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1
Vanlishout, Valérie, Henk Jan Verhagen, and Peter Troch. "OBLIQUE WAVE TRANSMISSION THROUGH ROUGH IMPERMEABLE RUBBLE MOUND SUBMERGED BREAWATERS." Coastal Engineering Proceedings 1, no. 32 (2011): 22. http://dx.doi.org/10.9753/icce.v32.waves.22.
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There is a growing interest in the application of submerged rubble mound breakwaters as coastal defence structures. As their defensive ability highly depends on the amount of wave energy remaining at their lee side, the accurate prediction of the energy in the lee of such structures is of utmost importance. Past experiments have shown that the behaviour of rough permeable rubble mound structures under oblique wave attack was found to be significantly different from that of smooth impermeable low crested structures. This behavioural difference has led to the research objective of this present study which is to investigate oblique wave transmission by rough impermeable rubble mound submerged breakwaters using 3D physical model tests. This study intentionally uncouples two parameters, being the permeability of the core and the roughness of the breakwater. Analysing the data of this study shows that the permeability of the core has no visible influence on the structure's behaviour with respect to the influence of oblique wave attack. The fully permeable rough rubble mound breakwater behaves analogous to the fully impermeable rough rubble mound breakwater.
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MacIntosh, K. J., and W. F. Baird. "PROTOTYPE EXPERIENCE WITH RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 20 (1986): 153. http://dx.doi.org/10.9753/icce.v20.153.
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At the 19th ICE Conference in Houston in 1984 an alternative concept for the design of rubble mound breakwaters was introduced. This concept has the objective of providing a least cost structure by optimizing the use of locally available materials and utilizing simple construction procedures. Contractors' bids demonstrated that significant cost savings could be achieved, when compared to the cost of traditional designs. Considerable prototype experience has now been obtained with this concept of breakwaters. Breakwaters have been built using the concept in Canada, the United States, and Iceland since 1984 and have been subjected to storms and ice action. Prototype observations have supported the performance predicted during the design process. In this paper surveys of a breakwater taken after construction and after storm action are presented. In addition to wave action, this breakwater has also been subjected to extensive ice action. The response of the breakwater has been monitored and observed and is discussed.
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Didier, Eric, and Paulo Roberto de Freitas Teixeira. "Performance of an Oscillating Water Column Wave Energy Converter Integrated with Three Types of Harbor Protection Structures." Defect and Diffusion Forum 427 (July 14, 2023): 63–73. http://dx.doi.org/10.4028/p-bl5v8v.
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Oscillating water column (OWC) wave energy converters can be integrated in harbor protection structures, such as vertical, rubble mound and piled breakwaters. The interaction between the incident wave and the structure, in which the OWC device is integrated, is significantly different, since the structure of the vertical breakwater is impermeable, while that of the rubble mound breakwater is porous. The performance of the OWC device for the three configurations is analyzed for a range of wave periods from 6 to 12 s and a wave height of 1 m. The OWC device integrated into the vertical breakwater shows the best performance (maximum mean pneumatic power of 70 kW), and the mean pneumatic power is globally 3 % higher than that of the OWC device integrated into the rubble mound breakwater (maximum mean pneumatic power of 67.4 kW). The performance of the OWC device integrated into the piled breakwater shows a similar trend to the OWC device integrated into the vertical breakwater for wave periods lower than 9 s, but it has a significant loss of performance for higher wave periods.
4
Yamamoto, Masato, Kazumasa Mizumura, Taiji Endo, and Naofumi Shiraishi. "RELIABILITY BASED DESIGN OF RUBBLE-MOUND BREAKWATER." Coastal Engineering Proceedings 1, no. 21 (1988): 153. http://dx.doi.org/10.9753/icce.v21.153.
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The object of this present research is to study probabilistic design of armor blocks protecting composite breakwaters and to produce optimum design methodology for S-shaped breakwaters in terms of failure probability and construction cost. Failure probability in the vicinity of the still water level is greatest in the case of uniform sloped breakwaters. Therefore,S-shaped breakwaters of which the slope near the still water level is milder have a reduced risk of damage compared to uniform sloped ones. The optimum design index presents good economics and reliability in rubble-mound breakwater design.
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Humairah, Maratus Khasanah, Sugeng Widada, and Rikha Widiaratih. "SIMULASI MODEL FISIK EFEKTIVITAS PEMECAH GELOMBANG TETRAPOD DAN DOLOS." JURNAL TEKNIK HIDRAULIK 13, no. 1 (2022): 17–26. http://dx.doi.org/10.32679/jth.v13i1.660.
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In order to create calm ocean water, breakwater is essential for reducing wave energy. Rubble-mound breakwater with tetrapod and dolosse armor can be a solution in reducing ocean wave energy. This research aims to understand the effectiveness of rubble-mound tetrapod and dolosse breakwater in reducing wave energy with sea level condition variation in a laboratory. The method of this research is an experimental method that uses a breakwater physical model with various scenarios. Testing scenarios are determined based on water depth, wave period (T), and armour structure. The results of this research showed that rubble-mound tetrapod breakwater is the most effective breakwater with an average reducing percentage of 86.7%. Rubble- mound tetrapod and dolosse breakwater physical model have high effectiveness because they are built by rubble mound structure that forms a sloping side. These structures are effective in reducing wave energy because the waves get in between rock slits. So, the wave energy reduces when it passes through the breakwater. This research can give some information and analysis in planning a breakwater effectively and efficiently in the ocean.Keywords: breakwater physical model, tetrapod, dolosse, wave energy
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Kaplan, Kenneth, and Henry E. Pape. "DESIGN OF BREAKWATERS." Coastal Engineering Proceedings 1, no. 1 (2010): 24. http://dx.doi.org/10.9753/icce.v1.24.
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As the name implies, a breakwater is a barrier constructed to break up and disperse heavy seas, to shield the interior waters of a harbor from winds and waves, and to provide shelter and protection for ships, shipping facilities, and other harbor improvements. Breakwaters are structures used to improve a naturally protected (sheltered) harbor or to create a sheltered harbor at locations required for shipping, refuge, recreation, etc. Breakwaters may be roughly divided into two main groups, the vertical-wall type and the rubble-mound type. A possible third group, the composite type, consists of the wall-type placed upon a rubble-mound foundation. Since the experience of the San Francisco District, Corps of Engineers, has been limited to the construction of rubble-mound breakwaters and jetties in as much as practically all breakwaters on the Pacific Coast are of rubble-mound construction, the second half of this paper has been limited to the consideration of this type of structure. The first half of the paper discusses general subjects (choice of location and type of breakwater, etc.) relevant to both types. Until recently, the design and construction of breakwaters was largely an empirical "art" based mainly on the designer's observations of the performance of previously constructed breakwaters. Great latitude was given personal discretion and judgment, since those factors which might influence or standardize design were little understood.
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Burger, W., H. Oumeraci, and H. W. Partenscky. "CEOHYDRAULIC INVESTIGATIONS OF RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 21 (1988): 166. http://dx.doi.org/10.9753/icce.v21.166.
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Due to the increase of ship sizes in recent decades a number of harbours and terminals have been built in deeper waters. Accordingly, the structures which have to provide protection against wave action become higher, too. In most cases, these protective structures are of the rubble mound type. Under such conditions the flow induced by waves within the breakwater and the related geotechnical behaviour of the rubble mound fill become more significant fcr the overall stability and should be considered in the design. In addition, it is known that the scales usually adopted in hydraulic models (1:30 to 1:60) for investigating the stability of large rubble mound breakwaters generally lead to scale effects with respect to the flow field inside the breakwater. This means that small-scale model tests are not appropriate for investigating the internal flow patterns or for evaluating the pore pressure field induced by the incident waves in,the core material. because of the uncontrolled conditions in the prototype, and since the actual permeability of the prototype rubble mound fill cannot be predicted (segregation, settlement, variation in grading, etc.), the use of large-scale physical models seems to be the most promising method for basic investigations of this kind. Moreover, the results of such largescale model tests may be used to validate the usual smaller scale models and to calibrate numerical models. Therefore, it is one of the objectives of our research programme on rubble mound breakwaters, which started in 1987, to concentrate on the evaluation of the wave-induced flow and pore pressure distribution within the breakwater.
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Vicinanza, Diego, D. Stagonas, G. Müller, J. H. Nørgaard, and T. L. Andersen. "INNOVATIVE BREAKWATERS DESIGN FOR WAVE ENERGY CONVERSION." Coastal Engineering Proceedings 1, no. 33 (2012): 1. http://dx.doi.org/10.9753/icce.v33.structures.1.
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This paper intends contributing to an economically and environmentally sustainable development of coastal infrastructures by investigating the possibility of combining together breakwaters and Wave Energy Converters (WEC). The latter change the wave energy to electricity, which may serve both the rubble mound breakwaters and seawalls related activity and the energy demand of small human communities. Wave loadings and overtopping on a seawall and rubble mound breakwater with front reservoir are discussed on the basis of physical 2-D model tests carried out at University of Southampton (UK) and Aalborg University (DK).
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Lee, Cheol-Eung. "Simplified Method for Estimation of Mean Residual Life of Rubble-mound Breakwaters." Journal of Korean Society of Coastal and Ocean Engineers 34, no. 2 (2022): 37–45. http://dx.doi.org/10.9765/kscoe.2022.34.2.37.
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A simplified model using the lifetime distribution has been presented to estimate the Mean Residual Life (MRL) of rubble-mound breakwaters, which is not like a stochastic process model based on time-dependent history data to the cumulative damage progress of rubble-mound breakwaters. The parameters involved in the lifetime distribution can be easily estimated by using the upper and lower limits of lifetime and their likelihood that made a judgement by several experts taking account of the initial design lifetime, the past sequences of loads, and others. The simplified model presented in this paper has been applied to the rubble-mound breakwater with TTP armor layer. Wiener Process (WP)-based stochastic model also has been applied together with Monte-Carlo Simulation (MCS) technique to the breakwater of the same condition having time-dependent cumulative damage to TTP armor layer. From the comparison of lifetime distribution obtained from each models including Mean Time To Failure (MTTF), it has found that the lifetime distributions of rubble-mound breakwater can be very satisfactorily fitted by log-normal distribution for all types of cumulative damage progresses, such as exponential, linear, and logarithmic deterioration which are feasible in the real situations. Finally, the MRL of rubble-mound breakwaters estimated by the simplified model presented in this paper have been compared with those by WP stochastic process. It can be shown that results of the presented simplified model have been identical with those of WP stochastic process until any ages in the range of MTT F regardless of the deterioration types. However, a little of differences have been seen at the ages in the neighborhood of MTTF, specially, for the linear and logarithmic deterioration of cumulative damages. For the accurate estimation of MRL of harbor structures, it may be desirable that the stochastic processes should be used to consider properly time-dependent uncertainties of damage deterioration. Nevertheless, the simplified model presented in this paper can be useful in the building of the MRL-based preventive maintenance planning for several kinds of harbor structures, because of which is not needed timedependent history data about the damage deterioration of structures as mentioned above.
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Lemos, Rute, João A. Santos, and Conceição J. E. M. Fortes. "Damage Evolution Prediction during 2D Scale-Model Tests of a Rubble-Mound Breakwater: A Case Study of Ericeira’s Breakwater." Modelling 4, no. 1 (2022): 1–18. http://dx.doi.org/10.3390/modelling4010001.
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Melby presents a formula to predict damage evolution in rubble-mound breakwaters whose armour layer is made of rock, based on the erosion measured in scale-model tests and the characteristics of the incident sea waves in such tests. However, this formula is only valid for armour layers made of rock and for the range of tested sea states. The present work aims to show how the Melby methodology can be used to establish a similar formula for the armour layer damage evolution in a rubble-mound breakwater where tetrapods are employed. For that, a long-duration test series is conducted with a 1:50 scale model of the quay section of the Ericeira Harbour breakwater. The eroded volume of the armour layer was measured using a Kinect position sensor. The damage parameter values measured in the experiments are lower than those predicted by the formulation for rock armour layers. New and coefficients for the Melby formula for the tested armour layer were established based on the minimum root mean square error between the measured and the predicted damage. This work shows also that it is possible to assess the damage evolution in scale-model tests with rubble-mound breakwaters by computing the eroded volume and subsequently, the dimensionless damage parameter based on the equivalent removed armour units.
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Navid Joushideh, Sara Shomal Zadeh, Behrokh Bahrami, and Nasim Shakouri Mahmoudabadi. "Pseudo-static slope stability analysis and numerical settlement assessment of rubble mound breakwater under hydrodynamic conditions." World Journal of Advanced Research and Reviews 19, no. 2 (2023): 273–87. http://dx.doi.org/10.30574/wjarr.2023.19.2.1542.
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This research focuses on the slope stability analysis of rubble mound breakwaters using the Bishop method, with a specific application to the Chamkhaleh Port in the Caspian Sea region. The study emphasizes the criticality of slope stability in coastal engineering to protect shorelines from erosion and damage caused by waves and currents. The Bishop method is employed in the analysis, allowing a comprehensive assessment of breakwater stability by considering soil properties, slope geometry, and external forces. Sensitivity analysis is conducted to evaluate the impact of various parameters on breakwater stability, enabling optimization of the design and identification of potential failure mechanisms. Additionally, the research addresses numerical settlement analysis using the finite element method. The finite element method proves effective in handling complex geometries and boundary conditions, accurately capturing deformational changes caused by breakwater construction under short-term and long-term conditions. The settlement analysis results indicate acceptable maximum settlements within the project area. To ensure the reliability of the breakwater, geotechnical investigations are conducted to determine the minimum channel slope and allowable distance from the breakwater edge, crucial parameters for achieving acceptable static and pseudo-static safety coefficients. The breakwater's overall stability is assessed, and the factor of safety is quantified to evaluate the probability of slope failure and associated risks. The findings demonstrate the satisfactory stability and settlement performance of the Chamkhaleh breakwater project, affirming its effectiveness in providing coastal protection for the port.
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Banijamali, Babak, and Morteza Banijamali. "BASIC DESIGN OF THE PARS PETROCHEMICAL PORT BREAKWATERS WITHIN A REGION OF DEEP WATER AND HIGH SEISMIC ACTIVITY." Coastal Engineering Proceedings 1, no. 32 (2011): 36. http://dx.doi.org/10.9753/icce.v32.structures.36.
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This article addresses certain notable breakwater design aspects for the rare case of the Pars Petrochemical Port, where fairly slender rubble-mound breakwaters are located in water depths exceeding 32 meters within a seismically active zone. Due to the cryogenic cargo pipe-racks being placed atop breakwater crests, the design process has had to be concerned with seismic risks where the stability and deformations of breakwaters during earthquakes are important enough to govern the overall design as well as the more conventional hydraulic and geotechnical considerations. Moreover, some construction related issues pertinent to this fast-track project and the use of dredged material in the breakwater core are also discussed.
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Morabit, Abdelmajid, and Abdelouafi El Ghoulbzouri. "Impact of Rear Slope Variation on Rubble Mound Breakwater Stability Under Seismic Loading." Civil Engineering Journal 10 (August 12, 2024): 115–35. http://dx.doi.org/10.28991/cej-sp2024-010-08.
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This study aims to enhance the seismic stability of rubble mound breakwaters, crucial maritime structures, by examining how variations in the rear slope angle affect their response to seismic loads. Utilizing the Plaxis 2D software, a finite element method was employed to simulate the behavior of a conventional rubble mound breakwater under different seismic conditions. The analysis considered three different rear slope angles and subjected each to various seismic loads characterized by differing amplitudes and frequencies. Our findings indicate that the rear slope inclination significantly influences the seismic response of the breakwaters, notably affecting the displacements and deformations within the structure. The most optimal angle of inclination was identified, which minimized the seismic-induced deformations, thereby potentially improving the structural integrity and longevity of these maritime defenses. This investigation not only provides valuable insights into the design of more resilient maritime structures but also introduces an approach to optimize breakwater design for better performance under seismic conditions, marking a notable improvement in the field of maritime engineering. Doi: 10.28991/CEJ-SP2024-010-08 Full Text: PDF
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Nørgaard, Jørgen Quvang Harck, Lars Vabbersgaard Andersen, Thomas Lykke Andersen, and Hans F. Burcharth. "DISPLACEMENT OF MONOLITHIC RUBBLE-MOUND BREAKWATER CROWN-WALLS." Coastal Engineering Proceedings 1, no. 33 (2012): 7. http://dx.doi.org/10.9753/icce.v33.structures.7.
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This paper evaluates the validity of a simple one-dimensional dynamic analysis as well as a Finite-Element model to determine the sliding of a rubble-mound breakwater crown-wall. The evaluation is based on a case example with real wave load time-series and displacements measured from two-dimensional physical model tests. The outcome is a more reliable evaluation of the applicability of simple dynamic calculations for the estimation of displacement of rubble-mound superstructures. The case example clearly demonstrates that a simplified one-dimensional sliding model provides a safe estimate of the accumulated sliding distance of crown-wall superstructures, which is in contrast to findings from previous similar studies on caisson breakwaters. The calculated sliding distance is approximately three times larger than the measured one when using the original one-dimensional model suggested in previous studies on caisson breakwaters, but correction terms are suggested in the present paper to obtain almost equal measured and estimated displacements. This is of great practical importance since many existing rubble-mound crown-walls are subjected to increasing wave loads due to rising sea water level from climate changes. Reliable and safe estimates are needed to determine whether displacements of crown wall superstructures during extreme situations would be acceptable or whether they lead to total failure of the structures.
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Wei, Xianglong, Huaixiang Liu, Xiaojian She, Yongjun Lu, Xingnian Liu, and Siping Mo. "Stability Assessment of Rubble Mound Breakwaters Using Extreme Learning Machine Models." Journal of Marine Science and Engineering 7, no. 9 (2019): 312. http://dx.doi.org/10.3390/jmse7090312.
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The stability number of a breakwater can determine the armor unit’s weight, which is an important parameter in the breakwater design process. In this paper, a novel and simple machine learning approach is proposed to evaluate the stability of rubble-mound breakwaters by using Extreme Learning Machine (ELM) models. The data-driven stability assessment models were built based on a small size of training samples with a simple establishment procedure. By comparing them with other approaches, the simulation results showed that the proposed models had good assessment performances. The least user intervention and the good generalization ability could be seen as the advantages of using the stability assessment models.
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Aminti, Pierliugi, and Leopoldo Franco. "WAVE OVERTOPPING ON RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 21 (1988): 57. http://dx.doi.org/10.9753/icce.v21.57.
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The paper gives the results of an extensive series of hydraulic model tests carried out in a random wave flume, in order to study the effects on wave overtopping of the main geometric parameters of a typical rubble mound breakwater with crown wall. The results have been compared with those from other studies and analyzed with different methods. Generalized design diagrams and formulae for the prediction of overtopping discharges are finally given for a large number of popular breakwater configurations.
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Puente, I., R. Lindenbergh, H. González-Jorge, and P. Arias. "Terrestrial laser scanning for geometry extraction and change monitoring of rubble mound breakwaters." ISPRS Annals of Photogrammetry, Remote Sensing and Spatial Information Sciences II-5 (May 28, 2014): 289–95. http://dx.doi.org/10.5194/isprsannals-ii-5-289-2014.
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Rubble mound breakwaters are coastal defense structures that protect harbors and beaches from the impacts of both littoral drift and storm waves. They occasionally break, leading to catastrophic damage to surrounding human populations and resulting in huge economic and environmental losses. Ensuring their stability is considered to be of vital importance and the major reason for setting up breakwater monitoring systems. Terrestrial laser scanning has been recognized as a monitoring technique of existing infrastructures. Its capability for measuring large amounts of accurate points in a short period of time is also well proven. In this paper we first introduce a method for the automatic extraction of face geometry of concrete cubic blocks, as typically used in breakwaters. Point clouds are segmented based on their orientation and location. Then we compare corresponding cuboids of three co-registered point clouds to estimate their transformation parameters over time. The first method is demonstrated on scan data from the Baiona breakwater (Spain) while the change detection is demonstrated on repeated scan data of concrete bricks, where the changing scenario was simulated. The application of the presented methodology has verified its effectiveness for outlining the 3D breakwater units and analyzing their changes at the millimeter level. Breakwater management activities could benefit from this initial version of the method in order to improve their productivity.
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Hall, Kevin R. "Aeration in Rubble‐Mound Breakwater Models." Journal of Waterway, Port, Coastal, and Ocean Engineering 116, no. 3 (1990): 400–405. http://dx.doi.org/10.1061/(asce)0733-950x(1990)116:3(400).
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Yuksel, Yalcin, Marcel van Gent, Esin Cevik, et al. "STABILITY OF HIGH DENSITY CUBES IN RUBBLE MOUND BREAKWATERS." Coastal Engineering Proceedings, no. 36v (December 28, 2020): 4. http://dx.doi.org/10.9753/icce.v36v.structures.4.
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The stability number for rubble mound breakwaters is a function of several parameters and depends on unit shape, placing method, slope angle, relative density, etc. In this study two different densities for cubes in breakwater armour layers were tested to determine the influence of the density on the stability. The experimental results show that the stability of high density blocks were found to be more stable and the damage initiation for high density blocks started at higher stability numbers compared to normal density cubes.
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Cho, Yong Jun. "Numerical Analysis of Modified Bed-profiles due to the Presence of a Rubble Mound Breakwater using Physics-Based Morphology Model[SeoulFoam]." Korea Society of Coastal Disaster Prevention 8, no. 3 (2021): 151–63. http://dx.doi.org/10.20481/kscdp.2021.8.3.151.
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Among the many scouring-protection works near a rubble mound breakwater, stacking armoring rocks in multiple or single layers are most popular. The rationale of these scouring-protection works is based on the Equilibrium regime or the maximum scouring depth. However, considering natural beaches, which constantly change their shape according to sea waves conditions, the equilibrium regime or the maximum scouring depth mentioned above seems to foot on the fragile physical background. In this study, in order to test the above hypothesis, numerical simulations were carried out on the partial reflection from the slopes of rubble mound breakwater, and its ensuing standing waves formed in the front seas of a breakwater, the change in the bed profiles due to the formation of standing waves, and scouring depth at the base of a rubble mound breakwater. In doing so, numerical simulations were implemented using OlaFoam, an OpenFoam-based toolbox, and SeoulFoam (Cho, 2020), a physics-based morphology model. Numerical results show that the wave length of sand waves is closely linked with the incoming wave period, while amplitudes of sand waves are determined by incoming wave height. Moreover, the seabed profiles underwent significant changes due to the presence of a rubble mound breakwater. It was shown that the size of sand waves increased when compared before the installation, and the shape of sand waves is getting skewed toward the shore direction. It was also shown that as exposure time to standing waves increased, the amplitude of sand waves also increased, and the scouring depth near the base of a breakwater increased. These results are contrary to the Equilibrium regime, and the scouring prevention works based on the stacking of armoring rocks should be re-evaluated.
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Lee, Jong-In, Geum Yong Lee, and Young-Taek Kim. "Horizontal Wave Pressures on the Crown Wall of Rubble Mound Breakwater under Non-Breaking Condition." Journal of Korean Society of Coastal and Ocean Engineers 33, no. 6 (2021): 321–32. http://dx.doi.org/10.9765/kscoe.2021.33.6.321.
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The crown wall with parapet on top of the rubble mound breakwater represents a relatively economic and efficient solution to reduce the wave overtopping discharge. However, the inclusion of parapet leads to increased wave pressure on the crown wall. The wave pressure on the crown wall is investigated by physical model test. To design the crown wall the wave loads should be available, and the horizontal wave pressure is still unclear. Regarding to the horizontal wave pressure on the crown wall, a series of experiments were conducted by changing the rubble mound type structure and the wave conditions. Based on these results, pressure modification factors of Goda’s (1974, 2010) formula have been suggested, which can be applicable for the practical design of the crown wall of the rubble-mound breakwater covered by tetrapods.
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Burcharth, H. F., and Peter Frigaard. "ON 3-DIMENSIONAL STABILITY OF RESHAPING BREAKWATERS." Coastal Engineering Proceedings 1, no. 21 (1988): 169. http://dx.doi.org/10.9753/icce.v21.169.
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The paper deals with the 3-dimensional stability of the type of rubble mound breakwaters where reshaping of the mound due to wave action is foreseen in the design. Such breakwaters are commonly named sacrificial types and berm types. The latter is due to the relatively large volume of armour stones placed in a seaward berm. However, as also conventional armoured breakwaters sometimes do contain a berm it is assumed that a better and more ambiguous designation would be "reshaping" mound breakwaters. The principle of reshaping breakwaters is to use relatively fine rock material which will then be eroded to S-shape profiles if sufficient amount of material is provided, Fig. 1. This type of breakwater can be constructed and maintained without the use of expensive specialized equipment. For a detailed discussion see Baird et al., 1984.
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Scott, R. D., D. J. Turcke, and W. F. Baird. "A device for measuring forces in a rubble-mound breakwater." Canadian Journal of Civil Engineering 16, no. 6 (1989): 886–94. http://dx.doi.org/10.1139/l89-131.
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An improved instrumentation scheme has been designed and tested for measuring the generalized forces occurring within armour units in a physical model of a breakwater subjected to wave action. The fundamental change is centered around the concept of a load cell. Compared with previous devices developed by the authors, this new unit has improved sensitivity, full protection from all environmental influences, and a wider range of applicability. These improvements were substantiated by a number of static and hydraulic tests. Key words: breakwaters, armour, model, analysis, instrumentation.
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De Carvalho, Jose Joaquim Reis, and Daniel Vera-Cruz. "ON THE STABILITY OF RUBBLE-MOUND BREAKWATERS Jose Joaquim." Coastal Engineering Proceedings 1, no. 7 (2011): 34. http://dx.doi.org/10.9753/icce.v7.34.
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Until the beginning of the second quarter of the present century, characteristics of rubble-mound breakwaters were determined by entirely empirical methods, although harbour engineers had been deal ing with this problem for man;> centuries. As a rule, designers merely compared the case under study with existing structures, prescribing sturdier breakwaters when those located in shores with a similar exposure had not withstood the most violent storms acting on them. The first empirical formula for breakwater design did not appear before 1933, but this and other similar formulas did not go beyond ordering and reducing the use of arbitrary methods in the choice of the elements making up the breakwater slopes more directly subjected to wave action; no sensible progress resulting there? From for the design methods of these structures.lt can even be stated that, due to the use of Iribarren's formula - the most widely used in Europe - which leads to the utilization of too heavy blocks placed in steep slopes (about ^/3)» a tendency began to be observed in designers, towards a considerable reduction of these slopes. Such a situation which, bearing in mind the knowledge available until about 10 years ago, was perfectly admissible, has been subjected to considerable changes thanks to: 1) the enormous advances achieved in the theoretical field, which placed our knowledge on the majority of Maritime Hydraulics subjects on a satisfactory level; 2) the invaluable help of small scale model tests, and3) our improved knowledge on natural phenomena which makes possible a comparatively satisfactory estimate of the characteristics of the waves to be anticipated at any point of the coast*We have merely to persevere along the route followed in the latter years in order to determine more accurate values fir the coefficients of the available formulas, representing the results obtained by means of graphs and tables, resorting for that purpose both to model tests and to a careful observation of the behaviour of completed structures throughout the world, above all those which underwent damages. On the other hand efforts should not be spared in concentrated attempts to discover new formulas as phenomena are, no doubt much too complex in the destruction of a breakwater to allow of a single satisfactory scheaetization. It should be borne in mind that, in spite of the laboratory tests recently carried out, our knowledges is limited to the area directly affected by the wave breaking and so a total knowledge of the stability of rubble-mound breakwaters lies still a long way ahead.
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Baird, William F., D. D. Davidson, Billy Edge, Orville T. Magoon, Charles I. Rauw, and Donald Treadwell. "DESIGN AND CONSTRUCTION OF BERM TYPE BREAKWATERS." Coastal Engineering Proceedings 1, no. 21 (1988): 178. http://dx.doi.org/10.9753/icce.v21.178.
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The standard design for a rubble-mound breakwater as reported in recent text books and manuals has consisted of a core of rubble quarry-run that is protected from wave action by two layers of relatively large quarried stone or concrete units. Filter layers of intermediate size stone are recommended beneath the armour layer to prevent loss of the core material through the armour. The pioneering work of Hudson provides coefficients for a formula that allowed widespread use of this design concept throughout the world. A breakwater of this form tends to require the smallest volume of stone; however, it may not represent the least cost structure for a specific location because of the cost and availability of local materials. Recently, design engineers and hydraulic laboratories have given considerable attention to alternative forms of rubble mound structures. The objective of this work has been to minimize cost while maintaining the same or improved level of stability when the breakwater is subjected to extreme wave conditions. Principally, emphasis has been given to the utilization of locally available quarried stone and to maximizing the use of the full yield of a local quarry. This has required the design of breakwaters using smaller armour stone and a wider range of sizes than was used in the more conventional breakwater. These designs have also given consideration to the realities of construction and the limitation of construction equipment on the assumption that cost savings will be achieved with relatively simple construction methods. Clearly the use of smaller armour stones requires a change in other properties or characteristics of the armour layer, compared to a conventional design, in order to achieve the same stability. The principal characteristics of a berm breakwater are the high permeability of the armour-layer and the significantly larger volume of armour. Berm breakwaters generally consist of a relatively large and permeable mass of armour stone (of smaller size than required for a conventional design).
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Williamson, Derek C., and Kevin R. Hall. "Prediction of external wave pressures on a rubble mound breakwater." Canadian Journal of Civil Engineering 19, no. 4 (1992): 639–48. http://dx.doi.org/10.1139/l92-073.
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The external pressures on the front face of a rubble mound breakwater resulting from wave attack are examined in this paper. This is done through extensive model tests employing regular waves up to 30 cm in height, on a conventionally designed breakwater with front slopes of 1:1.5, 1:2, and 1:3. The measured pressures are examined based on their relationship to a number of different parameters, including wave steepness, wave height, wave period, breakwater front slope, core permeability, and elevation on the breakwater relative to the still water level. The average differential pressure, the maximum recorded differential pressure, the average minimum pressure, and the pressure rise and fall times are investigated, producing a regression equation for each case based on a number of independent variables. The regression equations demonstrate the great effect of the elevation on the breakwater, and often wave steepness; the much lesser effect attributed to the breakwater front slope; and the minimal effect that the core permeability has on most of the components describing the external pressures measured on a breakwater under wave attack. Key words: breakwater, rubble, pressure, external, prediction.
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Galiatsatou, Panagiota, Christos Makris, and Panayotis Prinos. "Optimized Reliability Based Upgrading of Rubble Mound Breakwaters in a Changing Climate." Journal of Marine Science and Engineering 6, no. 3 (2018): 92. http://dx.doi.org/10.3390/jmse6030092.
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The present work aims at presenting an approach on implementing appropriate mitigation measures for the upgrade of rubble mound breakwaters protecting harbors and/or marinas against increasing future marine hazards and related escalating exposure to downtime risks. This approach is based on the reliability analysis of the studied structure coupled with economic optimization techniques. It includes the construction of probability distribution functions for all the stochastic variables of the marine climate (waves, storm surges, and sea level rise) for present and future conditions, the suggestion of different mitigation options for upgrading, the construction of a fault tree providing a logical succession of all events that lead to port downtime for each alternative mitigation option, and conclusively, the testing of a large number of possible alternative geometries for each option. A single solution is selected from the total sample of acceptable geometries for each upgrading concept that satisfy a probabilistic constraint in order to minimize the total costs of protection. The upgrading options considered in the present work include the construction or enhancement of a crown wall on the breakwater crest, the addition of the third layer of rocks above the primary armor layer of the breakwater (combined with crest elements), the attachment of a berm on the primary armor layer, and the construction of a detached low-crested structure in front of the breakwater. The proposed methodology is applied to an indicative rubble mound breakwater with an existing superstructure. The construction of a berm on the existing primary armor layer of the studied breakwater (port of Deauville, France), seems to be advantageous in terms of optimized total costs compared to other mitigation options.
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Leone, Elisa, Alberica Brancasi, Francesco Ciardulli, et al. "ON WAVE TRANSMISSION AT SUBMERGED RUBBLE-MOUND BREAKWATERS WITH LARGE TIDAL RANGE." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 47. http://dx.doi.org/10.9753/icce.v37.papers.47.
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The present paper provides the results of an experimental and numerical investigation on a submerged rubble-mound breakwater with the aim to study its performance in terms of wave transmission in condition of large tidal range. The experimental investigation has been conducted at the EUMER laboratory of the University of Salento. In the 2D wave flume, a small-scale physical model of a submerged breakwater has been constructed and exposed to different wave conditions and water levels. The experimental observations have been used to calibrate the numerical model CSHORE and to investigate the fraction of the different energy dissipative contributions due to wave breaking, to bottom friction and to porous mound. Additional tests have been numerically conducted to cover a wider range of wave conditions and water levels, allowing to better evaluate the behavior of the submerged rubble-mound breakwater in condition of large tidal range.
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Verhaeghe, Hadewych, Luc Van Damme, Jan Goemaere, Evy Boone, and Julien De Rouck. "SETTLEMENT MEASUREMENTS OPTIMISING CONSTRUCTION OF A BREAKWATER ON SOFT SOIL." Coastal Engineering Proceedings 1, no. 33 (2012): 87. http://dx.doi.org/10.9753/icce.v33.structures.87.
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The need of an improved harbour access resulted into the construction of two new rubble mound breakwaters in Ostend, Belgium (Verhaeghe et al., 2010). Extensive soil investigation during the design phase of the breakwaters showed that the most northern part of the western breakwater is located in a zone containing a thick upper layer of soft material. To deal with the bad soil characteristics, a very strong geotextile was used to serve as a kind of armouring of the breakwater. An extensive analysis was carried out to determine how fast construction could go on, avoiding overall geotechnical failing, and to determine the settlements to be expected. During construction of the western breakwater, extensive settlement measurements were performed. This paper describes the settlement calculations performed with Plaxis2D versus the settlement measurements performed on site, leading to an optimised phasing of the construction works.
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Kamath, Arun, Athul Sasikumar, and Hans Bihs. "NUMERICAL STUDY OF WAVE INTERACTION WITH A SUBMERGED POROUS BREAKWATER IN COMBINATION WITH A FLOATING BREAKWATER." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 38. http://dx.doi.org/10.9753/icce.v36.waves.38.
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Conventional emerged rubble mound breakwaters are commonly built to protect ports and marinas from direct wave action. With increased high-valued developments in the coastal region, engineers have to design innovative coastal protection structures that can provide adequate harbor tranquility with minimum visual impact. One such solution is the combination of a submerged breakwater with a floating breakwater. In this paper, the open-source CFD model REEF3D (Bihs et al. 2016) is used to simulate wave interaction with a submerged porous breakwater with a floating breakwater on the lee side. The wave interaction with the submerged porous breakwater is validated by comparison with experimental data from Hieu and Tanimoto (2006). The validated model is then used to simulate the wave interaction with a combination of the submerged breakwater and the floating breakwater. The transmission coefficient across the combination is calculated to be about 12.5%, demonstrating the possibility to provide harbor tranquility with minimum visual impact.
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Bali, Meysam, Amir Etemad-Shahidi, and Marcel R. A. van Gent. "STABILITY OF RUBBLE MOUND STRUCTURES UNDER OBLIQUE WAVE ATTACK." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 4. http://dx.doi.org/10.9753/icce.v37.structures.4.
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Stability formulae for armour layers of rubble mound breakwaters are generally developed for perpendicular wave attack and do not include effects of oblique waves. Waves usually attack breakwater obliquely as the sea wave is three dimensional. Several studies have been performed to investigate the effect of wave angle (beta) on the armor stability. Galland (1994), Yu et al. (2002), Wolters and Van Gent (2010) and van Gent (2014) performed laboratory experiments to consider effects of oblique waves on the stability of armour layers. They performed tests with long-crested and/or short-crested waves on rock and concrete armours. The aim of this study is to find an appropriate and compatible reduction factor for EBV stability formulae.
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Pereira, Eric Joseph, Hee Min Teh, Lachmi Sri Manoharan, and Chai Heng Lim. "Design Optimization of a Porous Box-Type Breakwater Subjected to Regular Waves." MATEC Web of Conferences 203 (2018): 01018. http://dx.doi.org/10.1051/matecconf/201820301018.
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Breakwaters are used to suppress the energy of waves for providing shelter to coastal and offshore facilities. Very often, the conventional rubble mound breakwaters result in high construction cost and several environmental problems, such as water contamination and wave amplification in front of the structures due to severe wave reflection. One way to alleviate the above-mentioned problem is to appropriately increase the porosity of the breakwaters. This paper aims at developing the optimum design of a porous box-type breakwater comprising multiple scrapped pipelines via physical modelling approach. Herein, the best geometrical design of the breakwater under the governing factors of porosity, width and internal tube length is proposed. A series of experiments have been conducted under the influence of regular wave environment through the analysis of wave transmission, reflection and energy loss. Several geometrical design criteria were derived to maximize the hydraulic performance of the breakwater, when adopted at sites. The proposed breakwater is a reasonably good wave attenuator and anti-reflection structure as well as an effective energy dissipator.
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Campos, Álvaro, Carmen Castillo, and Rafael Molina-Sanchez. "Damage in Rubble Mound Breakwaters. Part I: Historical Review of Damage Models." Journal of Marine Science and Engineering 8, no. 5 (2020): 317. http://dx.doi.org/10.3390/jmse8050317.
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The term “damage” in rubble mound breakwaters is usually related to the foremost failure mode of this kind of coastal structures: their hydraulic instability. The characterization of the breakwater response against wave action was and will be the goal of hundreds of studies. Because of the large amount of information, the present review on damage in rubble mound breakwaters is divided in two papers, which are closely linked but conceptually different; whereas Part II is focused on the various approaches for defining and measuring damage, Part I summarizes the diverse strategies for modelling damage development and progression. The present paper compiles 146 references on this topic, chronologically discussed over almost a century of history: from 1933 to 2020. It includes 23 formulations of hydraulic stability models and 11 formulations of damage progression models, together with main advances and shortcomings up to date. The future of rubble mound design is linked to risk-based tools and advanced management strategies, for which deeper comprehension about the spatial and temporal evolution of damage during the useful life of each particular structure is required. For this aim, damage progression probabilistic models, full-scale monitoring and standardization will presumably be some of the key challenges in the upcoming years.
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Garcia, Elias A., Andrei Raphael P. Dita, Eric C. Cruz, and Jose Carlo Eric L. Santos. "ANALYSIS AND PRELIMINARY DESIGN OF A TANGENT BORED PILE WALL AS AN ALTERNATIVE TO CONVENTIONAL BREAKWATERS." Coastal Engineering Proceedings, no. 37 (September 1, 2023): 96. http://dx.doi.org/10.9753/icce.v37.structures.96.
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Based on existing construction practices, and the difficulty of sourcing rock armor materials in the Philippines, an alternative to conventional rubble mound breakwaters was considered for a beach resort development in Cebu, Philippines. A tangent bored pile wall, consisting of circular piles placed diametrically along a specified alignment, was analyzed and designed as a breakwater. It relies on pile embedment depth and soil friction for stability, unlike conventional breakwaters which rely on the weight of the armor rocks and the interlocking of individual armor units.
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Doan, Nhu Son, Jungwon Huh, Van Ha Mac, Dongwook Kim, and Kiseok Kwak. "Probabilistic Risk Evaluation for Overall Stability of Composite Caisson Breakwaters in Korea." Journal of Marine Science and Engineering 8, no. 3 (2020): 148. http://dx.doi.org/10.3390/jmse8030148.
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In the present study, the overall stability of typical Korean composite caisson breakwaters that were initially designed following the conventional deterministic approach is investigated using reliability approaches. Therefore, the sensitivity of critical uncertainties regarding breakwater safety is analyzed. Uncertainty sources related to the structure, ocean conditions, and properties of the subsoil and rubble mound are considered in the reliability analysis. Sliding and overturning failures are presented as explicit equations, and three reliability methods, i.e., the mean value first-order second-moment, first-order reliability method, and Monte Carlo simulation, are applied in the evaluation process. Furthermore, the bearing capacity of the rubble mound and subsoil are analyzed using the discrete slice method conjugated with the Monte Carlo simulation. The results of this study establish that the sliding failure generally is the most frequent failure occurring among the above-mentioned overall stability failures (around 15 times more common than failures observed in the foundation). Additionally, it is found that the horizontal wave force primarily contributes to the sliding of the caisson body, whereas the friction coefficient is the main factor producing the resistance force. Furthermore, a much small probability of overturning failure implies that the overturning of a caisson around its heels uncommonly occurs during their lifetime, unlike other overall failure modes. Moreover, the failure in foundations may commonly encounter in the breakwater that has a high rubble mound structure compared with sliding mode. Particularly, the performance function of the all foundation bearing capacities presents a nonlinear behavior and positively skewed distribution when using the Monte Carlo simulation method. This phenomenon proves that simulation methods might be an appropriate approach to evaluate the bearing capacity of a breakwater foundation that can overcome several drawbacks of the conventional design approach.
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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 (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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Carrasco, Ana R., Maria T. Reis, Maria G. Neves, Óscar Ferreira, Ana Matias, and Sílvia Almeida. "Overtopping hazard on a rubble mound breakwater." Journal of Coastal Research 70 (April 28, 2014): 247–52. http://dx.doi.org/10.2112/si70-042.1.
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Hoby, P. M., N. Sajikumar, and K. S. Sumam. "Probabilistic Optimal Design of Rubble-Mound Breakwater." Journal of Waterway, Port, Coastal, and Ocean Engineering 141, no. 4 (2015): 06015002. http://dx.doi.org/10.1061/(asce)ww.1943-5460.0000297.
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Clemente, Daniel, Tomás Calheiros-Cabral, Paulo Rosa-Santos, and Francisco Taveira-Pinto. "Hydraulic and Structural Assessment of a Rubble-Mound Breakwater with a Hybrid Wave Energy Converter." Journal of Marine Science and Engineering 9, no. 9 (2021): 922. http://dx.doi.org/10.3390/jmse9090922.
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Seaports’ breakwaters serve as important infrastructures capable of sheltering ships, facilities, and harbour personnel from severe wave climate. Given their exposure to ocean waves and port authorities’ increasing awareness towards sustainability, it is important to develop and assess wave energy conversion technologies suitable of being integrated into seaport breakwaters. To fulfil this goal whilst ensuring adequate sheltering conditions, this paper describes the performance and stability analysis of the armour layer and toe berm of a 1/50 geometric scale model of the north breakwater extension project, intended for the Port of Leixões, with an integrated hybrid wave energy converter. This novel hybrid concept combines an oscillating water column and an overtopping device. The breakwater was also studied without the hybrid wave energy device as to enable a thorough comparison between both solutions regarding structural stability, safety, and overtopping performance. The results point towards a considerable reduction in the overtopping volumes through the integration of the hybrid technology by an average value of 50%, while the stability analysis suggests that the toe berm of the breakwater is not significantly affected by the hybrid device, leading to acceptable safety levels. Even so, some block displacements were observed, and the attained stability numbers were slightly above the recommended thresholds from the literature. It is also shown that traditional damage assessment parameters should be applied with care when non-conventional structures are analysed, such as rubble-mound breakwaters with integrated wave energy converters.
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Contestabile, Pasquale, Ferrante Vincenzo, Enrico Di Lauro, and Diego Vicinanza. "FULL-SCALE PROTOTYPE OF AN OVERTOPPING BREAKWATER FOR WAVE ENERGY CONVERSION." Coastal Engineering Proceedings, no. 35 (June 23, 2017): 12. http://dx.doi.org/10.9753/icce.v35.structures.12.
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The Overtopping BReakwater for Energy Conversion (OBREC) is a new typology of overtopping wave energy converter (OTD) integrated into a traditional rubble mound breakwater. The device can be considered as an innovative non-conventional breakwater that has the same functions as the traditional structures with the added-valued of the energy production. The paper presents a comprehensive overview of the OBREC, offering a synthesis of the complete design process, from the results of the two complementary test campaigns in small scale carried out in 2012 and 2014 at Aalborg University, to the description of the full-scale device installed in Naples in 2016. The device represents the first OTD device in full-scale integrated into an existing rubble mound breakwater and it has been equipped by an instrumental apparatus to measure its response to the wave interaction. The monitoring of the full-scale device in the port of Naples, particularly during storm conditions, is aimed to study the scaling effects in wave loading and the overall performance of this breakwater-integrated OTD, included performance in terms of the energy production.
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Huh, Jungwon, Nhu Son Doan, Van Ha Mac, Van Phu Dang, and Dong Hyawn Kim. "Calibration of Load and Resistance Factors for Breakwater Foundation Design. Application on Different Types of Superstructures." Journal of Korean Society of Coastal and Ocean Engineers 33, no. 6 (2021): 287–92. http://dx.doi.org/10.9765/kscoe.2021.33.6.287.
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Load and resistance factor design is an efficient design approach that provides a system of consistent design solutions. This study aims to determine the load and resistance factors needed for the design of breakwater foundations within a probabilistic framework. In the study, four typical types of Korean breakwaters, namely, rubble mound breakwaters, vertical composite caisson breakwaters, perforated caisson breakwaters, and horizontal composite breakwaters, are investigated. The bearing capacity of breakwater foundations under wave loading conditions is thoroughly examined. Two levels of the target reliability index (RI) of 2.5 and 3.0 are selected to implement the load and resistance factors calibration using Monte Carlo simulations with 100,000 cycles. The normalized resistance factors are found to be lower for the higher target RI as expected. Their ranges are from 0.668 to 0.687 for the target RI of 2.5 and from 0.576 to 0.634 for the target RI of 3.0.
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Gedik, Nuray. "Least Squares Support Vector Mechanics to Predict the Stability Number of Rubble-Mound Breakwaters." Water 10, no. 10 (2018): 1452. http://dx.doi.org/10.3390/w10101452.
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In coastal engineering, empirical formulas grounded on experimental works regarding the stability of breakwaters have been developed. In recent years, soft computing tools such as artificial neural networks and fuzzy models have started to be employed to diminish the time and cost spent in these mentioned experimental works. To predict the stability number of rubble-mound breakwaters, the least squares version of support vector machines (LSSVM) method is used because it can be assessed as an alternative one to diverse soft computing techniques. The LSSVM models have been operated through the selected seven parameters, which are determined by Mallows’ Cp approach, that are, namely, breakwater permeability, damage level, wave number, slope angle, water depth, significant wave heights in front of the structure, and peak wave period. The performances of the LSSVM models have shown superior accuracy (correlation coefficients (CC) of 0.997) than that of artificial neural networks (ANN), fuzzy logic (FL), and genetic programming (GP), that are all implemented in the related literature. As a result, it is thought that this study will provide a practical way for readers to estimate the stability number of rubble-mound breakwaters with more accuracy.
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Lemos, Rute, Vera Pina, João Alfredo Santos, Conceição Fortes, Maria Teresa Reis, and Antje Bornschein. "Wave RUN-UP Measurements under very oblique wave incidence." Revista Recursos Hídricos 42, no. 1 (2021): 81–90. http://dx.doi.org/10.5894/rh42n1-cti9.
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Under the scope of the HYDRALAB+ transnational access project, the so-called RODBreak experiment was conducted in the multidirectional wave basin at the Marienwerden facilities of the Leibniz University Hannover (LUH). A stretch of a rubble-mound breakwater was built in the wave basin with a very gentle slope. Its armour layer was made of Antifer cubes, at the roundhead and adjoining trunk, and of rock, at the rest of the trunk. A set of tests was carried out to extend the range of wave steepness values analysed in wave run-up, overtopping and armour layer stability studies, focusing on oblique extreme wave conditions, with incident wave angles from 40º to 90º. The present study focuses on the analysis of measured wave run-up values obtained in the tests and on their on their variability as well as the influence of the wave obliquity and directional spreading. Keywords: rubble-mound breakwaters; run-up; oblique waves; physical modelling; RODbreak.
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Vanneste, Dieter F. A., and Peter Troch. "EXPERIMENTAL RESEARCH ON PORE PRESSURE ATTENUATION IN RUBBLE-MOUND BREAKWATERS." Coastal Engineering Proceedings 1, no. 32 (2011): 30. http://dx.doi.org/10.9753/icce.v32.structures.30.
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The paper describes the pore pressure measurements in a small scale breakwater model performed at Ghent University, Belgium. Two phenomena related to the pore pressure distribution within the breakwater are discussed: the amount of energy dissipation through the armour and filter layer (represented by the ‘reference pressure’) and the exponential pore pressure attenuation inside the core of the breakwater. The test results are compared with results from literature and with the empirical damping model presented by Burcharth et al. (1999) and Troch (2000). Magnitudes of the reference pressures are found to be strongly dependent on the wave steepness. The pore pressure attenuation obtained from the present experiments shows to be in accordance with the empirical damping model. A suggestion is made for a better prediction of the damping coefficient by eliminating the influence of the wave height in the empirical damping model.
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Martin, Francisco L., Miguel A. Losada, and Raul Medina. "Wave loads on rubble mound breakwater crown walls." Coastal Engineering 37, no. 2 (1999): 149–74. http://dx.doi.org/10.1016/s0378-3839(99)00019-8.
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Musumeci, Rosaria E., Davide Moltisanti, Enrico Foti, Sebastiano Battiato, and Giovanni M. Farinella. "3-D monitoring of rubble mound breakwater damages." Measurement 117 (March 2018): 347–64. http://dx.doi.org/10.1016/j.measurement.2017.12.020.
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Dentale, Fabio, Ferdinando Reale, Angela Di Leo, and Eugenio Pugliese Carratelli. "A CFD approach to rubble mound breakwater design." International Journal of Naval Architecture and Ocean Engineering 10, no. 5 (2018): 644–50. http://dx.doi.org/10.1016/j.ijnaoe.2017.10.011.
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Vidal, César, Miguel A. Losada, and Etienne P. D. Mansard. "Stability of Low-Crested Rubble-Mound Breakwater Heads." Journal of Waterway, Port, Coastal, and Ocean Engineering 121, no. 2 (1995): 114–22. http://dx.doi.org/10.1061/(asce)0733-950x(1995)121:2(114).
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Di Lauro, Enrico, Maria Maza, Javier L. Lara, Inigo J. Losada, and Diego Vicinanza. "NUMERICAL MODELING OF WAVE INTERACTION WITH A NON-CONVENTIONAL BREAKWATER FOR WAVE ENERGY CONVERSION." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 64. http://dx.doi.org/10.9753/icce.v36.structures.64.
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The hybrid non-conventional breakwaters are innovative coastal structures, which have as a primary function the coastal and harbours protection, but with the important benefit of electricity production, due to their combination with Wave Energy Converters. The most recent example of a non-conventional breakwater is called OBREC, standing for Overtopping Breakwater for Energy Conversion (Vicinanza et al., 2014). The device consists of a traditional rubble mound breakwater, in which the seaward armour layer in the upper part is replaced with a frontal sloping ramp and a reservoir. The structure is designed to capture and gather the water that overtops the crest ramp. The potential energy of the water stored in the reservoir is converted into kinetic energy and then into electrical energy by flowing through low head hydraulic turbines coupled with generators, exploiting the different water levels between the reservoir and the sea level.
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Yüksel, Yalcin, Esin Çevik, Marcel Van Gent, C. Sahin, Müge Gülver Gültekin, and Cihan Gültekin. "STABILITY EFFECTS OF CUBE ARMOR UNIT PLACEMENT CONFIGURATIONS IN THE BERM OF A BREAKWATER." Coastal Engineering Proceedings, no. 36 (December 30, 2018): 39. http://dx.doi.org/10.9753/icce.v36.papers.39.
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For the sake of overtopping, stability and economy, rubble mound breakwaters have been built with a berm in the seaward slope. Here, a breakwater model with cube armour units in the lower slope and a horizontal berm, and rock in the upper slope was tested experimentally. The purpose of the study was to investigate the stability of berms for two different configurations of the transition of armor units from the lower slope to the berm. Based on the test results, an effective configuration of cube units at the transition has been obtained.