Source: https://oatd.org/oatd/search?q=%2Bpublisher%3A%22Delft%20University%20of%20Technology%22%20%2Bcontributor%3A%28%22Verhagen%2C%20H.J.%22%29&amp;pagesize-30
Timestamp: 2019-04-22 10:38:37+00:00

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You searched for +publisher:"Delft University of Technology" +contributor:("Verhagen, H.J."). Showing records 1 – 30 of 200 total matches.
1. Vilaplana Domingo, A.M. Evaluation of the Volume-Exchange Model using Van der Meer Laboratory Tests Results:.
▼ This study extends the theoretical approach developed by JUMELET  to acquire a physical description of the notional permeability coefficient applied in the VAN DER MEER stability formulae . Van der Meer introduced this coefficient to ensure that the permeability of the structure is taken into account, however due to the empirical character of Van der Meer equations and because prior to Jumelet's research there was not an available physical description of the notional permeability factor, the determination of this factor was rather vague. Because of the fact that the stability relationship includes the P-coefficient, it has to be estimated somehow and, therefore, the research carried out by JUMELET  is, to some extent, the starting point to achieve the required physical description of the notional permeability coefficient. To obtain this physical description, the volume-exchange model is introduced, in which the external and internal processes that take place within a breakwater are coupled. The external process is described by a wave run-up model while the internal process is described by the „Forchheimer‟ equation for the water flow through a porous medium. According to JUMELET , the notional permeability parameter P is highly related to the run-up reduction coefficient from the volume-exchange model, and thus Jumelet defines an expression for this coefficient by means of coupling the notional permeability factor with the volume-exchange model. Because of the simplicity of the notional permeability coefficient formula developed by JUMELET , further research is required to analyze the actual correlation between the notional permeability factor and the so-called run-up reduction coefficient (obtained from the volume-exchange model). This study focuses on developing a general formula for the notional permeability coefficient based on JUMELET  and analyzing the real influence of the hydraulic parameters and structural properties on the P-factor. As stated by JUMELET , the permeability of the structure depends not only on the structural properties but also on the hydraulic parameters. In this way, a physical description of the notional permeability coefficient is given and can be applied in Van der Meer stability equations to design breakwaters. Moreover, a damage level analysis has been performed to compare the observed damage by VAN DER MEER  with the estimated damage through the combined method of Jumelet's model, the generalized formula for the notional permeability coefficient and Van der Meer stability equations, which leads to introducing the combined method as a tool to determine the maintenance policies in breakwaters by taking into account the damage that waves causes on them. Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J..
Vilaplana Domingo, A M. “Evaluation of the Volume-Exchange Model using Van der Meer Laboratory Tests Results:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:fff8a2f6-1928-4a99-b71d-815c29ee7b88.
Vilaplana Domingo, A M. “Evaluation of the Volume-Exchange Model using Van der Meer Laboratory Tests Results:.” 2010. Web. 22 Apr 2019.
Vilaplana Domingo AM. Evaluation of the Volume-Exchange Model using Van der Meer Laboratory Tests Results:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:fff8a2f6-1928-4a99-b71d-815c29ee7b88.
2. Afridi, Z.N. A comparison of overtopping behaviour over a permeable and impermeable crest: An insight into overtopping discharges and intensities:.
▼ The purpose of this report is to investigate the differences in overtopping characteristics over the crest of a rubble mound breakwater when the crest is made either impermeable or permeable. Among numerous characteristics that are effected by a modification in the permeability of the crest, this report looks specifically into three separate aspects: the design level changes that are caused by modifications in the permeability of the crest, a comparison of the total and sector-wise overtopping discharges and finally the differences in spatial overtopping intensities between the two. By looking into two well-known overtopping design guidelines for overtopping, namely, Owen and Eurotop, this report aims to look at the differences it would make in designing a breakwater with either an impermeable or a permeable crest. This is done by building a breakwater model in a wave flume and comparing it with the existing guidelines and assessing the changes that best represent the modified model. It is also important to observe how this physical modification of the crest affects the overtopping discharges and spatial overtopping intensities behind the crest of the breakwater. This will be relevant for designers or contractors tasked to make changes to an existing breakwater that results in its crest becoming impermeable. An insight into the overtopping discharges and intensities will be extremely useful to be able to predict the overall changes and cater for them. Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J..
Afridi, Z N. “A comparison of overtopping behaviour over a permeable and impermeable crest: An insight into overtopping discharges and intensities:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:31cabd8d-6219-4ac6-a72e-0bd6cc283fe9.
Afridi, Z N. “A comparison of overtopping behaviour over a permeable and impermeable crest: An insight into overtopping discharges and intensities:.” 2010. Web. 22 Apr 2019.
Afridi ZN. A comparison of overtopping behaviour over a permeable and impermeable crest: An insight into overtopping discharges and intensities:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:31cabd8d-6219-4ac6-a72e-0bd6cc283fe9.
3. Crum, S. Kustmatig eiland "Elia": Transformatie-schakel in het Belgian Offshore Grid:.
▼ Dit rapport richt zich op het ontwerp van een permanente en duurzame onderbouw voor het offshore hoogspanningsstation ALPHA in de vorm van een kunstmatig eiland. Het eiland ALPHA zal dienen als een “stopcontact” voor de windparken voor de Belgische kust. Het doel is om de ontwerpcomponenten die van het belang zijn bij het ontwerp van een kunstmatig eiland vast te stellen en één of meerdere van deze componenten uit te werken. De eerste fase beslaat een studie naar het ruimtelijk ontwerp van een kunstmatig eiland op zee. Gestart wordt met een voorstudie, waarin literatuur over kunstmatige eilanden geanalyseerd wordt en referentie projecten gebruikt worden om een beeld te vormen welke aspecten van belang zijn voor een ontwerp voor zoiets. Omdat in deze fase het volledige programma van eisen van de opdrachtgever ontbreekt, wordt er een systeemanalyse uitgevoerd waarin dat programma samengesteld wordt. Vanuit deze voorwaarden/aannames volgt een ruimtelijk ontwerp voor het eiland. Dit ontwerp heeft een haventoegang aan de oostzijde van het eiland met binnenin een haven waar onderhoudsschepen beschut kunnen liggen. Er is voldoende ruimte voor het OHVS van 60m x 30m, de helikopterlandingsplaats en eventuele uitbreidingsfaciliteiten. In de tweede fase is er wel een uitgebreid programma van eisen van de opdrachtgever beschikbaar. Het ontwerp zoals dat geschetst is in fase 1 staat op zichzelf. De golfbreker die ontworpen zal worden zal aansluiten bij de visie van de opdrachtgever, die uiteindelijk vooral in schaal afweek van het ontwerp in fase 1. Het maatgevende schip had niet een lengte van 21m, maar een lengte van 150m en de beschikbaarheidseis van de haven was zo dat een dergelijke beschutting van de haven, zoals in het eerste ontwerp, niet noodzakelijk was. Voor het eiland met deze strengere eisen wordt een golfbreker ontworpen die een insteekhaven zou kunnen verdedigen in het geval van de 1/250jaar storm. Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J..
Crum, S. “Kustmatig eiland "Elia": Transformatie-schakel in het Belgian Offshore Grid:.” 2013. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:16290339-53c9-43a4-817c-93b9864276ba.
Crum, S. “Kustmatig eiland "Elia": Transformatie-schakel in het Belgian Offshore Grid:.” 2013. Web. 22 Apr 2019.
Crum S. Kustmatig eiland "Elia": Transformatie-schakel in het Belgian Offshore Grid:. [Internet] [Masters thesis]. Delft University of Technology; 2013. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:16290339-53c9-43a4-817c-93b9864276ba.
4. Tusinski, A. The Role of Mangroves in the Design of Coastal Dikes: Hydrodynamic and Cost Related Aspects:.
▼ Mangrove forests have been proven to be an efficient system in attenuation of the wave energy. Therefore, they may be incorporated in the construction of coastal dikes and contribute to decreasing the total cost of such a project. This may be achieved by lowering the dike crest, lesser usage of the land or applying softer revetments. Each location where a coastal dike is to be constructed is characterized by its specific, bathymetric and met-ocean conditions. Different mangrove vegetation fields also affect the extent of wave height decay and have an impact on the total costs of a dike construction. Prior to making the decision about including mangroves in a costal dike project, a question must be answered whether or what magnitude of these savings will be made. Vietnam is one of the countries, where low-lying and deltaic regions are often flooded during extreme typhoon events and therefore the construction of flood defenses takes place on a large scale. Furthermore, the climate and conditions at the most of the Vietnamese coastline are favorable for plantation and growth of the mangroves. For that reason, Vietnam is chosen in this study as a case location for which the generic results of this study will apply. These results allow assessing the total cost savings of a coastal dike construction by incorporating mangrove vegetation for a given location, regardless of its site specific conditions. The analysis made in this study showed that the costs of a coastal dike construction in Vietnam can be effectively reduced by incorporating mangrove vegetation in the design. The extent of this reduction is subjected to the vegetation pattern, which is a function of various parameters i.e. growth stage of the trees, length of the forest, as well as the met-ocean conditions such as tidal amplitudes and storm surge levels. A 0.25m reduction in wave height leads to the total savings of around 0.25mln Euro per one running kilometer of a 3m high dike, when utilizing a hard revetment. If the 0.25m wave height reduction results in the possibility of applying soft revetment such as the Vetiver grass, these savings dramatically increase to the value of 0.9mln Euro per kilometer of a dike. These construction cost savings can already be achieved by planting 200m mangrove vegetation, where the sparsely distributed mangrove trunks (0.2-0.6 unit/m2) of varying diameters from 0.2 to 0.7m will be the elements obstructing wave propagation. Hydrodynamic simulations have proven that the emergent mangrove canopy is the most effective in attenuating wave height. In such scenarios, when the water levels are higher, the 400m long mangrove patch reduces wave height up to 0.70m. As a result, the cost of constructing 1km of a 6m high dike, can be reduced up to 1mln and 2.3mln Euro in cases where concrete blocks or reinforced grass are used respectively. The graphs and formulas developed in this research may serve as a first approximation during feasibility studies or conceptual designs of a coastal dike incorporating mangrove vegetation. They allow… Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J..
Tusinski, A. “The Role of Mangroves in the Design of Coastal Dikes: Hydrodynamic and Cost Related Aspects:.” 2012. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:415a690d-2f6f-4cb2-9aa9-aea49f27056a.
Tusinski, A. “The Role of Mangroves in the Design of Coastal Dikes: Hydrodynamic and Cost Related Aspects:.” 2012. Web. 22 Apr 2019.
Tusinski A. The Role of Mangroves in the Design of Coastal Dikes: Hydrodynamic and Cost Related Aspects:. [Internet] [Masters thesis]. Delft University of Technology; 2012. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:415a690d-2f6f-4cb2-9aa9-aea49f27056a.
5. Te Slaa, S. Physical model tests with movable bed in front of seadikes:.
▼ Coastal erosion is a serious problem in several coastal areas in Vietnam. One of these areas is the district of Hai Hau, located in Nam Dinh province. This district suffers from severe coastal erosion, the coastline has been retreating for more than 100 years. Efforts have been made to stop this erosion which resulted in the construction of strong seadikes along almost the Hai Hau coastline. These seawalls are placed relatively close to the waterline. Therefore, during extreme conditions the waterlevels in front of the dike become high. Field observations have shows that during these extreme conditions scour holes are formed in front of these dikes. Since little is know about the influence of the geometrical dike properties on the scour development wave flume test have been carried out with a movable bed to gain more insight in this problem. These tests have been carried out in the Holland wave flume of the Hanoi Water Resources University. In addition the tests were simulated in the computational model DUROSTA. This model is developed to determine dune erosion under storm conditions. The model is extended so that it can include hard structures such as seadikes. The geometrical dike properties that are tested are: Dikeslopes. - Initial slopes in the seabed near the dikes. - Cylinders placed at the toe of the dikes. - Crownwalls placed on top of the dikes. The most important results following from this series of test are the influence of the reflection coefficient of the scour behavior. In the wave flume tests the two properties that are of main positive influence on the reflection coefficient are: Increasing dike slope. - Increasing wave period. - Increasing crownwall height. - An increasing reflection coefficient does not give larger scour depths as is to be expected from known literature about scour near seawalls. The area and length of erosion however does become larger. The influence of crownwalls on the reflections coefficient is governing over the influence of increasing wave period on the reflection coefficient. An other test properties that is of influence for a larger area of erosion is the initial sloping seabed. The modeling of the wave flume tests with DUROSTA give the following results: The performance of DUROSTA after 2 hours is quite accurate with the measured field experiments, DUROSTA underestimates the scour depth with an average of 4%. The average underestimation of the scour depth in DUROSTA after 4 hours of testing is 19%. In DUROSTA the influence of the wave period on the scour development is governing over the influence of increasing crownwall height. Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.%22%29&pagesize-30">Verhagen, H.J..
Te Slaa, S. “Physical model tests with movable bed in front of seadikes:.” 2008. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:79890114-a272-407f-b77f-06e1da9aabc2.
Te Slaa, S. “Physical model tests with movable bed in front of seadikes:.” 2008. Web. 22 Apr 2019.
Te Slaa S. Physical model tests with movable bed in front of seadikes:. [Internet] [Masters thesis]. Delft University of Technology; 2008. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:79890114-a272-407f-b77f-06e1da9aabc2.
6. Harihar, S. Design of mangrove rehabilitation projects on tropical coasts:.
▼ Mangroves have been proven to be an asset to coastlines because of their myriad advantages relating to coastal protection and stability. Unfortunately, in the past, due to economic necessities or other reasons, many of these mangrove swamps in tropical areas came under threat and were subsequently destroyed. As the awareness about the positive effects of mangroves’ is becoming widespread, many places would now want to re-plant mangroves along the coast. However, such mangrove rehabilitation projects face major challenges, in terms of design, costs and implementation. The goal of such a project would be to create a conducive environment for highest mangrove growth with the lowest possible costs. But, though a case study along the eastern coast of the Indian city of Mumbai, it has been found that creation of a ‘conducive’ environment will involve various factors, addressing the growth requirement of the mangroves as well as protecting the planted area from perturbation due to the sea. These challenges have been tackled through a multi-alternative approach, with various possible solutions for the layout, structural design and drainage of the environment. The optimal design consisting of bamboo-piled walls and drains for such a project has then be worked out based on the overall benefit against the cost incurred. It is to be borne in mind that there is, at present, little guidance available for the design and planning of such mangrove rehabilitation projects. Therefore, a study encapsulating various aspects of the project design, including engineering analysis and cost computation has been presented as a guideline for any such projects in the future. Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J., Burgmeijer, M..
Harihar, S. “Design of mangrove rehabilitation projects on tropical coasts:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:dd97ae21-e2de-4f38-89eb-4fb12c4d8fb0.
Harihar, S. “Design of mangrove rehabilitation projects on tropical coasts:.” 2015. Web. 22 Apr 2019.
Harihar S. Design of mangrove rehabilitation projects on tropical coasts:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:dd97ae21-e2de-4f38-89eb-4fb12c4d8fb0.
7. Nammuni-Krohn, J. Flow velocity at rubble mound breakwaters:.
Measurements of flow velocities due to wave action on top of shallow toe structures in front of a rubble mound breakwater. Laboratory tests in the Fluid Mechanics lab, TU Delft. Advisors/Committee Members: Verhagen, H.J., Uijttewaal, W..
Nammuni-Krohn, J. “Flow velocity at rubble mound breakwaters:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:fe20c5e2-051e-45fe-aaa5-aac0bb113e18.
Nammuni-Krohn, J. “Flow velocity at rubble mound breakwaters:.” 2009. Web. 22 Apr 2019.
Nammuni-Krohn J. Flow velocity at rubble mound breakwaters:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:fe20c5e2-051e-45fe-aaa5-aac0bb113e18.
8. Vanlishout, V. Oblique wave transmission through rough impermeable rubble mound submerged breakwaters:.
▼ Low crested structures are primarily designed as a coastal defence mechanism, making the prediction of the energy in the lee of the structure of utmost importance. As wave transmission is a measure for the energy that passes the breakwater, experiments on oblique wave transmission have previously been performed by the European project DELOS (Environmental Design of Low Crested Coastal Defence Structures) and analysed further by Van der Meer et al. From these experiments, it is unclear whether it is the roughness or the permeability of the core that determines the behaviour of the structure. Therefore, the objective of this study is to improve the understanding of oblique wave transmission through rough impermeable rubble mound submerged breakwaters by means of a 3D physical model. An experimental study is conducted based on the same set-up of DELOS but the permeability of the core of the rough structure will be varied. Finally, by comparing the data of this study with the data of DELOS and the formulations of Van der Meer et al., insight should be gained on the matter. In total, four structures are tested using irregular long crested waves; ranging from a fully permeable to a fully impermeable rough rubble mound breakwater. In order to test for oblique waves, the model is rotated progressively by 15°, ranging from 0° to 60°. Secondary effects due to the physical constraints of the wave basin are minimised by placing an additional mound of rubble between the model and the edge of the basin. This prevents a large scale circulation pattern from occurring and reduces wave diffraction effects. The directional spectral analysis software DIWASP is used to calculate the variance density spectra of the data. The wave climate is estimated with the IMLM method (Iterated Maximum Likelihood Method) because it is the most suited to portray the narrow directional spread. The aim of this study is to analyse the influence of the incident wave direction βi on the transmitted wave direction βt, the transmission coefficient Kt and the spectral changes of the transmitted spectrum. An analysis of the data shows that for rough structures there is no significant change in wave direction. The incident wave direction is approximately equal to the transmitted wave direction (βt=0.94βi for 0° ≤ βi ≤ 60°). The data of this study also show a slight increase in the transmission coefficient with increasing incident wave angle. However, when considering a combined data set, which includes the data of this study and the rough permeable data of DELOS, the data show that oblique wave attack has a negligible influence on the transmission coefficient for rough structures. The spectral changes of this study support the model proposed by Van der Meer et al. Finally, it is concluded that it is the roughness of the structure rather than the permeability of the core that determines the behaviour of the breakwater with respect to the incident wave direction. Advisors/Committee Members: Troch, P., J.%22%29&pagesize-30">Verhagen, H.J..
Vanlishout, V. “Oblique wave transmission through rough impermeable rubble mound submerged breakwaters:.” 2008. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:5c812c5d-b618-449c-b26f-06c25e008d7b.
Vanlishout, V. “Oblique wave transmission through rough impermeable rubble mound submerged breakwaters:.” 2008. Web. 22 Apr 2019.
Vanlishout V. Oblique wave transmission through rough impermeable rubble mound submerged breakwaters:. [Internet] [Masters thesis]. Delft University of Technology; 2008. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:5c812c5d-b618-449c-b26f-06c25e008d7b.
9. Van Buchem , R.V. Stability of a single top layer of cubes:.
▼ In an attempt to reduce the cost of breakwaters, several elements have been developed. Examples are Accropodes, Tetrapods and concrete cubes. Previous tests were performed with armour layers consisting of a double layer of cubes. This study is based on a single layer of cubes. The great benefit of a single layer of cubes is that it reduces the total cost of concrete. Another benefit is that because of the shape, cubes are easy to prefabricate. Three important aspects considering the stability of a single armour layer of a breakwater consisting of concrete cubes are addressed: The influence of the wave steepness on the stqbility, the influence of the slope on the stability of the single armour layer, and the influence of the packing density on the stability of the single armour layer. This study is based on a literature study and the results from a test program including a small-scale physical model tests. All conclusions in this thesis have been based on model tests, in which the cubes were placed by hand and placed in a stretching bond (half-steensverband). In total eighteen tests were performed in the wave flume of the Fluid Mechanics Laboratory of the Faculty of Civil Engineering and Geosciences. Two different slopes were tested together with three different packing densities and three different wave steepness. It was found that the gentler slope did not contribute to the stability in this setting using a stretching bond. In fact the model failed earlier than the model with a steeper slope in most cases. The best results were found using a slope of cotα = 1.5. Secondly, the influence of the packing density showed varying failure mechanism. When applying a large packing density (np = 0.20) the damage occurred below SWL. Contrary to small packing densities (np = 0.35) where damage occurred higher than SWL. It was found that, from the tested packing densities, a packing density of 0.28 gives the best results for both slopes. This conclusion is conform the findings of previous tests [Van Gent et al, 1999]. During these tests an optimum packing density of np = 0.25 – 0.30 was found. Although the cubes were placed randomly in the tests of Van Gent. In this study the cubes were placed in a stretching bond. Finally it was found that a wave steepness of s0p = 0.04-0.05 causes minimum stability for the armour layer. The tests with a single armour layer of cubes placed in a stretching bond indicated that high sta-bility numbers (Hs/ΔDn) can be reached before failure occurs (Nod > 0.2). the tests show that sta-bility numbers as high as 4.5 can be realized before Nod > 0.2 is reached. This study shows that the use of a single top layer of cubes is feasible. The top layer becomes very stable when placed in a stretching bond. In this configuration it is recommended to use a single top layer of cubes instead of a double top layer of cubes. The results during the tests seem to have a strong correlation with pitched stones. Therefore the black box model as well as the analytical method for pitched stones (6-xi-rule) is treated in… Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J., J.F.%22%29&pagesize-30">Stive, M.J.F..
Van Buchem , R V. “Stability of a single top layer of cubes:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:e32b33dc-7b64-4777-b32e-40f2c79e03a3.
Van Buchem , R V. “Stability of a single top layer of cubes:.” 2009. Web. 22 Apr 2019.
Van Buchem RV. Stability of a single top layer of cubes:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:e32b33dc-7b64-4777-b32e-40f2c79e03a3.
10. Heuts, R.A.R. Port Design - Nador:.
▼ Along the northern coast of Morocco order has been given for the construction of a large transshipment port in the Mediterranean Sea, at a designated project location around the city of Nador. On this green-field coastal stretch a new transhipment port will have to be developed for various types of cargo. Throughputs of the terminals will have to be maximized, a plan for in-phased port development and expansion will have to be provided, cargo transport to the hinterland has to be taken into account and sufficient surface space should be included in the design for additional services. Relevant data regarding the project (location) has been identified and analyzed: hydrodynamic data (wind, waves, currents, water levels) and environmental site data (topography, bathymetry, geology, hydrology and morphology). Besides this, a forecast has been formulated with the expected design ships that will visit the new port. From this, cargo-vessel distributions and vessel-arrival distributions have been defined, resulting in the total amount of shipping traffic for every terminal. Subsequently, the design of the port master plan can commence in which first of all the approach channel, harbor basins and manoeuvring and berth areas have been designed. As a next step the characteristics of the various terminals have been determined, under which the number of berths, quay length and surface areas. After using all port elements listed above jointly, several port masterplan layouts have been drawn up. From these port masterplan layouts, the most promising alternative has been selected after comparison by means of a Multi Criteria Analysis (MCA) on various criteria under which nautical ease, safety, expansion possibilities and costs. Concluding to this, the selected port masterplan layout has been optimized. The resulting harbour layout has been assessed regarding the topic of in-port wave penetration and propagation. Limiting operational wave criteria have been defined and relevant wave processes have been evaluated with the wave simulation model DIFFRAC-2DH. In order to decrease wave reflection due to monolithic breakwaters (and thus the port’s downtime), new simulation runs were carried out with an improved breakwater configuration using low-reflectivity caissons. With these wave-dampening improvements included, the simulation model runs yielded very positive results. The wave study was concluded with an assessment on port oscillations as a result of earthquakes, tsunamis and meteorological forces. After the performed wave study, the port breakwaters have been designed. For this, two typical cross-sections were selected. After including construction constraints and wave damping measures, a rubble mound breakwater was designed with a specific armour layer, and a vertical composite breakwater as a perforated wall caisson on a rubble mound foundation bed. The application of wave energy absorbing measures is a necessity in order to minimize the port’s downtime, and will have to be included in a final design. The designed port masterplan… Advisors/Committee Members: Ligteringen, H., J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Labeur, R.J., Vis, F..
Heuts, R A R. “Port Design - Nador:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:b34a47c2-ae4c-496d-9350-531023bf3f07.
Heuts, R A R. “Port Design - Nador:.” 2010. Web. 22 Apr 2019.
Heuts RAR. Port Design - Nador:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:b34a47c2-ae4c-496d-9350-531023bf3f07.
11. Egon, A. Hydrodynamics of Lagoon Fringed by a Coral Reef:.
▼ Coral reefs are highly diverse ecosystems that provide food, income, and coastal protection for hundreds of millions of coastal dwellers. They are found in tropical and semi tropical areas spread throughout South-east Asia, the Caribbean, the Indonesian archipelago, on Australian coasts and in the Pacific islands. Coral reefs are subject to both anthropogenic and natural threats such as biological perturbations, floods, outflows carrying pollutants from land, runoff sediment, sewage, oil wastes, mining and quarrying processes, fisheries, tourism and coastal urbanization. The period for which these pollutants stay within the lagoon depends on the residence time. The longer a pollutant stays in the lagoon before being flushed away, the more destructive it will be to the lagoon and coral reef ecosystem. Residence time is probably influenced by many factors. This study established two numerical models, a simple model and the Delft3D model, of a lagoon fringed by coral reefs with tides as the boundary conditions. The study compares the simple and Delft3D model. Then a sensitivity analysis is made of several important parameters such as tides, coral reef depth, inlet geometry and lagoon geometry. Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J., Van Prooijen, B.C., J.F.%22%29&pagesize-30">Stive, M.J.F..
Egon, A. “Hydrodynamics of Lagoon Fringed by a Coral Reef:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:686a32e7-6eb0-4ea5-81a6-bed0d0daedac.
Egon, A. “Hydrodynamics of Lagoon Fringed by a Coral Reef:.” 2009. Web. 22 Apr 2019.
Egon A. Hydrodynamics of Lagoon Fringed by a Coral Reef:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:686a32e7-6eb0-4ea5-81a6-bed0d0daedac.
12. Labrujere, A.L. Analysis of the Carbon Footprint of Coastal Protection Systems:.
▼ Carbon Footprinting is a method of determining the environmental impact of a product or service. It focuses only on pollutions to the air by greenhouse gasses. There is a strong focus on these gases caused by intergovernmental alliances that restrict the amount of emitted gas. These agreements have been made, as a result of the widely accepted idea that an increase of the emissions of the greenhouse gasses will have a negative effect on the global climate. The basis of the research is a case study situated in at the shore of Scheveningen, and concerns five different coastal protection systems to be analysed. To all of the designs an a mount of carbon dioxide per running meter will be attributed: A Carbon Footprint. The five designs concern a beach nourishment and a dike with an altering revetment of concrete columns, riprap, asphalt and elastocoast. The case study provides a broad view of some of the most common protections at the Dutch coast. The outcome makes a direct comparison between the systems, based on the same boundary conditions, possible. All activities that consume energy and that are contributing to the production of a final product, together form the emission of a product. An amount of energy is, dependent on the energy source responsible for a specific emission. Emissions linked to a certain energy source are therefore very influential in the ultimate emission of a whole product. Different databases however stick to different values for these specific emissions. The differences in specific emissions combined with a number of other factors cause a deviation in emissions of similar products. When the ‘Cradle-to-Grave’ principle is applied for the before mentioned five designs at Scheveningen the following ranking can be found: concrete columns, beach nourishment, riprap, asphaltic and lastly the elastocoast revetment. Because of the large range in emissions the only conclusion that can be drawn from the Carbon Footprints determined in this thesis is the ranking presented here. Because of the uncertainty in the applied emissions, established in this research, no absolute figures should be adapted from this work. Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.%22%29&pagesize-30">Verhagen, H.J., Haas, E.M., H.C.%22%29&pagesize-30">Hoijinck, R.H.C..
Labrujere, A L. “Analysis of the Carbon Footprint of Coastal Protection Systems:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:861a421f-3fc7-423e-ba49-fe15d759b482.
Labrujere, A L. “Analysis of the Carbon Footprint of Coastal Protection Systems:.” 2010. Web. 22 Apr 2019.
Labrujere AL. Analysis of the Carbon Footprint of Coastal Protection Systems:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:861a421f-3fc7-423e-ba49-fe15d759b482.
13. Van Zwicht, B.N.M. Effect of the concrete density on the stability of Xbloc armour units:.
▼ This thesis is about the influence of the specific weight on the stability of single layer interlocking armour units on rubble mound breakwaters. The hydraulic stability of the Xbloc armour unit is expressed by the stability number which is based on the assumption of dominance of lift, drag and gravity forces. If other forces have significant influence on the stability the power of one for the relative density in the stability number might change. The objective of this research was to determine the influence of the concrete density on the hydraulic stability of Xbloc armour unit and to determine if the stability can be described as a function of the stability number. 2-D Physical model tests have been done to determine the influence of the specific weight using concrete densities of 2102, 2465 and 2915 kg/m3 and slope angles of 3:4, 2:3 and 1:2. The size of the model block was held constant for all concrete densities. It is concluded from the model tests that the influence of the specific weight on the hydraulic stability of Xbloc armour layers is not correctly described by the stability number. The stability number underestimates the effect of the specific weight on Xbloc armour units for a slope of 2:3 and steeper. The underestimation increases for steeper slope angles. For a slope of 1:2 the stability number tends to overestimate the effect of the heavy concrete element, where as the normal and light concrete elements are in close resembles with each other and the expected start of damage and failure. A new stability formula for Xbloc armour units is suggested in which the power of the relative density in the stability number is a function of the slope angle and the influence of the slope angle on the hydraulic stability is taken into account. Advisors/Committee Members: J.%22%29&pagesize-30">Uijttewaal, W.S.J., J.%22%29&pagesize-30">Verhagen, H.J., Bakker, P.B., J.F.%22%29&pagesize-30">Stive, M.J.F..
Van Zwicht, B N M. “Effect of the concrete density on the stability of Xbloc armour units:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:8866d0ca-1ecf-4ea0-bb91-f0623a14de94.
Van Zwicht, B N M. “Effect of the concrete density on the stability of Xbloc armour units:.” 2009. Web. 22 Apr 2019.
Van Zwicht BNM. Effect of the concrete density on the stability of Xbloc armour units:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:8866d0ca-1ecf-4ea0-bb91-f0623a14de94.
14. Lioutas, A. A Systematic Approach of Greek Coastal Zone Management :.
▼ Additional MSc thesis Greece owns the most extensive coastline of all European countries. Greek economy relies on the protection and the development of the coast, where major economic activities take place and where about 60% of the population lives. Despite the crucial role of the coastal zone in Greece, there is no organized integrated act with regard to coastal zone management. This project introduces the development and application of a database of all the Greek coasts. The main objective of this project is to take a first step towards an integrated coastal zone management, by developing a tool for primarily identifying any piece of Greek coast, and secondarily accomplishing a coastal classification with regard to physical characteristics and social-economic activities. In order to decide about the content of the database and to come up with a proper structure, it was first necessary to define the main issues related to the Greek coasts, such as touristic development or environmental protection of a wetland, as well as to identify the possible users of the database and the kind of information that they would demand. The range of possible users has proved to be very wide, and therefore the range of information included in the database is wide too. The main data fields are the following: •	Type of coast: beach / rocky coast / wetland / port etc •	Geographical aspects: coordinates / province / prefecture •	Physical aspects: geological features/ beach length, width/ sediment grain size •	Hydraulic aspects: wind speed and direction / significant wave height •	Other general aspects: existence of fisheries / industry / urbanized areas etc. The database has been developed with web-based software and is accessible via the internet in the address www.greekcoasts.info. Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.%22%29&pagesize-30">Verhagen, H.J., Van Hijum, E..
Lioutas, A. “A Systematic Approach of Greek Coastal Zone Management :.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:7b07fd3c-af6a-46fc-93df-46351ca03c31.
Lioutas, A. “A Systematic Approach of Greek Coastal Zone Management :.” 2010. Web. 22 Apr 2019.
Lioutas A. A Systematic Approach of Greek Coastal Zone Management :. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:7b07fd3c-af6a-46fc-93df-46351ca03c31.
15. Mous, B.C. Wave impact on grass covered outer slopes:.
▼ Against the background of enhanced hydraulic loads due to climate change there will be a need for improvement of the flood defence system in the Netherlands in the future. These days there is a growing interest in grass as a dike cover because it is a cheap and a sustainable dike protection. Yet at the moment there is a hiatus in the knowledge on the erosion resistance of grass covers on especially the outer slope. For this reason large scale tests have been performed in the Große WellenKanal (Large Wave Flume) in Hannover in 2008 for both EroGRASS and FLOODsite. With the help of the EroGRASS data the MSc-study presented here aimed to develop a model that describes the initiation of erosion of a grass cover layer on the outer slope by wave attack. The erosion process was investigated first to gain some insight in the failure mechanisms on the outer slope. For wave-induced erosion of grass cover layers on the outer slope two failure mechanisms can be distinguished which can occur independently of each other. Aggregate erosion occurs when the soil is cracked and saturated with water. Uplift pressures can then develop underneath the aggregates shortly after a wave impact and on the surface small aggregates may be lifted and washed away. This eventually results in an erosion hole. Block erosion may occur when impact pressures can penetrate into the soil due to the presence of a large crack or irregularity. The balloon mechanism may then be triggered; at the location of minimum fracture strength a horizontal crack is formed. This crack gradually extends until it reaches a critical size. From this point a large block can instantly erode from the grass cover. For these erosion mechanisms the Wave Impact Pressure Erosion model has been developed, which describes the initiation of erosion of grass covers on the outer slope by wave impact pressures. The basic equation of the WIPE model can be adapted to obtain limit states for aggregate erosion block erosion. The WIPE model was calibrated and verified with the data of the EroGRASS experiments. For aggregate erosion the model behavior resembled the observed progression of aggregate erosion during the experiments after calibration. The WIPE model is considered suitable for the prediction of aggregate erosion of a good quality grass cover. Yet because the grass cover strength is dominated by the grass reinforcement, which decays with depth, the model will require adaptations to make it suitable for grass covers of lower quality. For block erosion the model was calibrated using a parameter that determines the moment of block erosion and a crack growth parameter, which determines the size of the eroded block. As the model was calibrated on merely two characteristic block erosion events, universal calibration factors for block erosion could unfortunately not be found. To obtain more reliable and uniform results for block erosion more data is required. Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Ursem, W.N.J., Bos, R.M..
Mous, B C. “Wave impact on grass covered outer slopes:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:38ac9ff1-edd1-4bd9-99d9-0e5d0f54f83e.
Mous, B C. “Wave impact on grass covered outer slopes:.” 2010. Web. 22 Apr 2019.
Mous BC. Wave impact on grass covered outer slopes:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:38ac9ff1-edd1-4bd9-99d9-0e5d0f54f83e.
16. Kersten, M.K. Master plan Porto Romano Bay, Albania:.
▼ Albania has the following major sea ports: Durrës, Vlora, Sarandë and Shëngjin. The port of Durrës has the biggest share in the volume of import/export in Albania, nearly 75%. Due to current development rates, limited possibilities for expansion and pollution in the city because of its vicinity to the port, projects are identified to construct a new port which will better meet increasing needs and demands. This gives a reason to do research on the possibilities of constructing port facilities at an alternative location. This new ‘port’ is designed in the Durrës area. To design a new port, information is needed about future trade and traffic anticipated in the future. An effort was made to make some forecasts in order to render this report more realistic. The produced forecasts are bases on a combination of past data extrapolation, trade and traffic trends as well as insight in the situation of Albania and hinterland connections. The master plan duration, which will be 25 years (2010-2035), is divided into three periods. Three different growth scenarios were taken into account. This report has been based on the medium growth scenario (4.3%, 3.8% and 3.1 % increase in the total trade of Albania in tons for the three time periods respectively). Assuming a medium growth scenario 1,807,000 tons of dry bulk will be handled in Porto Romano in 2035, 774,000 tons liquid bulk, 1,033,000 tons general cargo and 215,111 TEUs. When Romano Port starts functioning, it is immediately able to accommodate container vessels up to 45,000 dwt. For dry bulk it is assumed that the port should be able to accommodate vessels up to 40,000 dwt. The General Cargo vessels which currently enter the port of Durrës have an average size of 4,000 dwt. Although in general the size of General Cargo vessels remains relative small the average ship is expected to increase up to 10,000 dwt in 2035, with a maximum of 15,000 dwt. The maximum ship size for the liquid bulk terminal is assumed at 25,000 dwt. Taking into account the above forecasts, the future needs concerning terminal areas, berths and equipment were depicted. The container terminal will require a storage area of 440,000 m2 and a berth length of 466 meter. Dry bulk needs an area of 62,000 m2 and a berth length of 240 meter. General cargo will require a storage area of 84,000 m2 and a berth length of 543 meter. For the liquid bulk terminal, no additional berth is required. Ten alternatives were generated based on the future needs above. Three of them were discussed in more detail. Several affecting parameters were taken into account like extensibility, tranquillity, manoeuvrability etc. The comparison among these alternatives was conducted with the help of a multi criteria analyses. The objectivity of this method was verified by doing several sensitivity checks. Finally it leads to a final optimum port layout. Two chapters are written about the breakwater and quay wall. After an analysis, where several breakwater types were discussed and a comparison between a caisson type and rubble… Advisors/Committee Members: Ligteringen, H., Quist, P., Soons, F.A.M., J.%22%29&pagesize-30">Verhagen, H.J..
Kersten, M K. “Master plan Porto Romano Bay, Albania:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:62a2387f-6652-49f6-9c7a-1ccc714056c3.
Kersten, M K. “Master plan Porto Romano Bay, Albania:.” 2010. Web. 22 Apr 2019.
Kersten MK. Master plan Porto Romano Bay, Albania:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:62a2387f-6652-49f6-9c7a-1ccc714056c3.
17. Van Loon, P.S.P. A cost optimal design of a sea dike: Using probabilistic methods and flexibility in the distribution of the total failure probability over the various failure mechanisms :.
▼ During this research a method is developed for finding the cost optimal design of a sea dike when a probabilistic method is being applied and flexibility is allowed in the distribution of the total failure probability over the various failure mechanisms. A probabilistic model has been set up to calculate the cost optimal design for a sea dike while taking into account the failure mechanisms overtopping, armour layer stability and macro-stability of the inner slope and a number of input geometries that differ in crest height, outer slope angle, berm dimensions and stone size of the armour layer. The model has been evaluated with a case study and the results have been subject of a sensitivity analysis. Based on this case study it is concluded that when using a probabilistic approach and introducing more flexibility in the distribution of the total failure probability over the various failure mechanisms, a cost saving design may be found. This is achieved by changing the key dimensions of the dike section in such a way that trade-off of failure space between the various failure mechanisms occurs. Advisors/Committee Members: Jonkman, S.N., Tonneijck, M.R., Van Ledden, M., J.%22%29&pagesize-30">Verhagen, H.J..
Van Loon, P S P. “A cost optimal design of a sea dike: Using probabilistic methods and flexibility in the distribution of the total failure probability over the various failure mechanisms :.” 2014. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:e8d86c94-e2fd-4a4e-bf48-eb4e07060c0a.
Van Loon, P S P. “A cost optimal design of a sea dike: Using probabilistic methods and flexibility in the distribution of the total failure probability over the various failure mechanisms :.” 2014. Web. 22 Apr 2019.
Van Loon PSP. A cost optimal design of a sea dike: Using probabilistic methods and flexibility in the distribution of the total failure probability over the various failure mechanisms :. [Internet] [Masters thesis]. Delft University of Technology; 2014. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:e8d86c94-e2fd-4a4e-bf48-eb4e07060c0a.
18. Davidse, M.P. Experiment analysis: the relation between wave loading and resulting strain in an asphaltic concrete:.
▼ In the year 1991 the Technical Advisory Commission (TAW-A4) ordered a full scale investigation on wave impacts on an asphaltic concrete revetment. The goal of the experiment was to gain insight into the mechanisms which would lead to failure, cracking of the revetment. Also the behaviour of the revetment after failure (residual strength) was studied. To gain insight in the behaviour of the revetment, strain measuring devices and pressure transducers were placed into the revetment. The measured strains were compared with calculated strains by several researchers. One of the researchers concluded there was almost no resemblance between the measured and calculated strain and recommended to perform a sensitivity analysis on the calculations. This conclusion and recommendation is what resulted into the subject of the thesis. Due to extensive testing of materials in the last fifteen years a better understanding of material behaviour is achieved. This concerns in particular the modulus of elasticity of asphaltic concrete and the modulus of subgrade reaction. This knowledge is used in the thesis to get new results, by recalculation, from the same model. To perform a sensitivity analysis a stochastic simulation is used. A choice is made for using the Monte Carlo method for simulation of the strains and the results of the simulations are compared with the measured strains. The conclusions are divided into conclusions regarding the recalculation and conclusions regarding the Monte Carlo simulation. In the recalculation a better agreement between the measured and calculated strain is obtained. The model describes the calculated dynamic strain in a good way. This is also concluded by Ruygrok, one of the researchers who also investigated this Delta flume experiment. The simulated strains calculated with the Monte Carlo method are not in agreement with the measured strains. The difference between the calculation and the measurements are assigned to the differences between the quasi-static and the dynamic strain. Another reason for the differences is that the information of the wave impacts stored in the impact factor distribution cannot be divided into time and space, which leads to a too rough approach in the simulation.It is recommended to investigate the relation between the quasi-static or dynamic strain with the total strain. If the quasi-static strain adds extra damage to the revetment this part should be taken into account when a safety assessment is performed. Advisors/Committee Members: Vrijling, J.K., J.%22%29&pagesize-30">Verhagen, H.J., Van de Ven, M.F.C..
Davidse, M P. “Experiment analysis: the relation between wave loading and resulting strain in an asphaltic concrete:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:7f42f086-798b-410d-86bb-e709f784950d.
Davidse, M P. “Experiment analysis: the relation between wave loading and resulting strain in an asphaltic concrete:.” 2009. Web. 22 Apr 2019.
Davidse MP. Experiment analysis: the relation between wave loading and resulting strain in an asphaltic concrete:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:7f42f086-798b-410d-86bb-e709f784950d.
19. Davidse, M.P. Wave impact on asphaltic concrete revetments: Literature review:.
Davidse, M P. “Wave impact on asphaltic concrete revetments: Literature review:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:377bf79f-a4f3-4382-9482-bcdd91345e54.
Davidse, M P. “Wave impact on asphaltic concrete revetments: Literature review:.” 2009. Web. 22 Apr 2019.
Davidse MP. Wave impact on asphaltic concrete revetments: Literature review:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:377bf79f-a4f3-4382-9482-bcdd91345e54.
20. Nooij, R. New Orleans Storm Surge Barrier: wave pressures on the superstructure:.
▼ In a consortium Iv-Infra has made a proposal for a storm surge barrier to protect the city of New Orleans against hurricanes like Katrina. The design is a pile supported concrete structure with a considerable complex superstructure. The superstructure of the reference design consists of a perforated inclined wall and a vertical back wall. Since the hydraulic processes and variable wave pressures on the superstructure are not trivial and hard to predict more research is required to design similar structures in the future. The objective of this study is to get an understanding of the hydraulic processes and variable wave pressures on the reference structure. The research is divided in an analytical part and a part of physical model tests. The near shore wave conditions are calculated with SWAN. The design conditions are a storm surge of 6m, a wave height of 2,2m and a wave period of 5,25s. In order to obtain an understanding of the hydraulic processes and wave pressures on the reference structure first a simple and impermeable sloping structure is considered. It is found that for the local conditions in combination with steep sloping structures non-breaking wave conditions occur. Therefore it is assumed that the linear wave theory can be applied for determining the variable wave pressures. A model is made for the influence of a gap at the bottom of an inclined wall on wave reflection; wave run-up and wave transmission. In the physical model tests different experimental set-ups are tested. The expectations drawn on the basis of the results of the analytical part are verified by the results from the model tests. Advisors/Committee Members: Vrijling, J.K., J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Labeur, R.J., Van Spengen, J..
Nooij, R. “New Orleans Storm Surge Barrier: wave pressures on the superstructure:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:d725bd90-6994-4304-bd6c-7d8072a0e8e2.
Nooij, R. “New Orleans Storm Surge Barrier: wave pressures on the superstructure:.” 2009. Web. 22 Apr 2019.
Nooij R. New Orleans Storm Surge Barrier: wave pressures on the superstructure:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:d725bd90-6994-4304-bd6c-7d8072a0e8e2.
21. Sikkema, T. New Orleans storm surge barrier: an understanding of the hydraulic processes in front of and inside the superstructure:.
▼ After New Orleans was struck by hurricane Katrina on the 29th of August a consortium including Iv-Infra was in a tender, which involved the design of a storm surge barrier at the east side of the city of New Orleans. This consortium designed a piled-supported structure including a concrete superstructure. The superstructure consists of a perforated inclined wall in front of a vertical backwall. The inclined wall has an energy dissipating function and the vertical backwall does have a water retaining function. However, there is no standard theory to determine the optimal configuration of the superstructure having such a configuration. To find the optimal configuration total insight in the occurring hydraulic processes in front of and inside the superstructure is a requisite. In this research an analytical analysis has been performed for the water movement in the basin of the superstructure; for the wave run-up and wave overtopping over the perforated inclined wall; for the emptying process of the basin of the superstructure; for the wave induced inflow through the gap at the bottom of the inclined wall and for the length spreading effect, which is the spreading of the extreme overtopping rates in longitudinal direction of the basin. In the analytical research a reduction factor was found for the influence of the gap in the inclined wall on the wave run-up and wave overtopping. The reduction factor is equal to the reflection coefficient and has to be implemented in the formula for a non-perforated inclined wall. In this analytical research it was also stated that the inclined wall did not influence the water movement in a different way than a vertical wall should do. The water level fluctuation would resonate for a basin width of 0,5L. Physical model tests have been performed to solve the encountered uncertainties, which were encountered during the analytical research. Besides solving the encountered uncertainties verifying the analytical results was an objective of the physical model testing. From the physical model testing it has become clear that the gap has no influence on the wave run-up, however it influences the wave overtopping. An explanation for this phenomenon is that the overtopping time decreases when a gap is implemented in the inclined wall. By comparing and combining the results obtained by the analytical research and the physical model testing the hydraulic processes have become clear and a numerical model combining these different hydraulic processes has been constructed. The numerical model provides one a tool to calculate the overtopping volumes over the vertical backwall; the outflow through the gap and the overtopping volumes over the inclined wall. It is not possible to perform an automatic optimization with the model. One has to check different configurations whether they fulfil the imposed criteria or not. The most important criteria are that the structure has to be as low as possible and that the overtopping discharge over the vertical backwall is not allowed to be larger than 0,1l/s/m. A… Advisors/Committee Members: Vrijling, J.K., J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Labeur, R.J., Van Spengen, J..
Sikkema, T. “New Orleans storm surge barrier: an understanding of the hydraulic processes in front of and inside the superstructure:.” 2009. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:a634eaf0-1b93-4975-b1f2-625a7b727873.
Sikkema, T. “New Orleans storm surge barrier: an understanding of the hydraulic processes in front of and inside the superstructure:.” 2009. Web. 22 Apr 2019.
Sikkema T. New Orleans storm surge barrier: an understanding of the hydraulic processes in front of and inside the superstructure:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:a634eaf0-1b93-4975-b1f2-625a7b727873.
22. Mulders, P.H.M. Breakwaters under construction exposed to oblique waves:.
▼ During the construction of breakwaters contractors often encounter undesired reshaping of exposed core material. This reshaping is comparable to the deformation process of berm breakwaters in which the outer profile reshapes into a more stable s-curve. In the case of oblique waves this deformation is enhanced by a longshore transport of stones leading to even more loss of material and damage. Throughout the years few formulas were derived for both processes which describe the behaviour of berm breakwaters as well as gravel beaches reasonably well. These formulas however turned out to be inadequate when it comes to describing the behaviour of core material. In particular the influence of the wide grading of quarry run, commonly used as core material, is to a large extent unknown and generally not described in the available relations. To investigate this influence of the stone grading on both the two-dimensional deformation and longshore transport new physical model tests were carried out in the wave basin at Delft University of Technology. In total 12 tests were executed in which two different gradings, three different angles of wave attack and two different wave spectra were tested. Data collected from the tests included wave and profile measurements together with the displacements of stones, originating from two colour beams which were applied in the middle of the trunk. These data along with visual observations eventually led to a conceptual model describing stone movements in both transverse and longshore direction. Using Matlab three-dimensional profile and erosion models were generated from which the different profile parameters were determined. With respect to the distance from origin, for each test an exponential relation was derived to describe the stone displacements. After determination of the area of uniform transport these exponential relations were used to calculate the total longshore transport by means of extrapolation and multiple integrations. Subsequently all parameters found were compared to the formulas currently available for both processes. Regarding the deformation parameters the test results produced the best fit with the formulas derived in [MERLI 2009]. Still on several occasions a deviant relation was found concerning the influence of wave obliquity. In addition, the formulas became less accurate for the narrow grading used in the tests, which fell outside the range tested by Merli. However, for the crest height of the deformed profile test results deviated completely from the available formula as no influence was found whatsoever for all tested parameters. Here the deviation was contributed to a higher instability of the part above the initial deformation, partly due to the steepness of the slope. On the subject of the longshore transport clear trends were found describing the influence of the varying parameters. Both a higher wave load and wider grading lead to an increase of the longshore transport. For the wider grading, however, this increase gave a rather distorted image, as not… Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Uijttewaal, W.S.J., Smith, G.M..
Mulders, P H M. “Breakwaters under construction exposed to oblique waves:.” 2010. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:cc04f91a-4f2d-4c6c-9c8e-a803a258f500.
Mulders, P H M. “Breakwaters under construction exposed to oblique waves:.” 2010. Web. 22 Apr 2019.
Mulders PHM. Breakwaters under construction exposed to oblique waves:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:cc04f91a-4f2d-4c6c-9c8e-a803a258f500.
23. Verpoorten, S.P.K. Numerical evaluation of stability methods for rubble mound breakwater toes:.
▼ Seaports are often protected against waves and currents by rubble mound breakwaters. At the interface between outer breakwater slope and seabed a toe structure is often build, which provides stability to the outer slope. The toe consists of a relatively small heap of rock. Since 1977 dedicated studies are made to the stability of these rock elements under wave attack. A large number of stability methods is available, but prediction accuracy is low and validity ranges are too small for use in practice. Clarity on applicability of these methods is desired by designers. In Baart (2008) a new approach towards toe stability is defended. The ‘decoupled model approach’ determines stability with a two-step model. In the first step local hydraulic conditions right above the toe bed are calculated. The second step uses these conditions in a general formula for stone motion to predict motion. In this thesis the decoupled model approach is implemented and tested by means of the computational fluid dynamics model IH-2VOF. Prediction capacity of existing toe stability methods is reviewed against numerical results. The approach predicts motion rather than an amount of damage. To achieve this, critical values for stability and damage were imposed where necessary. The IH-2VOF model was reviewed first. Convergence tests gave recommendations for the computational grid layout. During testing it was found that position of the partially standing wave, produced by breakwater reflection under regular waves, is of major importance when reviewing different tests. It was discovered also that turbulence modelling in IH-2VOF did not function properly. The Nammuni-Krohn (2009) cases were modelled and numerical results were compared with physical measurements by Nammuni-Krohn. Little correspondence was found, likely caused by differences between numerical and physical model. High sensitivity to stone properties (diameter, porosity and Forchheimer coefficients) was encountered. Analytical solutions for flow velocity either over- or underestimated the numerical results. Work by Peters (2014a) increased confidence in the utility of IH-2VOF for breakwater modelling. Under the assumption that turbulence is not of large importance, the Ebbens (2009) cases were modelled. By literature study the formulae by Izbash (1930), Rance and Warren (1968), Dessens (2004), Steenstra (2014) and Peters (2014b) were selected to predict stone motion. Calibration of these formulae was necessary; Rance and Warren (1968) and Peters (2014b) produced most reliable results. They probably do not need any calibration, making them more universally applicable. Prediction of motion by toe stability methods and decoupled model approach were compared. The formulae by Van der Meer (1991), Gerding (1993) and Van der Meer (1998) give good agreement when validity limits are respected. If neglected, prediction capacity did not decrease much. Van Gent and Van der Werf (2014) and Muttray et al. (2014) then perform good as well. Low sensitivity to the critical values for stability and… Advisors/Committee Members: J.%22%29&pagesize-30">Uijttewaal, W.S.J., Zanuttigh, B., J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Ockeloen, W.J..
Verpoorten, S P K. “Numerical evaluation of stability methods for rubble mound breakwater toes:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:3de220e6-34cb-4f0b-b432-791b82f96902.
Verpoorten, S P K. “Numerical evaluation of stability methods for rubble mound breakwater toes:.” 2015. Web. 22 Apr 2019.
Verpoorten SPK. Numerical evaluation of stability methods for rubble mound breakwater toes:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:3de220e6-34cb-4f0b-b432-791b82f96902.
24. Witteman, D. The shape factor of quarry rock: Reassessment of the value and study into parameters of influence:.
▼ Quarry rock is a frequently applied construction material in hydraulic engineering. The main reason is its unique stability capacities in environments of high hydrodynamic activity. Furthermore, quarry rock is produced and handled relatively easily and available at numerous locations across the globe. The size, or more precisely, the dimension of rock plays an important role in the realization of granular hydraulic structures. In general, two definitions are applied for the dimension of quarry rock, viz.: the nominal diameter and the sieve diameter. The ratio of both diameters is referred to as the shape factor of quarry rock and is frequently applied to express the one diameter in the other. Quarry rock however consists of a practically infinite variety of sizes and shapes and as a result the material is typically graded. For quarry gradings therefore the shape factor is based on ‘median’ values for the nominal diameter and sieve diameter, which are related to the fifty percent cumulative mass percentage of the grading. In a report published by G.J. Laan (1981) the value of the shape factor for quarry rock was determined to be 0.84. Unfortunately, Laan passed away and the concerned report is missing from the libraries. Despite the resulting lack of theoretical background the value of 0.84 is still widely applied in hydraulic engineering practice, as is recommended by - amongst other literature - the Rock Manual (2007). In this thesis the value of the shape factor has been reassessed. By conducting experiments on 21 samples, consisting of 200-250 rocks, extracted from various gradings, it is found that the shape factor is reasonably well represented by means of a Gaussian distribution. The average value and standard deviation are 0.86 and 0.24 respectively. Furthermore, it is concluded that the value of the shape factor is not constant within a grading. The value of the shape factor slightly decreases for increasing rock size. Such relation is however not discerned over the coarseness of the tested gradings. According to the tested gradings, the value of the shape factor is independent from the shape of the rock, in terms of both elongation and blockiness. For individual rock however, on average the value of the shape factor slightly increases for an increase of elongation as well as blockiness. As a consequence it cannot be completely ruled out that, for gradings consisting of a significantly higher percentage of relatively elongated or blocky rock compared with the tested gradings, the shape factor will increase. Like the shape factor for rock gradings, the shape factor of individual rocks is also represented reasonably well by means of a Gaussian distribution. The average value and standard deviation are 0.84 and 0.083 respectively. Moreover, it is found that the shape factor of an individual rock may exceed the value of 1.0. For such rock the nominal diameter exceeds the sieve diameter. Subesequent research should focus on the shape factor value for gradings of significantly different coarseness and gradings… Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.M.%22%29&pagesize-30">Ngan-Tillard, D.J.M., J.%22%29&pagesize-30">Verhagen, H.J., J.M.%22%29&pagesize-30">Stam, C.J.M..
Witteman, D. “The shape factor of quarry rock: Reassessment of the value and study into parameters of influence:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:468dd43d-55df-4b06-b621-359a456f358c.
Witteman, D. “The shape factor of quarry rock: Reassessment of the value and study into parameters of influence:.” 2015. Web. 22 Apr 2019.
Witteman D. The shape factor of quarry rock: Reassessment of the value and study into parameters of influence:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:468dd43d-55df-4b06-b621-359a456f358c.
25. Van der Neut, E.M. Analysis of the notional permeability of rubble mound breakwaters by means of a VOF model:.
▼ When designing a rubble mound breakwater, one would like to predict the stability of the armour layer of the breakwater. For this purpose several armour layer stability formula are developed. The most reliable is considered to be the stability formula of Van der Meer (1988). With this method, the armour layer stability is predicted based on several parameters. One of these parameters is the so-called notional permeability, P. The definition of the word notional is important to keep in mind; existing as or based on a suggestion, estimate, or theory; not existing in reality. Or, in other words, the notional permeability is not a physical description of the real permeability of a breakwater. Furthermore, there are no methods to calculate the notional permeability. This makes it difficult to estimate a safe and reliable P-value for an arbitrary structure. The definition of the notional permeability suggests that a single P-value can be attributed to a structure. However, previous research has suggested that the notional permeability is not only dependent on structural parameters, but also on hydraulic parameters. This makes the assumption of a single P-value for a particular structure under arbitrary hydraulic conditions invalid. The P-value should therefore vary under varying hydraulic conditions. This thesis aims for a better understanding of the physical processes the notional permeability. Some of the original physical model tests of Van der Meer (1988) are selected for analysis to achieve this goal. As a tool the numerical model IH2VOF is used. This 2D vertical model is able to simulate flow interaction with porous media. And makes it possible to measure pressures and flow velocities at any point within a breakwater. In this way physical processes can be described as functions of pressures and flow velocities. The model is able to simulate porous flows by Volume Averaging the Reynolds Averaged Navier Stokes equations. This Volume Averaging introduces a porosity into the equations. Furthermore, the extended Forchheimer equation is needed to close the equations. This additionally introduces the laminar and turbulent Forchheimer coefficients and added mass coefficients to the equations. These four variables describe the porous media and are required as input to the model. Based on a literature study a hypothesis is made about the variables on which the notional permeability is dependent. The Buckingham PI theorem is applied to these variables, resulting in four dimensionless PI terms. Eventually it is concluded that the PI terms are best measured 0.5 times the significant wave height below the initial water level, inside the armour layer and in a normal direction to the front slope of the structure. With this approach, all four PI terms show a positive correlation with P. Advisors/Committee Members: J.%22%29&pagesize-30">Uijttewaal, W.S.J., J.%22%29&pagesize-30">Verhagen, H.J., Van den Bos, J.P..
Van der Neut, E M. “Analysis of the notional permeability of rubble mound breakwaters by means of a VOF model:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:44ece14d-e307-424a-8f55-08d756c743b3.
Van der Neut, E M. “Analysis of the notional permeability of rubble mound breakwaters by means of a VOF model:.” 2015. Web. 22 Apr 2019.
Van der Neut EM. Analysis of the notional permeability of rubble mound breakwaters by means of a VOF model:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:44ece14d-e307-424a-8f55-08d756c743b3.
26. Evers, G.A. Uncertainties in future dike design:.
▼ A dike is designed for an extreme event which greatly exceed the situation under daily circumstances. The expected loading during such an event is, however, difficult to estimate. Inherent uncertainties in nature and epistemic uncertainties in models and statistical data impede a clear verdict about the exact loading on a dike. Consequently, incorporating uncertainties in a dike design can have a great impact. One of the aims, following the Delta Decisions of 2015, is to improve the way uncertainties are incorporated in future dike assessment and design models. Conventionally, models become more computationally intensive with the incorporation of each additional uncertainties. Therefore, it is useful to only account for most influential uncertainties. Until new models are established, the Ontwerpinstrumentarium (OI2014) is released for the transitional period. The guideline explains for which extreme event a dike needs to be designed. Looking in more detail to the OI2104, questions can be asked about the underlying assumptions. In this thesis, a modified method of the OI2014 is exhibited by looking into a dike’s location specific dominant failure mechanisms. In so, a better cost-optimal dike design can be realized. Also, a sensitivity is carried out in which currently recognized uncertainties are investigated using the PC-Ring model. In addition, a new statistical wind uncertainty model is built, wherein uncertainty is integrated a priori under the assumption that correlations between random variables do not play a significant role. The model’s implications are evaluated using the Hydra-Zoet model. From this research three main findings can be deduced. Firstly, the proposed methods of the OI2014 do not lead to a cost-optimal dike design. Secondly, addition of statistical wind uncertainty leads to a significant increase of hydraulic boundary conditions for lake systems. Lastly, the prior integration of any random variable has many computational benefits. Advisors/Committee Members: Kok, M., J.%22%29&pagesize-30">Verhagen, H.J., Napoles, O.M., Stijnen, J..
Evers, G A. “Uncertainties in future dike design:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:0de236a5-1a32-439a-9245-23a7b0d8ae26.
Evers, G A. “Uncertainties in future dike design:.” 2015. Web. 22 Apr 2019.
Evers GA. Uncertainties in future dike design:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:0de236a5-1a32-439a-9245-23a7b0d8ae26.
27. Pasaoglu, M. Assessment of the Applicability of the PIANC Guidelines on Protecting Berthing Structures from Scour Caused by Ships:.
▼ As the shipping industry is growing, more and more propulsion systems are being developed with better propulsion capabilities. These current and newly developing systems in ships are expected to cause scour at beds around berthing structures with greater likelihood than the systems preceding them, which increases the importance of protection methods used to deal with this issue. In early 2015, the World Association for Waterborne Transport Infrastructure (PIANC) has published a report titled ‘Guidelines for Protecting Berthing Structures from Scour Caused by Ships’ with the aim of providing practical guidelines and detailed background information about vessel propulsion systems in order to allow designers to make a proper design of the bed protection in front of the berth structures or to estimate the scour expected to develop. However, the applicability of these guidelines to real scenarios remains to be assessed. The limitations and uncertainties associated with the guidelines have been determined by applying the aforementioned guidelines to the riprap type of bed protection design of both open and solid berthing structures in an inland mooring facility located in the Rotterdam harbour. In examining these guidelines, it was revealed that several assumptions are necessary due to lack of information on various parameters and some specifications of the design ship, along with shortcomings and limitations of the methods and equations presented. The significance of these assumptions on the applicability of the guidelines has been investigated. In cases where limitations have been found, owing to assumptions or otherwise, certain solutions can be offered to overcome these. The guidelines were found to be applicable and provide decent instructions for a proper bed protection design in spite of the requirement of some assumptions. The effectiveness of the guidelines can be improved thanks to further research with bed protection designs for different case study locations and various bed protection methods to verify the conclusions reached in this study. Moreover, supplementary resources like a catalogue containing detailed information about several ship characteristics with relatively higher influences in the design process can help designers to gather more accurate data to be used in the calculations. Advisors/Committee Members: J.%22%29&pagesize-30">Verhagen, H.J., J.%22%29&pagesize-30">Verheij, H.J., Vellinga, T..
Pasaoglu, M. “Assessment of the Applicability of the PIANC Guidelines on Protecting Berthing Structures from Scour Caused by Ships:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:bee4e059-7cd8-4ef0-99f8-616104e44792.
Pasaoglu, M. “Assessment of the Applicability of the PIANC Guidelines on Protecting Berthing Structures from Scour Caused by Ships:.” 2015. Web. 22 Apr 2019.
Pasaoglu M. Assessment of the Applicability of the PIANC Guidelines on Protecting Berthing Structures from Scour Caused by Ships:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:bee4e059-7cd8-4ef0-99f8-616104e44792.
28. Broere, A. Physical model tests on stability and interlocking of new breakwater armour block Crablock:.
▼ The protection of breakwater structures is in this research considered. The design of rubble mound concrete armour layers for breakwaters can be divided in a single layer system and a double layer system. The single layer system is nowadays mostly applied because of the high interlocking, high stability of the structure, reduction of concrete use and a decrease of the construction period. There are several types of artificial units which can be placed in a single layer armour. At this moment the development of the new breakwater armour unit Crablock is going on. Small scale physical flume tests have been performed with focus on hydraulic stability. The influence of wave attack on the interlocking properties was determined by conducting some pull tests after wave exposure and in dry conditions. The performance of the Crablock armour layer is based on damage patterns for corresponding wave heights. Damage criteria are defined for displacement of units, individual movement and rocking. The results show that the placement pattern did not influence the hydraulic stability. For long waves, damage was observed in an earlier stage than short waves so there is a certain influence from the wave steepness. The higher crest level showed less displacements but larger settlements than the normal crest level. The lowest point where displacements were observed was for all tests applied with 0.66/Dn2 and 0.69/Dn2 around stability number 4.6. The design value of the stability number was in this stage assumed as 2.8, comparable to other units. This leads to a large safety factor of 1.6. The pull tests consisted of unit extractions from three different levels on the slope. The interlocking degree is defined as the ratio between the force needed to extract a single unit and the own weight. For the locations around and below SWL, the ratio between the interlocking degrees with and without wave exposure is in the order of 2 to 3. So for that locations the settlement caused a considerable higher interlocking degree. For the highest extraction above SWL, the difference is negligible. It seemed that the interlocking degree was dependent on packing density but also on the extraction level on the slope. An increase in packing density led to a higher interlocking degree. This increase was higher at the location below SWL because the additional weight of the units above became important. Advisors/Committee Members: Van der Meer, J.W., J.%22%29&pagesize-30">Verhagen, H.J., Kuiper, C..
Broere, A. “Physical model tests on stability and interlocking of new breakwater armour block Crablock:.” 2015. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:18f7dfea-1d1c-445a-a91f-fed8cacc38dd.
Broere, A. “Physical model tests on stability and interlocking of new breakwater armour block Crablock:.” 2015. Web. 22 Apr 2019.
Broere A. Physical model tests on stability and interlocking of new breakwater armour block Crablock:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:18f7dfea-1d1c-445a-a91f-fed8cacc38dd.
29. Drieman, R. Feasibility study on the use of a floating breakwater to protect a new artificial beach in Balchik, Bulgaria:.
▼ The coast of Bulgaria is subject to erosion. Because of this fact, around the town of Balchik, which is situated on the Black Sea coast, almost no sandy beaches are present. Last years there have been vast tourist developments in and around Balchik. Because of these developments, the province demands solutions to adapt coastal protection structures to become more attractive regarding recreation. In this study, a small pilot project on the creation of an artificial beach will be described. One possible source of nourishment sand is to dredge it from the local bottom. However, this sand is too fine to form a stable beach without a breakwater in front of it for protection. In this study is investigated whether it is technically feasible to use a floating breakwater to protect the new proposed beach in Balchik. In order to do this, the following approach is followed. A description of the current situation as well as boundary conditions regarding wind, waves, water level, bathymetry and sediment properties is given. Next, the maximum allowed wave height to form a stable beach is determined by means of sediment transport calculations in cross-shore and longshore direction and several possible nourishment sand sizes are considered. In order to lower the incoming waves (boundary conditions) to the maximum allowed wave conditions, a floating breakwater with a certain transmission coefficient is necessary. An investigation on possible types of floating breakwaters is made and the possibilities to produce the floating breakwater are described. From the types of breakwaters found, the most suitable type is selected. The last step is to determine the required dimensions and offshore distance of the floating breakwater in order to achieve the required transmission coefficient. If the required dimensions stay within reasonable limits, it can be concluded that it is technically feasible to use a floating breakwater as beach protection. It is chosen to use concrete caissons to create the floating breakwater, because of the fact that in the vicinity of the project location a company is located which can produce floating concrete structures. Regarding beach nourishment materials, the equilibrium beach profiles with mean grain diameters 0.1, 0.2 and 1.0 mm are considered. It is chosen to further elaborate the case of the locally available sand with a mean grain diameter of 0.1 mm, because for this sand a floating breakwater is necessary in order to stabilize the nourishment. The other two sediment sizes may form a stable beach without a breakwater in place. In order to determine the required dimensions of the floating breakwater, a distance of 200 m between the floating breakwater and the coastline is chosen. With the aid of a literature study on floating breakwater dimensions it is found that for this particular location and governing wave conditions, the draft of the floating breakwater is the governing parameter which determines the transmission coefficient. The breadth of the structure is determined by stability requirements.… Advisors/Committee Members: J.F.%22%29&pagesize-30">Stive, M.J.F., J.%22%29&pagesize-30">Verhagen, H.J., Zijlema, M., Savov, B.V..
Drieman, R. “Feasibility study on the use of a floating breakwater to protect a new artificial beach in Balchik, Bulgaria:.” 2011. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:90105712-9aed-48f5-a5ac-33f60bde9211.
Drieman, R. “Feasibility study on the use of a floating breakwater to protect a new artificial beach in Balchik, Bulgaria:.” 2011. Web. 22 Apr 2019.
Drieman R. Feasibility study on the use of a floating breakwater to protect a new artificial beach in Balchik, Bulgaria:. [Internet] [Masters thesis]. Delft University of Technology; 2011. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:90105712-9aed-48f5-a5ac-33f60bde9211.
30. Mingou, P. Wave kinematics inside homogeneous submerged rubble-mound breakwater:.
▼ Breakwaters are important for the preservation and development of coastal areas. Submerged breakwaters have significant advantages compared to emerged, such as economical construction and preservation, milder effect on landscape and under conditions, preservation of marine flora and fauna inside it. The main objective of this study is to give estimation about whether a homogeneous rubble-mound submerged breakwater could attract and preserve marine life inside it. This would be determined by measuring the water flow and thus oxygen adequacy inside such a structure. This research has been performed by means of a physical model. Three variables are considered in this study: • wave period • wave height • submergence factor For different variations of the parameters, pressure gradients and pore velocities inside the breakwater are being measured. In the analysis of the data collected from the measurements, the impact of the varying variables is investigated leading to useful conclusions and better understanding of the entire process. Finally, suggestions of further research on this topic are discussed. Advisors/Committee Members: Memos, C., J.%22%29&pagesize-30">Verhagen, H.J., Papanikolaou, P., Tsoukala, V..
Mingou, P. “Wave kinematics inside homogeneous submerged rubble-mound breakwater:.” 2011. Masters Thesis, Delft University of Technology. Accessed April 22, 2019. http://resolver.tudelft.nl/uuid:bb6fc1ba-3abf-4bbe-8605-bd4fb4ed1884.
Mingou, P. “Wave kinematics inside homogeneous submerged rubble-mound breakwater:.” 2011. Web. 22 Apr 2019.
Mingou P. Wave kinematics inside homogeneous submerged rubble-mound breakwater:. [Internet] [Masters thesis]. Delft University of Technology; 2011. [cited 2019 Apr 22]. Available from: http://resolver.tudelft.nl/uuid:bb6fc1ba-3abf-4bbe-8605-bd4fb4ed1884.

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