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Reflection and Transmission Coefficients for Rubble Mound Breakwaters in Busan Yacht Harbor
Reflection and Transmission Coefficients for Rubble Mound Breakwaters in Busan Yacht Harbor
Journal of Ocean Engineering and Technology. 2013. Dec, 27(6): 90-94
Copyright © 2013, Korean Society of Ocean Engineers
  • Received : November 01, 2013
  • Accepted : December 17, 2013
  • Published : December 31, 2013
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About the Authors
O Young Park
Department of Civil Engineering, Pusan National University, Busan, Korea
Asgar Ahadpour Dodaran
Department of Civil Engineering, Pusan National University, Busan, Korea
Pouyan Bagheri
Department of Civil Engineering, Pusan National University, Busan, Korea
Kyung Uk Kang
Department of Civil Engineering, Pusan National University, Busan, Korea
Sang Kil Park
Department of Civil Engineering, Pusan National University, Busan, Korea

Abstract
This paper reports the results obtained for there flection and transmission coefficients on rubble mound breakwaters in Busan Yacht Harbor. A2D physical model test was conducted in the wave flume at the Coastal Engineering Research Laboratory at Pusan National University, Busan, South Korea. In this study, physical model tests were completed to further our understanding of the hydrodynamic processes that surround a rubble mound structure subjected to irregular waves. In particular, the reflection and transmission coefficients, as well as the spectrum transformation, were analyzed. This analysis suggests that with an increase in wave height around a rubble mound, the reflection coefficient drastically increases at each water level (HHW or MSL or LLW). Moreover, when the water level changes from HHW to LLW, the reflection coefficient is suddenly reduced. A further result of the analysis is that the transmission coefficient strongly drops away from the rear of the structure. Finally, in regard to the rubble mound breakwater in Busan Yacht Harbor, a consideration of the reflection and transmission coefficients plays an important role in the design.
Keywords
1. Introduction
Breaking waves play an important part in almost all coastal engineering issues. Key functions of breakwaters are providing protection against waves in harbors and approach channels, as well as against currents and siltation. An additional purpose of breakwaters is providing mooring services for wind turbines, ships, etc. The difficulties that ships are faced with when they approach the harbor can be reduced by decreasing wave height. Moreover, utilizing safety facilities in the harbor can facilitate sailing safely through the approach channel. In the past few decades a variety of breakwaters have been created. Since these varieties have been implemented, the results indicate that the structures are far from optimal. In South Korea's, Busan coastal area, Rubble Mound Breakwaters have been studied. The Rubble mound breakwater in this area of the beach was the most suitable project for this investigation, which was designed to test irregular waves. For the design of Rubble Mounds, reflection coefficient is one of the most significant hydraulic replies of a breakwater. Furthermore, the main parameter for design of breakwaters is in fact reflection coefficient. In the coastal and harbor structure, the analysis of reflection of waves has been complicated by physical processes which depend on hydro dynamical situations (waves, wave height, wave period, et al.) and type of breakwater.
In addition, little research has been done in the past that focuses on reflection coefficient.
Goda's research (1974) is a rare example. The reflection behaviour for numerous types of conventional slopes, such as rubble mound structures and slopes with all types of simulated armour elements, have been analyzed in depth by Zanuttigh and Van der Meer (2006) . This resulted in a broad reflection database that contains segment of the DELOS wave transmission database ( Van der Meer et al., 2005 ). They have established a new formulation for all types of straight slopes in design situations and done an initial analysis on the extension to non-straight slopes ( Zanuttigh and Van der Meer, 2007 ). The results of using stones based on regular wave tests by Brebner and Donnelly (1963) have been very useful in establishing design criteria. Due to the existence of irregular waves especially in deep water areas, and caution should be paid to wave heights during design. Such calculating devices may be co-located probes e.g ( Hughes, 1994 ), or wave probe arrays e.g ( Goda and Suzuki 1976 ; Isaacson, 1991 ).
In this study, physical model tests have been done in order to further understanding of hydrodynamic processes surround the Rubble Mound in Busan Yacht Harbor when it was subject to irregular waves. Particularly, the reflection coefficients as well as the spectrum transformation have been analyzed. This study focuses on the Rubble Mound structure in Busan Yacht Harbor.
2. Experimental Setup
The 2D physical experiments have been done in the wave flume of Coastal Engineering Laboratory. Length of the test flume is 30m, width is 0.60m and height is 1 m. All tests included irregular waves in three kinds (see Table 1 ) of water level, higher high Water, mean sea level, low water level and dimension levels (Higher high water (HHW), Mean sea level (MSL), Low water level (LLW) and Dimension levels (DL)), based on the Bretschneider-Mitsuyasu spectrum. Wave generator paddle in 00 angle wave attack provided mechanically irregular waves on the flume, which is controlled by a personal program. The program on the computer can be used to generator regular, irregular and a variety of other wave conditions. After finding exactly irregular waves, the computer program was used to make waves with generator (wave period, wave height) according to a model in the scale of prototype. The present experiment made use of 4 wave gauges; the first wave gauge was in front of the generator (5 channel), the second wave gauge was 2 meters in front of the crest rubble mound (7 channel), the third gauge was 1 meter from the crest rubble mound and in front of structure (8 channel), and the last gauge (channel 6) was behind the structure 1 meter distant from crest of Rubble Mound. (see figures 1 and 2 ).
Three kinds of water level for experiment
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Three kinds of water level for experiment
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Experimental setup
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Detail of structure in Experimental Setup (Rubble Mound)
3. Test Equipment and Procedure
A Bretschneider Mitsuyasu spectrum was produced with H 1/3 =11.5cm being a significant wave height and T 1/3 =2.53s a significant wave period. These were measured by gauges at the specific locations mentioned above. Three water depths (HHW, MSL, LLW) of the model are illustrated in Table 1 , and the period of each experiment, repeated three times, was 30 minutes. An input file has to be created by the user, stipulating the requested wave height, wave period, wave spectrum, spectrum parameters and duration. Laboratory scale: 1/40.
A detail of the Rubble Mound structure used in physical model studies is shown in Figure 3 . The bottom slope of flume was 1 in 40. This experiment used a double layer of 12-ton tetrapod in two kinds of color (blue and yellow), as shown in Figure 3 . In the computer program, wave height was adjusted to 20.7 cm when the wave generator was used in the physical model test. Bretschneider–Mitsuyasu spectrum was used for the experimental output to realize the capacity of energy spectrum for different locations of the flume (in front of and behind structure). Bretschneider–Mitsuyasu spectrum was set by:
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Depiction of cross section of physical mode
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where S( f ) is the energy spectrum according to the Bretschneider–Mitsuyasu spectrum method, f is the frequency that obtained the wave period, H 1/3 is the significant wave height and T 1/3 is the significant wave period, as shown in Table 2 .
Data of rubble mound breakwater
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Data of rubble mound breakwater
Figure 3 depicts the elevation of crest freeboard (DL+7.5) and also three water level's elevation in the physical model. After setting up the structure in the flume, water inlet valve was opened until reach the desired water level in the flume (HHW, MSL, LLW). Then wave generator system was started by personal controller for maximum wave height determinates:
h Max =1.8×( scale =1/40)×4.6( prototype .)=20.7 cm
where h Max is the maximum wave height in computer programing to start wave generator. Scale of the physical model used in the Laboratory that was 1/40, and prototype is wave height is the prototype model. After starting the experiment the duration of the test was fixed for the three water levels (30 minutes), and the time series for each gauge's location of flume was saved in the computer. For analysis of reflection and the creation of the energy spectrum, 3000 data were used.
4. Results and Discussion
Time series
The time series in each experiment's description of the surface elevation of a sea state versus time is shown in Figure 4 . Figure 4 demonstrates that with increase of time and location of the gauges, elevation of the wave height changed.
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Time series in the HHW water level
In Figure 4 , it can be seen that with the increase in time, and with attention to the location gauges in the physical model, wave height suddenly changes significantly. This result is similar for the two other surface water levels.
Wave Spectrum
Regarding comparison of maximum energy spectrum between the four locations in HHW, channel 5, S( f ) is 0.004 m 2 .s, channel 6, S( f ) is 0.000015 m 2 .s, channel 7, S( f ) is 0.002 m 2 .s, and then channel 8, S( f ) is 0.0018 m 2 .s.
These results mean that when making specific waves by wave generator, these waves reduced with distance from the generator, so that significant wave and energy spectrum also decreased. Figure 5 demonstrates that energy spectrum in the case of channel 6 there was minimum energy when using Bretschneider–Mitsuyasu spectrum, since that case was behind the structure and there was very little variation of wave significant.
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Illustration of wave spectrum in the three water levels (a, b and c).
In Table 3 , reflections and transmission coefficient were obtained by use of the following equation.
Particularity of Water Level (HHW)
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Particularity of Water Level (HHW)
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where,
E ( R )=∑ E (7)-∑ E (5)-∑ E (6)
and
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In this experiment, to obtain transmission coefficient in the gauge of channel 6, five different locations of gauge with a distance of 50 cm from each other were performed. The results suggest that with increasing distance of sensor channel 6 from the structure, transmission strongly decreases (see Figures 6 , 7 and 8 and Tables 3 , 4 and 5 ).
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Transmission coefficient versus Distance of channel 6 from the structure (HHW).
particularity of Water Level (MSL)
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particularity of Water Level (MSL)
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Transmission coefficient versus Distance of channel 6 from the structure (MSL).
Particularity of Water Level (LLW)
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Particularity of Water Level (LLW)
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Transmission coefficient versus Distance of channel 6 from the structure (LLW).
reflection Coefficient in the three water level
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reflection Coefficient in the three water level
5. Conclusions
The results of this experimental analysis of rubble mound demonstrated that with increase of water level reflection coefficient increases. Moreover, as distance from the rear of structure increases transmission coefficient strongly decreases. These mean that in the Busan area the distance of 0.80 meters behind the Rubble Mound was very safe and suitable for shipping. As a consequence, wave reflection and wave transmission were important parameters for design of rubblemound in Busan Yacht Harbor. Furthermore, analysis of energy spectrum shows that highest energy was in the location of maximum significant waves, and the results of this research confirmed the entire of process.
Acknowledgements
This work was supported by a 2-Years Research Grant of Pusan National University.
References
Brebner A. , Donnelly P. 1963 Laboratory Study of Rubble Foundations for Vertical Breakwaters Proc. 8th coastal Engg. Conf. Mexico City, Mexico 408 - 428
Goda Y. , Suzuki Y. 1976 Estimation of Incident and Reflected Waves in Random Wave Experiments ASCE Proc. 15th Int. Conf. on Coastal Eng. I 828 - 845
Goda Y. 1974 Estimation of Wave Statistics from Spectra Information ASCE Proc. Intl. Symp. On Ocean Wave Meas. and Anal. 1 320 - 337
Hughes S.A. 1994 Estimating laboratory oblique wave reflection Proc. Int. Conf. Waves: Physical and numerical modelling Vancouver, Canada 206 - 215
Isaacson M. 1991 Measurement of Regular Wave Reflection Journal of Waterway, Port, Coastal and Ocean Eng. 117 (6) 553 - 569    DOI : 10.1061/(ASCE)0733-950X(1991)117:6(553)
Van der Meer J.W. , Briganti R. , Zanuttigh B. , Wang B. 2005 Wave Transmission and Reflection at Low Crested Structures: Design Formulae, Oblique Wave Attack and Spectral Change Coastal Eng. 52 (10-11) 915 - 929    DOI : 10.1016/j.coastaleng.2005.09.005
Zanuttigh B. , Van der Meer J.W. 2007 Wave ReFlection for Composite Slopes and Oblique Waves Proc. Coastal Structures 2007
Zanuttigh B. , Van der Meer J.W. 2006 Wave ReFlection from Coastal Structures Proc. ICCE 2006 5 4337 - 4349