Relevant bibliographies by topics / Breakwater

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
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  5. Conference papers
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Academic literature on the topic 'Breakwater'

Author: Grafiati
Published: 4 June 2021
Last updated: 21 February 2023

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Journal articles on the topic "Breakwater"

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Isaacson, Michael, Neal Whiteside, Robert Gardiner, and Duncan Hay. "Modelling of a circular-section floating breakwater." Canadian Journal of Civil Engineering 22, no. 4 (August 1, 1995): 714–22. http://dx.doi.org/10.1139/l95-082.

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The physical and numerical modelling of a circular cross-section floating breakwater subjected to normal and obliquely incident regular waves is described. The transmission coefficient, breakwater motions, and mooring line forces were measured in two- and three-dimensional laboratory tests for a range of wave conditions and breakwater parameters. The experimental results are compared with results of a numerical model based on linear two-dimensional wave diffraction theory. The performance of the breakwater is summarized and compared with that of a rectangular-section breakwater. Possible modifications to improve the breakwater's performance characteristics are considered. Key words: coastal structures, floating breakwaters, hydrodynamics, moorings, waves.
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Jiang, Lai, Jisheng Zhang, Linlong Tong, Yakun Guo, Rui He, and Ke Sun. "Wave Motion and Seabed Response around a Vertical Structure Sheltered by Submerged Breakwaters with Fabry–Pérot Resonance." Journal of Marine Science and Engineering 10, no. 11 (November 21, 2022): 1797. http://dx.doi.org/10.3390/jmse10111797.

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This paper presents the results from a numerical simulation study to investigate wave trapping by a series of trapezoidal porous submerged breakwaters near a vertical breakwater, as well as the seabed response around the vertical breakwater. An integrated model, based on the volume-averaged Reynolds-averaged Navier–Stokes (VARANS) equations is developed to simulate the flow field, while the dynamic Biot’s equations are used for simulating the wave-induced seabed response. The reflection of the wave energy over the submerged breakwaters, caused by the vertical breakwater, can be reserved, indicating that the existence of the submerged breakwaters in the front of the vertical breakwater can either provide shelter or worsen the hazards to the vertical breakwater. Numerical examples show two different modes under the Fabry–Pérot (F–P) resonance condition of the wave transformation, namely the wave reflection (Mode 1) and the wave trapping (Mode 2). The distance between the submerged breakwaters and the vertical breakwater, is a key parameter dominating the local hydrodynamic process and the resultant dynamic stresses around the vertical breakwater. The numerical results indicated that more submerged breakwaters and a higher porosity of submerged breakwaters will obviously dissipate more wave energy, and hence induce a smaller wave force on the rear vertical breakwater and liquefaction area around the vertical breakwater.
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Teh, Hee Min, Vengatesan Venugopal, and Tom Bruce. "HYDRODYNAMIC PERFORMANCE OF A FREE SURFACE SEMICIRCULAR PERFORATED BREAKWATER." Coastal Engineering Proceedings 1, no. 32 (January 29, 2011): 20. http://dx.doi.org/10.9753/icce.v32.structures.20.

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The increasing importance of the sustainability challenge in coastal engineering has led to the development of free surface breakwaters of various configurations. In this study, the hydrodynamic characteristics of a perforated semicircular free surface breakwater (SCB) are investigated for irregular wave conditions. The hydrodynamic performance of the breakwater is evaluated in the form of transmission, reflection and energy dissipation coefficients, which are then presented as a function of the relative submergence depth (D/d) and the relative breakwater width (B/Lp), where D = the depth of immersion, d = the water depth, B = the breakwater width and Lp = the wavelength corresponding to the peak wave period. It is found that the wave attenuation ability of the SCB model improves with the increase of D/d and B/Lp. The SCB performs better as an energy dissipater than as a wave reflector. Based on the analysis of measured data, some empirical equations are proposed to predict the performance of the breakwater under varying submergence depths. The behaviour of wave transformation around and within the breakwater’s chamber is discussed. Also, the measured horizontal wave forces acting on the SCB are reported.
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Nguyen, Nu Thi, Son Truong Bui, and Dung Tien Le. "The potential of using fine rock for replacing soft soil in construction of a breakwater at Chan May port." Journal of Mining and Earth Sciences 61, no. 4 (August 31, 2020): 75–85. http://dx.doi.org/10.46326/jmes.2020.61(4).08.

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Breakwater is an important construction in Chan May port. The construction of breakwaters faces many difficulties due to the soft soil layer with a thickness of more than ten meters and located under the sea level. Breakwater is unstable as well as high of settlement. Therefore, the soft soil under the breakwater was replaced by fine rock. The results show that it is feasible to replace soft soil by fine rock when constructing breakwater in the sea. This is the basis for the design of soft ground treatment for breakwaters in Vietnam.
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Filianoti, Pasquale G. F., and Luana Gurnari. "A Field Experiment on Wave Forces on an Energy-Absorbing Breakwater." Energies 13, no. 7 (March 27, 2020): 1563. http://dx.doi.org/10.3390/en13071563.

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The U-OWC is a caisson breakwater embodying a device for wave energy absorption. Under the wave action, the pressure acting on the upper opening of the vertical duct fluctuates, producing a water discharge alternatively entering/exiting the plant through the U-duct, formed by the duct and the chamber. The interaction between incoming waves and the water discharge alters the wave pressure distribution along the wave-beaten wall of this breakwater compared with the pressure distributions on a vertical pure reflecting wall. As a consequence, the horizontal wave forces produced on the breakwater are also different. A small scale U-OWC breakwater was put off the eastern coast of the Strait of Messina (Southern Italy) to measure the horizontal wave force. Experimental results were compared with Boccotti’s and Goda’s wave pressure formulas, carried out for conventional upright breakwaters, to check their applicability on the U-OWC breakwaters. Both models are suitable for design of U-OWC breakwaters even if they tend to overestimate by up to 25% the actual horizontal loads on the breakwater. Indeed, the greater the absorption of the energy is, the lower the wave pressure on the breakwater wall is.
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Duan, Wenyang, Shupeng Xu, Qianlong Xu, R. Cengiz Ertekin, and Shan Ma. "Performance of an F-type floating breakwater: A numerical and experimental study." Proceedings of the Institution of Mechanical Engineers, Part M: Journal of Engineering for the Maritime Environment 231, no. 2 (October 13, 2016): 583–99. http://dx.doi.org/10.1177/1475090216673461.

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Floating breakwaters are structures with large ratio of length to breadth. The profile of an floating breakwater is the key to the hydrodynamic properties of it. In this work, a new kind of an F-type floating breakwater is presented. Its profile is asymmetric and looks like the English letter “F.” We present both numerical and experimental findings on this F-type floating breakwater. Based on linear potential-flow theory, first, the boundary-element method is presented to study the interaction problem of a two-dimensional floating body with waves. Following that, the two-dimensional experiments are conducted in a wave flume to measure the diffracted and radiated waves, the resulting transmission and reflection coefficients, and the motion responses of the F-type floating breakwater. It is shown that the experimental data are, in general, in good agreement with the numerical predictions. The transmission coefficients that are measured and calculated are under 0.5 when the ratio of B/λ (the ratio of model breadth to wavelength), when the F-type floating breakwater is fixed, is larger than 0.18. The ratio of B/λ, when the F-type floating breakwater is allowed to slide vertically only, is larger than 0.2 and the ratio of B/λ, when the F-type floating breakwater is allowed to rotate and slide, is larger than 0.22. To understand how the profile geometry can affect the performance of the F-type floating breakwater, a parametric study of the F-type floating breakwater’s main dimensions, including its profile breadth, draft, and angle, is conducted on the wave transmission coefficient. It is found that the transmission coefficients are particularly sensitive to the change in draft for certain sea conditions. These results are important since seeking the optimal principal dimensions can ensure minimum volume of displacement, thereby using less material and reducing the cost of construction sharply.
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Murali, K., S. S. Amer, and J. S. Mani. "Dynamics of Cage Floating Breakwater." Journal of Offshore Mechanics and Arctic Engineering 127, no. 4 (May 27, 2005): 331–39. http://dx.doi.org/10.1115/1.2073347.

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Floating breakwaters have potential applications in protecting minor ports and harbors such as fisheries and recreational harbors, where-in stringent tranquillity requirements are not warranted. In field applications of the existing floating breakwaters, limitations are imposed due to their large relative width (ratio between breakwater width and wave length) requirements to achieve desirable tranquillity level. This relative width requirement is greater than 0.3 for the existing floating breakwaters. To overcome the above drawback associated with the existing system a new configuration for a floating breakwater is derived, which could yield the desired performance with minimum relative width requirement. The floating breakwater comprises of two pontoons rigidly connected together and each of the pontoons having a row of cylinders attached beneath, for improved performance characteristics. The laboratory tests were conducted in both regular and random wave flumes to study the dynamic behavior of the breakwater. Transmission and reflection coefficients, water surface elevations and velocities inside the cage like area provided in between the pontoons, rigid body motions floating breakwater and mooring forces were studied under regular and random waves and under the regular waves followed by a uniform current. The results proved the suitability of the floating breakwater to the field conditions even for large wave periods. In addition the variations in water particle kinematics, rigid body motion and mooring forces show nominal magnitudes when compared to the existing systems indicating the rigidness of the breakwater.
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Ridlwan, Asfarur, Haryo Dwito Armono, Shade Rahmawati, and Tuswan Tuswan. "Transmission Coefficient Analysis of Notched Shape Floating Breakwater Using Volume of Fluid Method: A Numerical Study." Kapal: Jurnal Ilmu Pengetahuan dan Teknologi Kelautan 18, no. 1 (February 3, 2021): 41–50. http://dx.doi.org/10.14710/kapal.v18i1.34964.

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As one of the coastal structures, breakwaters are built to protect the coastal area against waves. The current application of breakwaters is usually conventional breakwaters, such as the rubble mound type. Climate change, which causes tidal variations, sea level height, and unsuitable soil conditions that cause large structural loads, can be solved more economically by employing floating breakwater. In this study, numerical simulations will be conducted by exploring the optimum floating breakwater notched shapes from the Christensen experiment. The comparison of three proposed floating breakwater models, such as square notch (SQ), circular notch (CN), and triangular notch (VN), is compared with standard pontoon (RG) to optimize the transmission coefficient value is analyzed. Numerical simulations are conducted using Computational Fluid Dynamics (CFD) based on the VOF method with Flow 3D Software. Compared to the experimental study, the RG model's validation shows a good result with an error rate of 8.5%. The comparative results of the floating breakwater models are found that the smaller the transmission coefficient value, the more optimal the model. The SQ structure has the smallest transmission coefficient of 0.6248. It can be summarized that the SQ model is the most optimal floating breakwater structure.
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Suyama, H., T. Uda, and T. Yoshimura. "BEACH CHANGE AROUND DETACHED BREAKWATERS DUE TO ARTIFICIAL NOURISHMENT OF BYPASSED SAND." Coastal Engineering Proceedings 1, no. 20 (January 29, 1986): 115. http://dx.doi.org/10.9753/icce.v20.115.

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Field experiment of sand bypassing was conducted on the Shimoni—ikawa Coast in Toyama Bay. The materials of 5900 m3 dredged on the updrift coast of the harbor were thrown into behind the detached breakwater. After the nourishment detailed surveys of the bottom topography around the breakwaters, wave observations and tracer tests using colored concrete blocks were carried out in order to investigate the movement of the nourished sand. Temporal and spatial changes of the shoreline positions and the sectional area of the beach in the shoreward zone of the detached breakwater are examined. It is found through the field experiment that the materials nourished behind the detached breakwater were carried slowly in the longshore direction by the westward littoral drift, dominating on the coast, without the outflow of sand through the openings of the breakwaters. It is concluded that the detached breakwater is useful to control the on—offshore sand movement and to retain the sand behind the detached breakwater.
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Sutikno, Sigit, Fajri Almanna, Rinaldi, Mubarak, and Keisuke Murakami. "Physical and Numerical Simulation of Wave Transmission Over Submerged Breakwater." Journal of Physics: Conference Series 2049, no. 1 (October 1, 2021): 012063. http://dx.doi.org/10.1088/1742-6596/2049/1/012063.

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Abstract Nowadays, the submerged breakwaters are becoming attractive to the coastal engineer because they have many advantages including keeping aesthetic value of coastal scenery and reasonable for wave energy reduction. However, on the other hand, their design is very complicated. So, it is very important to understand the characteristics and the impact of wave because of the submerged breakwaters. For this purpose, we developed both numerical and physical model for simulation of wave over submerged breakwaters. The numerical model was developed using CADMAS-SURF, which is widely used in a practice of business in Japan. Physical model studies were performed at the Coastal Engineering Research Laboratory, University of Miyazaki, Japan to assess the performance of submerged breakwaters under a wide range of design conditions. The tests include the use of single and double submerged breakwater, as well as the impact of interval between the breakwaters which will be useful references for submerged breakwater designing in the future. The results show that the transmission coefficients of the numerical simulation have a good agreement with the experiment result with the RMS error 0.14 and 0.19 for the single and double breakwater respectively. This study found that, the application of double breakwaters has no significant impact for reducing wave energy compared to the single breakwater for the wave steepness higher than 0.007 and 0.012 based on laboratory and numerical simulation respectively. The best relative breakwater spacings are 0.75, 0.4, 0.45 and 0.35 for any kind of wave with the period of 0.6, 0.8, 1.0 and 1.2 respectively. In those conditions, the transmission coefficients are on minimum value for each kind of wave, that means the double breakwaters have the good performance on energy reduction.
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Dissertations / Theses on the topic "Breakwater"

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Pillai, Karthika. "Wave overtopping at berm breakwaters: Development of prediction formula and a study on the impact of sea level rise on the overtopping rate." Thesis, Griffith University, 2018. http://hdl.handle.net/10072/377582.

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Ports and harbours are often protected from violent waves by rubble mound breakwaters. Among the diverse types of rubble mound breakwater structures, berm breakwaters are relatively new, having been introduced in the early 1980s. In general, their construction ensures maximum quarry utilization and they can be built using smaller construction equipment. This reduces the overall cost and opens opportunities for local contractors. The wave induced overtopping rate is often considered a measure of safety of coastal structures with sea level rise, caused by global climate change, increasing the frequency and intensity of wave overtopping of these structures. Hence, the mean wave overtopping rate, and how it may change over time, is a key factor to be considered in the design of berm breakwaters. As a result of this, the wave overtopping rate has been extensively studied in the past decade. However, few studies focus on the overtopping behaviour of hardly/partly reshaping berm breakwaters. Additionally, a simpler and more accurate overtopping prediction tool, which includes the influence of the governing variables on the overtopping rate, is required for berm breakwaters. Given the above, the primary aim of this research work was to assess the influence of the structural and hydraulic variables on the overtopping rate at hardly/partly reshaping berm breakwaters through a series of laboratory tests. As a first step, the available prediction methods were reviewed in detail and a sensitivity analysis was performed to understand the influence of the governing variables in estimating the overtopping rate at berm breakwaters. In addition, a detailed analysis of data used to develop the models were conducted to understand their applicability. Then, the existing small-scale physical model test data were collected from previous research and was analysed comprehensively. The resultant database represented mostly a fully reshaping condition with limited tests on hardly/partly reshaping berm breakwaters. Hence, physical model tests were conducted (as part of this research) to remove the paucity of data in the existing databases. The new data represented overtopping from a wider range of tested wave steepness, berm width, berm level and crest level for the hardly/partly reshaping structures. The existing and new data were combined to develop a comprehensive overtopping database with 701 data. The second phase of the research focussed on the development of the empirical prediction formula to estimate the wave overtopping rate of berm breakwaters. The sensitivity analysis showed that there were significant inconsistencies among the available models in determining the influence of the variables on the estimated overtopping rate. To overcome these deficiencies/inconsistencies, and with a view to develop a universal prediction model for berm breakwaters, a new empirical formula was proposed using the comprehensive database (created as part of this research). In order to establish the new formula, the model tree approach of data mining was utilized and dimensionless parameters were used to develop the model to generalise the results. Then, the performance of the developed model was compared with other existing, and more complex, prediction models. The accuracy measures such as RMSE and Bias showed that the new formula was more accurate than the existing prediction methods. In short, the developed formula provides physically sound influences of the governing parameters on the overtopping rate and therefore it can be used as a robust tool for engineers in the design of berm breakwaters. Another issue that now must be considered in the design of coastal structures is the effect of climate change. Coastal structures, including berm breakwaters, are increasingly at risk of excessive overtopping due to climate change effects such as sea level rise (SLR). SLR needs to be considered in the safety assessment of existing and design of newly constructed berm breakwaters. Most of the existing literature is concentrated on the stability, increase in the run-up and overtopping failure of conventional rubble mound structures. Hence, as a capstone to this research, the influence of sea level rise on the overtopping rate of berm breakwaters was investigated. The newly developed formula was utilized for this investigation since it considers the influence of water depth better than the existing prediction models. The effect of SLR on the overtopping rate and the required upgradation of the structure were represented as functions of the relative change in water level. The results showed that overtopping increased exponentially in the shallow zone compared to that of the deep zone. The increase in the crest freeboard, required to maintain the design overtopping rate was estimated to be less than the increase needed compared to berm width for the different sea level rise scenarios considered. Furthermore, the required crest freeboard was influenced less by the initial configuration of the berm width. Finally, in the last part of the research, the focus was extended on the probability of failure (in terms of the overtopping rate) and the optimum upgradation interval of berm breakwaters considering the influence of sea level rise during their service life. Optimum upgradation intervals were determined by minimising the cost of upgradation and failure. The results were further exemplified using the design parameters of the Sirevag berm breakwater in Norway. The outcome of the analysis could be used as a preliminary assessment of the upgradation measures to be adopted and requires detailed cost and feasibility studies. The outlined method can be used to quantitatively estimate the influence of the SLR on the overtopping rate and could also be included in the design philosophy of berm breakwaters.
Thesis (PhD Doctorate)
Doctor of Philosophy (PhD)
School of Eng & Built Env
Science, Environment, Engineering and Technology
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Ye, Jianhong. "Numerical analysis of Wave-Seabed-Breakwater interactions." Thesis, University of Dundee, 2012. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.604579.

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Ariyarathne, Hanchapola Appuhamilage. "Efficiency of perforated breakwater and associated energy dissipation." Texas A&M University, 2007. http://hdl.handle.net/1969.1/85807.

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The flow field behavior in the vicinity of a perforated breakwater and the efficiency of the breakwater under regular waves were studied. To examine the efficiency of the structure thirteen types of regular wave conditions with wave periods T = 1, 1.2, 1.6, 2, 2.5 sec and wave heights Hi = 2, 4, 6, 8, 10 cm in an intermediate water depth of 50 cm were tested. The incoming, reflected and transmitted wave heights were measured using resistance type wave gauges positioned at the required locations. The efficiency of the structure was calculated considering the energy balance for the system. The efficiency of the structure for different wave conditions and with different parameters are shown and compared. Seven types of regular waves with wave periods T = 1, 1.6, 2, 2.5 sec and wave heights Hi = 4, 6, 8, 10 cm in an intermediate water depth of 50 cm were tested for the flow behavior study. In order to study the flow field variation with phase, ten phases were considered per one wave. The Particle Image Velocimetry (PIV) technique was employed to measure the two dimensional instantaneous velocity field distribution and MPIV (Matlab toolbox for PIV) and DaVis (a commercial software) were used to calculate the velocity vectors. By repeating the experiments and taking an average, the mean velocity field, mean vorticity field, mean turbulent intensity and mean turbulent kinetic energy field were calculated for each phase and for each wave condition. The phase average fields for each wave condition for each of the above mentioned parameters were calculated taking the average of ten phases. The phase averaged velocity, vorticity and turbulent kinetic energy fields are presented and compared. The energy dissipation based on both elevation data and the velocity data are presented and compared. It was found that for more than 75% of the tested wave conditions, the energy dissipation was above 69%. Thus the structure is very effective in energy dissipation. Further it was found that for all the tested wave conditions most of the turbulent kinetic energy form near the free surface and near the front wall, where as behind the back wall of the structure the turbulent kinetic energy was very small.
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Crawford, Adam Randolph. "Measurement and analysis of wave loading on a full scale coastal structure." Thesis, University of Plymouth, 1999. http://hdl.handle.net/10026.1/837.

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The aim of this investigation was to measure and analyse wave loading on a full scale coastal structure in order to validate current breakwater design methods and to improve understanding of the physical processes involved. A range of new, robust field measurement instrumentation was developed and deployed at the chosen field site, the Alderney Breakwater in the Channel Islands. The instrumentation deployed in this particularly harsh wave loading environment included an array of wave loading pressure sensors together with co-located void fraction gauges, which were used to measure the percentage air entrained within the seawater. Wave data was measured by means of a sea bed array of six pressure sensors which were logged using an underwater data logger. Data from the instrumentation mounted on the breakwater wall was logged with a high specification remote data logger. Both the instrumentation and the data acquisition equipment were developed and adapted specifically for this investigation and as a result over 150 high quality data sets were recorded at very high logging rates, which allowed field data analysis at an unprecedented level. New calibration and data processing methods were developed for the analysis of this novel set of data records. Due to the meticulous planning, instrument development, data acquisition development, and deployment the data collected is, to the best of the Author's knowledge, the highest quality wave loading field data collected to date. The wave conditions measured at the site were used as inputs to three commonly used design methods for vertical coastal structures, which were used to estimate the maximum wave loading pressures over the height of the structure. The pressures and forces predicted by the models were contrasted with measured values and it was found that the Goda method (1985) predicted the events with a high degree of accuracy provided that the waves were not breaking directly onto the structure. When waves did break onto the structure high magnitude, short duration pressures were frequently measured which sometimes also acted over a very small spatial area. There was a large degree of temporal and spatial variability in the high magnitude breaking wave pressures and they were not accurately predicted by any of the models. The relationship between wave momentum flux and wave loading impulse was investigated both on a record by record basis and using a wave by wave analysis. For the Alderney field site a consistent relationship was found between the wave momentum flux and wave loading impulse, which could be used to estimate the wave loading impulse and duration for known wave input conditions. Features of interest were also identified from temporal comparisons of individual co-located pressure and aeration traces, including negative pressures and a negative correlation between air content and pressure over short time scales.
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Alimoglu, Murat. "Tsunami Risk Assessment Of Esenkoy Fishery Harbor Breakwater." Master's thesis, METU, 2003. http://etd.lib.metu.edu.tr/upload/4/1087832/index.pdf.

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Within the scope of this thesis, a reliability based risk assessment, based on Monte Carlo simulation was used to analyse the safety levels of Esenkö
y Fishery Harbor main breakwater, Sea of Marmara, Turkey. In the past, in reliability-based risk assessment methodology in Turkey, the design conditions were only wave characteristics, tidal range, storm surge, wave set-up and the structural system parameters. However in this study, the tsunami risk which was considered as a major design parameter is included in the computations. In this study, development of a structural stability criterion in coastal engineering was suggested to achieve a common definition of reliability including the tsunami risk. The model introduced in this study is a practical technique in the reliability-based risk assessment of breakwaters subject to tsunami risk. In order to determine the occurrence probability of design condition, which is a function of storm waves, tidal range, storm surge and tsunami height, the Monte Carlo simulation, was applied. From the reliability-based risk assessment model applied to Esenkö
y Fishery Harbor as a pilot study in Turkey it was found that, inclusion of the tsunami risk increases the failure risk of the structure, and as lifetime of the structure increases, the impact of tsunami risk on the failure mechanism is more reflected. For Esenkö
y Fishery Harbor main breakwater, tsunami was not the key design parameter when compared to storm waves. However, in regions with great seismic activity, tsunami risk may be very noteworthy depending on the frequency and the magnitude of the tsunami.
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McKenna, Janice Elizabeth. "Wave forces on caissons and breakwater crown walls." Thesis, Queen's University Belfast, 1997. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.263464.

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Ozeren, Yavuz. "Experimental and numerical investigations of floating breakwater performance /." Full text available from ProQuest UM Digital Dissertations, 2009. http://0-proquest.umi.com.umiss.lib.olemiss.edu/pqdweb?index=0&did=1800276571&SrchMode=1&sid=10&Fmt=2&VInst=PROD&VType=PQD&RQT=309&VName=PQD&TS=1268680870&clientId=22256.

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Thesis (Ph.D.)--University of Mississippi, 2009.
Typescript. Vita. "May 2009." Major professor: Alexander H.-D. Cheng Includes bibliographical references (leaves 326-335). Also available online via ProQuest to authorized users.
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Hermanson, Michael W. "Physical modeling of a floating breakwater with a membrane." Thesis, Monterey, California. Naval Postgraduate School, 2003. http://hdl.handle.net/10945/6111.

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were tested at 8 different wave periods ranging from 0.5 seconds to 1.2 seconds and each test was performed twice. Thus, 72 combinations were examined and approximately 150 flume runs were completed to collect data for this project. The average transmission coefficient for each of the nine cases ranged from 0.705 to 0.853. In all cases tested, the addition of a membrane to the floating breakwater reduced the transmitted wave height relative to the structure with no membrane. The average wave transmission coefficient was 0.85 for the structure with no membrane. The average far all the configurations with a membrane was 0.75, or about a 12% reduction. The most effective membrane configuration gave a reduction of 17%. For the breakwater configurations and wave conditions tested, the following results were observed: (1) a membrane that is 1/4 of the water depth in length is more effective than membrane lengths of 1/2 the depth and the full depth in length, (2) lower transmission was obtained by placing the membrane at the lee side of the structure rather than the front or center, (3) a permeable membrane is more effective than an impermeable membrane, and (4) elastic mooring lines had a lower transmission than stiff moorings. (13 tables, 53 figures, 26 photographs, 16 refs.)
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Herrera, Gamboa María Piedad. "Mound Breakwater Design in Depth-Limited Breaking Wave Conditions." Doctoral thesis, Universitat Politècnica de València, 2017. http://hdl.handle.net/10251/82553.

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The design of rubble mound breakwaters usually focuses on the main armor layer. A review of the existing literature reveals that different equations are used to design rock armors in non-breaking wave conditions. However, most rubble mound breakwaters are constructed in the depth-induced breaking zone where they are attacked by waves breaking in the foreshore; in these conditions, existing design equations are not valid. Therefore, in this PhD thesis, the hydraulic stability of double-layer rock armors is analyzed through a series of small-scale tests conducted with a bottom slope m=1/50. Based on test results, a new potential relationship is given to design rock armors in depth-limited breaking wave conditions with armor slope cot¿=1.5, stability numbers within the range 0.98¿Hm0/(¿Dn50)¿2.5, and relative water depth at the toe 3.75¿hs/(¿Dn50)¿7.50. When concrete units are used for the armor layer, mound breakwaters are usually protected by a toe berm. This toe berm is placed on the seafloor or underlayer, providing support for the concrete armor units which are placed later on the structure slope. Toe berm design is commonly related to the armor design; in non-breaking wave conditions, the mass of toe berm rocks is one order of magnitude lower than the units of the layer. In breaking wave conditions, however, the highest waves start breaking on the bottom and impact directly on the toe berm. This is the common case of rocky sea bottoms with m=1/10 or higher slopes and thus, a correct design of the toe berm is crucial to guarantee the armor stability. The present PhD thesis examines the hydraulic stability of rock toe berms placed on a m=1/10 bottom slope and in very shallow waters (0.53Dn50): (1) the nominal toe berm or the most shoreward toe berm area which effectively supports the armor layer, and (2) the sacrificial toe berm or the most seaward toe berm area which serves to protect the nominal toe berm. Considering the nominal toe berm damage, a new method is developed to reduce the rock toe berm size (Dn50) by increasing the toe berm width (Bt) if the required rock size is not available at the quarries. Finally, cube armor damage is examined, and the influence of the placement technique on armor stability is also characterized from physical tests conducted with cubes randomly- and uniformly- placed on the armor in two layers.
El manto principal de los diques en talud suele estar formado por escollera natural o elementos prefabricados de hormigón; su función es resistir la acción del oleaje. Una revisión del estado del arte pone de manifiesto que son numerosas las fórmulas existentes para el diseño de mantos derivadas de ensayos físicos a escala reducida con oleaje sin rotura por fondo. Sin embargo, la mayoría de diques en talud se construyen en la zona de rompientes con oleaje limitado por fondo, donde las ecuaciones de diseño habituales no son del todo válidas. En esta tesis doctoral se analiza la estabilidad hidráulica de mantos bicapa de escollera, a partir de ensayos a escala reducida con pendiente de fondo m=1/50. En base a los resultados obtenidos de los ensayos físicos, se propone una nueva relación potencial para el diseño de mantos de escollera en condiciones de oleaje limitado por fondo, válida para taludes con cot¿=1.5, números de estabilidad 0.98¿Hm0/(¿Dn50)¿2.5, y profundidades relativas a pie de dique de 3.75¿hs/(¿Dn50)¿7.50. Cuando el manto principal está formado por elementos de hormigón, es habitual construir una berma de pie que proporciona apoyo a los elementos del manto y, en su caso, colabora en la protección de la zona inferior del dique contra la socavación. Dicha berma suele construirse con escollera natural y su peso está condicionado al de los elementos del manto en el caso de no haber rotura por fondo. El peso de los elementos de la berma de pie suele ser un orden de magnitud inferior al peso de las unidades del manto; sin embargo, si la pendiente de fondo es fuerte (p.e. m=1/10) y las aguas someras esta regla no se cumple ya que algunas olas rompen sobre el fondo impactando directamente sobre la berma de pie. En estos casos, el peso de la escollera de la berma puede sobrepasar el de las unidades del manto y su correcto diseño es crucial para garantizar la estabilidad del dique. Además de estudiar la estabilidad del manto principal de diques de escollera, la presente tesis doctoral analiza también la estabilidad hidráulica de bermas de pie de escollera ubicadas en fondos con pendiente m=1/10 y aguas someras (0.53Dn50): (1) berma nominal o zona de la berma de pie sobre la que realmente apoya el manto principal, y (2) berma de sacrificio o zona de la berma de pie que protege a la berma nominal. A partir del daño de la berma de pie nominal, se propone un nuevo método para reducir el tamaño de piedra (Dn50) incrementando el ancho de la berma (Bt) cuando no se disponga del tamaño requerido en cantera. Finalmente, se examina el daño del manto de cubos y se analiza la influencia del método de colocación sobre el mismo, a partir de ensayos realizados con mantos bicapa de cubos con colocación aleatoria y uniforme.
El mantell principal dels dics en talús sol estar format per roca o elements prefabricats de formigó, la seva funció és resistir l'acció de l'onatge. Una revisió de l'estat de l'art manifesta que són nombroses les equacions de disseny existents per a condicions d'onatge no trencat. No obstant això, la majoria de dics en talús es construeixen a la zona de rompents amb onatge limitat per fons, on les equacions de disseny existents no són del tot vàlides. En aquesta tesi doctoral s'analitza l'estabilitat hidràulica de mantells bicapa de roca, a partir d'assajos a escala reduïda realitzats amb pendent de fons m = 1/50. En base als resultats obtinguts dels assajos, es proposa una relació potencial per al disseny de mantells de roca en condicions d'onatge limitat per fons vàlida per a talussos amb cot¿ = 1.5, nombres d'estabilitat 0.98¿Hm0/(¿Dn50) ¿2.5, i profunditats relatives a peu de dic de 3.75¿hs/(¿Dn50)¿7.50. Quan mantell principal està format per elements de formigó , és habitual construir una berma de peu que proporciona suport als elements del mantell i, si escau, col¿labora en la protecció de la zona inferior del dic contra la soscavació. Aquesta berma sol construir amb roca i el seu pes està condicionat al dels elements del mantell en el cas de no haver trencament per fons. El pes dels elements de la berma de peu sol ser un ordre de magnitud inferior al pes de les unitats del mantell; però, si el pendent de fons és fort ( p.e. m = 1 /10) i les aigües someres aquesta regla no es compleix ja que algunes onades trenquen sobre el fons impactant directament sobre la berma de peu. En aquests casos, el pes de la roca de la berma pot sobrepassar el de les unitats del mantell, i el seu correcte disseny és crucial per garantir l'estabilitat del dic. A més d'estudiar l'estabilitat del mantell principal de dics de roca, la present tesi doctoral analitza també l'estabilitat hidràulica de bermes de roca ubicades en fons amb pendents m = 1/10 i aigües someres (0.5 3 Dn50): (1) berma nominal o zona de la berma de peu sobre la qual recolza el mantell principal, i (2) berma de sacrifici o zona de la berma de peu que protegeix la berma nominal. A partir del dany de la berma de peu nominal, es proposa un nou mètode per reduir el tamany de roca (Dn50) incrementant l'amplada de la berma (Bt) quan no es disposi de la mida requerit en pedrera. Finalment, s'examina el dany del mantell de cubs i s'analitza la influència del mètode de col¿locació sobre el mateix , a partir d'assajos realitzats amb mantells bicapa de cubs amb col¿locació aleatòria i uniforme.
Herrera Gamboa, MP. (2017). Mound Breakwater Design in Depth-Limited Breaking Wave Conditions [Tesis doctoral no publicada]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/82553
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McLean, Niall D. "Water wave diffraction by segmented permeable breakwaters." Thesis, Loughborough University, 1999. https://dspace.lboro.ac.uk/2134/7256.

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This thesis presents an original theoretical investigation, based on diffraction theory (extended for permeable structures by Sollitt & Cross [56]), of the performance of segmented rubble mound breakwaters. The amount of protection offered by such a breakwater is a function of the rubble construction (characterized by porosity and permeability), geometry and spacing of segments as well as depending on the the characteristics of the incident wave field. To explore the influence of these factors on the performance of these breakwaters, the diffraction by three related structures have been considered :a periodic array of impermeable blocks, a single continuous rectangular section permeable structure and a periodic array of permeable blocks in shallow water.
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Books on the topic "Breakwater"

1

Neggers, Carla. Breakwater. Don Mills, Ont: Mira, 2006.

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Neggers, Carla. Breakwater. Toronto, Ontario: MIRA, 2009.

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Breakwater. Don Mills, Ont: Mira, 2006.

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Breakwater: Poems. Macon, Ga: Mercer University Press, 2009.

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Quiviger, Pascale. The breakwater house. Toronto: House of Anansi Press, 2010.

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Quiviger, Pascale. The breakwater house. Toronto: House of Anansi Press, 2010.

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Owens, Edwin Roland. The Holyhead breakwater and quarries. Holyhead: The author, 1987.

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Lawrence, Jones, ed. Beyond the breakwater: Stories, 1948-1998. Dunedin, N.Z: University of Otago Press, 2008.

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Campbell, John A. Hulks: The breakwater ships of Powell River. Powell River, BC: Works Pub., 2003.

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Bottin, Robert R. Periodic inspection of Cleveland Harbor East Breakwater, Ohio. [Vicksburg, Miss: U.S. Army Engineer Waterways Experiment Station, 1995.

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Book chapters on the topic "Breakwater"

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Cope, David. "The Breakwater." In On the Bridge, 39. Totowa, NJ: Humana Press, 1986. http://dx.doi.org/10.1007/978-1-4612-4830-9_36.

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Takahashi, S. "Breakwater Design." In Handbook of Port and Harbor Engineering, 951–1043. Boston, MA: Springer US, 1997. http://dx.doi.org/10.1007/978-1-4757-0863-9_10.

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Nguyen, Viet Thanh, and Chi Zhang. "Assessment of the Influence of TH Port’s Breakwater on the Hydrodynamic Regime in Cua Lo and Cua Hoi Estuaries, Nghe an Province, Vietnam." In Lecture Notes in Civil Engineering, 46–56. Singapore: Springer Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-1260-3_5.

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AbstractTH Port is in offshore of Cua Lo estuary, Nghe An Province, Vietnam. In master plan from 2021 to 2030 and vision to 2050 years, an offshore breakwater will be built to protect the harbour basin of the port. This paper will be investigated the influence of the offshore breakwater on the hydrodynamics changes by a couple numerical model. The results indicated that the hydrodynamic regime control by the presence of offshore breakwater in monsoon and storm conditions and the offshore breakwater plays an important role in protection of TH port in NE monsoon and storm waves conditions and the presence of breakwater induced circulations in front of two estuaries and the mid area of Cua Lo beach.
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Brown, C. T., and C. Rose. "Al Khiran Breakwater - Kuwait." In Coasts, marine structures and breakwaters: Adapting to change, 2: 680–683. London: Thomas Telford Ltd, 2010. http://dx.doi.org/10.1680/cmsb.41318.0065.

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Gunbak, AliRiza. "Modelling of Sohar Intake Breakwater." In Coasts, marine structures and breakwaters: Adapting to change, 2: 648–658. London: Thomas Telford Ltd, 2010. http://dx.doi.org/10.1680/cmsb.41318.0061.

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Cox, Jack C., Harvey N. Smith, Ruth A. Carter, Mark A. Pirrello, and Bill Brose. "Entrance, Breakwater, and Basin Design." In Planning and Design Guidelines for Small Craft Harbors, 89–189. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784411988.ch02.

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Thaha, Muhammad Arsyad, Andi Ildha Dwipuspita, and Dimas Bayu Endrayana Dharmowijoyo. "S-Curve Rubble Mound Breakwater." In Lecture Notes in Civil Engineering, 928–35. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6311-3_105.

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Koley, Santanu. "Wave Trapping by Trapezoidal Porous Breakwater." In Lecture Notes in Mechanical Engineering, 83–90. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-0772-4_7.

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Tanguy, Jean-Michel. "Evolution of Beds around a Breakwater." In Practical Applications in Engineering, 331–39. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2013. http://dx.doi.org/10.1002/9781118557792.ch30.

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Melby, Jeffrey. "Advances in Breakwater and Revetment Design." In Advances in Coastal Structure Design, 161–80. Reston, VA: American Society of Civil Engineers, 2003. http://dx.doi.org/10.1061/9780784406892.ch08.

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Conference papers on the topic "Breakwater"

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El Safty, Hoda M., Alaa M. Mansour, and A. G. Abul-Azm. "Simulation of Fully Nonlinear Waves Interaction With Submerged Breakwater in a Numerical Wave Tank." In ASME 2007 26th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2007. http://dx.doi.org/10.1115/omae2007-29431.

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The fully nonlinear wave interaction with submerged breakwaters that possess various configurations has been investigated using a fully nonlinear numerical wave tank model. In the numerical wave tank model, the fully nonlinear dynamic and kinematic free-surface boundary conditions have been applied and the boundary integral equation (BIE) solution to the Laplacian problem has been obtained using the Mixed Eulerian-Lagrangian (MEL) approach. Numerical results are presented for wave transmission for various breakwater and wave parameters. The model results have been verified against the available experimental data. The nonlinear solution has been compared with the results of other solutions based on the linear wave theory. Breakwater efficiency based on the nonlinear solution has been evaluated and compared for four different types of breakwater configurations, namely, vertical breakwater, sloped breakwater, breakwater with berm, and a pair of breakwaters.
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Teh, Hee Min, Vengatesan Venugopal, and Tom Bruce. "Performance Analysis of a Semicircular Free Surface Breakwater." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49700.

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In the present study, the hydrodynamic performance of a semicircular free surface breakwater (SCB) has been investigated through a systematic experimental programme. Three semicircular breakwater models were tested: one with impermeable front and rear walls; a second with perforated front wall and impermeable rear wall; and a third with perforated front and rear walls. The models were tested for three submergence depths with reference to the still water level in a wave flume under irregular seas with different significant wave heights and peak periods. The performance of the breakwaters was evaluated in the form of coefficients of transmission (CT), reflection (CR) and energy dissipation (CL). The measured wave modification in front of the structure and in the breakwater’s chamber were quantified and presented in the form of a ratio relative to the incident wave height, respectively. Also, the measured horizontal wave forces acting on the SCB were analysed and reported in a dimensionless form. Empirical equations were then developed using nonlinear multiple regression models to estimate the hydrodynamic characteristics of the SCB models.
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Huang, Zhenhua, and Wenbin Zhang. "An Experimental Study of Effects of Water Depth on Wave Scattering and Motion Responses of a Moored Floating Breakwater in Regular Waves." In ASME 2011 30th International Conference on Ocean, Offshore and Arctic Engineering. ASMEDC, 2011. http://dx.doi.org/10.1115/omae2011-49505.

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Due to the mobility and low costs, floating breakwaters have been frequently considered as alternatives for protecting marinas and harbors from wave attacks. Main advantages of using floating breakwaters include (i) the exchange of water between a harbor and ocean, and (ii) an adjustable elevation varying with tidal levels. When floating breakwaters are used in shallow water environments (during low tides), the presence of seabed may affect the dynamics of the floating breakwaters. In the present study, a series of experiments were carried out in a wave flume of 1.5m wide and 45m long to study the effects of water depth on the performance of a moored floating breakwater. An inertial measurement unit mounted on the breakwater measures the motion responses. The wave reflection and transmission coefficients and the responses of the breakwater to regular waves are presented for four difference water depths.
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Hasanzadeh Daloui, Ali, and Mirmosadegh Jamali. "Experimental Study of Scour Due to Breaking Waves in Front of Vertical-Wall Breakwaters." In ASME 2004 23rd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2004. http://dx.doi.org/10.1115/omae2004-51224.

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Scour is an important cause of instability of breakwaters. In case of vertical-wall breakwaters, toe scour can cause collapse of the whole structure. This paper is concerned with an experimental study of the effects of regular breaking waves on scour at toe of vertical-wall breakwaters. Experiments were carried out in a wave flume with regular waves for two cases of a beach with and without a breakwater. Bed profiles and scour depths for various wave heights, periods and depths were recorded. For the case of a beach without a breakwater, the observed bed profile types are compared to predictions. For the case of a beach with a breakwater, factors affecting the scour are investigated, and an empirical equation for scour depth at toe of a vertical wall is proposed.
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Sasikumar, Athul, Arun Kamath, Onno Musch, Arne Erling Lothe, and Hans Bihs. "Numerical Study on the Effect of a Submerged Breakwater Seaward of an Existing Breakwater for Climate Change Adaptation." In ASME 2018 37th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/omae2018-77965.

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In coastal areas, climate change is causing mean sea level rise and more frequent storm surge events. This means the breakwaters are expected to withstand the action of more severe incident waves and larger overtopping rates than they were designed for. Therefore, these impacts may have a negative effect on the functionality such as overtopping above the acceptable limits, in addition to stability of these structures. A breakwater which has been partly damaged by a storm stronger than the design storm has weak spots that can easily be damaged further. One way of protecting these breakwaters subjected to climate change is to build a submerged breakwater on the seaward side. This study focuses on the use of numerical model for optimal dimension of a submerged breakwater to be used as a protective measure for an existing structure. Comparisons are made between transmission coefficient predicted in the numerical model and those calculated from different formulae in literature. The variation in transmission coefficient due to different relative submergence and relative width parameters for waves with different steepness is studied and curves showing the dependence of these parameters on wave transmission are made. These results are then used for a test case in Kiberg, Norway where a submerged breakwater is proposed in front of a existing damaged rubble mound breakwater. The optimal geometry generated on the basis of curves is then implemented in the local-scale finite element wave prediction model, CGWAVE.
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Zhou, Lilan, Keqiang Chen, Shihong Zhai, Zhao Niu, and Xiaoming Hu. "Experimental Study of the Effects of Different Floating Breakwater on Wave Absorbing." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24344.

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As the development of ocean engineering, safety construction is becoming a significant aspect that attracted more and more attention. The general aims of this paper were to present the effects of different floating breakwater on wave absorbing and provide a basis for the design of floating breakwater of an offshore project. Three different kinds of floating breakwater were studied; they are soft wall-sided pontoon, solid wall-sided pontoon and a circular cross-section breakwater filled with water. Various factors including wave period, wave steepness and geometrical characteristics were considered. The results had shown that the three proposed floating breakwater revealed favorable performance and the geometrical configuration could impact wave attenuation significantly. The circular cross-section breakwater had greater effects on wave absorbing compared with two other floating breakwaters, more detailed experiments were conducted to the circular cross-section breakwater, a V-shaped floating breakwater consists of two single circular cross-section breakwater were studied, the effects of angle of the two singles, wave period and wave height were considered. The results revealed that the geometrical configuration and water depth could impact wave attenuation and mooring force significantly. Researches are expected to offer some information for the design of floating breakwater for an offshore project.
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Han, Xinyu, and Sheng Dong. "An Experimental Study on the Wave Force on the Slope of Smoothed Mound Breakwater With and Without Crown Wall Under Medium-Long Period Waves." In ASME 2022 41st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2022. http://dx.doi.org/10.1115/omae2022-79286.

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Abstract A Mound breakwater is a common coastal defence against waves. The wave force has greatly related to the stability of the armour blocks. Medium-long period waves have greatly impact on coastal structures and are attracting more and more attention. In this work, the wave force and pressure distribution on the slope of smoothed mound breakwater were studied by experiments. Total of 140 tests were carried out, in which 70 sets are breakwaters with crown wall, and the other 70 sets are breakwaters without crown wall. In the scope of medium-long period waves, the wave force on slope of the breakwater with crown wall is similar to that without crown wall. Neelamani method is more suitable for the breakwater without crown wall and its top submerged. Under short period waves, the maximum pressure on the slope is different. The pressure on the slope with and without crown wall is similar. Pressure at berm with crown wall is greater than that without crown wall. The maximum ratio of the horizontal velocity in front of breakwater with and without crown wall is about 2. A formula was proposed to predict the difference of pressure at the berm with and without crown wall through the difference of reflection coefficient Cr.
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Varyani, Kamlesh, Trevor Hodgson, and Xuan Pham. "Effective and Efficient Breakwater Design for Trading Vessels and FPSOs." In 25th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2006. http://dx.doi.org/10.1115/omae2006-92117.

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Breakwaters obviously need to fulfil their function (protecting sensitive structures or cargo) while at the same time remaining intact and imposing manageable loads onto supporting structure. It goes without saying that such breakwaters should be cost effective, so that complex designs with extensive welding may not be preferable. In this paper the authors will discuss green water loading on breakwaters for trading vessels like container ships which have forward speed and FPSOs which have zero speed. Different generic designs of V shape, vane type, double skin with and without holes and forward sloping forecastle (whaleback deck) breakwaters applied to trading vessels will be discussed. Guidelines for modelling green water horizontal loading on breakwaters of FPSOs and trading vessels using CFD techniques will be provided. The paper will also include a review of breakwater design criteria in rules and regulations.
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Stanley, Caleb, Georgios Etsias, Steven Dabelow, Dimitrios Dermisis, and Ning Zhang. "Experimental and Numerical Investigations of the 3-D Turbulent Flow Characteristics Around Submerged Permeable Breakwaters." In ASME 2017 International Mechanical Engineering Congress and Exposition. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/imece2017-72570.

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Submerged breakwaters are favored for their design simplicity in projects intended to dissipate wave energy and reduce erosion on coastlines. Despite their popularity, the effects that submerged breakwaters exhibit on the surrounding hydrodynamics are not clearly understood, mainly due to the flow complexity generated from 3-dimensional turbulent structures in the vicinity of the breakwaters that affect the mean flow characteristics and the transport of sediment. The objective of this study was to evaluate the effects that various geometric designs of submerged permeable breakwaters have on the turbulent flow characteristics. To meet the objective of this study, laboratory experiments were performed in a water-recirculating flume, in which the 3-dimensional velocity field was recorded in the vicinity of scaled breakwater models. Breakwaters that were tested include non-permeable, three-hole, and ten-hole models. The experimental data obtained was compared to results obtained from numerical simulations. Results demonstrated that permeable breakwaters exhibit more vertical turbulent strength than their non-permeable counterparts. It was also discovered that three-hole breakwater models produce higher turbulent fluctuations than that of the ten-hole breakwaters. The results from this study will be used eventually to enhance the performance of restoration projects in coastal areas in Louisiana.
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Foltz, William, and Ning Zhang. "Numerical Analysis of the Turbulent Flow Characteristics Around Submerged Permeable Breakwaters." In ASME 2018 5th Joint US-European Fluids Engineering Division Summer Meeting. American Society of Mechanical Engineers, 2018. http://dx.doi.org/10.1115/fedsm2018-83155.

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A breakwater is a structure used to reduce the energy of waves. When used properly, they can protect coasts from being affected by waves. One such application is to lessen erosion along Louisiana’s coastlines, where wave action is strong and is the main source of the erosion. Additionally, the breakwater can change how sediments are transported, and allow for the deposition and accumulation of sediment at target areas. This research aims to give a numerical comparison of the effectiveness of three different breakwater designs, and reveal the turbulence characteristics downstream of the breakwaters. Three breakwaters are examined: a solid panel without any holes, another panel with one hole, and a third panel with three holes. These breakwaters are expected to be placed on the banks of various water bodies in coastal Louisiana, to protect the surrounding wetlands from coastal erosion and land losses. The designs aim to reduce the wave action from the water bodies, while the holes on them allow the sediments to pass through and deposit on the wetlands downstream. To run the simulations, the CFD software ANSYS FLUENT was used. The numerical results were compared to experimental data, and the good agreement proves the accuracy of the results. The effects of different wave patterns on the downstream turbulence were also analyzed and discussed in this study.
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Reports on the topic "Breakwater"

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Geisthardt, Eric, Burton Suedel, and John Janssen. Monitoring the Milwaukee Harbor breakwater : an Engineering With Nature® (EWN®) demonstration project. Engineer Research and Development Center (U.S.), March 2021. http://dx.doi.org/10.21079/11681/40022.

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The US Army Corps of Engineers (USACE) maintains breakwaters in Milwaukee Harbor. USACE’s Engineering With Nature® (EWN®) breakwater demonstration project created rocky aquatic habitat with cobbles (10–20 cm) covering boulders (6–8 metric tons) along a 152 m section. A prolific population of Hemimysis anomala, an introduced Pontocaspian mysid and important food source for local pelagic fishes, was significantly (p < .05) more abundant on cobbles versus boulders. Food-habits data of alewife (Alosa pseudoharengus) and rainbow smelt (Osmerus mordax) provided evidence that H. anomala were a common prey item. Night surveys and gill netting confirmed O. mordax preferred foraging on the cobbles (p < .05) and consumed more H. anomala than at the reference site (p < .05). H. anomala comprised a significant portion of the diets of young-of-the-year (YOY) yellow perch (Perca flavescens), YOY largemouth bass (Micropterus salmoides), and juvenile rock bass (Ambloplites rupestris) caught on the breakwater. The natural features’ construction on the breakwater increased the available habitat for this benthopelagic macroinvertebrate and created a novel ecosystem benefiting forage fish and a nursery habitat benefiting nearshore game fish juveniles. These data will encourage the application of EWN concepts during structural repairs at other built navigation infrastructure.
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Podoski, Jessica H., and Thomas D. Smith. Kaumalapau Harbor, Hawaii, Breakwater Repair. Fort Belvoir, VA: Defense Technical Information Center, May 2012. http://dx.doi.org/10.21236/ada561694.

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Myrick, Glenn B., Jeffrey A. Melby, and Elizabeth C. Burg. Periodic Inspections of Cleveland Harbor East Breakwater, Ohio, and Burns Harbor North Breakwater, Indiana. Fort Belvoir, VA: Defense Technical Information Center, May 2015. http://dx.doi.org/10.21236/ada618153.

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4

Fredette, Thomas J., Richard J. Ruby, Paul Bijhouwer, Burton C. Suedel, Michael Guilfoyle, Marleen Kromer, and Karen Adair. Ashtabula Breakwater Common Tern (Sterna Hirundo) Nesting. Fort Belvoir, VA: Defense Technical Information Center, May 2016. http://dx.doi.org/10.21236/ada631960.

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Briggs, Michael J. Performance Characteristics of a Rapidly Installed Breakwater System. Fort Belvoir, VA: Defense Technical Information Center, July 2001. http://dx.doi.org/10.21236/ada395987.

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6

Chu, Yen-Hsi, and Thomas Martin. Beach Response to the Redington Shores Florida Breakwater. Fort Belvoir, VA: Defense Technical Information Center, September 1992. http://dx.doi.org/10.21236/ada256157.

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Ward, Donald L., and Willie G. Dubose. Physical Model Study of Breakwater Stability, Kodiak, Alaska. Fort Belvoir, VA: Defense Technical Information Center, May 1996. http://dx.doi.org/10.21236/ada310449.

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Bottin, Robert R., and Alan C. Jeffries. Periodic Inspection of St. Paul Harbor Breakwater, Alaska. Fort Belvoir, VA: Defense Technical Information Center, February 2001. http://dx.doi.org/10.21236/ada392303.

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9

Rosati, Julie, and Clifford L. Truitt. An Alternative Design Approach for Detached Breakwater Projects. Fort Belvoir, VA: Defense Technical Information Center, September 1990. http://dx.doi.org/10.21236/ada227137.

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Pope, Joan, Robert R. Bottin, Rowen Jr., and Darlene. Monitoring of East Breakwater Rehabilitation at Cleveland Harbor, Ohio. Fort Belvoir, VA: Defense Technical Information Center, July 1993. http://dx.doi.org/10.21236/ada267916.

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