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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