the Creative Commons Attribution 4.0 License.

the Creative Commons Attribution 4.0 License.

# Tsunami run-up estimation based on a hybrid numerical flume and a parameterization of real topobathymetric profiles

### Omar Quetzalcóatl

### Mauricio González

### Louise Guillou

Tsunami run-up is a key value to determine when calculating and assessing the tsunami hazard in a tsunami-prone area. Run-up can be accurately calculated by means of numerical models, but these models require high-resolution topobathymetric data, which are not always available, and long computational times. These drawbacks restrict the application of these models to the assessment of small areas. As an alternative method, to address large areas empirical formulae are commonly applied to estimate run-up. These formulae are based on numerical or physical experiments on idealized geometries. In this paper, a new methodology is presented to calculate tsunami hazard at large scales. This methodology determines the tsunami flooding by using a coupled model that combines a nonlinear shallow water model (2D-H) and a volume-of-fluid model (RANS 2D-V) and applies the optimal numerical models in each phase of the tsunami generation–propagation–inundation process. The hybrid model has been widely applied to build a tsunami run-up database (TRD). The aim of this database is to form an interpolation domain with which to estimate the tsunami run-up of new scenarios without running a numerical simulation. The TRD was generated by simulating the propagation of parameterized tsunami waves on real non-scaled profiles. A database and hybrid numerical model were validated using real and synthetic scenarios. The new methodology provides feasible estimations of the tsunami run-up; engineers and scientists can use this methodology to address tsunami hazard at large scales.

Recent tragic tsunami events, like those that occurred in the Indian Ocean in 2004, in Chile in 2010 and in Japan in 2011 have exposed the need for further work to develop and apply tsunami risk reduction measures. The adequate evaluation of tsunami hazard in tsunami-prone areas is the first step in a proper risk evaluation (UNESCO-IOC, 2009). Determination of the tsunami hazard focuses on the estimation of the area that would be flooded during a tsunami and on the calculation of the variables or parameters that define the phenomenon in that area, e.g., wave amplitude, current depth, tsunami travel time etc. Among these parameters, maximum run-up provides the elevation to which water from a tsunami wave will rise during its flooding process. Therefore, run-up is a key parameter that must be adequately determined when assessing the inundation of affected areas.

When tsunami hazard is addressed at a local scale (tens of kilometers or one coastal city), the optimal methodology to calculate the flooding and run-up is typically the application of validated deterministic numerical models (Álvarez-Gómez et al., 2013; Titov et al., 2011; Wang, 2009). These models allow reproduction of the three main tsunami processes: generation, propagation and inundation. To address these processes and to properly estimate the flooded area, high-resolution topography–bathymetry data of the study area are required, as well as the focal parameters that define the tsunamigenic mechanism. Nevertheless, the application of tsunami numerical models has some limitations and uncertainties (Park et al., 2015; Selva et al., 2016). First, their use requires a high computational cost and expert modelers. Second, the necessary high-resolution data to properly study the hazard in local areas are not always available. In addition, the correct definition of the tsunamigenic mechanisms, e.g., the parameters of the focal mechanism, contains uncertainties in itself. Finally, even though models are evolving to reduce uncertainties, there is still ongoing work on several aspects, such as wave transformation near the coast, interaction of waves with coastal structures, and accurate incorporation of bottom friction.

On the other hand, in large-scale studies (hundreds of kilometers or the coast of a whole country), the drawbacks of numerical models are more evident, and the lack of continuous high-resolution topobathymetry and the elevated computational cost foster the use of other approaches. An alternative methodology to estimate the tsunami run-up and, consequently, the flooded area, includes the application of run-up analytical or empirical formulae. In these cases, numerical models, despite the lower resolution of bathymetry, adequately calculate the tsunami wave characteristics offshore and can then be used as input for the formulae. Afterwards, by applying this method to several topobathymetric profiles along the coast, the total flooded area due to tsunami action can be estimated.

The calculation and analysis of run-up was initially approached by Carrier and Greenspan (1958). They found the exact solution for the nonlinear shallow water equations for a sloping beach with non-breaking regular waves. Keller and Keller (1964) derived an analytical solution for linear shallow water waves at a constant depth moving up a constant slope beach. This geometry has become the canonical problem. Synolakis (1987) extended Carrier and Greenspan's result to this problem by joining Carrier and Greenspan's and Keller and Keller's solutions to provide a closed-form solution for solitary wave run-up. Synolakis' results are remarkable, as solitary waves have been widely used to model tsunamis, numerically and physically. Li and Raichlen (2001) revisited Synolakis's results to determine the importance of a higher order correction to the analytical approach. Later, Madsen et al. (2008) demonstrated that solitary waves do not represent the large scale of a tsunami, and Chan and Liu (2012) confirmed this affirmation. Madsen and Schäffer (2010) found closed-form solutions for the run-up of waves of several shapes; their solutions included other parameters, such as the period, achieving more realistic results. Finally, Fuentes et al. (2015) studied the run-up on multilinear sloping beaches.

In addition, run-up has been commonly linked with the Iribarren number (Iribarren and Nogales, 1949), also called the surf similarity parameter (Battjes, 1974). Hunt (1959) joined this parameter with the non-dimensional run-up of regular waves. Kobayashi and Karjadi (1994) combined physical and numerical simulations to derive an equation to calculate run-up, using the ratio between the run-up and the wave amplitude and its relationship with the surf-similarity parameter. Fuhrman and Madsen (2008) demonstrated that the relationship between surf-similarity and solitary waves was similar to the that between surf-similarity and period waves.

More recently, several authors have focused their work on calculating tsunami run-up by developing new models with other approaches. Sepúlveda and Liu (2016) presented expressions for the calculation of the run-up based on the parameters that defined the focal mechanism of the tsunamigenic seism. Riquelme et al. (2015) derived simple solutions to estimate run-up on nearfield tsunamis by extending Synolakis solution (Synolakis, 1987) and Park et al. (2015) defined the run-up for compound slopes, based on the work of Madsen and Schäffer (2010) and numerical simulations of tsunami waves on two-slope topobathymetric profiles.

However, the application of these equations and formulae is not always evident, and each approach considers different inputs. Moreover, the parameterization presented by Carrier and Greenspan (1958), extended by Synolakis (1987) and modified by Park et al. (2015), is based on theoretical bathymetric profiles. It does not explicitly consider real profiles or the geometry of the whole area, from the tsunami generation zone to the flooded area. Furthermore, the numerical models that do consider the natural geometry of the bathymetric profiles adequately predict propagation, but they cannot accurately solve the flooding calculation, in addition to the other exposed drawbacks.

Complementing these methodologies, this work presents an alternative methodology to calculate tsunami flooding at large scales and is focused on assessing the run-up. The methodology is then applied to further develop a database from which the tsunami run-up of new scenarios can be interpolated.

The main component of the methodology is a numerical flume where the simulations are run. This flume was developed by combining a nonlinear shallow-water-equations model and a Navier–Stokes volume-of-fluid model to create a hybrid model that applies the optimal numerical model in each area of the flume. Time series of tsunami waves and topobathymetric profiles are used as input to calculate the run-up.

This hybrid model has been applied to further develop a database from which the run-up of new tsunami scenarios can be interpolated. This database contains an adequate representation of natural bathymetric profiles worldwide and the variability in tsunami wave shapes, allowing calculation of the tsunami run-up of new scenarios by interpolation without running a numerical simulation.

The aim of this methodology is to help specialists to further develop tsunami hazard maps at large scales, where the application of numerical models is not computationally affordable and high-resolution data are not available. This method can be used to quickly estimate the run-up in tsunami-prone areas or accurately estimate the flooded area for new tsunami scenarios.

The paper is structured as follows: Sect. 2 describes the developed methodology, including the parameterization of realistic bathymetric profiles and tsunami wave shapes and the construction of the numerical flume. In Sect. 3, the application of the methodology to calculate the tsunami run-up database is discussed, together with a sensitivity analysis of the influence of each parameter on the final value of the run-up. Section 4 includes details of the tool that has been developed in order to use the database to calculate new tsunami event run-ups. Section 5 presents the validation of the methodology with real and numerical scenarios. Finally, Sect. 6 discusses the conclusions drawn from this work.

The run-up calculation methodology presented in this paper consists of the numerical simulation of tsunami waves along real non-scaled bathymetric profiles that were previously parameterized.

To carry out these simulations, a numerical flume was designed; this flume is formed by the coupling of two numerical models.

The Cornell Multi-grid Coupled Tsunami Model (COMCOT, Wang, 2009) solves the
nonlinear shallow water equations (NLSWE) using a leap-frog finite
differences scheme on a 2-D horizontal domain. In addition, the IH2VOF model
(Lara et al., 2006) solves volume-averaged Reynolds-averaged Navier–Stokes
(VARANS) equations based on the decomposition of the velocity and pressure
fields into mean and turbulent components using a *k*-*ε* turbulent
model on a 2-D vertical domain. More specifically, IH2VOF uses a log-law
distribution of the mean tangential velocity in the turbulent boundary layer
near the solid boundary. The values of *k* (turbulent kinetic energy) and
*ε* (dissipation rate of turbulent kinetic energy) can be expressed
as functions of the distance *y* from the solid boundary and the mean
tangential velocity outside the viscous sublayer. (Garcia et al., 2004; Hsu
et al., 2002; Lara et al., 2006; Lin and Liu, 1998; Pengzhi Lin and L.-F.
Liu, 1999). On the free surface, the zero gradient boundary conditions for
both *k* and *ε* are based on the assumption of no turbulence
exchange between water and air. The equations of the *k*-*ε*
turbulence transport model are as follows:

where *n* is the unit normal on the free surface, *K* is the von Karman constant,
*y* is the distance from the solid domain and *u*_{∗} is a friction
velocity. A smooth wall function was used to simplify the application of the
hybrid model. *E* is a constant that is equal to 9.0 for smooth wall.

COMCOT model is prepared to simulate the stages of tsunami propagation; meanwhile, IH2VOF model is specially designed to simulate the coastal processes and wave transformations present when the waves reach the coastal areas. IH2VOF model calculates the run-up by evaluating the water accumulated in each column of the grid, tracking the changes on each cell density.

In the flume, the strengths of both models are used to design a numerical space where tsunami waves are propagated, using COMCOT from the deep ocean (∼ 4 km depth) to the coast, where the capabilities of the IH2VOF model are applied to calculate the flooding. As a result, a hybrid model that adequately solves the tsunami processes in both deep and shallow waters was achieved.

Parameterized profiles and a tsunami wave time series dataset are used as input for the numerical flume. These inputs, the most relevant aspects of the numerical flume geometry and the coupling of the models are described below.

## 2.1 Bathymetric profile characterization

Worldwide bathymetric profiles were analyzed, with a focus on finding a parameterization that properly represents natural shapes.

To cover the existing variability in the world bathymetry, a representative sample of 50 averaged profiles was obtained from tsunami-prone coastal areas and basins, namely, the Pacific Ocean, Indian Ocean, Mediterranean Sea and Caribbean Sea (Fig. 1). Topographic and bathymetric information was obtained from the General Bathymetric Chart of the Oceans (GEBCO, International Hydrographic Organization, 2014, with a cell size $\mathrm{\Delta}x={\mathrm{30}}^{\prime \prime}$), The European Marine Observation and Data Network (Bathymetry Consortium EMODnet, 2016) and the local bathymetry data that was available. The shape of these profiles was analyzed to perform an adequate parameterization.

The propagation of a tsunami can affect thousands of kilometers; thus, the
profiles must extend under both deep water and shallow water to capture
tsunami generation to flooding. Considering this requirement, profiles were
defined from inland (50 m height) to the deep ocean (∼ 4000 m
depth). To avoid singularities, each defined profile is the average profile
of a 10 km-wide coastal segment. Based on the bathymetric shapes observed in
this selection, a representative and functional parameterization the
profiles was tackled, using five parameters: three slopes (tan *β*_{1}, tan *β*_{2} and tan *β*_{3}) and two
depths (*d*_{1} and *d*_{2}). Figure 2 shows the
five-parameter geometry.

As an example, in Fig. 3, a selected profile from the Indonesian coast is shown, as well as its parameterized profile that was created by applying the five-parameter geometry. The parameters for each considered profile were fitted by using a least-squares method.

The maximum and minimum values of the five parameters are shown in Table 1. These values cover a wide range of the profiles that can be found in nature. Despite not including all the existing geometries, the maximum and minimum values certainly provide enough information to characterize the topobathymetric profiles.

## 2.2 Initial tsunami wave characterization

The numerical flume described in detail in the next subsection requires not only the topo-bathymetric profile characterization but also the characteristics of the tsunami waves as input. To use these data as input for the hybrid model, a time series of the offshore wave amplitude must be provided. These time series could be obtained from either records of real tsunamis, e.g., from DART buoys, or from the results of numerical model tsunami propagation. In this case, COMCOT (Wang, 2009) was adopted. This model calculates all stages of tsunami modeling (generation, propagation and coastal flooding).

The generation of the tsunamis in COMCOT is approached via elastic finite
fault plane theory, using the so-called Okada model (Okada,
1985). This model assumes an idealized rectangular fault plane as a
representation of two colliding tectonic plates. The Okada model requires
seven
focal mechanism parameters as input to calculate the initial deformation of
the water surface due to the earthquake. These parameters are the focal
depth (*h*_{focal}), rupture length (*L*) and width (*W*) of the fault plane,
dislocation (*D*), strike direction (*θ*), dip angle (*δ*) and slip
(rake) angle (*λ*). An instantaneous tsunami generation with a
constant distribution of the slip is assumed. A simulation of the numerical
model provides the wave amplitude time series to be used as input for the
hybrid model.

## 2.3 Numerical flume geometry

The dimensions of the numerical flume vary with the profile characteristics,
adapting the domain for each simulation. The geometry of the flume is shown
in Fig. 4. The total length *L* of the flume is split
into two components: *L*_{off} is the submerged part of the profile and
*L*_{i} is the inland part of the profile.

*L* is determined for each simulation according to the profile parameters (tan*β*_{1}, tan*β*_{2}, tan*β*_{3}, *d*_{1} and *d*_{2}), and the tsunami wave length is $\mathit{\lambda}=T\cdot \sqrt{g\cdot h}$, where *T* is wave period and *g* is the gravitational
acceleration:

where Δ*x* is the resolution (cell size) of the simulation with the
COMCOT numerical model, as described in detail in the next section. In
Eq. (4), Δ*x* is in both denominator and numerator to round *L*_{f}
to the order of Δ*x*, by means of “ceiling brackets”.

The IH2VOF domain is located in the shallowest part of the profile, with a sufficient area of the inland domain to obtain an accurate measurement of run-up and an area as long as possible for the wave propagation.

The design of the domain of the RANS model followed several conditions.
First, the maximum number of cells in *X* (horizontal dimension) was set at
5499 (*n*_{x} < 5499) in order to avoid too long computational times.
Then, the ratio between the dimensions of the cell on each direction must be
constant ($r=\mathrm{\Delta}x/\mathrm{\Delta}z=$ constant) and, in this case, a scale
relation of *r*= 5 ∕ 1 was applied. Although this ratio may lead to a slightly
premature breaking of the wave (Jacobsen et al.,
2012) it limits the computational times relative to those achieved with
smaller aspect ratios. Therefore, the maximum length covered with the RANS
model was ${L}_{x}={n}_{x}\cdot \mathrm{\Delta}x$, which led to IH2VOF grid lengths from
500 to 25 000 m. Finally, to avoid the false breaking of the wave, the
*Z* (vertical dimension) of the IH2VOF model grid was discretized in a number
of cells, satisfying the following expression:

where *K* is a safety margin of the model *K*=1.08 and Δ*z*, is
defined in meters in the range (0.05 < Δ*z* < 1).
The wave height was discretized in *N*_{c} =10 cells to avoid false
breaking. The effect of the ceiling brackets is “rounding to the lowest
integer”. A constant cell height is assumed in the IH2VOF domain. Grids
construction must follow literature validations (Torres et al., 2007, 2009;
Lara et al., 2011) to set the cell dimensions, avoiding the case wherein
first grid point falls out of the log layer.

## 2.4 Numerical models coupling

The coupling of the numerical models was focused on accurately locating the
border position between the models, *x*_{cut} (see
Fig. 4). This location is optimized in the domain
of the IH2VOF model for every tsunami scenario, as that area is the most
computationally demanding. For this optimization, two criteria were
followed: (1) maximize the area of the IH2VOF domain and (2), simultaneously
ensure that the flooding does not exceed the inland limit of the IH2VOF
domain. In this sense, the number of cells of the IH2VOF model drives the
generation of the grid. The position where the models are coupled,
*x*_{cut}, is given by the value of *L*_{x}. In addition, since the flume is
non-scaled, it was not possible to cover the whole domain with the RANS
model due to computational restrictions (i.e., the generation–propagation
and inundation areas cannot be calculated without assuming other limitations
of scale). However, offshore generation and propagation is well solved by the
NLSWE model, since non-linearities are less relevant in those processes.
The NLSW model does not describe physical dispersion, which is important in the
generation of some physical effects, like undular bores. These effects are
described by IH2VOF, depending on the local steepness of the tsunami wave
entering its domain.

Thus, to properly define the IH2VOF domain, it is necessary to know in
advance a rough value of the run-up to fit the inland part of the grid *L*_{i} to
each specific case. In this sense, the more accurate the rough estimate of
the run-up is, the fewer inland cells are wasted (without flooding), meaning
that the IH2VOF performance is optimized. Clearly, the complete run-up must
be fully covered by this model domain, meaning that the vertical length of
the onshore grid *L*_{z} must be adequate. To determine this horizontal
length in advance, each simulation is precalculated with only COMCOT to
obtain an approximation of the run-up of the considered tsunami scenario.

The transference of data between models occurs at *x*_{cut}. IH2VOF requires
as input a time series of sea surface deformation and a velocity profile;
hence, these data are obtained as an output of the COMCOT model.
Nevertheless, in most cases, the tsunami wave length *λ* is
considerably longer than the length of the IH2VOF grid *L*_{x} (*λ* > *L*_{x}). Therefore, before the entire wave has passed
*x*_{cut}, the reflected wave has already reached back to that point; as a
consequence, the amplitude tsunami wave series from COMCOT used in IH2VOF
along *x*_{cut} would be “contaminated” with the reflected wave.

To avoid this situation, a second simulation with only COMCOT is performed
for the considered scenario. In this simulation, the topobathymetric profile
is the same, but the slope is set to 0 from *x*_{cut} and the right inshore
boundary is left open (see Fig. 5). This approach
minimizes the influence of the reflection, allowing the input data that
COMCOT transfers to IH2VOF to be accurately obtained at the *x*_{cut}
position. Thus, the unaltered wave is used to force the IH2VOF domain, in
which simulation reflection on the beach is correctly observed and
considered for the run-up calculations.

To attest the effectiveness of this approach, an example of the wave height
propagation of a tsunami wave with *H*=5.6 m for *T*=40 min in the
numerical flume is shown in Fig. 6.
Figure 6a shows the propagation of the wave height in
the unaltered flume with the reflection effects, and
Fig. 6b shows the same propagation in the modified
flume, in which the reflection effects are minimized. In the plots in Fig. 6, the *x*-axis is along the length of the flume, the *y*-axis is the time of
the simulation, and the *x*_{cut} position is marked as a red line. The
example wave enters the flume after 10 min (600 s) of simulation
and propagates towards the coast (zero on the *x*-axis), reaching the
*x*_{cut} position after 30 min (1800 s) of simulation. At the *x*_{cut}
position, a reflected wave on the order of 1 m height is reduced by 95 %,
making it possible to obtain the boundary conditions for the IH2VOF
simulation. In some cases the evolution of the wave and the interaction
among new tsunami waves could generate effects like standing waves. This
effect is not captured by the hybrid model.

Therefore, to sum up, the procedure to simulate the propagation of a tsunami
wave in the numerical flume follows the following steps: (i) COMCOT domain
design based on the profile parameters and tsunami wave; (ii) COMCOT
simulation to obtain a first estimate of the expected run-up; (iii) design of
the IH2VOF domain, based on the run-up estimation; (iv) calculation of the
position of *x*_{cut}; (v) design of the COMCOT domain inland with a modified
profile to eliminate the effect of the reflected wave; (vi) COMCOT simulation
to obtain the boundary conditions (input) for the IH2VOF simulation; (vii)
IH2VOF simulation and (viii) run-up determination in the IH2VOF domain.

The validation of the numerical flume and the coupling of the models was
made following several approaches. First, by comparing its results with the
results of the physical experiments conducted by
Synolakis (1987) and
Baldock et al. (2009). The
scenarios defined on these experiments were calculated using the IH2VOF
model in order to assure that the result of the application of the exposed
grid conditions (scale relation *r*= 5 ∕ 1) is correct.
Figure 7 shows the run-up obtained in this comparison
and how the results of both series of experiments fit adequately with the
numerical flume results.

Additionally, due to the fact that IH2VOF model gives accurate results, the
run-up calculated with the numerical flume (COMCOT + IH2VOF) was
successfully compared to the result of applying IH2VOF to the whole geometry
for several scenarios. Figure 8 shows a comparison
among three propagations of the same scenario: (i) using IH2VOF for the whole
domain, (ii) coupling two consecutive IH2VOF domains at *x*_{cut} and (iii)
applying the numerical flume.

To assess the tsunami hazard in a tsunami-prone area, this coupled model can be applied to several profiles all along the studied coastal area. The methodology provides the run-up at each of the profiles, allowing the flooded area to be estimated as an envelope of the run-up limits.

The presented hybrid model was created with the aim of applying it to generate a tsunami run-up database (TRD) from a combination of bathymetric profiles and tsunami waves. The objective of this database is to create an interpolation space that allows the instant evaluation of the tsunami run-up, without needing to run numerical simulations.

This database contains the run-up of tsunami scenarios that are combinations of parameterized tsunami waves and parameterized bathymetric profiles. These scenarios have been simulated within the described numerical flume.

The following section is focused on explaining the details of the development of the TRD, the selection of the bathymetric profiles and tsunami waves and the simulations run with the hybrid numerical model. Finally, an interpolation tool, which was developed ad hoc to apply the database to the instantaneous estimation of the run-up, is presented.

## 3.1 TRD bathymetric profiles

The parameterization of the 50 bathymetric profiles that were selected worldwide (see Fig. 1 and Table 1) were added to the TRD. The five parameters of each of these 50 measured profiles were obtained by means of a least-squares fitting method.

To increase the number of cases included in the TRD, more realistic profiles
were added as combinations of the five parameters. To generate these profiles,
the ranges of the values of each parameter over the 50-profile sample set
were analyzed, with a focus on identifying trends or rules that characterize
their variability. The new profiles follow these trends, avoiding the
inclusion of unrealistic combinations of parameters (e.g., (*d*_{2}−*d*_{1})
was always larger than 2200 m and *x*_{1} was always shorter than 210 km). By
using these realistic combinations of parameters, the TRD was expanded to
5000 profiles.

Finally, from those 5000 profiles, a selection of 49 profiles was made by means of the maximum dissimilarity algorithm (Camus et al., 2011). These 49 profiles assure a maximum variability in the profiles to further develop the TRD. The parameters of the 49 chosen profiles are given in Table A1 of Appendix A.

## 3.2 TRD tsunami wave parameterization

The tsunami waves for the TRD were obtained by means of simulations of
realistic scenarios using the COMCOT model, applying a grid size of Δ*x*=500 m and satisfying the CFL condition given by the model ($\frac{C\cdot \mathrm{\Delta}t}{\mathrm{\Delta}x}<\mathrm{0.5}$ where Δ*t* is the time step of the
simulation). Based on these simulations, the tsunami waves were characterized
by two parameters: tsunami wave height (*H*) and period (*T*) at the depth
*d*_{2}.

To generate the tsunami wave shapes with COMCOT, an infinite horizontal
domain with a constant water depth was used. In the analyses of the seven
focal mechanism parameters (see Sect. 2.2), some simplifications were
assumed. First, to generate higher tsunami waves, the three angles were fixed
to the combination that provides the maximum tsunami height, i.e., *θ*= 0^{∘}, *δ*= 90^{∘} and *λ*= 90^{∘}. Second,
*D* was defined in Table 2, and a width of $W=({M}_{o}/\mathrm{6.25}\mathit{\mu}\mathit{\gamma}{)}^{\mathrm{1}/\mathrm{3}}$ is obtained by assuming a rectangular fault with proportion
$L/W=\mathrm{2.5}$ and using the *M*_{0} formulation (Table 2). Finally, Kanamori and
Anderson (1977) provided a relationship between the seismic moment and
earthquake magnitude: ${M}_{\mathrm{w}}=\mathrm{2}/\mathrm{3}\cdot \mathrm{log}\left({M}_{o}\right)-\mathrm{6.07}$.

Taking these parameters into account, the tsunami waves can be obtained in
terms of earthquake magnitude (*M*_{w}), focal depth (*h*_{focal}) and
water depth (*d*). Therefore, the influence of these three parameters on the
tsunami wave height and period was explored and depicted in a general scheme
in Fig. 9. As it could be intuitively expected, the higher the magnitude of
the earthquake is, the higher the tsunami wave height; however, the deeper
the focal depth is, the lower the tsunami wave height. On the other hand,
regarding the tsunami wave period, the period increases with the earthquake
magnitude or focal depth. The water depth in the rupture area affects only
the tsunami period, which increases when this depth decreases.

Following this characterization, a set of tsunami waves was selected,
covering period values from 5 to 40 min and wave height values in the source
area (depth *d*_{2}) from 0.2 to 2.0 m. In generation areas, tsunami waves
are commonly within these ranges (Papadopoulos, 2016). The considered waves
are peak or positive waves, meaning that the wave height was considered from
the sea level. The tsunami wave heights (from A to K) and periods are given
in Table 3. The interpolation is limited to the *H* and *T* ranges included in
the database. The incorporation of new waves will complement the existing
wave database and increase the range of application of the methodology.

The procedure explained at the end of Sect. 2.4 was followed to calculate the
run-up of the combination of the tsunami waves and the 49 topobathymetric
profiles. Therefore, the TRD is increased by 539 scenarios, provided by seven
parameters (tan*β*_{0}, tan*β*_{1},
tan${\mathit{\beta}}_{\mathrm{2}},{d}_{\mathrm{1}},{d}_{\mathrm{2}},H$ and *T*). These simulated
scenarios constitute the 7-dimension interpolation domain in which new run-up
calculations are carried out. The interpolation procedure and the result of
its application are described next. A tool to calculate the run-up by
interpolation was developed; this tool allows the simultaneous analysis of
the influence of each parameter on the final value of the run-up.

## 4.1 The interpolation tool (IH-TRUST)

To interpolate the value of the run-up for new scenarios, a numerical tool was programmed. This tool, called Instituto Hidráulica-Tsunami Run-Up Simulation Tool (IH-TRUST), processes the profile and wave data to calculate the run-up, and it performs an interpolation of the seven parameters considered in the TRD. IH-TRUST consists of three modules, or elements (Fig. 10).

In the first element, the tool calculates the parameterization of the real
topobathymetric profile into five parameters:
tan*β*_{0}, tan*β*_{1}, tan*β*_{2}, *d*_{1} and *d*_{2}. The real profile ideal trace should be parallel to the
potential tsunami wave travel. The parameterization is approached by means of
a least-squares fitting. An example of the fitting of a profile is shown in
Fig. 11, in which the main plot shows the quadratic error in terms of
distances from the coast to *d*_{1} (*X*_{1}) and to *d*_{2} (*X*_{2}), and
the star indicates the minimum error, which is consequently the position of
the best set of five parameters. The subplot shows the original profile and
the parameterized profile. Afterwards, the tool verifies that the
parameterized profile is included in the ranges of the parameter values
contained in the interpolation space.

Figure 12 shows a representation of all the profile domains in black and the introduced profile in red. A set of bars indicates the acceptable values for each parameter, and a star marks the position of each parameter for the new profile.

In the second element, IH-TRUST calculates the values of the amplitude and
the period of the tsunami wave at depth *d*_{2}. The tool reads a time series
containing the tsunami shape and calculates *H* and *T*. *T* corresponds to
the time between the first two zero crossings for positive heights, and *H*
is the maximum positive amplitude observed within period *T*. The tool allows
manually setting the height and period within the time series (Fig. 13). This
is especially useful when the wave shape is not standard, the wave has a
leading depression or it is not the largest wave of the series.

After the wave parameters are calculated, IH-TRUST checks if the tsunami wave fits in the interpolation domain of the database. Figure 14 shows the tsunami waves included on the database, the area where the interpolation is valid and the position of the tsunami wave that is being studied.

Finally, in the third element of IH-TRUST, the results of the calculation of
the run-up *Ru* is given based on the profile parameters and the
tsunami wave. The interpolation (Fig. 10) is calculated by means of the RBF
(Camus et al., 2011) and linear and nearest interpolation methods. In
addition, the horizontal flooding distance *X* is calculated using the inland
slope. The tool uses an RBF interpolation by default, but the nearest or
linear methods are also available, as they are useful in calculating events
that plot closer to the boundary of the valid interpolation area.

## 4.2 Influence of the profile parameters on the tsunami run-up

The TRD and IH-TRUST were used to explore and analyze the influence of each
parameter of the profile on the final value of the run-up. This analysis was
approached by evaluating scenarios in the TRD. Although it is out of the
scope of this paper, to understand the influence of each parameter of the
bathymetric profile, several tests were conducted with a mean profile
(tan*β*_{0 m}= 0.080, tan*β*_{1 m}= 0.09,
tan*β*_{2 m}= 0.110, *d*_{1 m}= 500 and *d*_{2 m}= 4350)
and by varying only one of the five parameters that define the profile at a
time; additionally, several values of *H* and *T* inside the boundaries of
the domain were considered.

For each pair of values of *H* and *T*, four of the five profile parameters were
kept constant, and the run-ups were calculated using IH-TRUST with the TRD by
varying the 5th parameter.

The effect of the variation in *Ru / H* as a function of the parameters
are shown in Figs. 15 and 16.

The continental slope effect (Fig. 15), parameterized as
tan*β*_{2}, produces a maximum *Ru* when
tan*β*_{2} is close to tan*β*_{1}, reproducing a
single slope profile. For smaller tan*β*_{2} values, *Ru*
decreases rapidly due to wave shoaling. Low values of tan*β*_{2}
also indicate a large platform with a low slope, where the shoaling increases
the wave height and the wave energy diminishes gradually due to bottom
friction until wave breaking occurs. Thus, the energy flux that reaches the
shore decreases with the run-up height. The profile typology characterized by
a low value of tan*β*_{2} is closer to Synolakis's canonical
problem.

The higher the tan*β*_{2} is, the shorter the platform, reducing
the energy dissipation and allowing the slopes to have similar
tan*β*_{0} and tan*β*_{1}; this maximizes the
run-up height.

Regarding tan*β*_{1}, when *d*_{1} is constant (Fig. 15), the
higher tan*β*_{1} is, the shorter the length of the shelf,
reducing tsunami wave shoaling. In this case, the wave steepness increase
drastically near the coast and breaks abruptly, triggering a considerable
dissipation of energy within a short length; this effect reduces both the
energy flux on the coast and the run-up.

Kânoğlu and Synolakis (1998) show that in the case of solitary waves
the slope closest to the coast controls the run-up processes. In the case of
tsunamis, in our geometry, although the influence of tan*β*_{1}
is indeed important, the influence of tan*β*_{2} must not be
neglected.

Finally, the influence of tan*β*_{0} on the final value of the
run-up is less important than those of tan*β*_{1} and
tan*β*_{2}. The run-up decreases as tan*β*_{0}
increases. Due to the effect of gravity, the flow ascends less if greater
slopes are present. This aspect is strengthened by the reflection of the
energy.

The behavior described above can be summarized on three basic regimes,
depicted in Fig. 17: (i) the larger run-up for any wave height is found if
tan*β*_{1} = tan*β*_{2} (see Fig. 17b); (ii) when
tan*β*_{1} > tan*β*_{2} see Fig. 17c,
the bigger the difference between slopes, the smaller the run-up,
mainly because the increase of dissipation; and (iii) when
tan*β*_{1} < tan*β*_{2}, see Fig. 17d,
the run-up is also smaller, but in this case it is due to the effect of
increasing reflection.

The influence of depths *d*_{1} and *d*_{2} is shown in Fig. 16. For deeper
continental shelf depths *d*_{1}, the shelf is wider and, consequently, the
bottom friction affects the wave over a longer profile, creating a smaller run-up. For a constant tan*β*_{1}, lower values of *d*_{1}
represent a shorter continental shelf, and abrupt and dissipating wave
breaking. Moderate values of *d*_{1} are characterized by a gradual tsunami
wave shoaling, during which the bottom friction allows a maximum run-up. From
that critical point, higher values of *d*_{1} mean a longer continental
shelf, generating a larger frictional area, reducing the energy flux that
reaches the shore and consequently diminishing the run-up.

In Fig. 16b, it can be observed how the run-up increases almost linearly with
*d*_{2}. The effect of *d*_{2} in the run-up is similar to the effect of
tan*β*_{2}. The shallower *d*_{2} is, the greater the shoaling
and the higher the wave. The wave energy diminishes gradually due to bottom
friction until wave breaking, which depends on the tsunami wave height. In
addition, it was found that although the variations in wave height produce
different *Ru / H* values for the same profile, the influence of the
variation in the wave period is negligible. Therefore, different wave heights
but not different periods are shown in Figs. 15 and 16.

Finally, these results highlight the importance of using an accurate geometry
to define the run-up. The influence of *d*_{2} and tan*β*_{2} in
the final run-up estimation is considerable, and the use of complete
profiles, from the generation area to the coast, is necessary but not
considered in traditional approaches and simplifications.

The methodology presented here aims to calculate the tsunami run-up in coastal areas. This calculation can be applied to study the run-up of historic events but also to calculate the run-up of potential scenarios, which are the primary focus. These potential cases are used to evaluate tsunami hazard and the flooded area when a tsunami occurs. As mentioned in the introduction, run-up is commonly assessed by means of high resolution data.

Therefore, to validate this methodology or tool, the results of its application have been compared with both high-resolution numerical simulations of potential events and historical tsunami run-up scenarios. It is important to highlight that the presented tool allows the estimation of tsunami run-up when these HR data are not available or accessible, what is a common situation.

The results of these comparisons are detailed in the following subsection, which is focused on describing the strengths and limitations of the methodology for each case.

## 5.1 Validation with numerical model simulations

This validation was carried out as follows: first, a topobathymetric profile of the study area was obtained using the GEBCO database. On that profile, a point was selected offshore, and the time series of the tsunami was extracted at that point from the COMCOT numerical simulation of the event. Using the topobathymetric profile and the time series as input for the IH-TRUST tool, the run-up was interpolated by using the created database. The interpolated run-up was then compared to the run-up obtained by using the high-resolution numerical simulation of the potential scenario.

Three numerically simulated scenarios with high resolutions have been selected for the validation. All these scenarios are from real projects, studies and published papers that were focused on analyzing and assessing the tsunami hazard in coastal areas worldwide and characterizing the potential flooded areas due to tsunami events in the selected zones. These simulations used high-resolution topographic and bathymetric data to construct grids with 30 m cells.

### 5.1.1 Tsunami scenario in Trujillo, Peru

The results of the application of the methodology were compared to the results of a high-resolution numerical simulation of a magnitude 8.5 event in the subduction zone located along the coast of Trujillo, a municipality in northern Peru. This synthetic scenario represents the event that occurred in this zone in 1619 and is part of the study “Probabilistic evaluation of the hazard and vulnerability under natural disasters in the metropolitan area of Trujillo”, funded by the Inter-American Development Bank (IHCantabria, 2013). The numerical simulation used a 30 m-resolution grid to accurately calculate the flooded area for a tsunami wave height and period of approximately 1.5 m and 400 s at a depth of 3000 m.

In Fig. 18, the flooded area map of Trujillo, as well as the selected profiles, are shown. In the study, the numerically calculated run-ups at those profiles (Fig. 19) were 8.9, 10.6 and 12.8 m. The corresponding values for the run-up obtained by interpolating the TRD with the IH-TRUST tool were 8.8, 10.5 and 11.6 m (see Table 4). Compared to the results of the numerical simulation, these 3 values from the 3 zones of the study area provide a good approximation of the tsunami flooding.

### 5.1.2 Tsunami scenario in La Libertad, El Salvador

Following the same procedure, a validation case was addressed in El Salvador. The event is a potential scenario of an earthquake of magnitude 8.1 along the El Salvador thrust, which is in the subduction zone along the El Salvador coast. The study area is the flat area of La Libertad, on the western side of this Central American country. This high-resolution numerical simulation is part of the project “Tsunami Risk Assessment in El Salvador”, financed by AECID (Spanish Agency for International Cooperation and Development) during the period 2009–2012 (Álvarez-Gómez et al., 2013). The resolution of the numerical simulation was 30 m, and the grid that was built for the propagation and inundation calculations used data from local bathymetric campaigns and high-resolution topographic studies. The tsunami wave height and period at a depth of 3000 m were approximately 0.9 m and 700 s.

In Fig. 20, the flooding map that was part of this project is shown, and in the same figure, the selected profiles have been superimposed. In this simulation, the run-ups obtained at the three profiles in Fig. 20 were 5.2, 5.5 and 6.3 m. The corresponding run-ups obtained by interpolating the TRD with the IH-TRUST tool were 6.2, 6.1 and 7 m.

### 5.1.3 Tsunami scenario in Muscat, Oman

As part of the Multi Hazard Risk Assessment System of Oman (Aniel-Quiroga et al., 2015), more than 3000 potential tsunami events were numerically modeled. A selection of these events were selected to assess the tsunami hazard for some specific municipalities in Oman by means of high-resolution numerical simulations of the generation, propagation and inundation processes, with a 30 m grid. One of these cases was an extreme event of magnitude 9.0 with epicenter in the Makran Subduction Zone (MSZ). For the capital city area, Muscat, the resultant flooding map is shown in Fig. 21; the profiles that were selected for the validation are superimposed on this map. The tsunami wave height and period offshore were approximately 2 m and 2300 s. In these cases, the measured run-ups at each profile were 6.2, 8.7, and 7.7 m. The corresponding run-ups calculated with the new database were 6.3, 8.5 and 7.8 m.

Table 4 summarizes the results obtained for the validation with the high-resolution simulations in the three scenarios. The run-up values, both those calculated with the numerical model and those estimated with the proposed database and detailed methodology described above, have a similar magnitude; in some cases, the result is accurate enough to rely on the results of the presented methodology. In addition, in Table 4, the estimated run-up is also compared to the result of applying 2 empirical run-up formulae. First, the Synolakis formula, that although it was created for the run-up of solitary waves, has been widely applied in the past for tsunamis, and second, the Madsen and Schäffer expression for single waves (Madsen and Schäffer, 2010). In the application of this expressions an averaged slope was considered.

Figure 22 shows this comparison in a plot, in which the fitting between the modeled and calculated run-up values is noted. In addition, the new methodology is better than the result of the Synolakis and Madsen and Schäffer formulae, which generally overestimates the run-up.

## 5.2 Validation with data recorded during field campaigns after real events

The low frequency of major tsunamis are invaluable to the field campaigns that are carried out immediately after a tsunami event occurs. These field campaigns allow the evaluation of the developed strategies of risk reduction and the creation of new, more accurate strategies. From a pragmatic point of view, the data collected during these campaigns allow scientists and engineers to validate or calibrate numerical models and methodologies. In this case, this type of validation has been addressed using the available field data of the events in Japan (2011) and Chile (2010 and 1960). The bathymetric profiles used in the validation have been constructed using GEBCO. The tsunami wave time series have been obtained from the data available from DART buoys (Meinig et al., 2005) or numerical simulations of accurate sources; this process is explained in detail later in the paper. The results of the application of the methodology have been compared to observational data recordings and field survey papers.

### 5.2.1 2011 tsunami on the coast of Japan affecting the Pacific basin

On the 11 March 2011, a 9.0 earthquake, which had an epicenter close to the coast of Japan, triggered a tsunami that reached the coast of Japan within one hour. This tsunami wave propagated across the Pacific Ocean, reaching the U.S. West Coast in 10 h and the coast of Chile in 21 h.

The tsunami wave time series used for this validation have been obtained from the data available from DART buoys (Meinig et al., 2005). The results were compared with the observed run-up (National Geophysical Data Center NOAA).

It is essential to highlight that the application of the new run-up
estimation methodology is restricted to the profiles and wave shapes whose
parameters fall inside the ranges covered by the database (see Table 1).
Therefore, the use of the methodology is limited to these cases. An example
of non-applicability occurs when the tsunami height and period are obtained
(*d*_{2}) in a shallow area of the ocean or when the generation zone is too
close to the study area and a complete time series of the tsunami wave cannot
be properly recorded at an adequate depth.

In the case of the Japan 2011 event, due to the proximity of the coast, it was not possible to obtain a complete time series between the epicenter and Japan, and the validation has been carried out in other areas of the Pacific Ocean, using four DART buoy records (near Hawaii, California, and Papua-New Guinea). The names and locations of the DART buoys used are given in Table 5. This table also includes the names and locations where the run-up was estimated with the data of each DART buoy, the run-up value recorded in the field surveys at those locations, and the estimated value of the run-up, both by using the new methodology and by applying the Synolakis formula (calculating the tsunami wave height at a depth of 10 m using Green's law) and Madsen and Schäffer formula. The buoy locations are also included in Fig. 23.

As it can be inferred from the application of the methodology, the run-up estimated values are on the same order of magnitude as the recorded inundation; generally, the results are accurate, and differences are normally lower than 20 %. These results are also closer to the observed run-ups than those obtained by applying Synolakis and Madsen and Schäffer formulae, which often overestimates the run-up.

### 5.2.2 Chilean coast tsunamis (2010 and 1960)

When no real record is available to determine the offshore wave shape (DART buoys), the main issue is the correct definition of the source to compute an accurate numerical simulation. Although there is no shortage of uncertainties in the determination of the source, the tsunami initial surface deformation models that have been developed are accurate (Barrientos and Ward, 1990). As an alternative validation approach, two of these models have been used to validate the new run-up estimation methodology with the events that occurred in Chile in 2010 and 1960.

On the 27 February 2010, an 8.8 magnitude earthquake with epicenter on the coast of Chile triggered a tsunami that reached the Chilean coast in less than 30 min. In the Bio-Bio region, the run-up was recorded at several locations (Fritz et al., 2011). To apply this methodology, first, a rough numerical simulation of the generated tsunami was addressed. This simulation used the source definition by Shao et al. (2010) and gridded the GEBCO data with 700 m cells (see Fig. 24). From this simulation, the profiles and wave amplitude time series in the generation area were obtained. The tsunami wave height and period recorded at each location and the result of the interpolation from the further improved database for each corresponding profile are given in Table 6.

The optimal application of the run-up estimation methodology is achieved at the locations sufficiently far from the source, as explained in the previous subsection. The result at these points (1, 2, 3, 8, 9 and 10) have the same order of magnitude of the recorded run-up from Fritz's survey. In the locations in front of the source, the initial deformation of the water surface did not allow a complete time series to be obtained to estimate the tsunami wave height and run-up.

Regarding the 1960 earthquake and tsunami in Chile (Lomnitz, 2004) (Fig. 24), this earthquake is considered the greatest earthquake ever recorded, and the numerical simulation computed for the validation used the source by Barrientos and Ward (1990). The run-up data for the validation was obtained from the NOAA global historic tsunami database. In this case, the data are mainly from eyewitness testimony.

In Table 6, the results of the application of the methodology at seven locations and the recorded run-up are given. In this case, the tsunami wave height at three of the locations (P13, P14 and P15), was such that the profiles were not within the database application ranges. The other four locations provided results that are on the same order of magnitude as the observed run-up.

In the application of the new methodology to the Chile events, the tsunami wave height used for the interpolation came from a numerical simulation, and the results were compared to real run-up records. Although the validation inherits the uncertainties of the source, the results are sufficiently accurate, taking into account the limitations explained above.

The calculation of the flooding that a tsunami causes inland is addressed when a tsunami risk assessment is conducted. For a historical event, the assessment determines the limit of the affected area. In addition, the predictive evaluation of this flooded area, based on the potential tsunami scenarios that can affect it, allows prevention and mitigation measures to be established, helping to reduce the risk.

However, the calculation of this flooded area, particularly the assessment of the run-up, is not always direct. Occasionally, there are no high-resolution data that allow the application of numerical models. In addition, the accuracy of the existing empirical formulae can be improved, since they do not take into account natural topobathymetric profiles from the propagation to the inundation areas.

In this paper, an alternative methodology that complements the existing ones has been presented. This methodology consists of a numerical flume formed by the coupling of two numerical models (COMCOT and IH2VOF). The developed hybrid model is applied to each part of the generation–propagation–inundation process and this numerical model obtains a more accurate result; additionally, it is computationally affordable. The inputs for this hybrid model are the topobathymetric profile and the tsunami wave. The topobathymetric profiles were parameterized with five parameters (three slopes and two depths), using a real profile sample to define the parameterization. In addition, the tsunami waves were parameterized with two parameters (tsunami height and period) using tsunami amplitude time series obtained by using numerical simulations of realistic tsunami events.

This methodology allows the accurate calculation of the run-up on along topobathymetric profile. Therefore, this methodology has been used to construct a tsunami run-up database. This database aimed to create an interpolation domain in which new run-up calculations could be carried out. The events of the database are combinations of a selection of bathymetric profiles and tsunami waves that were simulated with the hybrid model to create the database of simulations from which an interpolation can be executed to calculate the run-up of new tsunami scenarios.

To easily address the interpolation, a tool called IH-TRUST was scripted. This tool uses real profile and wave data, parameterizes them to find their most similar parameters in the database, and interpolates the results to provide a run-up value. Once the input parameters are given, the application of this interpolation provides results in just a few seconds, shortening typical simulations of several nested grids, which commonly take several hours to provide results in all the computational domain.

To validate this new methodology and tool, the results of its application have been compared with both high-resolution numerical simulations and field survey data. The run-ups obtained with IH-TRUST are consistent and suggest that the tool can accurately calculate the run-up.

The assessment of the tsunami hazard begins by calculating the area affected by the tsunami. In those coastal areas where no other data are available, the detailed methodology and tool allow the run-up value of tsunami events to be determined without using high-resolution numerical simulations.

Therefore, to assess the hazard in a tsunami-prone area, this methodology can be applied to several profiles along the coastal area study. As a result, the methodology provides the run-up at each of the profiles, allowing an estimation of the flooded area from an area within the envelope of the run-up limits.

The application of the tool has some limitations; for example, the tool will indicate if the bathymetric profile or the tsunami wave parameters are not included within the range of values in the database, as explained for the case of the Chilean Trench in Sect. 5.2.1.

New work in this field should take into account these difficulties to further develop the database with new parameter values that include these singularities.

The generation of the database and the values of run-up obtained from a
combination of the bathymetric profiles and tsunami waves have provided a
rich and populated space where the influence of each parameter on the final
value of the run-up can be addressed. In this sense, which profiles are more
prone to suffer higher run-ups in the case of a tsunami can be defined. For
instance, profiles with high land slopes (tan*β*_{0}) are
associated with higher run-up values than those with low land slopes. In
addition, some combinations of offshore slopes and continental shelf slopes
(tan*β*_{1} and tan*β*_{2}) minimize the run-up
value for the same tsunami wave. In addition, the influence of
tan*β*_{2} is considerable and justifies inclusion of the
deep-water area (*d*_{2}) in the parameterized profile. Conversely,
when the profile is for a large continental shelf, the run-up increases;
however, the run-up value decreases for gentle continental shelf slopes.

Traditionally, empirical methods, like the application of Synolakis's formula, simplify the profile using one or two slopes (Park et al., 2015). However, this assumption is not accurate; in this study, the importance of using a complete profile, including the tsunami generation area, has been noted, as well as the influence of the profile parameters on the final run-up value.

The data used in this paper are available upon request from the authors.

In this section, the 49 artificially generated profiles are shown in Fig. A1. The five corresponding parameters are listed on Table A1.

The authors declare that they have no conflict of interest.

The research leading to these results has received funding from the European
Union's Seventh Framework Programme (FP7/2007-2013) under grant agreement
no. 603839 (Project ASTARTE – Assessment, Strategy and Risk Reduction
for Tsunamis in Europe).

Edited by: Ira
Didenkulova

Reviewed by: two anonymous referees

Álvarez-Gómez, J. A., Aniel-Quiroga, Í., Gutiérrez-Gutiérrez, O. Q., Larreynaga, J., González, M., Castro, M., Gavidia, F., Aguirre-Ayerbe, I., González-Riancho, P., and Carreño, E.: Tsunami hazard assessment in El Salvador, Central America, from seismic sources through flooding numerical models., Nat. Hazards Earth Syst. Sci., 13, 2927–2939, https://doi.org/10.5194/nhess-13-2927-2013, 2013.

Aniel-Quiroga, Í., Alvarez-Gómez, J. A., González, M., Aguirre-Ayerbe, I., Fernández, F., Jara, M. S., González-Riancho, P., Medina, R., and Al-Yahyai, S.: Tsunami Hazard assessment and scenarios database development for the tsunami warning system for the coast of Oman, in international conference on reducing tsunami risk in the western Indian ocean, Muscat, Omán, 2015.

Baldock, T. E., Cox, D., Maddux, T., Killian, J., and Fayler, L.: Kinematics of breaking tsunami wavefronts: A data set from large scale laboratory experiments, Coast. Eng., 56, 506–516, https://doi.org/10.1016/J.COASTALENG.2008.10.011, 2009.

Barrientos, S. E. and Ward, S. N.: The 1960 Chile earthquake: inversion for slip distribution from surface deformation, Geophys. J. Int., 103, 589–598, https://doi.org/10.1111/j.1365-246X.1990.tb05673.x, 1990.

Bathymetry Consortium EMODnet: EMODnet Digital Bathymetry (DTM), EMODnet Bathymetry, Mar. Inf. Serv., https://doi.org/10.12770/c7b53704-999d-4721-b1a3-04ec60c87238, 2016.

Battjes, J. A.: SURF SIMILARITY, Coast. Eng. Proc., 1, 1974.

Burridge, R. and Knopoff, L.: Model and theoretical seismicity, Bull. Seismol. Soc. Am., 57, 341–371, available at: http://www.bssaonline.org/content/57/3/341.abstract (last access: 18 April 2017), 1967.

Camus, P., Mendez, F. J., and Medina, R.: A hybrid efficient method to downscale wave climate to coastal areas, Coast. Eng., 58, 851–862, https://doi.org/10.1016/j.coastaleng.2011.05.007, 2011.

Carrier, G. F. and Greenspan, H. P.: Water waves of finite amplitude on a sloping beach, J. Fluid Mech., 4, 97–109, https://doi.org/10.1017/S0022112058000331, 1958.

Chan, I.-C. and Liu, P. L.-F.: On the runup of long waves on a plane beach, J. Geophys. Res.-Ocean., 117, C08006, https://doi.org/10.1029/2012JC007994, 2012.

Fritz, H. M., Petroff, C. M., Catalán, P. A., Cienfuegos, R., Winckler, P., Kalligeris, N., Weiss, R., Barrientos, S. E., Meneses, G., Valderas-Bermejo, C., Ebeling, C., Papadopoulos, A., Contreras, M., Almar, R., Dominguez, J. C., and Synolakis, C. E.: Field Survey of the 27 February 2010 Chile Tsunami, Pure Appl. Geophys., 168, 1989–2010, https://doi.org/10.1007/s00024-011-0283-5, 2011.

Fuentes, M. A., Ruiz, J. A., and Riquelme, S.: The runup on a multilinear sloping beach model, Geophys. J. Int., 201, 915–928, https://doi.org/10.1093/gji/ggv056, 2015.

Fuhrman, D. R. and Madsen, P. A.: Surf Similarity and Solitary Wave Runup, J. Waterw. Port, Coastal, Ocean Eng., 134, 195–198, https://doi.org/10.1061/(ASCE)0733-950X(2008)134:3(195), 2008.

Garcia, N., Lara, J. L., and Losada, I. J.: 2-D numerical analysis of near-field flow at low-crested permeable breakwaters, Coast. Eng., 51, 991–1020, https://doi.org/10.1016/J.COASTALENG.2004.07.017, 2004.

Hsu, T.-J., Sakakiyama, T., and Liu, P. L.-F.: A numerical model for wave motions and turbulence flows in front of a composite breakwater, Coast. Eng., 46, 25–50, https://doi.org/10.1016/S0378-3839(02)00045-5, 2002.

Hunt, I. A.: Design of seawalls and brekwaters, J. Wtrwy. Harb. Div., 85, 123–152, 1959.

IHCantabria: Evaluación probabilística de la peligrosidad y la vulnerabilidad frente a desastres naturales basados en proyecciones de cambio climático en el área metropolitana de Trujillo, available at: https://studylib.es/doc/8407409/resumen_ ejecutivo_trujillo-y-minam (last access: 22 May 2018), 2013.

International Hydrographic Organization: General Bathymetric Chart of the Oceans., 2014.

Iribarren, R. and Nogales, C.: Protection des Ports, in 17th Int. Navigation Congress, Section II, Lisbon, 31–80, 1949.

Jacobsen, N. G., Fuhrman, D. R., and Fredsøe, J.: A wave generation
toolbox for the open-source CFD library: OpenFoam^{®}, Int. J. Numer.
Methods Fluids, 70, 1073–1088, https://doi.org/10.1002/fld.2726, 2012.

Kanamori, H. and Anderson, D. L.: Importance of physical dispersion in surface wave and free oscillation problems: Review, Rev. Geophys., 15, 105, https://doi.org/10.1029/RG015i001p00105, 1977.

Kânoğlu, U. and Synolakis, C. E.: Long wave runup on piecewise linear topographies, J. Fluid Mech., 374, 1–28, https://doi.org/10.1017/S0022112098002468, 1998.

Keller, J. B. and Keller, H. B.: Water wave run-up on a beach, Research Report NONR-3828(00), Office of Naval Research, Department of the Navy, Washington, DC, pp. 41, 1964.

Kobayashi, N. and Karjadi, E. A.: Surf Similarity Parameter for Breaking Solitary-Wave Runup, J. Waterw. Port, Coastal, Ocean Eng., 120, 645–650, https://doi.org/10.1061/(ASCE)0733-950X(1994)120:6(645), 1994.

Lara, J. L., Garcia, N., and Losada, I. J.: RANS modelling applied to random wave interaction with submerged permeable structures, Coast. Eng., 53, 395–417, https://doi.org/10.1016/j.coastaleng.2005.11.003, 2006.

Lara, J. L., Ruju, A., and Losada, I. J.: Reynolds averaged Navier-Stokes modelling of long waves induced by a transient wave group on a beach, Proc. R. Soc. A Math. Phys. Eng. Sci., 467, 1215–1242, https://doi.org/10.1098/rspa.2010.0331, 2011.

Li, Y. and Raichlen, F.: Solitary wave runup on plane slopes, available at: http://ascelibrary.org/doi/pdf/10.1061/(ASCE)0733-950X(2001)127:1(33) (last access: 16 November 2017), 2001.

Lin, P. and Liu, P. L.-F.: A numerical study of breaking waves in the surf zone, J. Fluid Mech, 359, 239–264, 1998.

Lomnitz, C.: Major Earthquakes of Chile: A Historical Survey, 1535–1960, Seismol. Res. Lett., 75, 368–378, https://doi.org/10.1785/gssrl.75.3.368, 2004.

Madsen, P. A. and Schäffer, H. A.: Analytical solutions for tsunami runup on a plane beach: single waves, N-waves and transient waves, J. Fluid Mech., 645, 27–57, https://doi.org/10.1017/S0022112009992485, 2010.

Madsen, P. A. and Fuhrman, D. R.: Run-up of tsunamis and long waves in terms of surf-similarity, Coast. Eng., 55, 209–223, https://doi.org/10.1016/J.COASTALENG.2007.09.007, 2008.

Meinig, C., Stalin, S. E., Nakamura, A. I., and Milburn, H. B.: Real-Time Deep-Ocean Tsunami Measuring, Monitoring, and Reporting System: The NOAA DART II Description and Disclosure, available at: http://www.ndbc.noaa.gov/dart/dart_ii_description_6_4_05.pdf (last access: 26 November 2017), 2005.

National Geophysical Data Center NOAA.: National Geophysical Data Center/World Data Service (NGDC/WDS): Global Historical Tsunami Database., https://doi.org/10.7289/V5PN93H7, n.d., last access: 22 May 2018.

Okada, Y.: Surface deformation due to shear and tensile faults in a half-space Okada, Y Bull Seismol Soc AmV75, N4, Aug 1985, P1135–1154, Int. J. Rock Mech. Min. Sci. Geomech. Abstr., 75, 1135–1154, https://doi.org/10.1016/0148-9062(86)90674-1, 1985.

Papadopoulos, G.: Tsunamis in the European-Mediterranean Region, 2016.

Park, H., Cox, D. T., Petroff, C. M., Park, H., Cox, D. T., and Petroff, C. M.: An empirical solution for tsunami run-up on compound slopes, Nat. Hazards, 76, 1727–1743, https://doi.org/10.1007/s11069-014-1568-7, 2015.

Pengzhi Lin, B. and L.-F. Liu, P.: Internal wave-maker for navier-stokes equations models, available at: https://ascelibrary.org/doi/pdf/10.1061/(ASCE)0733-950X(1999)125:4(207) (last access: 13 March 2018), 1999.

Riquelme, S., Fuentes, M., Hayes, G. P., and Campos, J.: A rapid estimation of near-field tsunami runup, J. Geophys. Res.-Sol. Ea., 120, 6487–6500, https://doi.org/10.1002/2015JB012218, 2015.

Scholz, C. H. and Harris, R. A.: The Mechanics of Earthquakes and Faulting, Second Edn., Cambridge University Press., 2002.

Selva, J., Tonini, R., Molinari, I., Tiberti, M. M., Romano, F., Grezio, A., Melini, D., Piatanesi, A., Basili, R., and Lorito, S.: Quantification of source uncertainties in Seismic Probabilistic Tsunami Hazard Analysis (SPTHA), Geophys. J. Int., 205, 1780–1803, https://doi.org/10.1093/gji/ggw107, 2016.

Sepúlveda, I. and Liu, P. L.-F.: Estimating tsunami runup with fault plane parameters, Coast. Eng., 112, 57–68, https://doi.org/10.1016/j.coastaleng.2016.03.001, 2016.

Shao, G., Li, X., Zhao, X., Yano, T., and Ji, C.: Result for Rupture Process of Feb 27, 2010 Mw 8.86 Chile Earthquake, available at: http://www.geol.ucsb.edu/faculty/ji/big_earthquakes/2010/02/27/chile_2_27.html (last access: 21 November 2017), 2010.

Steketee, J. A.: Some geophysical applications of the elasticity theory of dislocations, Can. J. Phys., 36, 1168–1198, https://doi.org/10.1139/p58-123, 1958.

Synolakis, C. E.: The runup of solitary waves, J. Fluid Mech., 185, 523, https://doi.org/10.1017/S002211208700329X, 1987.

Titov, V. V, Moore, C. W., Greenslade, D. J. M., Pattiaratchi, C., Badal, R., Synolakis, C. E., Nog, U. K., and Kânoǧlu, U.: A New Tool for Inundation Modeling: Community Modeling Interface for Tsunamis (ComMIT), Pure Appl. Geophys., 168, 2121–2131, https://doi.org/10.1007/s00024-011-0292-4, 2011.

Torres-Freyermuth, A., Losada, I. J., and Lara, J. L.: Modeling of surf zone processes on a natural beach using Reynolds-Averaged Navier-Stokes equations, J. Geophys. Res., 112, C09014, https://doi.org/10.1029/2006JC004050, 2007.

Torres-Freyermuth, A., Lara, J. L., and Losada, I. J.: Numerical modelling of short- and long-wave transformation on a barred beach, Coast. Eng., 57, 317–330, https://doi.org/10.1016/J.COASTALENG.2009.10.013, 2010.

UNESCO-IOC: Tsunami risk assessment and mitigation for the Indian Ocean; knowing your tsunami risk – and what to do about it, (June), Manuals and guides 52, available at: http://unesdoc.unesco.org/images/0018/001847/184777e.pdf (last access date: 22 May 2018), 2009.

Wang, X.: COMCOT User Manual Ver. 1.7, Cornell Univ., 6, 1–59, 2009.

- Abstract
- Introduction
- Tsunami run-up hybrid model methodology
- Application example: further development of a tsunami run-up database
- Run-up estimation by interpolation of the TRD
- Validation of the methodology with numerical test results and observational data
- Conclusions
- Data availability
- Appendix A: Database profiles
- Competing interests
- Acknowledgements
- References

- Abstract
- Introduction
- Tsunami run-up hybrid model methodology
- Application example: further development of a tsunami run-up database
- Run-up estimation by interpolation of the TRD
- Validation of the methodology with numerical test results and observational data
- Conclusions
- Data availability
- Appendix A: Database profiles
- Competing interests
- Acknowledgements
- References