"uuid","repository link","title","author","contributor","publication year","abstract","subject topic","language","publication type","publisher","isbn","issn","patent","patent status","bibliographic note","access restriction","embargo date","faculty","department","research group","programme","project","coordinates"
"uuid:fd97af2a-8c81-49c9-a46b-817d015388eb","http://resolver.tudelft.nl/uuid:fd97af2a-8c81-49c9-a46b-817d015388eb","Sea level rise in the Oosterschelde estuary: A study of the long-term morphological development of a model of the Oosterschelde with accelerated sea level rise if the storm surge barrier is removed","Wisse, Niels-Jan (TU Delft Civil Engineering & Geosciences)","Aarninkhof, S.G.J. (graduation committee); van Prooijen, Bram (graduation committee); Eelkema, M. (graduation committee); de Vet, P.L.M. (graduation committee); Onderwater, M.C. (mentor); Delft University of Technology (degree granting institution)","2022","The Oosterschelde has been an area of morphological change for centuries. Both floodings and human influences have caused the Oosterschelde to have its current shape. During the last century before implementation of the Delta plan (1953) the estuary was still expanding as the channels deepened and the tidal flats increased. With the construction of the Delta works the tidal range decreased with 12 % whereas the tidal prism reduced with 31 %. As a consequence of this reduced tidal motion, the tide is not able anymore to counteract the erosion of the tidal flats which is caused by waves/wind. Therefore, the surface area and the height of the tidal flats reduces (‘Zandhonger’). This decrease of tidal area is an undesirable situation as the unique tidal nature of the Oosterschelde provides a lot of functions for both economy (oysters, mussels), ecology and recreation. Furthermore, the Oosterschelde is used as a transport route by cargo vessels.
This research studies the morphological development of a model of the Oosterschelde with two hypothetical interventions: removal of the storm surge barrier (SSB) and applying 2 metre sea level rise (SLR) in 50 years. This is done with four model scenarios: a run with SSB in place, without SLR (1), a run without SSB, without SLR (2), a run without SSB, with SLR (3) and a run with SSB, with SLR (4). This last run was used as sensitivity run in order to see which hypothetical interventions has more impact.
The model results led to conclusions which parts of the model are represented well and which parts of the model need to be improved. The results made clear that current model is promising as the tidal range was modelled correctly for the majority of the Oosterschelde. Also the model represented the tidal prism well compared to the calculated tidal prism (tidal prism = tidal range * wet surface area of the basin – the sediment volume of the tidal flats). It was found too that SLR can be modelled in a correct way by forcing a water level at the boundaries of the model.
It was found that wave activity is an important process with respect to the development of the tidal flats. Therefore, the frequency of the wave computations should be chosen in such way that reliable wave heights are present for each water level during the tidal cycle at all locations in the Oosterschelde. Another key factor which should be improved is the availability of sediment in the model as this determines the (desired) growth of the tidal flats with SLR. Processes/indicators which give information about this availability (ebb/flood dominance, sediment characteristics) can give insight in the development of the tidal flats. With improvement of modelling these two processes it may be possible to improve model capabilities.","Delft 3D; Oosterschelde; Sea level rise; Morphodynamic modelling; Long-term development; Storm surge barrier","en","master thesis","","","","","","","","","","","","Civil Engineering | Hydraulic Engineering","","51.640202,3.775201"
"uuid:308426b6-34ea-4d96-a154-69355c8aa2d8","http://resolver.tudelft.nl/uuid:308426b6-34ea-4d96-a154-69355c8aa2d8","Eastern Scheldt: From nature - to human reserve","Steegers, K.A.P.","Tillie, N.M.J.D. (mentor); Van Prooijen, B.C. (mentor)","2015","Deltas are of great importance to humans all over the world. They are densely populated coastal areas, where land arises from sea. An amazing gradient where two worlds meet and nature and humans proliferate traditionally. Yet this gradient increasingly disappears due to the great technical advances since the 19th century, which tried to control the marine dynamics of deltas to ensure safety of the hinterland against inundation. The Deltaworks in the Netherlands embody this. The masterpiece of the Deltaworks meant the construction of a national icon: the Eastern Scheldt storm surge barrier, which does not only withstand storm surges, but even daily controls the tides of the sea in the Eastern Scheldt. However, this permeable dam has resulted in the erosion of the intertidal area and subsequently in an insatiable demand of sand, which increases annually due to sea-level rise. The intertidal area will have disappeared in about 2080 as a consequence of this sand hunger, with major social - and ecological problems as a result. Besides sand hunger, Zeeland also suffers from space hunger. The rise of mass recreation in the past century has led to the cluttering of holiday parks in the hinterland of the delta, which destroy the lowlands and the delta in their vastness. Therefore, a holistic solution for the Zeeland delta does not only secure the intertidal area, but also encompasses the finding of a suitable place for recreation in its delta. This is achieved by means of the deconstruction of the Eastern Scheldt storm surge barrier and Grevelingendam, and using the resulting new marine dynamics to promote the social - and ecological situation of the Eastern Scheldt. The new multifunctional coastal defense systems protect the hinterland from inundation permanently and is in itself a new landscape entity of Zeeland in which the function of recreation becomes integrated into the landscape. This way Zeeland is strengthened integrally between sea and land and the Eastern Scheldt is transformed from a nature - to a human reserve, where all interactions live together as an obviousness.","Landscape Architecture; Eastern Scheldt; Oosterschelde; Seascape; Sand Hunger; Space Hunger; Multifunctional Coastal Defense Systems; Building with Nature; Ecosystem Services; Living Systems; Landscape Machine; Storm Surge Barrier; Climate Change","en","master thesis","","","","","","","","2015-06-23","Architecture and The Built Environment","Landscape Architecture","","Flowscapes","","51.561865, 3.951302"
"uuid:db879ccf-3cb1-448f-adea-4d9e221be35f","http://resolver.tudelft.nl/uuid:db879ccf-3cb1-448f-adea-4d9e221be35f","The future of the Oosterschelde with a new inlet channel","De Bruijn, R.A.","Stive, M.J.F. (mentor); Wang, Z.B. (mentor); Van Prooijen, B.C. (mentor)","2012","After the storm surge of 1953, the Dutch Delta project was initiated in order to protect the southwestern part of The Netherlands. A storm surge barrier in front of the Oosterschelde and various dams at the back of the estuary were constructed. These interventions led to a large change of the hydrodynamics of the Oosterschelde: a large decrease in tidal volume and flow velocities. This decrease in flow velocities caused a decrease in sediment transport from the channels with about 75%. It is estimated that an amount of 400-600 million m3 of sediment is necessary to increase the flow velocities, restore the sediment transport from the channels and to obtain a new dynamic equilibrium (Kohsiek, 1987). This need for sand is called the ‘sand demand’. At present, the shoal height inside the estuary decreases by wave erosion. This decrease in shoal height mainly has a negative influence on the protected nature in the Oosterschelde. The Oosterschelde was ebb dominant and exporting sediment for centuries. All the events and interventions from 1530 up to the construction of Volkerakdam and Grevelingendam in 1969, caused an increase in tidal prism and export of sediment towards the ebb tidal delta. By the construction of the storm surge barrier, Philipsdam and Oesterdam in 1986, the situation changed, the tidal prism decreased and the ‘sand demand’ started. This research is aimed at finding a structural solution for the ‘sand demand’ by opening the storm surge barrier. The present situation of the Oosterschelde and a future situation with a new inlet channel at Neeltje Jans are analyzed in order to determine if a new inlet channel could influence the hydrodynamics and sediment transport in order to structurally solve the ‘sand demand’. A process based hydrodynamic and morphological model (Delft3D) is used to analyze the present and possible future situations with a new inlet channel. The new model and the methods of Van de Kreeke (1993) and Groen (1967) applied to the present situation of the basin, show that the Oosterschelde is still ebb dominant and would be exporting fine and coarse sediment if the inlet would not block the sediment transport. This ebb dominance follows from the large intertidal area and deep channels. Notwithstanding the ebb dominance, there is no sediment export possible through the inlet. The inlet blocks the sediment transport in both directions mainly because of a ‘tidal jet’, caused by the small inlet and large tidal prism. The tidal prism increases with a new inlet channel and thus increases the flow velocities in the channels. The increase in tidal prism and thus flow velocities brings the Oosterschelde closer to the old situation. The higher flow velocities increase the sediment transport from the channels and thus increase the shoal building. It is not known how much the shoal building is exactly restored. Some channels have such an increase in flow velocities that shoal building occurs again. However, parts of the basin are still not in equilibrium, which can be seen from comparing the old with the new flow velocities and by comparing the tidal prism and the cross-sectional areas of the channels with the empirical relations of Louters (1998) and Haring (1976). An important disadvantage of an increase in tidal prism is the enhancement of the ebb dominance that causes more sediment transport in ebb direction. However there is no export possible through the new inlet channel, because also the new inlet channel has a ‘tidal jet’ that blocks all sediment transport through the inlet. The large-scale effects of the Oosterschelde, like the ebb dominance and ‘sand demand’ cannot be structurally changed a new inlet channel. However the shoal degradation rate will probably be slowed down with an increase in tidal prism.","tidal asymmetry; sediment transport; Oosterschelde; Delft3D","en","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Hydraulic Engineering","",""
"uuid:852d5a80-6998-4b3e-bcd2-9124fb3ed21a","http://resolver.tudelft.nl/uuid:852d5a80-6998-4b3e-bcd2-9124fb3ed21a","Effect of removal of the Oosterschelde storm surge barrier","De Pater, P.D.","Stive, M.J.F. (mentor); Wang, Z.B. (mentor); Labeur, R.J. (mentor); Hibma, A. (mentor); Eelkema, M. (mentor)","2012","The research objective of this thesis is to determine the new hydrodynamic and morphodynamic situation in case the Oosterschelde storm surge barrier is removed, with emphasis on the development of the intertidal area. To reach the objectives of this study a literature study is performed which describes the impact of the Deltaworks. An analytical model is developed to evaluate the effect of the Philipsdam and Oesterdam on the hydrodynamics in the Oosterschelde when the barrier is removed. Besides that a Delft3D model, the Kustzuid model, is used to determine the effect of bathymetric changes, removal of the barrier and realignment of the basin. Several adaptations have been made to the Kustzuid model to improve the performance. A theory by [Friedrichs and Aubrey, 1988] is used to analyse the distortion of the water level and discharge signal. The applied theory uses the relative phase of the M2 and M4 component to indicate the asymmetry. Removal of the barrier causes an increase of the tidal range by 10 to 20%. This is indicated both by the analytical model as by the Delft3D model. The tidal range will not get as large as it was before the Deltaworks. Removal of the barrier will cause an increase of the tidal prism and strengthen the ebb dominance of the basin. Besides that shoal build up will be enforced by the higher current velocities. Simulations with different bathymetries dating from 1983, 2008 and 2100 indicate that the loss of sediment from the shoals to the channels leads to a less ebb dominant system. A sligthly less ebb-dominant system is found in 2008 compared to the 1983 scenario. Ongoing loss of sediment from the intertidal area leads to a scenario without intertidal flats in 2100. In the 2100 scenario without barrier the system gets flood dominant in the eastern parts of the basin. Flood dominance throughout the entire basin is found when the barrier is still in place in 2100. Large scale realignment of the Oosterschelde is simulated by adding intertidal area to the Oosterschelde without increasing the channel volume. These simulations show increased ebbdominance, leading to export of sediment. The set back of part of the dikes will increase the flow velocities inside the basin, however not enough to cause shoal build up. When the barrier is removed in combination with realignment, shoal build up will occur. Based on empirical relations, realignment of the Oosterschelde is not expected to have a large effect on the relative flat area.","Oosterschelde; Tidal asymmetry; Delft3D; Analytical model; Barrier removal; Kustzuid model; Tidal basin; Tidal analysis","en","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Coastal engineering","",""
"uuid:b6c87c11-67b7-49a8-a98f-9cf661aa9e18","http://resolver.tudelft.nl/uuid:b6c87c11-67b7-49a8-a98f-9cf661aa9e18","Decision alternatives for the safety of the Eastern Scheldt: Will it be cost-effective to remove the Eastern Scheldt storm surge barrier in case of sea level rise?","Leeuwdrent, W.J.","Vrijling, J.K. (mentor); Jonkman, S.N. (mentor); Timmermans, J.S. (mentor); Jansen, M.H.P. (mentor); Boon, M.J.J. (mentor)","2012","After the disastrous floods in 1953 in the Netherlands, measures are taken to improve the safety in the Netherlands. In the Southwest of the Netherlands a couple of tidal basins are closed by the construction of dams and storm surge barriers. The closure of tidal basins shortens the coastal length and can result in a cost reduction comparing with heightening of dikes. The Eastern Scheldt storm surge barrier is one of the most well-known storm surge barriers. In view of the expected sea level rise the Deltacommission 2008 stated that the barrier cannot operate safely at a sea level rise of more than 1,0m and preferably, therefore, has to be removed. Furthermore the barrier causes sand hunger whereby large parts of the sandbars will ultimately disappear under water. This will affect subterranean animals and birds which are dependent on the sandbars. When the barrier will be removed these consequences can (largely) be prevented. In this study the best decision alternative for the safety of the Eastern Scheldt is investigated in view of costs and flood risk. This is done by defining two alternatives: (1) maintaining the Eastern Scheldt storm surge barrier and (2) removing the Eastern Scheldt storm surge barrier. In the analysis 3 scenarios of sea level rise are regarded: the current sea level, a sea level rise of 0,5m and a sea level rise of 1,0m. The consequences of the alternatives, such as the required dike reinforcement (heightening and widening) and reinforcements on the barrier, are determined and a cost-benefit analysis is made. It turns out that, if the current safety standard is satisfied, maintaining the barrier is a lot cheaper than removing the barrier. This is partly due to the magnitude of the costs for the removal of the barrier. When the safety is based on the values to be protected around the Eastern Scheldt, it turns out that the optimum flooding probability is 1/500 per year. The required dike height can be lower in that case, but still maintaining the barrier is cheaper.","Eastern Scheldt; sea level rise; Oosterschelde; zandhonger; safety; ecology","en","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Coastal Engineering","",""
"uuid:5daeaa85-556a-408c-8a70-d3c3498d1ba2","http://resolver.tudelft.nl/uuid:5daeaa85-556a-408c-8a70-d3c3498d1ba2","Swell propagation in a natural coastal channel in the SWAN model","Liu, J.","Stelling, G. (mentor); Holthuijsen, L. (mentor); Zijlema, M. (mentor); Visser, P. (mentor); Westhuysen, A.A. (mentor)","2009","Compare the 1D spectrum computed in SWAN (Svasek, 2007) with it measured by buoy OS4 in the Oosterschelde Estuary, serious underestimation of wave energy can be found on low-frequency band. Investigation has been performed to find the possible reasons for the missing energy on low frequency part. In this study, diffraction is hypothesized as the reason owing to 1) the model constructed by Svasek has no diffraction; 2) diffraction does re-distribute the wave energy from areas with rapid spatial variation in amplitude to areas with low amplitudes. Before the diffraction is added to the Oosterschelde Estuary in the SWAN model, two sub-tests have been studied beforehand. 1. A ray tracing model (REFRAC model) is applied to the Oosterschelde Estuary for two purposes: 1) to find the existence of diffraction in the Oosterschelde Estuary; 2) to validate the refraction effects in the SWAN model. A parallel case called Canyon case is applied to the REFRAC model first to provide a reference. The results show that areas with rapid variations in amplitudes exist in the Oosterschelde Estuary. It is necessary to take diffraction into consideration. The effects of refraction in the SWAN model work well. 2. Three academic cases have been performed in advance to validate the diffraction implementation in the SWAN model. They are the Semi-infinite Breakwater Case, the Gap in Infinite Breakwater Case and the Ridge Case, respectively. The results show that diffraction has apparent effects in the SWAN model. The underestimation of wave energy in the lee of the breakwaters has been improved. Diffraction in SWAN compensates the refraction over irregular bottom albeit it is not accurate enough. Model in SWAN with diffraction, under certain spatial resolution and with smaller number of smoothing steps is suggested. By performing the Oosterschelde Estuary in the SWAN model with diffraction, the results show that diffraction has apparent effects when the incoming waves at the boundaries are unidirectional. However, when the incoming waves have broader directional spreading, diffraction cannot solve the underestimation which can be resulted from the fact that diffraction effects of the wave components may cancel each other. Therefore, further investigations with respect to local wind sea and the ambient currents are suggested as future work since these two processes induce the wave energy on low-frequency band flow. In addition, the effects of the directional spreading of the incoming waves at the boundaries are suggested to be further studied since the value of the directional spreading is critical to the diffraction implementation in the SWAN model.","the SWAN model; Oosterschelde; diffraction; refraction","en","master thesis","","","","","","","","2009-08-05","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:b574822d-377d-43ff-894c-8e4b74a2a476","http://resolver.tudelft.nl/uuid:b574822d-377d-43ff-894c-8e4b74a2a476","Sediment transport through the Eastern Scheldt storm surge barrier","Hoogduin, L.","","2009","The aim of this research is to determine to what extend the scour holes limit the sediment transport through the Eastern Scheldt storm surge barrier and whether or not human adaptations, like sand-nourishments in the scour holes, can have a positive effect on the sediment import. To investigate these scenarios a numerical model (Delft3D) is used to study the tide-induced flow and sediment transport in and around the scour holes and the storm surge barrier. The two most important conclusions resulting from the analysis on the vertical processes in the scour holes are: (1) A vertical flow recirculation develops behind the barrier-sill, but no vertical flow recirculation inside the scour hole is expected and (2) The hydrostatic model with a $\sigma$-coordinate layer distribution in Delft3D shows significantly higher flow velocities at the bottom of the scour hole than the model with a (hydrostatic and non-hydrostatic) Z-coordinate layer distribution. Due to a lack of field-measurements it is difficult to determine the accuracy of both models, but the differences can be of importance when a 3-dimensional model is constructed in the future. In the analysis on the horizontal transport patterns around the Roompot inlet, the 2DH model results show mainly import of sediment from the south-western channel during flood and large seaward-directed transports through the northern part of the inlet during ebb. In this way the seaward scour hole forms a blockage of the sediment transport from the ebb-tidal delta towards the storm surge barrier. At the eastern side of the storm surge barrier, much smaller net sediment transport rates are found compared to the seaward side. In the scenario analysis, all model runs show a trend where the adaptations mainly increase the net sediment transport in the direction of the ebb-tidal delta, rather than transport towards the basin. Also, the absolute net yearly transport rates are very small compared to the total sand demand of the Eastern Scheldt to reach a new equilibrium. Although the model results contain some uncertainties and improvements have to be made, one conclusion from the present study is that the studied scenarios do not seem to be very efficient measures in order to significantly decrease the sand demand of the Eastern Scheldt on a short time scale.","Eastern Scheldt; Oosterschelde; Storm surge barrier; sediment transport; scour hole; process-based modeling; Delft3D","en","master thesis","","","","","","","","2009-05-26","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:7d55d039-64c2-493c-814f-214d78940ee0","http://resolver.tudelft.nl/uuid:7d55d039-64c2-493c-814f-214d78940ee0","Hoge sterkte betonnen schuiven in de stormvloedkering Oosterschelde","Keuzenkamp, A.J.M.","Bezuijen, K.G. (mentor); Van der Veen, C. (mentor); De Vries, J.T. (mentor); Vrijling, J.K. (mentor)","1998","De reden van dit haalbaarheidsonderzoek is het corrosieprobleem van de huidige stalen schuiven in de Stormvloedkering Oosterschelde. Tijdens de bouw van de kering bleek het verven van de schuiven een langdurig proces. Zozeer zelfs, dat men dreigde de officiele opening niet te gaan halen. In overleg met de aannemer is toen besloten een andere coating op de 32 betreffende schuiven aan te brengen die van mindere kwaliteit was, maar sneller droogde. Op 4 oktober 1986 is de opening volgens schema verlopen. In 1994 is men begonnen de 32 schuiven schoon te stralen en opnieuw van een bescherrningssysteem te voorzien. Men verwacht dat de schuiven met deze coating eens in de tien jaar een groot (dus duur) onderhoud moeten krijgen en dat na dertig jaar de schuiven volledig vervangen moeten worden. De eerste schuiven moeten al over een paar jaar worden vervangen omdat tegen de tijd dat men aan het onderhoud van deze schuiven toe is, deze al zover zijn gecorrodeerd alleen vervangen nog een optie is. Voldoende redenen om een haalbaarheidsonderzoek te doen naar minder corrosiegevoelige betonnen schuiven.Het ontwerp van de schuif is slechts gemaakt met hoge sterkte lichtbeton. De ontwerpeisen die daarvoor zijn gebruikt zijn grotendeels de eisen, geldig voor hoge sterkte grindbeton. Slechts op een aantal punten zijn deze aangepast naar lichtbeton, omdat hiervoor nog geen norm beschikbaar is. Verder zijn de eindharren niet in detail gedimensioneerd, wat met name van belang is voor de inleiding van de krachten uit de hydraulische cilinders.Een betonnen schuif blijkt niet alleen technisch haalbaar, maar ook economisch goed te kunnen concurreren met de stalen schuiven. Wanneer de kostenbepaling van de betonnen schuif zeer ruim wordt opgezet, komen deze schuiven toch al snel een factor twee goedkoper uit een nieuw ontwerp van de stalen schuiven. De beperkte onderhoudskosten van het beton ten opzichte van het staal zijn daarbij nog niet meegenomen. Opgemerkt dient te worden dat het ontwerp voornamelijk is gebaseerd op de normen die gelden voor grindbeton, terwijl met lichtbeton is gewerkt vanwege het gebrek aan normen met betrekking tot het nieuwe lichtbeton. Verwacht wordt echter dat met beton met een iets lagere sterkte of een iets hoger volumiek gewicht ook tot een goed ontwerp gekomen moet kunnen worden.De studie heeft aangetoond dat een betonnen ontwerp een goed concurrerende optie is voor de stalen schuiven. Aanbevolen wordt zodoende direct een gedetailleerd ontwerp te maken in zowel B85, als Bi05 en wanneer mogelijk, zolang het verfwerk aan de huidige schuiven stop te zetten","high strength concrete; storm surge barrier; Oosterschelde; barrier","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:1e4462e7-cb2f-43c8-b550-69f56176e253","http://resolver.tudelft.nl/uuid:1e4462e7-cb2f-43c8-b550-69f56176e253","Analyse van stroommetingen ten behoeve van een kwantitatieve bepaling van de secundaire stroming in het Oosterscheldegebied","Van Gurp, A.H.M.","Kalkwijk, J.P. (mentor); Booij, R. (mentor)","1989","Ten behoeve van onderzoek naar secundaire stroming zijn wiskundige modellen in ontwikkeling. Dergelijke modellen zijn in het algemeen gebaseerd op een diepte-qemiddeld stroommodel, waarin aannames betreffende de secundaire stroming zijn gedaan. Deze modellen betreffen echter veelal een stationaire stroming in rivierbochten. Ter verifikatie van de berekening kunnen de resultaten worden getoetst aan laboratoriummetingen. Voor de beschrijving van de stroming in een getijde-gebied als de Oostersehelde, waarin bovendien tengevolge van de grote afmetingen het effect van de Coriolisversnelling niet mag worden verwaarloosd moeten de wiskundige modellen worden aangepast. In hoeverre een dergelijke berekening de situatie goed beschrijft kan worden gecontroleerd met metingen in het prototype. Stroommetingen specifiek gericht op onderzoek naar de secundaire stroming zijn vooralsnog zeer schaars. In dit rapport wordt onderzocht of de debietmetingen welke zijn verricht in het kader van het Projektplan T2-getij de mogelijkheid bieden tot een analyse ter bepaling van de werkelijk optredende secundaire stroomsnelheden in het Oosterseheldegebied.","secundaire stroming; stroommodel; Oosterschelde; Coriolisversnelling","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","vloeistofmechanica","",""
"uuid:0d2d4cf4-c54f-4888-bbbb-e92ebffb1fae","http://resolver.tudelft.nl/uuid:0d2d4cf4-c54f-4888-bbbb-e92ebffb1fae","Herinrichting sluizen- en havencomplex Wemeldinge","Olieman, M.A.","Velsink, H. (mentor); Bouwmeester, J. (mentor)","1987","In Wemeldinge bevindt zich het sluizenkomplex dat het kanaal door Zuid-Beveland verbindt met de Oosterschelde. Na 1993 zal dit komplex buiten werking gesteld worden en moet er een andere funktie voor gevonden worden. Na een zorgvuldige afweging van de mogelijkheden die er zijn met betrekking tot de waterkering en het handhaven van de sluisfunktie is gekozen voor een oplossing waarbij de ontwikkelingsmogelijkheden van de jachthaven goed zijn en waarbij voor de bedrijven ruimte geschapen wordt, terwijl de kosten binnen redelijke grenzen blijven. De waterkering komt bij deze oplossing te liggen bij de zuidelijke sluishoofden van de Oostsluis en huidige Bonzijbrug. Voor de jachthaven is aangegeven welke voorzieningen noodzakelijk zijn om deze in te richten als verblijfs- en passantenhaven. Tevens is een suggestie gedaan voor die inrichting. De loswal, die nodig is voor de bedrijven die gevestigd zijn aan het kanaal, wordt niet gesitueerd in een insteekhaven, maar aan het kanaal.","Oosterschelde; Wemeldinge; sluis; waterkering","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:0db74014-af5a-448b-9302-83a5fcff062f","http://resolver.tudelft.nl/uuid:0db74014-af5a-448b-9302-83a5fcff062f","Zandstorten onder water","Heezen, F.T.","Bijker, E.W. (mentor)","1987","In het Oosterscheldebekken zijn t.b.v. het Deltaproject twee compartimenteringsdammen voorzien: de Oesterdam en de Philipsdam. Op economische gronden is bij deze dammen gekozen voor een sluiting d.m.v. zand spuiten. Dit gebeurt zowel horizontaal, door zand over de kop van dam te spuiten, als vertikaal, door zand onder water vertiKaal vlak boven de bodem uit een persbuis te spuiten. Dit onderzoek richt zich op het vertikaal onder water spuiten.","pijpstorten; Oosterschelde; zand spuiten; persbuis; zandsluitingen","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:ff294ff0-8d12-4363-b8a6-51ace5272aa9","http://resolver.tudelft.nl/uuid:ff294ff0-8d12-4363-b8a6-51ace5272aa9","Probabilistische analyse voor het lozingsmiddel bij Bath","Struik, P.","Agema, J.F. (mentor); Glerum, A. (mentor); Stuip, J. (mentor); Abbenhuis, H. (mentor)","1982","In het eerste hoofdstuk van dit rapport wordt aandacht besteed aan de historie van de Deltawerken en een algemene terreinverkenning uitgevoerd. De Oosterschelde-problematiek neemt hierbij een belangrijke plaats in; de discussie omtrent een open of een afgesloten bekken en de verschillende milieu-aspecten komen aan de orde. Dit mondt uit in een beschrijving van de compartimenteringswerken en van het Zoommeer. Tot slot van hoofdstuk 1 wordt het huidige ontwerp van het lozingsmiddel beschreven, zoals dat door Rijkswaterstaat is gemaakt. In de volgende hoofdstukken wordt uitgegaan van dit ontwerp.","Bath; probabilistisch; lozingsmiddel; Oosterschelde; chloridegehalte; peilstijgingen; Zoommeer","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Constructieve Waterbouwkunde","",""
"uuid:56fd2a7b-6d9b-451b-8126-f01c477e3d7f","http://resolver.tudelft.nl/uuid:56fd2a7b-6d9b-451b-8126-f01c477e3d7f","Onderzoek naar de snelheden in de scheepvaartopeningen van de stormvloedkering in de Oosterschelde","Cornelisse, A.C.","De Vries, M. (mentor); Verspuy, C. (mentor)","1980","De stormvloedkering in de monding van de Oosterschelde zal na voltooïng passeerbaar dienen te zijn voor de scheepvaart. Dit is op vele manieren te realiseren. Twee ervan zullen in het hoofdonderzoek nader worden onderzocht n.l. een schutsluis en één of enkele scheepvaartopeningen. Passeren van de kering door de schutsluis is, in normale omstandigheden, altijd mogelijk. Bij toepassing van scheepvaartopeningen is het passeren slechts gedurende een gedeelte van de getij cyclus mogelijk, daar passeren bij grote stroomsnelheden gevaar met zich mee brengt en daarom niet is toegestaan. Om nu de tijd te kunnen vaststellen dat, per getijcyclus, passeren mogelijk is, is het nodig om hèt verloop van de snelheid (in de openingen) in de tijd te kennen. Daartoe zal in dit deelonderzoek een getij berekening worden uitgevoerd.","getijberekening; stormvloedkering; Oosterschelde","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:5397e888-bf2c-4d03-bda1-e4cbbce4cebe","http://resolver.tudelft.nl/uuid:5397e888-bf2c-4d03-bda1-e4cbbce4cebe","Onderzoek naar de refractie van golven naar de zuidwest-kust van Walcheren","Van Dixhoorn, K.","Battjes, J.A. (mentor); Bakker, W.T. (mentor)","1977","Dit hoofdafstudeerontwerp kustwaterbouwkunde is een onderzoek naar de toekomstige ontwikkeling van de kust van Walcheren tussen Westkapelle en Vlissingen (zie bijlage 1). Bij het onderzoek wordt ervan uitgegaan, dat de huidige toestand met een open Oosterschelde gehand, haafd blijft. Men kan zich afvragen in hoeverre een gehele of gedeeltelijke sluiting van de Oosterschelde van invloed is op de kustlijnontwikkeling van Zuidwest-Walcheren.","Oosterschelde; Walcheren; kustlijn; taludbescherming","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Vloeistofmechanica","",""
"uuid:32769acc-2a1e-4da7-b296-9fac71624917","http://resolver.tudelft.nl/uuid:32769acc-2a1e-4da7-b296-9fac71624917","Getijberekeningen voor de Oosterschelde","Bogaard, T.; Deelen, K.","Battjes, J.A. (mentor)","1976","De laatste jaren is er veel belangstelling geweest voor de Oosterschelde. De voornaarnste oorzaak hiervan was wel de dreigende afsluiting van dit bekken van de zee, zoals dit in de Deltawet was vastgelegd. Nu echter na een lange periode van herbezinning en besluitvorming vast is komen te staan dat de Oosterschelde niet zal worden afgesloten, blijft dit estuariur. een boeiend schouwspel voor de mens, ook wat betreft de beweging van water en zand. Sinds de Deltawerken is er veel veranderd. In het hoofdontwerp worden morfologische veranderingen onderzocht, verklaard en berekend. In dit deelontwerp worden de getijberekeningen gemaakt.","getijberekningen; Oosterschelde; estuaria; Deltawerken","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Vloeistofmechanica","",""
"uuid:13c5f822-a1c4-4ff3-8ff5-9e4086af16fa","http://resolver.tudelft.nl/uuid:13c5f822-a1c4-4ff3-8ff5-9e4086af16fa","Oosterschelde: Getij berekening","Hakkaart, C.J.A.; Meyer, E.","De Vries, M. (mentor); Verspuy, C. (mentor)","1976","De resultaten van dit onderzoek moeten gezien worden als een bijdrage tot de oplossing van de Oosterseheldeproblematiek in zijn geheel en meer in het bijzonder als een uitwerking van een vergelijking van twee mathematische modellen t.w. de Expliciete Differentie methode en de Impliciete Differentie methode.","getijberekening; differentie; Oosterschelde","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:c57890f9-958b-4731-aacd-11e2757d4bef","http://resolver.tudelft.nl/uuid:c57890f9-958b-4731-aacd-11e2757d4bef","Het ontwerp van de zout - zoet - sluizen in de compartimenteringsdammen in de Oosterschelde","Abbenhuis, H.","Van de Velde, P.A. (mentor)","1975","In deze hoofdstudie zal getracht worden voor de bovenstaande sluisconstructies met conventionele inslag een ontwerp te vinden wat aan de volgende, belangrijkste, eisen voldoet: 1. het moet een ""schut""-capaciteit hebben die gelijk is aan die, bepaald in de Verkeerswaterbouwkundige deelstudie 2. het ""schut""-proces dient gepaard te gaan met een zo gering mogelijk zoutwater- en zoetwaterverlies; het zoute respectievelijk zoete water wordt als verloren beschouwd als dit op het zoete respectievelijk zoute bekken komt; deze eis komt voort uit overwegingen van waterhuishoudkundige en milieutechnische aard. Inclusief deelontwerp: De capaciteitsberekening van de zout - zoet - sluizen in de compartimenteringsdammen in de Oosterschelde, december 1974.","zoutwater; zoetwater; sluis; Oosterschelde","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","",""
"uuid:927681b9-8990-4a97-aa83-3edd3381abb0","http://resolver.tudelft.nl/uuid:927681b9-8990-4a97-aa83-3edd3381abb0","Veerse Gat","Geluk, J.L.","Schönfeld, J.C. (mentor); Verspuy, C. (mentor); Stroband, H.J. (mentor)","1972","Het rapport bevat getijdeberekeningen over de afsluiting van het Veerse Gat zonder zandkreekdam.","Veerse Gat; getijberekeningen; zanddam; Oosterschelde","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Vloeistofmechanica","",""
"uuid:2cb14b05-6134-45d7-888d-e264a0be93da","http://resolver.tudelft.nl/uuid:2cb14b05-6134-45d7-888d-e264a0be93da","Enkele ééndimensionale getijberekeningen volgens de impliciete methode met centrale differenties","Batterink, L.; Verhage, D.C.","Schönfeld, J.C. (mentor)","1970","De aanleiding om naast het hoofdonderwerp ""de afsluiting van de Oosterschelde"" ook een deelonderwerp te maken is, dat de afsluiting van een grote zeearm als de Oosterschelde niet tot stand kan worden gebracht voor dat men goed inzicht heeft in de hydraulische aspecten van de afsluiting. Er is alleen een eenvoudige kombergingsberekening van het Oosterscheldenbekken, teneinde de optredende extreme snelheden in de sluitgaten en het verloop van de bekkenwaterstand te kunnen voorspellen. Deze bekkenberekening maakt deel uit van het hoofdontwerp.","Oosterschelde; getijberekening; een dimensionale; differentie","nl","master thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","Vloeistofmechanica","",""