Beach changes on a coast subject to waves and seaward or shoreward strong currents were predicted using the Type 7 and 8 BG models. The formation of an ebb tidal delta subject to strong ebb tidal currents was studied first, taking the Imagire-guchi inlet connecting Lake Hamana with the Pacific Ocean as an example, and the long-term evolution of the tidal inlet was investigated using the bathymetric survey data. Then, the formation of a dynamically stable ebb tidal delta was predicted. Regarding the beach changes on a coast subject to waves and shoreward strong currents, the Type 8 was applied to the Kaike coast, where an artificial reef was constructed in place of a detached breakwater, resulting in the occurrence of strong shoreward currents over the artificial reef. A stable cuspate foreland behind a detached breakwater disappeared after the conversion of a detached breakwater into an artificial reef, suggesting that the artificial reef was less effective in sand deposition effect than the detached breakwater. Such beach changes were numerically predicted.
- ebb tidal delta
- Lake Hamana
- Imagire-guchi inlet
- artificial reef
- Kaike coast
In predicting beach changes on a coast subject to not only waves but also seaward or shoreward strong currents, the effect of both waves and strong currents must be taken into account. As the beach changes on a coast subject to waves and seaward strong currents, the formation of an ebb tidal delta under strong ebb tidal currents at an inlet was considered, taking the Imagire-guchi inlet connecting Lake Hamana with the Pacific Ocean, as an example, and the long-term evolution of the tidal inlet was studied using the bathymetric survey data. The past studies have revealed that the jetty at this inlet blocks predominant westward longshore sand transport, causing downcoast erosion. However, not only shoreline changes but also complicated, large-scale 3-D beach changes have occurred around this tidal inlet due to the strong ebb tidal currents along with the action of rough waves from the Pacific Ocean. Sand supplied from upcoast has flowed out to the offshore zone, forming a large ebb tidal delta. In the comprehensive management of the coast, the loss of sand into the offshore zone is of importance, but the quantitative prediction of the bathymetric changes around this tidal inlet was difficult in the past because of the combined action of waves and tidal currents. In Section 2, bathymetric changes between 1978 and 2005 around this inlet, for which the characteristics of tidal currents have been measured by Syamsidik et al. , were investigated, and the evolution of an ebb tidal delta and bathymetric changes were predicted using the Type 7 BG model [2, 3].
It is well known that strong shoreward currents are induced by the wave breaking on the artificial reef, i.e., a kind of submerged breakwater, resulting in significant beach changes around the artificial reef. In Section 3, the Kaike coast was adopted as an example, where an artificial reef was reconstructed in place of a detached breakwater and then strong shoreward currents were induced over the artificial reef, causing significant beach changes around the artificial reef. The beach changes associated with the conversion from the detached breakwater to an artificial reef on this coast were measured, and the Type 8 BG model was used to predict beach changes . It was concluded that a stable cuspate foreland behind a detached breakwater disappeared after the conversion of a detached breakwater into an artificial reef, implying that the artificial reef was less effective in sand deposition effect than the detached breakwater.
2. Prediction of formation of dynamically stable ebb tidal delta
2.1 General condition of Imagire-guchi jetty
A jetty had been built at the Imagire-guchi inlet to stabilize the tidal inlet and to enhance the safety of the navigation of fishing boats in Maisaka fishing port located inside the lake, as shown in Figure 1 .
This jetty blocked predominant westward longshore sand transport, causing accretion upcoast and downcoast erosion, and a part of sand supplied from the upcoast has transported offshore by ebb tidal currents, forming a large ebb tidal delta and causing loss of a part of foreshore sand. The bathymetric changes associated with the extension of Imagire-guchi jetty were studied based on the bathymetric survey data in the previous work . The channel connecting Lake Hamana with the Pacific Ocean and the parallel jetty shown in Figure 1 had already been built by 1964. By 1973, an oblique jetty of 200 m length had been extended at the tip of the east jetty; this oblique jetty forced the direction of ebb tidal currents clockwise, and this accelerated the southwestward development of the foreset slope together with the blockage of westward longshore sand transport . Furthermore, two detached breakwaters had been built by 1990 and another by 1994 west of the inlet. Finally, the present shoreline, as shown in Figure 1, was formed around the Imagire-guchi inlet.
2.2 Calculation conditions
The evolution of ebb tidal delta offshore of Imagire-guchi jetty was predicted using the Type 7 BG model. To this purpose, the coastal domain was discretized in 2-D elements with dimensions Δx and Δy. Given the initial topography, Hb, αb, hc, hR, the equilibrium slope, and various conditions of the ebb tidal currents, sand transport fluxes due to waves and the ebb tidal currents were calculated from Eqs. (43) and (45) in Chapter 2, respectively. Finally, the sum of them was obtained from Eq. (42) in Chapter 2, and the beach changes after Δt were calculated from the continuity equation of the sand. These calculations were repeated.
For the boundary conditions, sand transport across the boundary was set to be 0 at the structural boundary. Figure 2 shows the initial bathymetry. Although both actions of waves and ebb tidal currents simultaneously occur at the tidal inlet, it was assumed that sand supply during the ebb tidal currents was none. In the calculation, the change in wave energy intensity associated with the wave refraction was neglected for simplicity, and we assumed that cosαb = 1. In addition, the lower-limit depth of bathymetric changes due to tidal currents hc2 was assumed to be equal to the depth of closure due to waves, hc, and the upper-limit depth of bathymetric changes due to tidal currents hR2 was taken at the mean sea level. In the calculation of Eq. (48) in Chapter 2, a minimum value of h0 = 1 m was assumed for h.
The distribution of the ebb tidal currents through a tidal inlet is very similar to that of a jet flowing into a still water, which in turn is similar to the distribution of the wave diffraction coefficient of the diffracted waves through the opening of the impermeable breakwaters . Taking this fact into account, the angular spreading method for irregular waves  was introduced to calculate the ratio of the velocity KV1, as shown in Eq. (49) in Chapter 2, under a constant depth condition. Assume that the directional spreading of a jetlike flow at the tidal inlet is given by the directional spreading function of wave energy G(θ) in the angular spreading method and that the ratio of the wave energy, which is given by the square of the wave diffraction coefficient, is equal to the velocity ratio. Then, the reduction of the velocity of a jetlike flow can be evaluated while satisfying the mass conservation condition.
When setting the range of the flow direction with respect to the center line of the jetlike flow as θ = −θmax ̴ θmax, θmax becomes π/2 for the irregular waves, but the range becomes as narrow as θmax = 11° for a jetlike flow. Furthermore, the diffusivity of a jetlike flow can be evaluated by a parameter A0 in the angular spreading method  expressing the directional distribution function of the wave energy. Finally, regarding the tidal inlet as an opening of the impermeable breakwaters, irregular waves propagating offshore were generated, and the wave diffraction coefficient was calculated using the angular spreading method. The ratio of the wave energy and wave direction of diffracted waves was substituted for the ratio of flow velocity and the direction of the flow, respectively, assuming that θmax and A0 are 15° and 5, respectively.
In this study, bathymetric survey data collected since 1978 were used to validate the numerical model, and the sand movement around the ebb tidal delta and the formation of dynamically stable topography were investigated. Given the parallel contours before the construction of the jetty as the initial condition, the bathymetry in 1978 was first predicted, and then the bathymetric changes since 1978 were predicted, enabling the comparison of the predicted development of the ebb tidal delta with measurements. During this period, the ebb tidal currents were intensified because of the scouring at the inlet associated with the extension of the jetty. The coefficient of intensity of sand transport due to ebb tidal currents, therefore, was linearly increased over time from KR = 0.1 in 1978 to 0.3 in 2005 in the calculation.
The east jetty at Imagire-guchi is longer than the west jetty, causing the development of oblique ebb tidal currents. The effect of oblique currents between jetties of different lengths was modeled by a jet obliquely emerging from the inlet at an angle of 30° relative to the direction normal to the shoreline, so that the assumed direction of the jet currents coincides with that of the ebb tidal currents measured at Imagire-guchi inlet by Syamsidik et al. . Figure 3 shows the velocity distribution when ebb tidal currents obliquely flow out of the inlet.
The calculation conditions are summarized in Table 1. Assuming that the breaker height Hb was 3 m and the incident angle of waves at the breaking point was αb = 10°, the coefficient of longshore sand transport Ky was adjusted so that the initial longshore sand transport was 2.0 × 105 m3/year, by which the best fit results for the beach changes were obtained, and the dynamically stable condition was reproduced by setting Kx = 0.2Ky, where Kx is the coefficient of cross-shore sand transport. The calculation results were presented in a coordinate system (X, Y), in which the X- and Y-axes were taken to be the longshore and cross-shore directions (positive for offshore), respectively.
|Calculation method||Type 7 BG model|
|Initial topography||Uniform slope of 1/70|
|Equilibrium slope||tanβc = 1/70|
|Slope of angle of repose||tanϕ = 1/2|
|Wave conditions||Hb = 3 m, breaker angle θw = 10°, Hb0 = 1 m in calculating (ECg)b0|
|Depth distribution of intensity of longshore sand transport||Uniform|
|Coefficients of longshore and cross-shore sand transport||Ky = 0.0105 and Kx = 0.2Ky|
|Berm height||hR = 3 m|
|Depth of closure||hc = 8 m|
|Coefficient of sediment transport due to ebb tidal currents||KR = 0.1–0.3 for reproduction and KR = 0.3 for prediction|
|Upper depth of bathymetric changes induced by tidal currents||hR2 = 0 m|
|Lower depth of bathymetric changes induced by tidal currents||hc2 = 8 m|
|Reference depth of inlet||h0 = 1 m|
|Minimum depth for the use of correction term of current velocity||h = 1 m|
|Mesh size||Δx = Δy = 50 m|
|Time interval||Δt = 5 hrs|
|Calculation duration||27 years between 1978 and 2005 in reproduction, 10 years in prediction|
|Boundary conditions||qx = 0 at landward and offshore boundaries|
dqy/dy = 0 at side boundaries
2.3 Calculation results
Figure 4 shows the results of the numerical simulation of the formation of the ebb tidal delta with the sand transport flux, given the initial parallel contours and the velocity distribution (Figures 2 and 3), and assuming that waves are obliquely incident from the left. The sand was continuously transported westward (rightward in Figure 4) along the outer margin of the ebb tidal delta, forming a dynamically stable beach. Finally, an ebb tidal delta with an oblique principal axis developed offshore of the tidal inlet together with the formation of a steep foreset slope in the zone deeper than 10 m depth. Moreover, a pair of circulating sand transport systems developed on both sides of the principal axis of the jetlike offshore sand transport.
Figure 5 shows the bathymetry measured in 2005 and the change in the 8-m-depth contour over time. It is clear that the ebb tidal delta has developed over time. The predicted and measured bathymetric changes between 1978 and 2005 are shown in Figure 6. A sand deposition zone was formed along the margin of the ebb tidal delta, whereas erosion occurred in an extensive area around the tip of the jetty. The predicted and measured topographic changes are in good agreement.
Based on the bathymetric survey data since 1978, the total volume of sand forming the ebb tidal delta and deposited in the zone deeper than hc of 10 m was calculated. Figure 7 shows the change in sand volume in a rectangular zone shown by the broken line in Figure 6. The total volume of sand increased at a rate of 9.6 × 104 m3/year, 3.6 × 104 m3/year of which was transported offshore into the zone deeper than 10 m. The predicted and measured volumes of sand transported offshore into the zone deeper than 10 m can be compared as in Figure 8, and both results agree well.
3. Prediction of beach changes around artificial reef built on Kaike coast
3.1 General conditions
The Kaike coast with a 20-km stretch is the marginal coast along the Yumigahama Peninsula in Miho Bay in Tottori Prefecture, Japan, as shown in Figure 9. This peninsula has developed as a tombolo by the deposition of sand supplied from the Hino River owing to the wave-sheltering effect of the Shimane Peninsula. After the World War II, beach erosion along the Kaike coast occurred owing to the decrease in sand supply from the Hino River. A famous Kaike spa is located near the shoreline immediately west of the Hino River mouth, and, therefore, the beach around this spa was protected by groynes in the 1960s. Then, 12 detached breakwaters were constructed between 1971 and 1982 as a measure against beach erosion, and soon after the construction of the detached breakwaters, tombolos were formed behind the detached breakwaters.
Figure 10 shows the aerial photograph in 2003 of the detached breakwaters, in which the number of the breakwaters corresponds to the order of the construction. Although these detached breakwaters and tombolos have been stable until 2003, concrete armor units placed immediately offshore of the shoreline near the spa spoiled the scenic beauty as a recreational beach and extremely narrowed the swimming space, and the foreshore slope was excessively steepened at the opening of the detached breakwaters. Therefore, an artificial reef with crests was constructed in place of the No. 3 detached breakwater in 2005. After the conversion, the tombolo was reduced in size because of the generation of shoreward currents on the artificial reef, and severe scouring occurred at the opening between the artificial reef and the existing detached breakwaters owing to the development of rip currents . Here, the beach changes were predicted using the Type 8 BG model, in which the effect of not only waves but also strong nearshore currents was taken into account, as well as increase in hc due to the strong currents.
3.2 Beach changes after construction of artificial reef
Figure 11 shows the bathymetry measured in July 2002 before the conversion of the No. 3 detached breakwater into the artificial reef. In 2002, a tombolo was formed behind the Nos. 1, 3, and 5 detached breakwaters owing to their wave-sheltering effect, and semicircular contours were formed at the openings between the detached breakwaters owing to their wave diffraction effects. In addition, the foreshore slope became as steep as 1/7 at the central part of the opening. One of the objectives of converting the detached breakwater into an artificial reef was to create a gentle slope near the shoreline that is considered to be safe for recreational use. The artificial reef had a crown height of 0.5 m below MSL and a width of 40 m, as well as two rows of crests that enhance the wave attenuation effect. Here, HWL and LWL of this coast are +0.36 and − 0.56 m above MSL. After the conversion of the reef, storm waves associated with a low pressure hit the artificial reef in December 2005.
Owing to the wave observation at a depth of 8 m offshore of the artificial reef, storm waves with a maximum significant wave height of 4.5 m and a wave period of 12 s were measured, and storm waves with a wave height of greater than 3 m continued for 30 h. As a result, the tombolo behind the artificial reef was eroded, and the foreshore disappeared (Figures 12 and 13). A flat shallow seabed of 2 m depth was formed behind the artificial reef.
Figure 13 shows the bathymetric changes around the artificial reef before and after the construction of the artificial reef. Not only did the tombolo formed behind the detached breakwater disappear, but also a deep scouring hole with a maximum depth of 7 m was formed at the west end of the artificial reef. The local scouring at both ends of the artificial reef showed asymmetry, and the scouring hole at the west opening was larger than that at the east opening. Thus, it is considered that predominant waves were incident from the east, producing westward longshore currents. Furthermore, the tombolo behind the No. 5 detached breakwater west of the artificial reef was eroded and the shoreline retreated, implying the development of westward longshore currents passing through the lee of the No. 5 detached breakwater, which in turn eroded the shoreline on the lee of the No. 5 detached breakwater. Finally, it was found that converting the detached breakwater into an artificial reef caused the disappearance of the tombolo, the local scouring at the opening, and the reduction in the size of the tombolo behind the nearby detached breakwater.
3.3 Calculation conditions
On the basis of the bathymetric survey data in 2009, a rectangular calculation domain of 1800 m length and 700 m width including the No. 3 detached breakwater, which was later converted into an artificial reef, was adopted. As the initial bathymetry, the condition that tombolos behind the detached breakwaters have sufficiently developed was set (Figure 14(a)). The offshore slope was set to be 1/30 in the depth zone between −5 and −8 m and 1/100 deeper than −8 m.
Under these conditions, storm waves with a significant height Hi = 3 m and a period of 8 s were obliquely incident from the right at an angle of θi = 10°. The wave field and nearshore currents were recalculated at every 5000 steps of the calculation of the topographic changes. Table 2 summarizes the detailed calculation conditions. hR was set to be 3 m, and the equilibrium slope was given as in Table 2, depending on the water depth, and the slope of the angle of repose was set to be 1/2.
|Calculation model||Type 8 BG model taking wave and nearshore current fields into account|
|Initial bathymetry||Bathymetry before the conversion of the detached breakwater into artificial reef|
|Wave conditions||Incident waves: HI = 3 m, T = 8 s, and wave direction θI = −10° relative to normal to initial shoreline|
|Berm height||hR = 3 m|
|Depth of closure||hc = 2.5H (H: wave height)|
The increment due to the effect of strong rip currents is evaluated as Here, V = velocity of nearshore currents, um = amplitude of seabed velocity due to orbital motion of waves, and a = 0.5
The lower and upper limits of hc’ are 3 and 9 m, respectively
|Equilibrium slope||tanβc = 1/10 shallower than −1 m|
tanβc = 1/30 between Z = −1 and − 8 m
tanβc = 1/100 deeper than −8 m
|Angle of repose slope||tanϕ = 1/2|
|Coefficients of sand transport||Coefficient of sand transport due to current Kc = 7.5 × 10−4|
Coefficient of sand transport due to wave Kw = 0.5Kc
|Mesh size||Δx = Δy = 10 m|
|Time intervals||Δt = 0.004 h|
|Duration of calculation||104 steps|
|Boundary conditions||Shoreward and landward ends qx = 0 and right and left boundaries dqy/dy = 0|
|Calculation of wave field||Energy balance Equation |
|Calculation of nearshore currents|
3.4 Calculation results
3.4.1 Beach changes around detached breakwater and artificial reef
Beach changes owing to a 40-h wave action after all the detached breakwaters were installed were calculated, using the bathymetry in Figure 14(a) as the initial bathymetry. The predicted bathymetry and the bathymetric changes are shown in Figures 14(b) and 14(c). In this case, although the beach was slightly eroded around the detached breakwaters and sand was deposited on the foreshore, beach changes were negligibly small, and the cuspate forelands behind the detached breakwaters were stable, implying that beach changes around the detached breakwaters could be reproduced by the present model.
Figure 15(a) shows the initial bathymetry when the No. 3 detached breakwater was converted into an artificial reef. After a 40-h wave action, the tombolo rapidly disappeared, and tombolos with a symmetric shape at the initial stage became asymmetric while inclining leftward behind the No. 5 and No. 7 detached breakwaters west of the artificial reef (Figure 15(b)). Also, local scouring occurred at the west end of the artificial reef. The predicted results were in good agreement with the measured results, as shown in Figure 13. In the bathymetric changes (Figure 15(c)), the beach was eroded not only shoreward of the artificial reef but also near the area between the artificial reef and the No. 5 detached breakwater.
3.4.2 Change in wave field and nearshore currents
The wave field and nearshore currents were compared to investigate the difference between the topographic changes behind the detached breakwater and artificial reef (Figures 16 and 17). Although the wave height distributions around the detached breakwaters and artificial reef are similar, as shown in Figure 16(a) and 16(b), marked changes can be seen in the nearshore currents. In the case of the detached breakwater, a couple of circulating currents was generated on the lee of the detached breakwaters (Figure 17(a)), whereas strong shoreward currents were induced on the reef, and such currents reduced to rip currents obliquely flowing out at the opening between the artificial reef and the existing detached breakwater (Figure 17(b)). Because it was difficult for the seawater transported shoreward on the artificial reef to be carried offshore again only by the rip currents, part of the seawater passed through the lee of the detached breakwater and was finally returned to the offshore sea through the openings of the detached breakwaters. The generation of strong shoreward currents on the reef and oblique rip currents in the opening explains the difference between the topographic changes around the detached breakwaters and artificial reef.
In Chapter 4, two topics were discussed, and topographic changes were predicted, in which the effects by both waves and strong currents were taken into account: (1) formation of dynamically stable ebb tidal delta (the Type 7 BG model) and (2) beach changes around artificial reef built on Kaike coast (the Type 8 BG model).
The development of an ebb tidal delta subject to the actions of waves and strong ebb tidal currents was investigated, taking Imagire-guchi inlet connecting Lake Hamana to the Pacific Ocean as an example. The predicted bathymetric changes were compared with the measured changes, and they were in good agreement.
The Type 8 BG model, in which the effect of the sand transport flux due to strong shoreward currents induced by wave breaking on the artificial reef was explicitly included, was used on the Kaike coast, where one of the detached breakwaters was converted into an artificial reef. After the storm, the tombolo behind the artificial reef was eroded, and a local scouring hole was formed in the opening. Given the storm wave conditions, beach changes were predicted. The beach changes were successfully predicted using this model.
It was concluded that shoreward currents on the artificial reef and resulted rip currents in the opening played an important role in the beach changes around the artificial reef and that the artificial reef was less effective in sand deposition effect than the detached breakwater.
Part of the work described in Chapter 4, i.e., prediction of formation of dynamically stable ebb tidal delta and beach changes around artificial reef built on Kaike coast, was based on the conference paper [3, 4] presented at the 32nd and 33rd Conference on Coastal Engineering in 2010 and 2012, respectively. We would like to express our gratitude for the use of materials.