A three-dimensional, nonlinear dynamic analysis is conducted on a fully submerged, rigid, solid cylinder to be used as a breakwater. The breakwater could potentially be used as a single cylinder to protect small structures. Alternatively, multiple cylinders could be positioned in series to protect shorelines, harbors, or moored vessels from destructive incident water waves. The cylinder is positioned with its axis horizontal and is moored to the seafloor with four symmetrically placed massless mooring lines connected at the ends of the cylinder. The mooring lines are modeled as both linearly elastic ("regular") springs and compressionless springs. All six degrees of freedom of the structure are considered. The breakwater is modeled in air with a net buoyant force acting through the cylinder's center of gravity. The six "dry" natural frequencies of the structure are computed. Both linear and nonlinear free vibrations of the structure are considered. Linear damping is used to model the fluid and mooring damping effects. Normal and oblique harmonic wave forces at various frequencies and amplitudes are applied to the cylinder. The effects of the forcing amplitude and frequency, and the coefficient of damping, on the motion of the breakwater are studied. The results show that more erratic behavior occurs for the breakwater with compressionless springs, mainly due to the development of snap loads in the mooring lines. / Master of Science

Yes / An incompressible Smoothed Particle Hydrodynamics (SPH) method is put forward to simulate non-linear and dispersive solitary wave reflection and transmission characteristics after interacting with a partially immersed curtain-type breakwater. The Naviers¿Stokes equations in Lagrangian form are solved using a two-step split method. The method first integrates the velocity field in time without enforcing incompressibility. Then the resulting deviation of particle density is projected into a divergence-free space to satisfy incompressibility by solving a pressure Poisson equation. Basic SPH formulations are employed for the discretization of relevant gradient and divergence operators in the governing equations. The curtainwall and horizontal bottom are also numerically treated by fixed wall particles and the free surface of wave is tracked by particles with a lower density as compared with inner particles. The proposed SPH model is first verified by the test of a solitary wave with different amplitudes running against a vertical wall without opening underneath. Then it is applied to simulate solitary wave interacting with a partially immersed curtain wall with different immersion depths. The characteristics ofwave reflection, transmission, dissipation and impacting forces on the curtain breakwater are discussed based on computational results

Thesis (MEng)--Stellenbosch University, 2015. / ENGLISH ABSTRACT: In recent years, breakwater design has been governed not only by structural stability, but by cost effectiveness as well. Breakwater designers are constantly trying to find the perfect balance between low-risk design and low-cost design. The combination of a main rubble mound breakwater and a submerged offshore reef, that are designed to function together, is known as a tandem breakwater. The reef structure is responsible for dissipating some of the energy by causing wave breaking. Thereafter, the area between the reef and the main structure - the tranquillity zone - allows for natural energy dissipation. The combination of the effects of the reef and tranquillity zone results in reduced significant wave heights at the main rubble mound structure, which allows it to be designed with lighter armour units. This study investigates the application of a tandem breakwater, based on the conditions at the port of Mossel Bay, by achieving the following set of objectives: (1) to determine the influence of the tandem breakwater‟s submerged reef crest elevation on the damage level of the main rubble mound structure, (2) to determine the relationship between the relative wave attenuation distance and the percentage wave attenuation, and (3) to compare the abovementioned parameters for rock and geotube reefs. A physical model test series was conducted to gain the data required for achieving the objectives. A rubble mound structure that makes use of dolos armour units, resembling the one at Mossel Bay, was constructed inside a concrete flume equipped with a single-paddle wavemaker. Two reef structure types (rock and geotube) were tested at three crest elevations (below-LAT, LAT and ML), against combinations of two significant wave heights (2.5 m and 3 m) and two peak periods (8 s and 12 s), at one water level (ML) and one offshore reef distance (50 m). From the model test results, it is evident that the presence of a reef structure significantly affects the wave conditions that reach the main structure. When comparing significant wave heights measured at a prototype distance of 20 m in front of the main breakwater, a reduction of as high as 42% can be observed for a reef structure made from rocks and 54% for a geotube structure. In all cases, the geotube structure causes more wave attenuation due to its lower permeability, which enables it to reflect more wave energy. However, it should be noted that the stability of the geotube reef was not considered during testing. Generic graphs are presented, that aim to provide guidance in the design process of such a tandem breakwater system. The graphs are produced for a case where dolos armour units are used and might not be exactly the same when a different type of armour unit is used. One graph shows the relationship between the damage reduction at the main breakwater and the relative reef submergence. The other shows the relationship between wave attenuation and the relative wave attenuation distance. Unfortunately, the implementation of geotube reefs of the nature described in this investigation is not likely in the South African context at present. This, however, does not eliminate the possibility of future applications. As geotextile technology develops and greater operational experience and equipment is gained, tandem breakwaters that incorporate geotube reefs could provide an alternative that is both cost-effective and more environmentally friendly with regards to transport emissions. Until then, tandem breakwaters that incorporate rock reefs may be able to provide a desired alternative design for certain scenarios. / AFRIKAANSE OPSOMMING: In die afgelope jare, word breekwater ontwerp nie net beheer deur strukturele stabiliteit nie, maar ook koste effektiwiteit. Ontwerpers poog alewig om die perfekte balans tussen lae-risiko ontwerp en lae-koste ontwerp na te streef. Die kombinasie van 'n hoof ruklipgolfbreker en 'n sekondêre onderwater rif breekwater, wat ontwerp is om as 'n eenheid te funksioneer, staan bekend as „n tandem breekwater. Die rif struktuur is verantwoordelik vir die verlies van 'n gedeelte van die golf energie deur golf breking te veroorsaak. Daarna veroorsaak die area tussen die rif en die hoof struktuur – die kalmeringsone – verdere natuurlike energie verlies. Die gekombineerde effek van die rif en kalmeringsone veroorsaak dat kleiner branders die hoof breekwater bereik, wat toelaat dat dit ontwerp kan word met kleiner pantser eenhede. Dié studie ondersoek die toepassing van 'n tandem breekwater, gebaseer op die kondisies by die Mosselbaai hawe, deur die volgende doelwitte te bewerkstellig: (1) om die invloed van die onderwater rif kruinhoogte op die vlak van skade aan die hoof breekwater te bepaal, (2) om die verhouding tussen die relatiewe golfhoogte-verminderings-afstand en die golfhoogte vermindering te bepaal, en (3) om die bogenoemde parameters vir rots en geo-buis riwwe te vergelyk. 'n Fisiese model toets reeks is uitgevoer sodat die benodigde data ingesamel kan word om die doelwitte te bereik. „n Rotsvul breekwater wat gebruik maak van dolos pantser eenhede, soortgelyk aan dié by Mosselbaai, is gebou in 'n beton kanaal wat toegerus is met 'n enkel-spaan golfmasjien. Twee tipes riwwe (rots en geo-buis) is getoets met drie kruin hoogtes (onder-LAG, LAG en GV), teen kombinasies van twee beduidende golfhoogtes (2.5 m en 3 m) en twee spitsperiodes (8 s en 12 s), by een watervlak (GV) en een sekondêre breekwater afstand (50 m). Uit die model toets resultate is dit duidelik dat die teenwoordigheid van 'n rif struktuur, die golfkondisies wat die hoof breekwater bereik, beduidend beïnvloed. Wanneer beduidende golfhoogtes, gemeet op 'n prototipe afstand van 20 m voor die hoof breekwater, vergelyk word, word 'n vermindering van so hoog as 42% waargeneem vir 'n rif bestaande uit rots en 54% vir 'n rif bestaande uit geo-buise. In alle gevalle veroorsaak die geo-buis struktuur meer golfhoogte vermindering, as gevolg van sy laer deurlaatbaarheid, wat dit in staat stel om meer golfenergie te reflekteer. Die stabiliteit van die geo-buis struktuur is egter nie in ag geneem tydens die toetse nie. Generiese grafieke word weergegee, met die doel om leiding te gee tydens die ontwerpsproses van só 'n tandem breekwater struktuur. Die grafieke hou verband met die geval waar dolos pantser eenhede gebruik word, en mag verskil vir ander tipes pantser eenhede. Een van die grafieke dui die verhouding tussen skadevermindering aan die hoof breekwater en die relatiewe posisie van die onderwater rif se kruinhoogte aan. Die ander grafiek dui die verhouding tussen die golfhoogte vermindering en die relatiewe golfhoogte-verminderings-afstand aan. Huidiglik is die toepassing van die tipe geo-buis riwwe soos beskryf in hierdie ondersoek, ongelukkig onwaarskynlik in die Suid-Afrikaanse konteks. Dit skakel egter nie die moontlikheid van toekomstige toepassings van dié aard uit nie. Soos geo-tekstiel tegnologie ontwikkel en meer operasionele ervaring en toerusting bekom word, kan die effektiewe implementasie van geo-buis riwwe 'n alternatief bied wat beide koste effektief en omgewingsvriendelik is met betrekking tot die vrystelling van uitlaatgasse tydens die vervoer van materiale. Tot dan, kan tandem breekwaters wat van rots riwwe gebruik maak, moontlik die gewenste alternatiewe ontwerp bied vir sekere situasies.

Devido ao processo de urbanização sem planejamento adequado, as cidades costeiras sofrem com as inundações e erosão das praias com a elevação do nível do mar e ação de ondas. Entre as estruturas mais utilizadas para proteção de praias destacam-se os quebra-mares segmentados. Para estudar e prever as respostas praiais à presença destas estruturas, podem ser empregados modelos numéricos, capazes de calcular os processos complexos deste ambiente. Este trabalho teve como objetivo o estudo da resposta hidrodinâmica e sedimentar de uma praia com a implantação de quebra-mares segmentados. O modelo hidrodinâmico utilizado é o MIKE21FM acoplado ao modelo de ondas SW e sedimentos ST e SM. Primeiramente, foram impostas condições hidrodinâmicas simplificadas e diferentes arranjos de quebra-mares segmentados. As áreas erodidas e acrescidas após a implantação da obra foram comparadas e priorizou-se minimizar a área erodida. Em seguida, foram considerados os cenários de condições hidrodinâmicas variadas com uma das estruturas. Os resultados são apresentados em termos de altura significativa e potência de onda para 18 casos de condições hidrodinâmicas constantes, as quais foram feitas variar em nível e características da onda. Para a condição hidrodinâmica mais crítica, obteve-se uma redução de 0,4m da altura significativa média e 2kW/m da potência média da onda. Através desses resultados é possível aquilatar a proteção da região da praia da ação das ondas após a implantação da estrutura. Além disso, foram feitas duas simulações com 3 a 4 meses de evolução do fundo em condições hidrodinâmicas reais, com o intuito de apresentar qualitativamente as áreas de erosão e acreção do fundo da praia. Resultados mostraram que a deriva litorânea local tem direção sudeste, para a Ponta da Praia. Foi observada sedimentação no tardoz dos segmentos e na região de sombra e erosão nas áreas entre segmentos e a frente destes. Com isso, este trabalho colabora com o gerenciamento costeiro na região de Santos, apresentando o início de uma pesquisa para uma possível solução para os problemas de inundação e erosão da região da Ponta da Praia. / Erosion and flooding are common problems faced by coastal cities as a consequence of urbanization process without previous planning, with the sea level rise and the wave action. In order to mitigate these problems, shoreline protection structures are constructed along the coastlines, such as segmented breakwaters. Numerical models are tools frequently used in these studies because of its capacity of calculating the complex processes on a coastal environment. This study aim is to present a study based on the hydrodynamic and sediment transport response of a curved beach to the presence of segmented emerged breakwaters. The numerical model used is the MIKE21FM coupled with wave spectral and sediment transport modules. Firstly, constant boundary conditions were applied for the period of one year in order to understand the response of the beach to five different designs of coastal breakwaters. One of these structures were chosen to continue the study based on the area and length of the beach eroded and accreted. Secondly, eighteen different scenarios of wave and water level were applied to the selected structure and the protection of wave action were compared and analyzed. To the most critical hydrodynamic condition, the structure reduced 0,4 m of the mean significant wave height and 2 kW/m of the mean wave power. Finally, two real hydrodynamic conditions were applied and the sediment transport was qualitatively analyzed. Results show that the littoral drift in the studied area is directed to the southeast end of the beach, straight to the Ponta da Praia, without the spur breakwater, the sediment would end inside the navigation channel. Besides that, it shows the sedimentation and erosion patterns at the beach generated by the presence of the breakwater. The sediment is accumulated at the shadow area and at the lee, whereas the erosion is located at the front of the breakwaters and between the segments, as expected. Therefore, this study collaborates with the management of Santos, by presenting herewith a possible solution for the inundation and erosion problems of this area.

Devido ao processo de urbanização sem planejamento adequado, as cidades costeiras sofrem com as inundações e erosão das praias com a elevação do nível do mar e ação de ondas. Entre as estruturas mais utilizadas para proteção de praias destacam-se os quebra-mares segmentados. Para estudar e prever as respostas praiais à presença destas estruturas, podem ser empregados modelos numéricos, capazes de calcular os processos complexos deste ambiente. Este trabalho teve como objetivo o estudo da resposta hidrodinâmica e sedimentar de uma praia com a implantação de quebra-mares segmentados. O modelo hidrodinâmico utilizado é o MIKE21FM acoplado ao modelo de ondas SW e sedimentos ST e SM. Primeiramente, foram impostas condições hidrodinâmicas simplificadas e diferentes arranjos de quebra-mares segmentados. As áreas erodidas e acrescidas após a implantação da obra foram comparadas e priorizou-se minimizar a área erodida. Em seguida, foram considerados os cenários de condições hidrodinâmicas variadas com uma das estruturas. Os resultados são apresentados em termos de altura significativa e potência de onda para 18 casos de condições hidrodinâmicas constantes, as quais foram feitas variar em nível e características da onda. Para a condição hidrodinâmica mais crítica, obteve-se uma redução de 0,4m da altura significativa média e 2kW/m da potência média da onda. Através desses resultados é possível aquilatar a proteção da região da praia da ação das ondas após a implantação da estrutura. Além disso, foram feitas duas simulações com 3 a 4 meses de evolução do fundo em condições hidrodinâmicas reais, com o intuito de apresentar qualitativamente as áreas de erosão e acreção do fundo da praia. Resultados mostraram que a deriva litorânea local tem direção sudeste, para a Ponta da Praia. Foi observada sedimentação no tardoz dos segmentos e na região de sombra e erosão nas áreas entre segmentos e a frente destes. Com isso, este trabalho colabora com o gerenciamento costeiro na região de Santos, apresentando o início de uma pesquisa para uma possível solução para os problemas de inundação e erosão da região da Ponta da Praia. / Erosion and flooding are common problems faced by coastal cities as a consequence of urbanization process without previous planning, with the sea level rise and the wave action. In order to mitigate these problems, shoreline protection structures are constructed along the coastlines, such as segmented breakwaters. Numerical models are tools frequently used in these studies because of its capacity of calculating the complex processes on a coastal environment. This study aim is to present a study based on the hydrodynamic and sediment transport response of a curved beach to the presence of segmented emerged breakwaters. The numerical model used is the MIKE21FM coupled with wave spectral and sediment transport modules. Firstly, constant boundary conditions were applied for the period of one year in order to understand the response of the beach to five different designs of coastal breakwaters. One of these structures were chosen to continue the study based on the area and length of the beach eroded and accreted. Secondly, eighteen different scenarios of wave and water level were applied to the selected structure and the protection of wave action were compared and analyzed. To the most critical hydrodynamic condition, the structure reduced 0,4 m of the mean significant wave height and 2 kW/m of the mean wave power. Finally, two real hydrodynamic conditions were applied and the sediment transport was qualitatively analyzed. Results show that the littoral drift in the studied area is directed to the southeast end of the beach, straight to the Ponta da Praia, without the spur breakwater, the sediment would end inside the navigation channel. Besides that, it shows the sedimentation and erosion patterns at the beach generated by the presence of the breakwater. The sediment is accumulated at the shadow area and at the lee, whereas the erosion is located at the front of the breakwaters and between the segments, as expected. Therefore, this study collaborates with the management of Santos, by presenting herewith a possible solution for the inundation and erosion problems of this area.

No description available.

Black Sea coast line is a hazardous region especially in winter due to the dominant wave action. Therefore, rubble mound breakwaters used as ship shelters are vital structures especially for the fishermen. Construction of the breakwater requires good quality durable armourstones. Due to the nature of the rubble mound breakwaters, armourstones having various sizes and types are used in the construction of these structures. The deterioration of these armourstones with time in the form of abrasion and disintegration may result in the failure of the breakwater. Therefore, it is important to investigate the durability and quality of the armourstones to be used in these structures. In this thesis, the properties of the armourstones taken from five rock quarries and used in the Hisar&ouml / n&uuml / (Bartin), the Tarlaagzi (Bartin) and the Alapli (Zonguldak) rubble mound breakwaters were studied both in field and laboratory in order to assess their qualities and long term durabilities. Based on the in-situ observations and laboratory tests, the Kavakdere, Kavukkavlagi and the Tarlaagzi limestones are good (durable) rocks. However, the &Ccedil / &ouml / mlek&ccedil / ikuyu andesite is found to be generally marginal rock, and the Kiran sandstone is poor rock. CIRIA/CUR, RDId, RERS and Wet-Dry strength ratio classifications are in good agreement with the in-situ observations and the results of the laboratory tests. However RDIs, Average Pore Diameter and Saturation Coefficient classifications do not fully reflect the reality.

In the present thesis the performance of box type floating breakwaters (FBs) with screens under regular waves is examined experimentally in a wave flume. The experiments were conducted in the Coastal and Harbor Engineering Laboratory wave flume, Civil Engineering Department, Middle East Technical University, Ankara. The influence of incident wave characteristics and certain geometric characteristics, such as the width and draft of the structure, on its effciency is examined. Three different widths of the structure in combination with three different screen (draft) height, a total of nine different cases, of FBs are examined. Results related to transmission and reflection of the incident regular waves on the structure are presented. According to the results, for all structures drafts and structure widths, as h/L increase (wave period and wave height decreases) Kt values decrease. Also, Kt values obtained for chain moored floating breakwaters are larger than the Kt values of fixed cases consistently.

京都大学 / 0048 / 新制・課程博士 / 博士(工学) / 甲第22415号 / 工博第4676号 / 新制||工||1730(附属図書館) / 京都大学大学院工学研究科社会基盤工学専攻 / (主査)教授 平石 哲也, 准教授 馬場 康之, 教授 森 信人 / 学位規則第4条第1項該当 / Doctor of Philosophy (Engineering) / Kyoto University / DFAM

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 (0.5<hs/Dn50<5.01). Small-scale tests were conducted with double-layer cube armored breakwaters and rock toe berms with different widths (Bt) and thicknesses (tt). Firstly, a new equation is proposed to design emerged and submerged standard rock toe berms (Bt=3Dn50 and tt=2 Dn50) using three parameters: (1) deep water wave height, Hs0, (2) deep water wave length, L0p, and (3) water depth at the toe, hs. Secondly, the influence of toe berm width (Bt) on toe berm stability is analyzed introducing two new concepts to characterize wide toe berms (Bt>3Dn50): (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 (0.5<hs/Dn50<5.01), en base a ensayos físicos a escala reducida realizados con mantos bicapa de cubos y bermas de escollera con diferentes dimensiones. En primer lugar, se propone una nueva ecuación para el diseño de bermas escollera estándar (Bt=3Dn50 y tt=2 Dn50), tanto emergidas como sumergidas, a partir de tres parámetros: (1) altura de ola en aguas profundas, Hs0, (2) longitud de onda en aguas profundas, L0p, (3) profundidad a pie de dique, hs. Posteriormente, se analiza la influencia del ancho de la berma (Bt) en su estabilidad hidráulica, introduciendo dos nuevos conceptos para caracterizar bermas de pie anchas (Bt>3Dn50): (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<hs/Dn50<5.01), utilitzant assajos a escala reduïda realitzats amb mantells de doble capa de cubs i bermes de roca amb diferents dimensions. En primer lloc, es proposa una nova equació per al disseny de bermes de roca estàndard (Bt = 3 Dn50 i tt = 2 Dn50), tant emergides com submergides, a partir de tres paràmetres: (1) alçada d'ona significant en aigües profundes, Hs0, (2) longitud d'ona en aigües profundes, L0p, i (3) profunditat a peu de dic, hs. Posteriorment, s'analitza la influència de l'amplada de la berma (Bt) en la seua estabilitat hidràulica, introduint dos nous conceptes per caracteritzar bermes de peu amples (Bt > 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]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/82553