Journal of Natural Disaster Science, Volume 40，Number 2，2020，pp44-68

Numerical Simulation of Storm Surges and Waves Caused by Typhoon Jebi
in Osaka Bay with Consideration of Sudden Change of Wind Field*Kazuhiro TANAKA, **Masaki WASHIDA, ***Yoshihiro NISHIUKE,****Tetsuya HIRAISHI* Coastal & Ocean-front Department, Coastal & Ocean-front Division, Japan Port Consultants, Ltd.
** Engineering Department, Osaka Branch, Central Consultant Inc.
*** System Development Department, Aquatic Zone Network Co., Ltd.
**** Disaster Prevention Research Institute (DPRI), Kyoto University(Received: Dec. 6, 2019 Accepted: May 18, 2020)

Abstract
Typhoon Jebi (T1821) was a high-speed typhoon with a moving speed exceeding 60 km/h at landfall,
and with a further acceleration of the moving speed just before 14:00 on September 4, 2018, formed
an extremely strong wind field, causing a storm surge and high wave disasters along the northern coastof Osaka Bay.
This study conducted a numerical simulation of storm surges and waves using the wave-surge
combined numerical model taking the effects of moving speed acceleration into consideration byenhancing the JMA GPV wind data. The computation successfully reproduced the disaster external
forces in Kobe and Osaka Ports, Yodo River mouth, and Kansai International Airport. The major
findings of the study are summarized as follows:(1) Numerical analysis considering the rapid increase of surface wind due to acceleration of thetyphoon moving speed reproduced the storm surge anomaly exceeding 2.77 m observed at the northernend of Osaka Bay.
(2) The storm surge water level in Yodo River exceeding O.P.+5.2 m was also reproduced.
(3) The computed total water level was CDL+4.16 m (storm surge + wave run-up height + margin
height) on the southeast side of Kansai International Airport Island that exceeded the current crownheight of CDL+3.9 m.
KEY WORDS : Typhoon Jebi (T1821), storm surge and high wave disaster, SWAN, POM, wave
breaking stress, radiation stress gradient

1. INTRODUCTION
In 2018 Typhoon Jebi (T1821) passed the west side of the Kii Channel and Osaka Bay at a high speedof 60 to 65 km/h while maintaining a strong central pressure of 950 hPa, and after further accelerationfrom the northern end of Osaka Bay entered the Sea of Japan with an average moving speed of morethan 93 km/h. The wind speed increased rapidly due to the acceleration of the typhoon moving speed,
and the strong winds occurred when the wind direction changed from east to south between 13:00 and
14:00 on September 4, 2018. On Kansai Airport Island, a ferocious wind was recorded, and the
maximum instantaneous wind speed was 58.1 m/s at 13:38 and the 10-minute average wind speed was
46.5 m/s at 13:47 (Japan Meteorological Agency: JMA (2018)). Since the central pressure of thetyphoon at landfall was as low as 950 hPa, in addition to the suction effect of more than 0.5 m, therapid increase in moving speed just before 14:00 emphasized the drifting effect in the shallow waters,
and maximum storm surge anomalies of 2.77 m in the Port of Osaka and 1.81 m in the Port of Kobe
were recorded. In addition, it overlapped with the lower high tide level of diurnal inequality of Tokyo
Pail (T.P.) +0.32 m as shown in Figure 1, and recorded a high tide level of 3.29 m at 14:18 Japan

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI
Standard Time (JST) in the Port of Osaka and a high tide of 2.33 m at 14:09 JST in the Port of Kobe.

Fig. 1. Astronomical tide on September 4th, 2018 and the relation between
Mean Sea Level (MSL) and Tokyo Pail (T.P.) in Osaka Bay.

To prevent coastal disasters, it is necessary to clarify the relationship between the design crownheight of coastal embankments and the maximum significant wave height and storm surge anomaly
caused by the typhoon. The design crown height is defined as the design storm surge height + wave
run-up height + margin height. The design storm surge height is defined as the average syzygy hightide level (T.P.+0.9 m in Osaka Bay) + estimated storm surge anomaly. Assuming that the wave run-up
height is half of the wave height, the design storm surge height in Osaka Bay is estimated as T.P.+4.9
m in the region where the wave height is 2.0 m and the estimated storm surge anomaly is 3.0 m. The
occurrence of storm surge and high wave disasters due to overtopping and overflowing is expected inmany reclamation areas where the design crown height was set at less than T.P.+4.9 m. In reality,
immense damage occurred mainly in the reclamation area along the coast of Osaka Bay, such as
inundation of runways at Kansai International Airport (KIX) and inundation and container outflows inmany artificial islands.
After the typhoon passed, a numerical simulation of storm surges and high waves along thecoast of Osaka Bay was conducted using meteorological reanalysis data (the surface winds andatmospheric pressure) of the Japan Meteorological Agency (JMA)'s Grid Point Value (GPV) hourly
data, and it was revealed that the computational results were underestimated.
To consider the effects of rapid increase in the wind speed associated with the movement of atyphoon, we modified the wind speed field between 13:00 and 14:00, September, 4th. We reproduced
storm surges and waves in Osaka Bay by using the modified wind field. Using the simulation output,
we discuss the temporal and spatial distribution of external forces of storm surge disasters that
occurred in Hanshin Port, the Yodo River channel, and Kansai International Airport Island.

2. ANALYSIS METHOD
2.1 Numerical model framework
Storm surges occur due to the formation of static sea level gradients due to atmospheric pressure
gradients and the water level rise caused by the dynamic flow driven by wind and waves being
stopped at the shore (drifting effect). The former is called the suction effect, and the latter flow
formation mechanism is classified into offshore wind-driven flow and nearshore current with wave

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setup in the coastal zone due to surf zone wave breaking. As for the suction effect, a water level rise ofabout 1 cm occurs with a pressure drop of 1 hPa regardless of the water depth. The drifting effect isonly flow formation in the deep sea, but in shallow water, the increased flow velocity is blocked by theshore and a sudden rise in water level occurs. Furthermore, the mean sea level rise (wave setup) is also
generated by the breaking wave (surf zone wave breaking) where the energy carried by the wave istransferred to nearshore currents and wave setup. Most atmospheric energy contributes to thegeneration and development of wind waves due to wind shear stress acting on the ocean surface. The
offshore white-cap breaking phenomenon (white capping) generates mean ocean currents andturbulence, and the energy propagated as waves generates large-scale turbulences and nearshore
currents with wave setup in the surf zone.
Based on this understanding, we established the numerical model combining thethird-generation shallow water wave model, SWAN Cycle III Version 41.01 (2014) and the current
Princeton Ocean Model (POM) of ECOMSED (version 1.3) that is the three-dimensionalhydrodynamic module, ECOM, developed by Blumberg and Mellor (1980, 1987). For the nesting
computation, we adopted the method of surface water level communication from the mother domain to
the next domain. In this calculation, we used GPV_MSM_S data (surface pressure and wind speed) of
the JMA as the meteorological field. As the driving force of the flow, we adopted the concept ofbreaker stress, and defined wave breaking stress in which the wave energy lost by whitecap wave
breaking and surf zone breaking functioned as surface shear stress in the direction of energy
propagation at group velocity.
Wave energy was transferred to both the mean current and turbulence. In this energy transfer
ratio of mean current and turbulence, meaning the mean current generation efficiency, we assumed
that the whitecap breaking has an efficiency of 0.9 and the surf zone breaking has 0.66. As the same
analysis method, it is possible to estimate the driving force via the radiation stress gradient, but whenusing a rough grid system of wave simulation, there is a limit to the spatial resolution of the gradient,which is not efficient. The model structure of the wind-wave-current relation and the used surface
stresses are shown in Figure 2.

WIND
Wave induced
surface stress

GPV_MSMWind induced
surface stress
Quadratic Law

Wave generation

Breaker stress
Wave decade

WAVE
SWAN

Nearshore

CURRENT

Offshore

POM

Surf zone breaking
Whitecap breaking

Fig. 2. Model structure of wind-wave-current relation and used surface stresses.

2.2 Driving forces of storm surge generation
When the coastal ocean current is computed combined with wave analysis, the surface stress of theocean current can be estimated by breaking wave stress or radiation stress gradient. The outline of thedriving force that generates storm surge (external force of ocean current generation) is shown below.
(1) Wave breaking stresses:
Most of the surface wind energy is used for the formation of waves, and the developed wave

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI
energy shifts to currents (average flow and turbulence) through wave breaking. In order to describe
this process, we propose the wave breaking stress defined by Eq. (1), in which the driving force of theocean current generation is described using energy transfer from the wave energy dissipation rates toocean currents through both of the whitecap breaking and the surf zone wave breaking.

𝜏𝜏𝑏𝑏𝑏𝑏𝑏𝑏𝑏𝑏𝑏𝑏 = 𝜀𝜀𝑤𝑤

𝑆𝑆𝑤𝑤𝑤𝑤𝑤𝑤𝑤𝑤
𝑐𝑐𝑔𝑔+ 𝜀𝜀𝑠𝑠

S𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠

(1)

𝑐𝑐𝑔𝑔

where, Ssurf is the energy dissipation rate due to surf zone breaking (in W/m2), Swcap is the energy
dissipation rate due to white capping (in W/m2), and cg is the group velocity. For TDIR in SWAN
output, the direction of energy transport is used to set the tensor in x (east is positive) and y (north ispositive) directions.
For the formulation of the surf zone breaking (the energy dissipation in random waves due todepth-induced breaking), the bore-based model of Battjes and Janssen (1978) is used in the wave
model of SWAN. In this computation, third-generation physics GEN3 of Westhuysen was employed,so the formulation of whitecap dissipation is the nonlinear saturation-based white capping combinedwith wind input (Yan, 1987).
The efficiency, εw, and εs, in Eq. (1) can be considered as the energy ratios of the generated
current and turbulence, through white capping and surf zone breaking, respectively. In thiscomputation, we set εw = 0.9 and εs = 0.66.
(2) Radiation stress gradient:
Wave-induced forces per unit surface area, Fx and Fy (N/m2), are formulated by the gradient of
the radiation stress tensor as follows:

𝐹𝐹𝑥𝑥 = −𝜕𝜕𝑆𝑆𝑥𝑥𝑥𝑥
𝜕𝜕𝜕𝜕−𝜕𝜕𝑆𝑆𝑥𝑥𝑥𝑥
𝜕𝜕𝜕𝜕, 𝐹𝐹𝑦𝑦 = −𝜕𝜕𝑆𝑆𝑦𝑦𝑦𝑦
𝜕𝜕𝜕𝜕−𝜕𝜕𝑆𝑆𝑦𝑦𝑦𝑦𝜕𝜕𝜕𝜕(2)where, using the energy density, E, the water density,ρ, the gravity acceleration, g, wave propagation
angle,θ, and angular frequency,σ, the radiation stress tensors are given as:
1

(3)

1

(5)

𝑆𝑆𝑥𝑥𝑥𝑥 = ρg ∫ �𝑐𝑐𝑔𝑔 cos2 𝜃𝜃 + 𝑐𝑐𝑔𝑔 − 2� 𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸

𝑆𝑆𝑥𝑥𝑥𝑥 = 𝑆𝑆𝑦𝑦𝑦𝑦 = ρg ∫(𝑐𝑐𝑔𝑔 sin 𝜃𝜃 cos 𝜃𝜃)𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸
𝑆𝑆𝑦𝑦𝑦𝑦 = ρg ∫ �𝑐𝑐𝑔𝑔 sin2 𝜃𝜃 + 𝑐𝑐𝑔𝑔 − 2� 𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸𝐸(4)(3) Wind stress (quadratic law of wind speed)
When estimating sea surface shear stress from only wind speed information, the quadratic law
is frequently employed. Equation (6) is the wind stress formulation used in POM of ECOMSED.

���⃗ �𝑊𝑊
���⃗ �
𝜏𝜏𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠𝑠 = 𝜌𝜌𝑎𝑎 𝐶𝐶𝐷𝐷 𝑊𝑊���⃗ � < 11)
1.2 × 10−3(�𝑊𝑊���⃗ �� × 10−3 (25 > �𝑊𝑊���⃗ � ≥ 11)
𝐶𝐶𝐷𝐷 = ��0.49 + 0.065 ∗ �𝑊𝑊���⃗ � ≥ 25)(0.49 + 0.065 ∗ 25) × 10−3 (�𝑊𝑊

(6)

(7)

Figure 3 shows a snapshot of the spatial distribution of (a) wave breaking stress, (b) windstress of 1.83 times quadratic law, and (c) radiation stress gradient. Strong stresses appear in the
coastal area in the Kii Channel for the wave breaking stress and the radiation stress gradient. This is

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due to wave breaking in the surf zone. The offshore radiation stress gradient is clearly smaller than thecases of wind stress and wave breaking stress. This indicates that the radiation stress gradient cannot
be used as the driving force for the ocean current generated in the offshore region. From ourexperience of past storm surge analysis, the wind stress of Eq. (6) should be enhanced by multiplying
the factor of 1.83 to reproduce the observed surge heights. This plane distribution almost corresponds
to that of the wave breaking stress evaluated by Eq. (1). This indicates that the sea surface stressobtained by Eq. (6) is being underestimated. Actually, the computed storm surge by the surface stressof Eq. (6) is quite small, and the enhanced wind stress can reproduce the observed storm surge height.

(a) Wave breaking stress(b) Wind stress (1.83 times of quadratic law)(c) Radiation stress gradientFig. 3. Snapshot of surface forces by three types of surface shear stress formulations.

2.3 Computational domain and procedure
Since the three areas of Osaka Bay, Harimanada Sea, and Kii Channel are connected by straits, theresonance characteristics of ocean oscillation in each area need to be analyzed simultaneously as acooperative system. Since the Kii Strait is connected to the Pacific Ocean, the boundary conditions ofocean waves and tides are given at the southern end of this area.

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI

Fig. 4. Ocean depth and output points of the computational domains of Osaka Bay, and the nested
domains of KIX, Hanshin Ports (Kobe and Osaka), and Yodo River.

In this analysis, the computational domain was a combination of three sea areas as shown in
Figure 4. The larger computational domain is Osaka Bay Domain, which is an orthogonal lattice
network with a spatial resolution of 0.002778 degree (hereinafter called “250 m mesh”). Two nestingdomains were set for the area of Hanshin Port, Yodo River estuary and the Kansai International Airport
Island. The former is a nesting domain of a 0.000556 degree (hereinafter called “50 m mesh”) meshfor the Port of Kobe, Port of Osaka, and Yodo River estuary and lower channel. The latter is a nestingdomain with a 50 m mesh area surrounding the sea of Kansai International Airport and a “10 m mesh”(0.000111 degree) around the airport island to reproduce storm surges in the river channel and possible
storm surge occurrence around the airport island.
Ocean and coastal topography was reproduced by the datasets of M7014 and M7010 of theM7000 series nautical chart provided the Japan Hydrograph Association. The coastal lines are set by
the “10 m mesh” DEM of the national land base map. The reference plane of the nautical chart is thelowest depth of chart reference (Chart D.L.), which coincides with the reference plane of Osaka Pail
(O.P.). The detailed topography in the Hanshin Port area was not taken into account because of lack ofdata in the M7000 series nautical chart. A uniform water depth of 8.85 m from MSL was assumed. In
the lower part of the Yodo River, the average depth of O.P.+5.0 m of the standard river profile data
was used, where O.P. is 1.3 m lower than Tokyo Pail (T.P.), O.P. = T.P.+1.3 m.

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3. TYPHOON JEBI AND ITS WIND FIELD MODIFICATION
3.1 Typhoon track and moving speed
Figure 5 shows the position of Typhoon Jebi, the isobar near the center, the moving speed, and thecentral pressure every hour. The blue lines in the figure indicate the domains for storm surge and wave
computations. This figure shows that Typhoon Jebi landed in Tokushima Prefecture at 11:00, thenmoved north at a moving speed of 60-64 km/h, and landed again in Hyogo prefecture around 14:00.
After arriving in Hyogo prefecture, the moving speed increased rapidly, and the typhoon moved out tothe Sea of Japan at an average speed of 93 km/h. The moving speed of the typhoon increased sharply
by about 1.5 times, and the moving wind speed is thought to have increased on the right side of thetyphoon path. On the left side, the wind speed slowed down.

Fig. 5. The tracking of Typhoon Jebi.

3.2 Modification of wind field
This rapid acceleration of the typhoon moving speed around 13:40 is thought to be caused by theupper air westerly jet, but this phenomenon is not reflected in JMA GPV surface wind that is updated
every hour. Figure 6 shows the 10-minute average wind speed observed by KIX (red line) and the
20-minute linear interpolations (blue line) of the hourly JMA GPV wind speed (orange circle). The

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI
black line in the figure shows the time series of wind speed at the KIX observation point in the windfield modified by the method shown below. In order to introduce this short-term meteorologicalchange into storm surge and high wave computation, it is necessary to modify the GPV wind fieldusing two simple change methods. One is to amplify the wind speed field by multiplying the factor tomatch the observed value at the KIX observation point, and the other is to use the simple geostrophic
model such as the Myers model to estimate the increased typhoon moving speed and add it to the GPV
data. The former correction was performed by multiplying the GPV surface wind field at 14:00 by
1.35 times uniformly (the orange circle at 14:00). The latter assumes that the typhoon travel speed is
115 km/h at 14:00 (65 km/h at 13:00), and the increased moving wind speed field is computed by thegeostrophic wind model, and it is added to the GPV data. In the figure, small black circles indicate
wind speeds obtained by 20-minute interpolations of hourly GPV data (orange circles). In thecomputation, SWAN updated the wave field every 20 minutes and the surface shear stress field is
calculated and passed to POM for computing storm surges. In the subsequent storm surge and wave
computation, the results of the modified GPV wind data and the original JMA GPV wind data areshown in comparison.

Fig. 6. The observed 10-minute average wind speed at KIX (red line) and linear interpolation ofhourly JMA GPV surface winds (blue line).

Figure 7 shows the spatial distribution of the maximum wind speed during the analysis period
in which (a) shows the uniform enhancement of surface wind speed, (b) original JMA GPV wind, and(c) addition of the increased typhoon moving speed (from 65 km/h to 115 km/h) to the GPV data. The
modified wind field (a) and (c) seems to be able to reproduce the maximum average wind speed of
46.5 m/s observed at KIX. Figure 7 shows that the strong wind region is reproduced at the northernend of Osaka Bay by modification of the GPV wind. In the following computation, the uniform
enhancement of GPV surface wind speed at 14:00 was used because of no significant difference
between (a) and (c).

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Journal of Natural Disaster Science, Volume 40，Number 2，2020，pp44-68(a) Uniform enhancement of surface wind field(b) Original JMA GPV(c) Add the increased typhoon moving speed to original GPV data

Fig. 7. Spatial distribution of the maximum surface wind speed of Typhoon
Jebi for 3 cases of wind field, uniform enhancement, original JMA GPV,and consideration of the increased typhoon moving speed.

4. REPRODUCTION OF STORM SURGES AND WAVES IN OSAKA BAY SYSTEM
4.1 Significant wave height
Wave analysis is conducted with SWAN using third-generation model physics GEN3, Westhuysen,that used nonlinear saturation-based white capping combined with wind input. On the south boundaryof Osaka Bay Domain, the offshore wave boundary (wave height, period, and wave direction) was
imposed by the observed values of the 20-minute intervals of NOWPHAS GPS wave gauge data of theoff Tokushima Kaiyo (the wave information network in Japan, 2019).
For wave direction and period, some corrections were performed with reference to the 3-hourinterval reanalysis dataset of NOAA WW3, (Wave Watch III data access site of the National Oceanicand Atmospheric Administration, USA). (ftp://polar.ncep.noaa.gov/pub/history/waves)Figure 8 shows the distribution of the maximum significant wave height computed by SWAN

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI
using the modified GPV surface wind (left figure) and the original GPV wind (right figure). The
difference by the wind field modification is remarkable in the north of Osaka Bay where the maximum
wave height reached 4.5 m in the simulation. The authorized maximum significant wave height of 4.75
m off Kobe Airport at 14:20 on Sep. 4th was not reproduced. (From the “Report on verification of
Typhoon Jebi damage” of the Kinki Regional Development Bureau (MLIT) (2018))

Fig. 8. The maximum significant wave height distribution computed by SWAN using the modified
GPV surface wind (left) and the original GPV surface wind (right).

Figure 9 shows real-time NOWPHAS data (blue line) and SWAN computation off Kobe. The
red line in the figure is the result off Kobe Airport, the black line is the result off Rokko Island, thedashed line is the result from JMA GPV wind data, and the medium line is the result from modified
GPV wind. In NOWPHAS real-time data, a significant wave height of more than 8 m was observed,
but this is a measurement error, and the official observations corrected later are indicated by red circles.
The maximum observed significant wave height off Kobe corrected by the pressure wave gaugemeasurement is announced as 4.75 m.

Fig. 9. Significant wave heights off Kobe coast. NOWPHAS real time observation (blue line)
and corrected data (red circles). SWAN computation off Kobe Airport (red line)
and off Rokko Island (black line).

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Figure 10(a) shows the comparison between the observed (blue circles) and computed (blackand red lines) significant wave heights, Hs, at Komatsujima in the Kii Channel where there is quite asmall difference in the computed results by the original and modified GPV wind fields. The figure
indicates that the computed wave height rises earlier than that observed. Figure 10(b) shows thecomputed results off Kobe Airport and Kansai International Airport (KIX) where the bold line is theresults by modified GPV wind, and the dashed line by the original JMA GPV wind. The computed
significant wave heights off KIX are 3.2 m and 3.9 m for the original and corrected wind fields,
respectively. Those at Kobe Airport are 3.6 m and 4.3 m.

(a) Observed Hs and computed at Komatsujima(b) Computed Hs at Kobe and Kansai Airports

Fig. 10. Time series of significant wave height at Komatsujima and two airport islands.

4.2 Storm surge anomaly
Figures 11 and 12 show the spatial distribution of the maximum value of the computed storm surge
anomalies in Osaka Bay Domain in contour (left) and bird’s eye view (right). Figure 11 shows the54

K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI
results by the modified wind field, and Figure 12 shows the results by original JMA GPV wind. The
local high anomalies along the coast in the Kii Channel are the wave setup inside the surf zone. This iscalled the “wave setup storm surge” (Washida et al., 2019). This wave setup storm surge cannot be
reproduced without taking into account the surf zone dynamics analyzed by the radiation stressgradient or breaking wave stress. The vertical axis of the bird's eye view is standardized at a height of
3.0 m. The difference between the maximum storm surge anomaly calculated by the two wind speed
fields (original and modified) is particularly remarkable at the northern end of Osaka Bay. The
maximum storm surge anomaly calculated by the modified wind field is more than 2.8 m, but the
maximum anomaly by the original JMA GPV wind field is about 2.4 m at the end of the bay.

Fig. 11. The spatial distribution of the maximum computed storm surge anomalies in Osaka Bay
Domain where the modified GPV surface wind was used.

Fig. 12. The spatial distribution of the maximum computed storm surge anomalies in Osaka Bay
Domain where the original JMA GPV surface wind was used.

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Journal of Natural Disaster Science, Volume 40，Number 2，2020，pp44-68(a) Port of Osaka(b) Port of Kobe(c) SumotoFig. 13. Observed (blue circles) and computed storm surge anomalies at Port of Osaka,
Port of Kobe, and Sumoto.

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI
Figure 13 shows the observed (blue circles) and the computed (lines) storm surge anomalies at
the Port of Osaka, Port of Kobe, and Sumoto in Osaka Bay Domain. The maximum storm surge
anomaly of 2.77 m observed at the Port of Osaka is indicated by a red circle. The maximum anomaly
computed by the modified wind field (black line) is about 2.6 m. This large difference may explain
why the local amplification effect due to topography is not taken into account by a course horizontal
resolution of 250 m mesh in Osaka Bay Domain. Comparing the observed and computed time series ofstorm surge anomalies at three stations, it is clear that the computed result tends to rise more quickly.
This is the same tendency as significant wave heights simulation in which the computed wave heightrises earlier than the observed wave height. The difference between this computation and theobservation may depend on the boundary conditions and wind field differences in wave analysis.

5. SURGE AND WAVES IN HANSHIN PORTS AND YODO RIVER MOUTH
In the northern part of Osaka Bay, inundation disasters due to overtopping and overflowing in theartificial islands occurred in many places in the Port of Kobe area and a storm surge anomaly
exceeding O.P.+5.2 m, (T.P.+3.9 m) downstream of Yodo River was recorded. In order to elucidate thismechanism of these abnormal water level and inundation disasters, a detailed analysis was conductedin Hanshin Port and Yodo River mouth using 50 m mesh resolution nesting from Osaka Bay Domain(250 m mesh). The nesting of wave analysis was performed by SWAN code and the nesting of current
analysis was done by passing the water level boundary condition in POM computation.

5.1 Significant wave height
Figure 14 shows the spatial distribution of the maximum significant wave height in the Hanshin Port
area computed by modified wind field. The output points off Rokko Island and Kobe Airport are
indicated by red circles.

Off Rokko Island
Off Kobe Airport

Fig. 14. The spatial distribution of the maximum significant wave heightin the Hanshin Port region.

The offshore breakwater that protects the Port of Kobe from high waves seems to befunctioning, but the invasion of waves from the opening cannot be ignored in the east part of Rokko
Island. In Osaka Port, the coastal area is protected from high waves by offshore artificial islands.

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Because high waves strike the offshore artificial islands directly, a higher design crown height isnecessary in this area.

5.2 Storm surge anomaly
The spatial distribution of the maximum storm surge anomaly in the Hanshin Port area is shown in
Figure 15. Since there is no data in the port area in the digital chart M7000 series, the water depth
behind the offshore breakwater is assumed to be uniformly 8.85 m (MSL or higher).

Fig. 15. The spatial distribution of the maximum storm surge anomaly
in the Hanshin Port region.

For this reason, it is necessary to consider the possibility that there is a slight error in the
reproduction accuracy of the storm surge anomaly in the port area. Similarly, the water depth in the
Yodo River is also set uniformly at 2.88 m (above MSL), so note that the computed storm surge
anomalies here do not have high reliability.
Although not confirmed by analysis, the storm surge control effect of the offshore breakwaterat the Port of Kobe seems to be weak. Furthermore, it is necessary to note that the storm surge stay
period may be lengthened to prevent the seawater accumulated inside the offshore breakwater fromflowing out due to longer breakwaters. The maximum storm surge anomaly in the Yodo River isreproduced as M.S.L.+3.8 m (O.P.+5.2 m), which is consistent with the observation results.
Figure 16 shows snapshots of the current velocities and storm surge anomalies at 14:20 and
14:40 when the tide level is supposed to have reached its maximum. In this phase, the water level rises
but the flow velocity is weak. A strong westward flow is seen between Rokko Island and the offshore
breakwater.
Figure 17 shows output points of the storm surge anomaly (upper) and the time series of thestorm surge anomaly (lower). The lower left figure shows the result using the modified wind field, andthe right shows the result by original JMA GPV_MSM surface winds. The maximum anomalies above
MSL at each output point are shown in meters. According to the report of the Kinki Regional
Development Bureau (2018), MLIT, Japan, the observed anomalies at the Port of Osaka are 2.77 m,
2.72 m at Nishinomiya, 1.81 m at the Port of Kobe, and 3.85 m upstream of the river, respectively.
These values correspond with the results computed by the modified wind field (lower left figure).

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI

Fig. 16. Snapshots of the current velocities and storm surge anomalies at 14:40.
5.3 Storm surge in Yodo River mouth
In order to establish countermeasures against storm surges in the Yodo River estuary and determine thedesign crown height of coastal revetments and river dikes, detailed numerical analysis of estuary storm
surges using accurate topographic data of river channels is necessary. In the river estuary and channel,
storm surge and tsunami rapidly increase the height. If this increase cannot be dealt with by raising theriver dike alone, a dredging of the river channel can be considered as an alternative. In thiscomputation, we analyzed the degree of effect that can be expected when dredging 2.0 m uniformly inthe river channel. Since there is no detailed information on Yodo River channel topography, the rivermouth storm surge was analyzed assuming the depth to be M.S.L.-2.88 m.
When the river storm surge amplification phenomenon cannot be dealt with just by raising theriver bank, as an alternative method, river channel dredging is a possibility. We analyzed what effectcan be expected if uniform 2.0 m dredging in the river channel is conducted.
Figure 18 shows the difference (in cm) of maximum storm surge anomalies before and after theriver channel dredging. This figure shows that a 2.0 m river channel dredging can suppress the rise of
the water level in the river channel by up to 12 cm, but the water level has increased by 14 cm in theestuary. If the dredged material can be utilized for reclamation of the offshore artificial islands, it isworth conducting a detailed analysis on the storm surge reduction effects of dredging including thecost performance.
From the comparison of the river water surface profiles (shown in Figure 19) at the time of the
maximum storm surge anomaly and 10 minutes before it, it is clear that the water level rise at theestuary is due to the relaxation of the river water surface gradient by the dredging. This is themechanism of storm surge reduction by dredging and the water level rise at the estuary is muchsmaller than water level reduction in the river channel.

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Journal of Natural Disaster Science, Volume 40，Number 2，2020，pp44-68(a) Output points(b) Modified GPV wind(c) Original JMA GPV wind

Fig. 17. Output points and the time series of the storm surge anomalies for the modified GPV wind
and the original JMA GPV wind.

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Fig. 18. The difference of the maximum storm surge anomalies before
and after the dredging (in cm).

Fig. 19. The water surface profile along the river channel at the time of maximum storm surge (thickline) and 10 min before maximum (thin line).

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6. STORM SURGE AND WAVES AROUND KANSAI INTERNATIONAL AIRPORT(KIX)
6.1 Significant wave height
In Typhoon Jebi, Kansai International Airport also suffered a flood disaster due to wave overtopping.
According to the third party committee established by the operating company, Kansai Airport (2019),
it was concluded that 90% of the flood was caused by the overtopping of the high waves striking therevetment. The committee estimated the maximum wave height off the airport island to be 5.2 m at theobservation station, west side of the island by the numerical simulation conducted by the committee
and pointed out that it was a huge wave that had never been observed before. However, major
overtopping disasters were prominent on the southeast side of the airport island on the leeward side ofwaves in which the significant wave height of this study was about 2.5m. The reason why thecommittee did not discuss significant wave heights on the southeast side is unknown. In order toexamine the mechanism of this unexpected disaster event, SWAN wave simulation was conducted inthis study to confirm the wave field around the island. The results from discussion in the committee
were summarized by Ito et al. (2019).
Figure 20 shows the maximum significant wave height distribution of SWAN wave simulation
conducted in this study using the modified GPV wind and the original JMA GPV wind data. This
figure shows that the maximum significant wave height in the southeastern region of KIX Island isabout 2.5 m even in the modified wind field computation results.

Fig. 20. The maximum significant wave height distribution
in the airport island region (modified GPV wind).

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K.TANAKA, M.WASHIDA, Y.NISHIUKE, T.HIRAISHI

Fig. 21. The maximum storm surge anomaly distribution
around KIX (modified GPV wind).

6.2 Storm surge anomaly around airport island
In addition to examining the possibility of the occurrence of wave setup and storm surges around the
airport island, storm surge analysis was conducted to confirm how much the rise in mean sea levelcaused by storm surges promoted overtopping disasters.
Figure 21 shows the distribution of the maximum value of the storm surge anomaly in twocases using the modified wind speed field and the original JMA GPV data. The results of the modified
wind speed field show that the maximum storm surge anomaly in the southeastern part of the airport
island is about 1.2 m.
The design crown high of the revetment is defined by the design high tide level (storm surge
anomaly+ syzygy average high tide level) + half wave height+ margin height.
From the results of significant wave height and storm surge anomaly shown here, the following
can be estimated. Half of the significant wave height of 2.5 m is M.S.L.+1.25 m, the tide level inOsaka Bay at the time of the maximum storm surge is M.S.L.+0.22 m, and the maximum storm surge
anomaly around the airport island is M.S.L.+1.2 m. From the total, the maximum water level
generated by the typhoon on the southeast side of the airport island is estimated to be M.S.L.+2.67 m.
For M.S.L. = C.D.L.+0.95 m, the maximum water level from the chart datum level is C.D.L.+3.62 m.
If the sum of the maximum water level and the margin height is higher than the actual height of
the revetment, overtopping and overflowing disasters may occur. According to data by Kansai Airport(2019), the current height of the southeast bank of the airport island is C.D.L.+3.9 m. If the margin
height is 0.54 m (assuming 20% of the estimated maximum water level 2.67 m), the water level as anexternal force is C.D.L.+4.12 (= 3.62+0.54) m. The exact margin height setting and an analysis ofwave overtopping discharge are necessary to confirm the mechanism of inundation disaster of Kansai
Airport.
Figure 22 shows the maximum storm surge anomaly in the second nesting KIX computational
domain (10 m mesh). The wave setup storm surge around the airport island was not reproduced in thesimulation and the storm surge anomaly was high in the northwestern part of the island.

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Fig. 22. The maximum storm surge anomaly distribution
in the airport island region (modified GPV wind)

Figure 23 is a snapshot of the storm surge anomaly and the spatial distribution of the meancurrent at the time when the maximum storm surge occurred. The flow from the southwest is
prominent, and a strong current is formed between the airport island and the land. A tanker anchoredoff the southwestern part of the airport island was swept away by a strong wind and collided with theconnecting bridge. It is understood that the southwest current mentioned here may have caused thetanker to drift from the anchoring point to the end of the connecting bridge.

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Fig. 23. Snapshots of the storm surge anomaly and the ocean current (modified GPV wind).

6.3 Wave-surge combined height distribution in the north end of Osaka Bay
Assuming that a large-scale inundation occurs mainly in the zero-meter zone along the coast of Osaka
Bay due to extreme storm surges, the measures for protecting human lives, avoiding impacts on thecentral functions of cities, social and economic functions, and focusing on early recovery, should beconsidered in advance by the related organizations. For this purpose, the Osaka Bay Storm Surge
Countermeasures Council was established by the Kinki Regional Development Bureau at the Ministryof Land, Infrastructure, Transport and Tourism (MLIT). This council held a conference on “Current
status and challenges for storm surge in Osaka Bay”, in which Reference document 1 of the First
meeting (held on July 11, 2007) was distributed. Its sources are Kobe City materials, Hyogo prefecturematerials, Osaka City materials, Osaka Prefecture materials, and “Osaka Bay Alongshore Coastal
Conservation Basic Plan” (Osaka Prefecture, Hyogo prefecture). For document 1, refer to the URL of
the Kinki Regional Development Bureau (2007), Ministry of Land, Infrastructure, Transport andTourism (MLIT).
The design crown height along the north end of Osaka Bay shown in Figure 24(a) was citedfrom the Reference document 1. Figure 24(b) shows the summary of output on the computed
maximum water level (surge anomaly + half of significant wave height + astronomical tide) in thisstudy.

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Zero-meter zone

Yodo River
Rokko Island
Port Island

Port
Kobe

breakwaters

Port
Osaka

Planned Top-end highTP
(OP)

Altitude(m)TP (OP)

Kobe Airport

Inner part of
Osaka Bay(a) The design crown height in the north end of Osaka Bay(b) Computed maximum water level (surge anomaly + half of significant wave height+ astronomical tide)

Fig. 24. The design crown height and the computed maximum water level of Typhoon Jebi.
Comparing Figure 24 (a) and (b), the following findings were obtained about storm surge
disasters caused by Typhoon Jebi.
(1) The area of the Port of Osaka is protected by offshore artificial islands. The seawall with a design
crown height of T.P.+6 m or more is essential on an offshore artificial island exposed to highwaves.
(2) Storm surges and tsunamis are strengthened in rivers. The prevention of storm surges at the Yodo
River estuary and river channel between the two ports of Kobe Port and Osaka Port is weak due tothe geographical characteristics of the management system by different prefectures. The disasterprevention function that only strengthens the river bank is insufficient, and new prevention
measures are necessary.

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7. CONCLUSIONS
The fact that a large disaster occurred due to Typhoon Jebi that was much weaker than Second Muroto
Typhoon confirms that the recent coastal development has not achieved the required disasterprevention measures. Typhoon Jebi was a high-speed moving typhoon and its moving speed
accelerated near the end of Osaka Bay resulting in the enhancement of storm surges by the sudden
increase of surface wind speed. To predict possible storm surges, not only the central pressure, but also
the moving speed are important factors.
The major findings of the study are summarized as follows:(1) The wave-surge combined numerical model used reproduced the phenomenon that Typhoon Jebi
caused a storm surge anomaly exceeding 2.77m in the north end of Osaka Bay and it was mainly
caused by the sudden increase of surface winds due to the acceleration of the typhoon’s moving
speed.
(2) The storm surge in the Yodo River channel exceeding O.P.+5.2 m was reproduced by the model. It
was revealed that storm surge prevention in the Yodo River between two ports is fragile.
(3) The computed storm surge and wave height on the southeast side of Kansai International Airport
Island exceeded the current crown height of C.D.L.+3.9 m which was not adequate to prevent theinundation disaster due to storm surge and high waves caused by Typhoon Jebi.

ACKNOWLEDGEMENT
We express our special thanks to Dr. Takao Yamashita, Technical Advisor of Japan Port Consultant andCentral Consultant Inc., Professor Emeritus of Hiroshima University for his contribution in the wave
and surge simulation, especially for the construction of the numerical model system.

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10) Nationwide Ocean Wave information network for Ports and HArbourS (NOWPHAS), thewave information network in Japan, conducted by Ports and Harbours Bureau, Ministry ofLand, Infrastructure, Transport, and Tourism (MLIT),
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