. Motley, Randall J. LeVeque, Frank I. Gonzalez
University of Washington
Tsunami inundation and forces on coastal communities
An experiment on tsunami inundation through an urban water front was conducted at
Oregon State University. A 1:50 scale model of part of the town of Seaside, Oregon,
located on the U.S. Pacific Northwest coastline and adjacent to the Cascadia
Subduction Zone (CSZ), was constructed and a series of experiments were conducted
to measure flow velocities and water levels at 31 locations within the model-scale
community (Park et al., 2013). The rectangular basin is equipped with a segmented,
piston-type wave maker to simulate tsunami inundation. The figure below on the left
shows top view and side view of the basin superimposed with the experimental setup
and an image of the town of Seaside. In the front of the town, there was seawall with a
height of 0.04 m (model scale). The figure below on the right shows the locations of
the 31 gauges where water level and flow velocity were measured in the experiment,
numbered A1-A9 (Line A), B1-B9 (Line B), C1-C9 (Line C), and D1-D4 (Line D),
and 4 different subsections modeled in 3D simulation.
FLOW THROUGH A COMMUNITY
• Free surface elevation, velocity and momentum flux
Subsection A
The figure above shows snapshots of the inundation process at 3 different moments
(Top: GeoClaw. Bottom: OpenFoam, subsection A).
With the 3D approach, tsunami forces and overturning
moment on buildings can also be predicted
• Forces (on building in green circle)
– Peak = 450 N (model scale) = 12500 kips
(prototype)
– Seismic design load for this building = 6500 kips
• Overturning moments (on building in red
circle)
– Peak = 35 𝑁 ∙ 𝑚 (model scale) = 218000 𝑘𝑁 ∙ 𝑚
(prototype)
– Minimum moment required to overturn the
building (estimated based on its weight) =
158000 𝑘𝑁 ∙ 𝑚
REFERENCES 1. Clawpack Development Team. (2015). Clawpack software, Version 5.3.0. http://www.clawpack.org.
2. www.openfoam.org
3. Cox, D., Tomita, T., Lynett, P., & Holman, R. (2008). Tsunami inundation with macroroughness in the constructed
environment. In Proc. 31st International Conference on Coastal Engineering, ASCE (pp. 1421-1432).
4. Park, H., Cox, D. T., Lynett, P. J., Wiebe, D. M., \& Shin, S. (2013). Tsunami inundation modeling in constructed
environments: a physical and numerical comparison of free-surface elevation, velocity, and momentum flux. Coastal
Engineering, 79, 9-21.
5. Rueben, M., Holman, R., Cox, D., Shin, S., Killian, J., & Stanley, J. (2011). Optical measurements of tsunami inundation
through an urban waterfront modeled in a large-scale laboratory basin. Coastal Engineering, 58(3), 229-238.
Free surface elevation, h, cross-shore component of velocity, u, and momentum, ℎ𝑢2,
at selected gauges onshore are shown below (Black and red: measurement. Green:
OpenFOAM. Gold: GeoClaw.). Prediction and measurement agreed well, except for
that velocities and momentum flux showed large discrepancies around the peak.
• Overestimation of peak value in velocity
Experiment:
Direct measurement failed, as acoustic doppler velocimeters failed to record velocity
Optical methods were used to estimate velocity, for example 2.2 m/s (gauge A3)
Peak value of velocity history was computed by analyzing trajectory of
leading edge of the bore from image data (Rueben et al., 2011).
Then the red solid line in velocity history was obtained by fitting a second
order polynomial curve from peak value to later time histories.
OpenFOAM:
Direct measurement showed 2.85 m/s at gauge A3, shown with green solid line)
As shown in the contours above, maximum velocity does not occur at the front edge
of the incoming bore
Simulating the optimal method, the fluid velocity is approximately 2.2 m/s at gauge
A3, matching experimental results
Conclusion: Using optical methods to obtain peak and/or missing data in velocity may
be problematic and can underestimate velocity peaks. This becomes critical for force
prediction, as forces are proportional to the square of the velocity.
Figures adapted and modified from Park et al. ,2013