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Applicability of CADMASSURF to evaluate detached breakwater effects on solitary tsunami wave reduction
Earth, Planets and Space volume 64, Article number: 13 (2012)
Abstract
Detached breakwaters, made with wavedissipating concrete blocks such as Tetrapods, have been widely applied in Japan, but the effectiveness of such kinds of detached breakwaters on tsunami disaster prevention has never been discussed in detail. A numerical wave flume called CADMASSURF has been developed for advanced maritime structure design. CADMASSURF has been applied mainly to ordinary wave conditions such as wind waves, and little attempt has been made for expanding its application to tsunami waves. In this study, the applicability of CADMASSURF for evaluating the effectiveness of detached breakwaters on a solitary tsunami wave reduction is investigated by comparing the calculated results with those from hydraulic experiments. First, the effectiveness of a detached breakwater on the reduction of wave height and wave pressure was confirmed both by hydraulic experiments and numerical simulations. Finally, CADMASSURF has been found to be a useful tool for evaluating the effects of detached breakwaters on tsunami wave height and pressure reduction, as a first step in a challenging study.
1. Introduction
Coastal and portrelated structures have been designed based on design formula as well as hydraulic model tests. Although hydraulic model tests can precisely reproduce actual physical phenomena, it usually requires time and cost to create seabed configurations and model structures, and to measure various kinds of data such as wave height, wave pressure, overtopped water and the movement of targeted structures. Also, the design formula is usually limited by the range of model conditions that the formula is based on. In addition, more information is required from the viewpoint of reliabilitybased performance design taking damage level into consideration.
Based on the above situation and recent advances in computer simulation technology, a numerical wave flume called CADMASSURF (e.g. Isobe et al., 1999) has been developed for advanced maritime structure design. CADMASSURF has been applied mainly to ordinary wave conditions such as wind waves, e.g. wave force onto breakwaters and wave overtopping of seawalls (e.g. Isobe et al., 2002; Goda and Matsumoto, 2003). So far, little attempt has been made to extend its application to tsunami waves.
Maritime structures are exposed to not only wind waves, but also tsunami waves. Damage to coastal structures such as seawalls were actually reported at the time of the South West Hokkaido earthquake tsunami in 1990, and the Japan Sea earthquake tsunami in 1983 (Tanimoto et al., 1983; Tanaka et al., 1993). Researchers have focused their efforts on the study of disaster prevention from tsunamis, especially with seawalls, e.g. Mizutani and Imamura (2000), Asakura et al. (2002) and Kato et al. (2006). In Japan, detached breakwaters have been widely applied, but the effectiveness of detached breakwaters on tsunami disaster prevention has never been discussed in detail. At the time of the Indian Ocean Tsunami in December, 2004, in Male, the main island of the Maldives, detached breakwaters effectively protected the island from the tsunami (Fujima et al., 2006). However, the effectiveness of detached breakwaters on tsunami reduction has not been discussed in detail.
In recent years, the risk of the occurrence of tsunamis generated by near the shore large earthquakes, such as Tokai, Tonankai, Nankai and offMiyagi earthquakes, is considered to be high. In addition, the occurrence of the great Chilean earthquake in February 2010 caused a large transPacific tsunami. In this study, the applicability of the numerical simulation model called CADMASSURF for evaluating the effects of detached breakwaters on a solitary tsunami wave reduction will be discussed.
2. Numerical Wave Flume
2.1 Basic equations
The numerical wave flume in this study is called CADMASSURF (SUper Roller Flume for Computer Aided Design of MAritime Structure), and it is based on the following equations of continuity for a 2dimensional noncompressive fluid and the NavierStokes formula:
where t is the time, x, z are the horizontal and vertical coordinates, respectively, u, w are the horizontal and vertical velocities, respectively, ν_{ e } is the molecular kinematic viscosity, γ_{ v } is the porosity, γ_{ x }, γ_{ z } are the horizontal and vertical sectional transform ratios, respectively, p is the pressure, ρ is the mass density of the fluid, and g is the acceleration due to gravity.
The coefficients of λ_{ υ }, λ_{ x }, λ_{ z } are:
where C_{ M } is the coefficient of inertia.
The horizontal and vertical drag forces R_{ x }, R_{ z }: follows.
where C_{ D } is the drag coefficient, and Δx, Δz are the horizontal and vertical mesh sizes for numerical simulations, respectively.
2.2 Free surface
In order to handle the free surface of the fluid, the VOF (Volume of Fluid) method (Hirt and Nichols, 1981) is applied. The transfer diffusion equation F of the VOF function is:
3. Hydraulic Model Tests
3.1 Method of wave generation
In this study, a solitary wave, described by the following equations, is generated:
with
where H is the wave height, c is the wave celerity, and h is the water depth.
When generating the solitary wave expressed as Eq. (7), the required wave paddle stroke S is given by Eq. (11), following Goring and Raichlen (1980).
The position of the wave making paddle X at time t is given as follows:
Equation (12) cannot be solved analytically because of the inclusion of an unknown variable X (t) in the righthand part and the nonlinearity of X(t). Therefore, the wave paddle position X_{i+1} at t = i + 1 is calculated based on Eq. (13), using X_{ i } at t = i by the NewtonRaphson method:
The extreme situation at the time that gives the value of − 1 for tanh κ(ct − X(t)) of Eq. (12) should be considered, because the wave length of the solitary wave is theoretically infinity. In this study, the time t_{0} giving the value −0.999 to tanh κ(ct − X (t)) is obtained by Eq. (14) following Goring and Raichlen (1980). From this, the following wave paddle position X_{ i }, at each time t_{ i }, can be calculated by Eq. (13) with the initial time t_{0}.
3.2 Sea bed and structures
Figure 1 shows the wave flume setup. The piston type wave maker is installed at x = 0 m. The slope of 1/5 begins at x = 3.75 m and ends at x = 4.25 m. The slope of 1/30 begins at x = 4.25 m and ends at x = 13.25 m. The flat bed is constructed from x = 13.25 m to 14.75 m followed by a 1/20 slope. This topography represents the typical crosssection around Japanese coasts.
In total, 13 wave gauges were installed from x = 2.25 m to 14.25 m (St. 1 to 13) for water surface monitoring as shown in Fig. 1.
Figure 2 shows the crosssection of the detached breakwater constructed in the flume. The center of the detached breakwater is set at x = 11.25 m (St. 9) as shown in Figs. 1 and 2. The detached breakwater is made using wavedissipating concrete blocks of Tetrapods of 59 g with a porosity of 50%. The crown width of the detached breakwater is equivalent to 3 rows of Tetrapod units. The crown height is set with a clearance of 4 cm above the seawater level which is 0.5 times the wave height equivalent to the stability limit of Tetrapods of 59 g based on ordinary design against wind waves. This is the common method for detached breakwater design in Japan.
The seawall was constructed at x = 13.75 m (St. 12), and 7 wave pressure gauges with a capacity of 1.96 N/cm2 were installed on the surface of the seawall as shown in Fig. 3.
Figure 4 is a photograph showing the detached breakwater, seawall and wave gauges, Fig. 5 is a photograph focusing on the crosssection of the detached breakwater.
Table 1 shows the hydraulic model test cases. Case 1 is the test case with no structures for checking the incident wave by measuring water surface change with wave gauges. Case 2 is the test case with a detached breakwater, and without a seawall, to analyze the detached breakwater effect on solitarywaveheight reduction. Cases 3 and 4 are the test cases with a seawall. Case 3 is the test case without a detached breakwater. Case 4 is the test case with a detached breakwater to analyze the effect of the detached breakwater on the reduction of wave pressure on the seawall. Suffix1 and suffix2 correspond to the highwater levels with an offshore water depth of 0.43 m (hightide case) and 0.40 m (lowtide case), respectively. The wave height at St. 1 is set as H_{0} = 5.3 cm.
4. Numerical Simulations
As described before, in the hydraulic experiments, solitary tsunami waves were generated based on Eqs. (7) to (14). In the simulation in the numerical wave flume, the same method of wave generation was applied, i.e., the water level and velocity at each time obtained by Eqs. (7) and (9) were given at the wave generation boundary, x = 0 m, with the initial time of t_{0} as given by Eq. (14). Behind the wave maker, a wave damping area, called the sponge layer, of 4 m from x = −5 m to −1 m, was added to suppress wave reflection from the offshore end of the flume.
In the numerical simulations, the horizontal and vertical mesh sizes were set as Δx = 1.0 cm and Δz = 1.0 cm, respectively. Referring to previous researches, the appropriate horizontal mesh size should be chosen by satisfying the equation, L/ Δx > 80, where L is a wave length. In this study, the wave length L, corresponding to the time t_{0} obtained by Eq. (14), was 10.85 m for high tide, and 9.74 m for low tide, to satisfy the above criteria. On the other hand, the vertical mesh size was recommended to satisfy equations, H /Δz > 10 for general wave conditions, and H /Δz > 5 for the weaklinear wave with a wave height smaller than a breaking wave. In this study, H_{0} = 5.3 cm satisfies the condition H/Δz > 5.
The time interval Δt in the simulations is automatically calculated as Eq. (16), where Δt_{ c }, determined based on the following CFL condition of Eq. (15), is multiplied by a safety factor α. In this study, α is set as 0.2 based on a preliminary calculation.
The porosity γ_{ v } of the detached breakwater is 50% as mentioned before. The coefficients of drag force and inertia are set as C_{ D } = 1.0 and C_{ M } = 1.2, respectively, by following Sakakiyama and Imai (1996).
The wave flume setup, as shown in Figs. 1 to 3, is also used in the numerical simulations, where water surface and wave pressure are calculated for the cases shown in Table 1.
5. Results and Discussions
5.1 Water surface
(1) Case 11
Figure 6 shows the time series of water surface variation without a detached breakwater at certain chosen locations. In this case, the offshore water depth is 43 cm, and that on the shore side is 3 cm. The initial offshore wave height at St. 1 is H_{0} = 5.3 cm. Figures 6(a) and (b) show the hydraulic experimental results and the simulated results, respectively. The wave deformation phenomena from the shoaling process up to St. 10 (x = 12.25 m) is successfully simulated by the numerical wave flume. Even though around St. 12 (x = 13.75 m) within the flat area the simulated result is biugger than that in the hydraulic experiment, the overall shape of the simulated wave agrees well with that of the hydraulic experimental wave.
(2) Case 12
The offshore water depth in Case 12 is 40 cm, which is shallower than that in Case 11 by 3 cm, and the water depth at the flat area is 0 cm. Figure 7 shows a time series of water surface variation similar to Fig. 6. Because the water depth is shallower than that in Case 11, the wave breaking point has moved offshore and the wave has broken before reaching St. 10 (x = 12.25 m). The numerical simulation results agree well with the hydraulic experimental results, but the wave shape landward from the wave breaking point shows less agreement.
(3) Case 21
Figure 8 shows the time series of the water surface variation for Case 21. Before the wave reaches the detached breakwater, the water surface variation is similar to that for Case 11. After the wave passes the breakwater wave reduction can be seen and is well simulated by the numerical wave flume. The wave reflection from the breakwater in the deeper region is also well simulated.
(4) Case 22
Figure 9 shows the time series of the water surface variation for Case 22. Similar to Case 21, the simulated results agree well with the experimental results both before and after the wave reaches the detached breakwater, as well as the reflected wave from the breakwater in the deeper region.
As shown in Figs. 6 to 9, the time series of the water surface can be well simulated by CADMASSURF before wave breaking. Some discrepancies between the simulated results and the experimental results of the detailed shape of the time series, after wave breaking, can be seen. This might be caused by the difficulty of simulating air bubble inclusion, due to wave breaking, in the numerical simulation.
In the numerical simulation, the water surface at later times tends to descend to a level lower than the initial seawater level compared with the experimental results. The reason for these discrepancies has not yet been explained and will be considered in future work.
Although there are still problems to be solved, CADMASSURF merits application in maritime structure design against solitary tsunami waves with regard to tsunami disaster mitigation, because the incident mode of such waves is generally of critical relevance.
5.2 Wave height
As discussed before, wave height plays an important role regarding the stability of concrete blocks, and runup and wave pressure on seawalls, from the perspective of tsunami disaster mitigation. Figures 10 and 11 show a comparison of simulated wave heights with experimental ones in Case 1 (without a detached breakwater) and Case 2 (with a detached breakwater) at all points of measurement in the hydraulic experiments, respectively. Without any structures, the results of the numerical simulation coincide with experimental data from deeper areas to wavebreaking points, for both high and low tide cases. At the locations landward from wavebreaking points, the simulated wave heights are smaller than the experimental ones by only 10% for the lowtide case (Case 12). On the other hand, for the hightide case (Case 11), the differences are rather large. There might be a problem in simulating air bubble inclusion, due to wave breaking, in the numerical simulation as previously mentioned.
Figure 11 shows the results with a detached breakwater (Case 2). The numerical simulation can well reproduce the experimental data from the deep area to the position of a detached breakwater. At the positions landward from the detached breakwater, the simulated results are rather large compared with the experimental data in general and the difference becomes larger for a shallower area. This tendency can be explained by the smaller wave heights at the positions landward from the detached breakwater and the accuracy of the numerical simulation, which is lower in the shallower area. In the area where the wave shape becomes rather sharp around the breaking point, and where the wave energy is dissipated due to wave breaking, the vertical mesh size criteria cannot be satisfied. This can be one reason for the discrepancies noted above. In our study, a vertical mesh size of Δz = 1.0 cm was chosen by taking the computing time into account. The use of a smaller vertical mesh size to improve the accuracy of the numerical simulation is left for future research.
5.3 Wave pressure on the seawall
(1) Time series of wave pressure
Figure 12 shows the time series of the wave pressure of Case 31 for a hightide case at the position of the S.W.L. where the wave pressure becomes a maximum among all the points of the wavepressure gauges. The peak value of wave pressure by numerical simulation is a little different from the one obtained in the hydraulic experiment. However, the numerical simulation data shows good agreement with the experimental data for the second peak value and the overall shape of the time series.
Figure 13 shows the time series of the wave pressure of Case 32 for a lowtide case at the position of the S.W.L. where the wave pressure becomes a maximum similar to Case 31. In this case, the peak value of the wave pressure by numerical simulation agrees well with that in the hydraulic experiment, as well as in the total shape of the time series.
(2) Wave pressure distribution
As discussed in the section concerning water surface comparison, the maximum wave pressure should be taken into account with regard to the design of seawalls against tsunamis.
Figure 14 shows a comparison of the wave pressure distributions on the seawall for Case 3, without a detached breakwater, by numerical simulations and hydraulic experiment. In the hydraulic experiment, the waves are generated twice and both sets of data are plotted. The value p_{max} at each elevation is defined as the maximum wave pressure of the time series for each point. Therefore, the time of each p_{max} is not necessarily the same.
The overall shape of the wave pressure distribution for the hightide case (Fig. 14(a)) by numerical simulation shows a fairly good agreement with the experimental results. However, the position of the maximum pressure is a little different. As for the lowtide case (Fig. 14(b)), the overall shape of the wave pressure distribution by numerical simulation also agrees well with the experimental results. Better agreement can be seen in the lower area than the upper area.
Figure 15 shows a similar comparison for Case 4 with a detached breakwater in the same manner as Fig. 14. In the hightide case (Fig. 15(a)), the wave pressure peaks at just above the S.W.L. in the hydraulic experiment. On the other hand, in the numerical simulation, it peaks at the lowest position. However, good agreement is seen in the area under the S.W.L. In the lowtide case (Fig. 15(b)), the wave pressure in the numerical simulation at the higher position is lower that in the experiment. The wave pressure at the lowest position is almost the same in both tide cases.
(3) Effect of detached breakwater
Figure 16 shows a comparison of the wave pressure distributions with, and without, a detached breakwater. The clear wave pressure reduction by a detached breakwater can be seen in the figures. The wave pressure can be reduced to 60–70% by the detached breakwater. The highest position is also lowered. Therefore the total horizontal wave force is considered to be reduced to 40–45% by the detached breakwater.
As shown in Figs. 14, 15 and 16, the wave pressure distribution can be well simulated by CADMASSURF; however, some discrepancies can be noted. These might be caused by difficulties of simulating air bubble inclusion due to wave breaking and wave collision at the seawall in the numerical simulation, as discussed in Section 5.1. Improvement of the numerical simulation to address this discrepancy will be considered in future work.
6. Conclusions
The applicability of the numerical simulation called CADMASSURF for a solitary tsunami wave has been studied to evaluate the effects of detached breakwaters on wave pressure reduction at seawalls. The results of this study are summarized as follows:

(1)
Water surface variation before the wave reaches the wave breaking point, and up to the front of a detached breakwater was well simulated by the numerical simulations.

(2)
Wave pressure on a seawall was also well simulated.

(3)
The effectiveness of a detached breakwater on the reduction of wave height and wave pressure was confirmed both by hydraulic experiment and numerical simulations.

(4)
The applicability of CADMASSURF for tsunami disaster mitigation has been validated.
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Hanzawa, M., Matsumoto, A. & Tanaka, H. Applicability of CADMASSURF to evaluate detached breakwater effects on solitary tsunami wave reduction. Earth Planet Sp 64, 13 (2012). https://doi.org/10.5047/eps.2011.06.030
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Key words
 Tsunami
 solitary wave
 detached breakwater
 seawall
 numerical simulation
 hydraulic model test