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\title{Analysis of the displacement of a large concrete block under an extreme wave}
\author[1]{Edgar P. Burkhart}
\author[*,1]{Stéphane Abadie}

\affil[1]{Université de Pau et des Pays de l’Adour, E2S-UPPA,  SIAME, France}
\affil[*]{Corresponding Author, stephane.abadie@univ-pau.fr}

\begin{document}
\maketitle

\section{Introduction}
% Displacement of blocks studies
Displacement of large blocks or boulders by waves is an interesting phenomenon in the study of extreme historical
coastal events. The existence of block deposits at unusual heights can be a clue to past events such as extreme storms
or tsunamis. For instance, \textcite{cox2018} studied coastal deposits on the coast of Ireland in relation to the
storms from winter 2013--2014, and extracted criteria for analysing such deposits. Similarly, \textcite{shah2013}
found boulder deposits on the mediterranean coast to be evidence of extreme storms in the Little Ice Age.

% Need for analytical equations
In order for those studies to be possible, analytical criterias are needed in order to ascertain the cause of the
displacement of a block. \textcite{nott1997,nott2003} proposed a set of equations that have been widely used for that
purpose. Those equations rely on an equilibrium relation between the lift force produced by a wave and restraining
forces depending on the initial setting of the block, allowing to extract a minimal flow velocity necessary for
movement initiation. A parametrisation of waves depending on their source is also used to provide minimal wave heights
depending on the type of scenario --- wave or tsunami. Those equations were later revised by \textcite{nandasena2011},
as they were found to be partially incorrect. A revised formulation based on the same considerations was provided.

The assumptions on which \citeauthor{nott2003, nandasena2011} are based were then critisized by \textcite{weiss2015}.
In fact, according to them, the initiation of movement is not sufficient to guarantee block displacement.
\textcite{weiss2015} highlights the importance of the time dependency on block displacement. A method is proposed that
allows to find the wave amplitude that lead to block displacement.

% Lack of observations -> observation
Whether it is \textcite{nott2003}, \textcite{nandasena2011} or \textcite{weiss2015}, all the proposed analytical
equations suffer from a major flaw; they are all based on simplified analytical models and statistical analysis.
Unfortunately, no block displacement event seems to have been observed directly in the past.

In this paper, we study such an event. On February 28, 2017, a 50T concrete block was dropped by a wave on the crest of
the Artha breakwater. Luckily, the event was captured by a photographer, and a wave buoy located 1.2km offshore
captured the seastate. Information from the photographer allowed to establish the approximate time at which the block
displacement occured. The goal of this paper is to model the hydrodynamic conditions near the breakwater that lead to
the displacement of the 50T concrete block.

% Modeling flow accounting for porous media
Several approaches can be used when modelling flow near a breakwater. Depth-averaged models can be used to study the
transformation of waves on complex bottoms. Studying the hydrodynamic conditions under the surface can be achieved
using smoothed-particles hydrodynamics (SPH) or volume of fluid (VOF) models. SPH models rely on a Lagrangian
representation of the fluid, while VOF models rely on an Eulerian representation. VOF models are generally more mature
for the study of multiphase incompressible flows.

In this paper, we first use a one-dimensionnal depth-averaged non-linear non-hydrostatic model to verify that the
signal measured by the wave buoy can be used as an incident wave input for the determination of hydrodynamic conditions
near the breakwater. For this model, we use a SWASH model \parencite{zijlema2011} already calibrated by
\textcite{poncet2021} on a domain reaching 1450m offshore of the breakwater.

Then, we use a nested VOF model in two vertical dimensions that uses the output from the larger scale SWASH model as
initial and boundary conditions to obtain the hydrodynamic conditions on the breakwater. The models uses olaFlow
\parencite{higuera2015}, a VOF model based on volume averaged Reynolds averaged Navier-Stokes (VARANS) equations, and
which relies on a macroscopic representation of the porous armour of the breakwater. The model is qualitatively
calibrated using photographs from the storm of February 28, 2017. Results from the nested models are finally compared
to the analytical equations provided by \textcite{nandasena2011}.

\section{Results}
\subsection{Identified wave}

Preliminary work with the photographer allowed to identify the time at which the block displacement event happened.
Using the data from the wave buoy located 1250m offshore of the Artha breakwater, a seamingly abnormally large wave of
14m amplitude was identified that is supposed to have lead to the block displacement.

Initial analysis of the buoy data plotted in Figure~\ref{fig:wave} shows that the movement of the buoy follows two
orbitals that correspond to an incident wave direction. These results would indicate that the identified wave is
essentially an incident wave, with a minor reflected component.

\begin{figure*}
	\centering
	\includegraphics{fig/ts.pdf}
	\includegraphics{fig/out_orbitals.pdf}
	\caption{\textit{Left}: Free surface measured during the extreme wave measured on February 28, 2017 at 17:23UTC.
	\textit{Right}: Trajectory of the wave buoy during the passage of this particular wave.}\label{fig:wave}
\end{figure*}

\subsection{Reflection analysis}

The results from the large scale SWASH model using two configurations --- one of them being the real bathymetry, and
the other being a simplified bathymetry without the breakwater --- are compared in Figure~\ref{fig:swash}. The results
obtained with both simulations show a maximum wave amplitude of 13.9m for the real bathymetry, and 12.1m in the case
where the breakwater is removed.

The 13\% difference between those values highlights the existence of a notable amount of reflection at the buoy.
Nonetheless, the gap between the values is still fairly small and the extreme wave identified on February 28, 2017 at
17:23:08 could still be considered as an incident wave.

\begin{figure*}
	\centering
	\includegraphics{fig/maxw.pdf}
	\caption{Free surface elevation obtained with the SWASH model in two configurations. \textit{Case 1}: With breakwater;
	\textit{Case 2}: Without breakwater.}\label{fig:swash}
\end{figure*}

\subsection{Wave transformation}

The free surface obtained with the SWASH model using raw buoy measurements as an elevation boundary condition is
plotted in Figure~\ref{fig:swash_trans}. Those results display a strong transformation of the wave between the buoy and
the breakwater. Not only the amplitude, but also the shape of the wave are strongly impacted by the propagation over
the domain. While the amplitude of the wave is reduced as the wave propagates shorewards, the length of the trough and
the crest increases, with a zone reaching 400m long in front of the wave where the water level is below 0m.

\begin{figure*}
	\centering
	\includegraphics{fig/x.pdf}
	\caption{Propagation of the wave supposed to be responsible for the block displacement; highlighted zone:
	qualitatively estimated position of the wave crest.}\label{fig:swash_trans}
\end{figure*}

\subsection{Hydrodynamic conditions on the breakwater}

The two-dimensionnal olaFlow model near the breakwater allowed to compute the flow velocity near and on the breakwater
during the passage of the identified wave. The results displayed in Figure~\ref{fig:U} show that the flow velocity
reaches a maximum of 14.5m/s towards the breakwater during the identified extreme wave. Although the maximum reached
velocity is slightly lower than earlier shorter waves (at t=100s and t=120s, with a maximum velocity of 17.3s), the
flow velocity remains high for twice as long as during those earlier waves. The tail of the identified wave also
exhibits a water level over 5m for over 40s.

\begin{figure*}
	\centering
	\includegraphics{fig/aw_t0.pdf}
	\includegraphics{fig/U.pdf}
	\caption{Horizontal flow velocity computed with the olaFlow model at x=-20m on the breakwater armor. The identified
	wave reaches this point around t=175s.}\label{fig:U}
\end{figure*}

\section{Discussion}

\section{Methods}
\printbibliography
\end{document}