+publisher:"Delft University of Technology" +contributor:("Molenaar, W.F.")

Delft University of Technology

1. Hinborch, M. Flood defence town centre Dordrecht:.

Degree: 2011, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:dfac8bb7-3c53-4bb9-8da6-267dc350d83f

► The flood defence in the historical town centre of Dordrecht is situated in the Voorstraat, which is a busy shopping street. The dike itself is… (more)

▼ The flood defence in the historical town centre of Dordrecht is situated in the Voorstraat, which is a busy shopping street. The dike itself is too low at some places, but with a system of flood stop logs in the doors of buildings along the street some extra height can be reached. The reliability of the stop log system is doubted however, so plans for strengthening the flood defence are needed. One important issue for strengthening the flood defence is the climate change. Warming of the earth would lead to sea level rise and higher river discharges. The rate of climate change is unsure however and various scenarios have been made which range from minor to major changes. The water level at Dordrecht is determined by both the sea level and river discharges, so climate change could have severe consequences for the safety against flooding of Dordrecht. When the advice of the Delta Committee is followed, the safety standards of the dike rings should be heightened and much higher water levels have to be expected. Also the plans for the Rijnmond-Drechtsteden area are important for the strategy of strengthening the flood defence in the town centre of Dordrecht. A system of barriers in this area could protect Dordrecht against flooding, but it is also possible that strengthening the flood defence in the town centre of Dordrecht is still needed. Strengthening the flood defence in the Voorstraat is difficult. Therefore also a new flood defence through the part of the town centre which now lies outside the flood defence is considered. Various alignments are possible, of which a flood defence along the river, which protects the entire town centre against flooding has been elaborated. This new flood defence will consist of an automatically floating barrier in the quays. Under normal circumstances this barrier is invisible and when the water level rises the barrier automatically floats up. At one part of the alignment buildings stand with the facades directly along the river. Here a boulevard through the river will be made, separated from the buildings. By integrating the floating barrier in the structure the boulevard can be kept low. Inside the flood defence there is place for a marina and a swimming area. At five places in the alignment a harbour has to be crossed. For this purpose at four places a flood gate will be made, which under normal circumstances lies at the bottom, so it is not visible and ships can pass. When a flood is expected the gates are closed. At one place, at the largest harbour crossing, a multi-functional barrier will be made. This barrier consists of two gates which stand horizontally when retaining a flood. After the flood the gates are lifted and rotated to form a bridge and viewing platform over the harbour. Because of the floating barrier the largest part of the new flood defence will not be visible under normal circumstances, so it will have little impact on the historical town centre. Therefore it is a good and sustainable solution for protecting the entire town centre of Dordrecht against flooding… Advisors/Committee Members: Vrijling, J.K., Meyer, V.J., F.%22%29&pagesize-30">Molenaar, W.F., Waals, J..

Subjects/Keywords: flood defence; Dordrecht; Voorstraat; climate change; floating barrier; barrier

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APA (6^th Edition):

Hinborch, M. (2011). Flood defence town centre Dordrecht:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:dfac8bb7-3c53-4bb9-8da6-267dc350d83f

Chicago Manual of Style (16^th Edition):

Hinborch, M. “Flood defence town centre Dordrecht:.” 2011. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:dfac8bb7-3c53-4bb9-8da6-267dc350d83f.

MLA Handbook (7^th Edition):

Hinborch, M. “Flood defence town centre Dordrecht:.” 2011. Web. 20 Feb 2020.

Vancouver:

Hinborch M. Flood defence town centre Dordrecht:. [Internet] [Masters thesis]. Delft University of Technology; 2011. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:dfac8bb7-3c53-4bb9-8da6-267dc350d83f.

Council of Science Editors:

Hinborch M. Flood defence town centre Dordrecht:. [Masters Thesis]. Delft University of Technology; 2011. Available from: http://resolver.tudelft.nl/uuid:dfac8bb7-3c53-4bb9-8da6-267dc350d83f

Delft University of Technology

2. Van Tol, P.T.G. Floating breakwaters; a theoretical study and preliminary design of a dynamic wave attenuating system:.

Degree: Civil Engineering and Geosciences, Hydraulic Engineering, 2008, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:dde70882-22bc-45de-a12b-860bbc2bac85

► Humans have been using ships to transport goods and people around the globe for hundreds and thousands of years. In all cases harbours have been… (more)

▼ Humans have been using ships to transport goods and people around the globe for hundreds and thousands of years. In all cases harbours have been critical for the exchange of goods and have played a significant role in the development of countries. Initially, harbours were located in sheltered natural bays; later breakwaters were used to provide shelter. An interesting next step would be the development of floating harbours at strategic locations. This would eliminate the need for capital dredging and can reduce the number of required harbour calls. A floating breakwater is an essential element in the design of a floating harbour to provide safe shelter for large scale floating structures. The missing link in designing an effective floating breakwater is a design-tool to make quick preliminary designs which can be developed further. A 2-dimensional linear spring model, the ReFBreak2D-model, has been developed to assess the performance of various floating breakwater designs. The hydrodynamic behaviour, as calculated by the model, has been validated with DELFRAC, a three dimensional potential model to determine reliability of the calculations. The results of the ReFBreak2D-model correspond well to the output of the DELFRAC simulation. The most important outcomes from the ReFBReak2D-model are: - The performance of the floating breakwater is primarily determined by the beam/draught ratio (Yw/T1-ratio) and the location of the centre of gravity (COG). - A rectangular floating breakwater with an Yw/T1-ratio of 5.0 and a high COG is the most optimal design. - A system of two floating breakwaters fulfils the requirements. These outcomes have been used to develop a preliminary design of the largest element. The length of the element is 500 metres, the beam is 100 metres and draught is 20 metres. This leads to a displacement of 1,000,000 tonnes, of which 270,000 tonnes are ballast. The element is moored using a turret mooring system; this makes it possible to weathervane during storm conditions. Advisors/Committee Members: Vrijling, J.K., F.%22%29&pagesize-30">Molenaar, W.F., Naaijen, P..

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APA (6^th Edition):

Van Tol, P. T. G. (2008). Floating breakwaters; a theoretical study and preliminary design of a dynamic wave attenuating system:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:dde70882-22bc-45de-a12b-860bbc2bac85

Chicago Manual of Style (16^th Edition):

Van Tol, P T G. “Floating breakwaters; a theoretical study and preliminary design of a dynamic wave attenuating system:.” 2008. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:dde70882-22bc-45de-a12b-860bbc2bac85.

MLA Handbook (7^th Edition):

Van Tol, P T G. “Floating breakwaters; a theoretical study and preliminary design of a dynamic wave attenuating system:.” 2008. Web. 20 Feb 2020.

Vancouver:

Van Tol PTG. Floating breakwaters; a theoretical study and preliminary design of a dynamic wave attenuating system:. [Internet] [Masters thesis]. Delft University of Technology; 2008. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:dde70882-22bc-45de-a12b-860bbc2bac85.

Council of Science Editors:

Van Tol PTG. Floating breakwaters; a theoretical study and preliminary design of a dynamic wave attenuating system:. [Masters Thesis]. Delft University of Technology; 2008. Available from: http://resolver.tudelft.nl/uuid:dde70882-22bc-45de-a12b-860bbc2bac85

Delft University of Technology

3. Timmers, J.J. Technical feasibility of a demountable floating body for a demountable stadium:.

Degree: 2013, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:5461434d-2389-48e6-818b-4ff888af38f3

► Stadiums which are built for large events like, the Olympic Games and the FIFA World Cup are often not used after the events. Next to… (more)

Subjects/Keywords: floating; demountable; portable; stadium

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APA (6^th Edition):

Timmers, J. J. (2013). Technical feasibility of a demountable floating body for a demountable stadium:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:5461434d-2389-48e6-818b-4ff888af38f3

Chicago Manual of Style (16^th Edition):

Timmers, J J. “Technical feasibility of a demountable floating body for a demountable stadium:.” 2013. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:5461434d-2389-48e6-818b-4ff888af38f3.

MLA Handbook (7^th Edition):

Timmers, J J. “Technical feasibility of a demountable floating body for a demountable stadium:.” 2013. Web. 20 Feb 2020.

Vancouver:

Timmers JJ. Technical feasibility of a demountable floating body for a demountable stadium:. [Internet] [Masters thesis]. Delft University of Technology; 2013. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:5461434d-2389-48e6-818b-4ff888af38f3.

Council of Science Editors:

Timmers JJ. Technical feasibility of a demountable floating body for a demountable stadium:. [Masters Thesis]. Delft University of Technology; 2013. Available from: http://resolver.tudelft.nl/uuid:5461434d-2389-48e6-818b-4ff888af38f3

4. Pawirokromo, J.S.W. Design of a flood proof storage tank:.

Degree: 2014, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:5025bea2-708c-415d-ae4a-97a0bd05f75a

► Some storage tank terminals located in hurricane prone regions were heavily struck by hurricanes. An example is the storage tank terminal of Stolthaven Terminals (Stolt-Nielsen… (more)

▼ Some storage tank terminals located in hurricane prone regions were heavily struck by hurricanes. An example is the storage tank terminal of Stolthaven Terminals (Stolt-Nielsen Limited) which is located in New-Orleans and was severely struck by Hurricane Katrina and Isaac. Damage to the terminal was caused by high wind pressures, but mainly due to flooding of the terminal caused by the overflowing levee. The storage tanks did not possess sufficient weight to counterbalance the buoyancy load generated by the flood. Due to this, storage tanks were lifted off their foundation and damage occurred to the bottom plate and the connections. Chemical liquid stored in the tank had now found its way into the environment. This disaster resulted in high costs and insurance claims from the contamination. The problem can be formulated as: "How can storage tank damage and chemical spill best be prevented during a flood?" Alternative solutions for a flood proof storage tank are presented which are applicable to the still-to-be-built new terminal next to the present terminal. Also a combination of the flood proof tank and management of tank operations is considered. 3 of the alternatives seem structurally feasible and are further elaborated in the report. These are: 1. The use of a steel-concrete-steel sandwich slab (SCS slab) inside the tank. This consists of 2 steel plates connected to a concrete core by means of shear studs. The slab should have sufficient weight to counteract the buoyancy load. [Tank alternative A] 2. Anchoring the area of the bottom plate of the tank to the concrete foundation by means of shear studs. [Tank alternative B] 3. Constructing a floating tank. This tank is provided with guiding piles, which allows the tank to go up and down, but keeps the tank at one location. [Tank alternative C] A simplified cost-benefit-analysis (CBA) is done to compare the alternatives to one of the basic solutions like the floodwall. The flood proof storage tank is compared to the basic solution (like the flood wall) a flexible alternative, because the tank does not need to be protected against floods. Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Abspoel, R., F.%22%29&pagesize-30">Mooyaart, L.F..

Subjects/Keywords: storage tanks; flood; hurricane; damage; chemical spill

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APA (6^th Edition):

Pawirokromo, J. S. W. (2014). Design of a flood proof storage tank:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:5025bea2-708c-415d-ae4a-97a0bd05f75a

Chicago Manual of Style (16^th Edition):

Pawirokromo, J S W. “Design of a flood proof storage tank:.” 2014. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:5025bea2-708c-415d-ae4a-97a0bd05f75a.

MLA Handbook (7^th Edition):

Pawirokromo, J S W. “Design of a flood proof storage tank:.” 2014. Web. 20 Feb 2020.

Vancouver:

Pawirokromo JSW. Design of a flood proof storage tank:. [Internet] [Masters thesis]. Delft University of Technology; 2014. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:5025bea2-708c-415d-ae4a-97a0bd05f75a.

Council of Science Editors:

Pawirokromo JSW. Design of a flood proof storage tank:. [Masters Thesis]. Delft University of Technology; 2014. Available from: http://resolver.tudelft.nl/uuid:5025bea2-708c-415d-ae4a-97a0bd05f75a

Delft University of Technology

5. Hendriksen, R. The floating construction method: A new method of constructing large submerged and floating structures:.

Degree: 2011, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:10518aa6-82eb-4d6a-959f-6417d8033246

► Parking problems in cities become more significant every day. Parking tariffs are going through the roof and parking spaces are limited. Therefore, cities are researching… (more)

▼ Parking problems in cities become more significant every day. Parking tariffs are going through the roof and parking spaces are limited. Therefore, cities are researching alternatives for parking on ground level and underground. One of these alternatives is parking underwater. One of these cities is Amsterdam. This city ranks number 5 on the list of most expensive cities to park in Europe. To create more parking spaces, the city of Amsterdam is researching the possibility of parking garages underwater at several locations. One of these locations is the Oosterdok near the central train station. A feasibility in 2009 study showed that a parking garage underwater with 350 parking spaces and constructed with the traditional construction method is not financially feasible. [Oosterdok, 2009] This situation is used to determine whether or not a new construction method could be the solution, namely the floating construction method. With this construction method, the structure is constructed directly on the water. The base consist out of a floor of EPS and concrete. This floor floats and makes it possible to construct the rest of the structure on top. This process is shown in the figure below. The advantage is the fact that an expensive temporary construction pit isn’t needed, which normally forms 20 to 30% of the total construction costs! The floating floor consist of the patented Flexbase system and is shown in the figure below. It starts with constructing a 800mm thick EPS floor consisting of 4 layers of glass fibre reinforced EPS250. Directly on top of this EPS floor the concrete floor is poured. When this floor is hardened the formwork, consisting of EPS60 blocks, for the beam grid is placed. When the beam grid is poured and hardened, the second and last floor is constructed to end up with a floating sandwich structure. The parking garage is constructed directly on top of the Flexbase floor. The parking garage has two floors and 750 parking spaces. It is 129 meters long, 76 meters wide and 6,5 meters high. This does not include the 2,05 meter thick Flexbase floor. When the garage is finished, it still floats and has a draught of 6,05 meters. When the garage element is completed, it is immersed. Ballast tanks are placed inside the element and filled with water. When the element is at the desired depth and level, grout anchors are drilled through the floor to keep the element immersed. The ballast tanks are emptied and the garage element is coupled to the entrances for cars and pedestrians. The entrances are constructed separately. Conclusions The floating construction method is technically and financially feasible for this situation. The floating construction method is approximately 11,5% cheaper than the traditional construction method. When the benefits come exclusively from parking fees, the floating construction method becomes financially feasible for this situation with hourly parking tariffs of €2,16. This research shows that the floating construction method could be a better and cheaper alternative for… Advisors/Committee Members: Vrijling, J.K., F.%22%29&pagesize-30">Molenaar, W.F., Peperkamp, W.J.M..

Subjects/Keywords: Floating Structure; Floating; Construction method; Flexbase

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APA (6^th Edition):

Hendriksen, R. (2011). The floating construction method: A new method of constructing large submerged and floating structures:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:10518aa6-82eb-4d6a-959f-6417d8033246

Chicago Manual of Style (16^th Edition):

Hendriksen, R. “The floating construction method: A new method of constructing large submerged and floating structures:.” 2011. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:10518aa6-82eb-4d6a-959f-6417d8033246.

MLA Handbook (7^th Edition):

Hendriksen, R. “The floating construction method: A new method of constructing large submerged and floating structures:.” 2011. Web. 20 Feb 2020.

Vancouver:

Hendriksen R. The floating construction method: A new method of constructing large submerged and floating structures:. [Internet] [Masters thesis]. Delft University of Technology; 2011. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:10518aa6-82eb-4d6a-959f-6417d8033246.

Council of Science Editors:

Hendriksen R. The floating construction method: A new method of constructing large submerged and floating structures:. [Masters Thesis]. Delft University of Technology; 2011. Available from: http://resolver.tudelft.nl/uuid:10518aa6-82eb-4d6a-959f-6417d8033246

Delft University of Technology

6. Doeksen, J.W. Gate Design For Large, High Head Locks: "The development of an innovative lock gate":.

Degree: 2012, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:10298cf5-eff0-4664-ab16-980bc86dbd44

► This master thesis researches the necessity and possibilities of new/innovative lock gate technologies for future large & high head locks, like the Panama Canal Expansion… (more)

▼ This master thesis researches the necessity and possibilities of new/innovative lock gate technologies for future large & high head locks, like the Panama Canal Expansion Project. A historical data analysis has been performed, contemplates over 220 of the worlds largest locks throughout time, analyzing the development and application of conventional lock gate technologies. From this, the conclusions have been drawn that the required lock gate dimensions of a number of future projects, fall far outside the application area of current technologies, and that it may not be assumed that conventional technologies will lead to optimal solutions at this scale. In addition, a number of aspects will be highlighted for future large & high head lock gate design, especially reliability, water consumption and its effects on the locks accessibility. A new lock gate technology has been developed specifically attuned to the future dimensions and highlighted requirements resulting into the design of: ‘The Sliding Arch Gate’, an extremely slender gate design, using (tension) arch action to transfer loads to the lock head structure, minimizing recess dimensions and water consumption. In addition, the absence of submerged moving / mechanical parts, minimizes maintenance requirements and the modular design of the gate enhances ease of maintenance, transport and manufacture. The Sliding Arch Gate has been worked out to an operational design level, using the Panama Canal Expansion Project as reference, in order to evaluate its potential performance and to make comparison with conventional technologies. From the evaluation it has been concluded that Sliding Arch Gate will require higher initial investments but that major benefits are achieved by reduced water consumption and low maintenance. The first of which can result into over $2,000 mln. in added revenues for the Panama Canal, during the commercial lifetime of the gate, due to increased lockage capacity. It has thus been concluded that new/innovative technologies, like the Sliding Arch Gate, can outperform up-scaled conventional technologies. However as the design of the Sliding Arch Gate is still in a pioneering stage, there are many optimizations to be found and uncertainties to be investigated. Advisors/Committee Members: Vrijling, J.K., F.%22%29&pagesize-30">Molenaar, W.F., Ostayen, R.A.J..

Subjects/Keywords: locks; lock gate; innovation; arched Gate; arch; Panama Canal; hydrofoot; hydrostatic bearings

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APA (6^th Edition):

Doeksen, J. W. (2012). Gate Design For Large, High Head Locks: "The development of an innovative lock gate":. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:10298cf5-eff0-4664-ab16-980bc86dbd44

Chicago Manual of Style (16^th Edition):

Doeksen, J W. “Gate Design For Large, High Head Locks: "The development of an innovative lock gate":.” 2012. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:10298cf5-eff0-4664-ab16-980bc86dbd44.

MLA Handbook (7^th Edition):

Doeksen, J W. “Gate Design For Large, High Head Locks: "The development of an innovative lock gate":.” 2012. Web. 20 Feb 2020.

Vancouver:

Doeksen JW. Gate Design For Large, High Head Locks: "The development of an innovative lock gate":. [Internet] [Masters thesis]. Delft University of Technology; 2012. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:10298cf5-eff0-4664-ab16-980bc86dbd44.

Council of Science Editors:

Doeksen JW. Gate Design For Large, High Head Locks: "The development of an innovative lock gate":. [Masters Thesis]. Delft University of Technology; 2012. Available from: http://resolver.tudelft.nl/uuid:10298cf5-eff0-4664-ab16-980bc86dbd44

Delft University of Technology

7. Pham, L.A. Impacts of waves and sea level rise on ports due to global climate change: Viet Nam sea ports case study:.

Degree: 2012, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:725ab328-bac6-4576-9c32-081fef5dee8e

► Viet Nam lies in the region of direct impact of sea level rise and climate change, especially in the East Sea where branches of Me… (more)

Subjects/Keywords: sea level rise; Vietnam; Port construction

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APA (6^th Edition):

Pham, L. A. (2012). Impacts of waves and sea level rise on ports due to global climate change: Viet Nam sea ports case study:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:725ab328-bac6-4576-9c32-081fef5dee8e

Chicago Manual of Style (16^th Edition):

Pham, L A. “Impacts of waves and sea level rise on ports due to global climate change: Viet Nam sea ports case study:.” 2012. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:725ab328-bac6-4576-9c32-081fef5dee8e.

MLA Handbook (7^th Edition):

Pham, L A. “Impacts of waves and sea level rise on ports due to global climate change: Viet Nam sea ports case study:.” 2012. Web. 20 Feb 2020.

Vancouver:

Pham LA. Impacts of waves and sea level rise on ports due to global climate change: Viet Nam sea ports case study:. [Internet] [Masters thesis]. Delft University of Technology; 2012. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:725ab328-bac6-4576-9c32-081fef5dee8e.

Council of Science Editors:

Pham LA. Impacts of waves and sea level rise on ports due to global climate change: Viet Nam sea ports case study:. [Masters Thesis]. Delft University of Technology; 2012. Available from: http://resolver.tudelft.nl/uuid:725ab328-bac6-4576-9c32-081fef5dee8e

Delft University of Technology

8. Van Eijk, T.F.A. Gravity Based Foundation: Scour and design optimisation:.

Degree: 2016, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:515d1962-a501-4d55-8140-a704af30ede8

► Within Royal HaskoningDHV an innovative concept is thought to be feasible as a new foundation for larger wind turbines in deeper waters. In this thesis… (more)

Subjects/Keywords: scour; GBS; Gravity Based Structure; offshore wind turbine; hydrodynamic loads; bed shear stress amplification; FinLab

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APA (6^th Edition):

Van Eijk, T. F. A. (2016). Gravity Based Foundation: Scour and design optimisation:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:515d1962-a501-4d55-8140-a704af30ede8

Chicago Manual of Style (16^th Edition):

Van Eijk, T F A. “Gravity Based Foundation: Scour and design optimisation:.” 2016. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:515d1962-a501-4d55-8140-a704af30ede8.

MLA Handbook (7^th Edition):

Van Eijk, T F A. “Gravity Based Foundation: Scour and design optimisation:.” 2016. Web. 20 Feb 2020.

Vancouver:

Van Eijk TFA. Gravity Based Foundation: Scour and design optimisation:. [Internet] [Masters thesis]. Delft University of Technology; 2016. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:515d1962-a501-4d55-8140-a704af30ede8.

Council of Science Editors:

Van Eijk TFA. Gravity Based Foundation: Scour and design optimisation:. [Masters Thesis]. Delft University of Technology; 2016. Available from: http://resolver.tudelft.nl/uuid:515d1962-a501-4d55-8140-a704af30ede8

Delft University of Technology

9. Tieleman, O.C. The dynamic behaviour of pump gates in the Afsluitdijk: Application of semi-analytical fluid-structure interaction models:.

Degree: 2016, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:d68f9483-e374-4c38-ace3-89594e38daf0

► As part of the Afsluitdijk project the discharge capacity, which is currently facilitated by two sluice complexes, is increased to cope with future sea level… (more)

▼ As part of the Afsluitdijk project the discharge capacity, which is currently facilitated by two sluice complexes, is increased to cope with future sea level rise. It was decided to realise this by an innovative solution: the pump gate. The steel lifting gates, each containing three pumps, will be implemented in the existing sluice complex in phases, expecting a total of thirteen by the year 2050. This concept provides the possibility of pumping when necessary without hampering the discharge capacity during gravity flow, in which case the gates are lifted. The gates were designed to withstand quasi-static loads. Mainly due to the presence of the pumps, which have a high weight and require limited vibrations, the dynamic behaviour of the gate may lead to more strict design requirements. Two reference designs are investigated: the regular, and flood defence pump gate. The latter is designed to act as part of the primary flood defence, and is therefore significantly more robust. The analysis of the pump gate is limited to three components: the gate structure with its supports, pumps, and fluid. Standard expressions for the hydrodynamic pressures do not apply to the pump gate and surrounding fluid, mainly due to the three-dimensional vibration shape of the gate and the presence of the pumps. General methods or numeric models to quantify vibrations are not readily available for a continuous system with interacting gate, pumps, and fluid. In this thesis, a method is developed to determine the dynamic behaviour of gate-fluid systems confined by sluices. This method is based on a frequency domain semi-analytical coupled modal analysis, able to directly solve the behaviour of gate and fluid for the linearized equations. Several fluid schematizations are found in literature taking surface waves, compressibility, or neither into consideration. The validity of these schematizations was investigated for a wide range of water depths and excitation frequencies. Distinct regions were found in which these physical processes do or do not have an effect on the hydrodynamic mass. The so-called `transition region' is characterised by the absence of both compressibility and surface wave effects. The hydrodynamic mass is therefore frequency-independent in this region and no hydrodynamic damping is present. The response of the pump gate reference designs is quantified by a three-dimensional plate model, based on previously described method. Both designs have considerably higher eigenfrequencies than those corresponding to regular wave excitation. For the Den Oever case, the quasi-static approach therefore suffices when considering wave loads. This is not the case for excitations originating from the pumps, which relate to a wider and higher frequency range. As a consequence of the preliminary design phase, exact pump specifications are not available. Results are therefore based on a pump envelope of possible excitations and presented as risks. These apply to the Den Oever gate designs, but are also relevant to the pump gate concept in… Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Metrikine, A.V., Labeur, R.J., Tsouvalas, A..

Subjects/Keywords: Fluid Structure Interaction; Vibrations; Gates; Pumps; Pump gate; Afsluitdijk; Den Oever; Structural Dynamics; Fluid Dynamics

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APA (6^th Edition):

Tieleman, O. C. (2016). The dynamic behaviour of pump gates in the Afsluitdijk: Application of semi-analytical fluid-structure interaction models:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:d68f9483-e374-4c38-ace3-89594e38daf0

Chicago Manual of Style (16^th Edition):

Tieleman, O C. “The dynamic behaviour of pump gates in the Afsluitdijk: Application of semi-analytical fluid-structure interaction models:.” 2016. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:d68f9483-e374-4c38-ace3-89594e38daf0.

MLA Handbook (7^th Edition):

Tieleman, O C. “The dynamic behaviour of pump gates in the Afsluitdijk: Application of semi-analytical fluid-structure interaction models:.” 2016. Web. 20 Feb 2020.

Vancouver:

Tieleman OC. The dynamic behaviour of pump gates in the Afsluitdijk: Application of semi-analytical fluid-structure interaction models:. [Internet] [Masters thesis]. Delft University of Technology; 2016. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:d68f9483-e374-4c38-ace3-89594e38daf0.

Council of Science Editors:

Tieleman OC. The dynamic behaviour of pump gates in the Afsluitdijk: Application of semi-analytical fluid-structure interaction models:. [Masters Thesis]. Delft University of Technology; 2016. Available from: http://resolver.tudelft.nl/uuid:d68f9483-e374-4c38-ace3-89594e38daf0

Delft University of Technology

10. Koekoek, M.J. Connecting Modular Floating Structures: A General Survey and Structural Design of a Modular Floating Pavilion:.

Degree: 2010, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:33b59201-1718-4dda-98f8-ee16d5b7c023

► The changing climate results in increasing water problematics for the Netherlands; too much water at one moment and water shortage at another. An answer to… (more)

▼ The changing climate results in increasing water problematics for the Netherlands; too much water at one moment and water shortage at another. An answer to these water problematics is water storage, which could be realised with more surface water. However, more space for water conflicts with other area-claims. Building on water is an answer to this conflict of interests. This is one of the reasons why building on water has taken a flight in the Netherlands. Connections in between floating structures are for the Dutch construction industry still a rather unmapped territory. In this thesis a general survey is done on building on water with all relevant issues. Connections have been researched more elaborately. With a case study of a floating pavilion this knowledge has been applied. Case study floating pavilion The floating pavilion, with dimensions of 24x46 metres, has already been constructed, but it has been constructed in one piece. In this thesis a structural design has been made for a modular pavilion, in a way the separate spheres should be switchable and removable. A combination of EPS and a concrete framework has been found the best floating system for the pavilion, since this results in an unsinkable and light floating body with a low draught. It appears that the concrete beams and floor of the floating body result in the largest self weight by far, so these are the main determining factors of the draught of 0,88m. The normative waves resulted in internal forces which are in the same range as the internal forces by imposed loads. It is not necessary to decrease the internal forces by movement allowing connections, thus the connections between the beams can be executed as rigid connections. Designed connection The designed connection between the floating bodies consists of the following: • Trapezoidal ridges, for self alignment and shear forces • A vertical steel pen with a wedge shaped point, for the tension connection at the bottom side. This pen will be easily to insert and to fix from the top of the floating bodies. • A longitudinal bolt as tension connector on the top side and for pre-stressing the connection. • Elastic material in between, for amongst others preventing small relative movement (which will exist by allowing deviations) and for impact damping. This design has resulted in a connection easy in execution, since it provides self alignment and only actions from the top are needed. The connection does allow tolerances but will still provide a very rigid connection, since it can be tightened. Advisors/Committee Members: Vambersky, J.N.J.A., Peperkamp, W.J.M., Terwel, K.C., F.%22%29&pagesize-30">Molenaar, W.F., Hofmans-Karatay, B..

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APA (6^th Edition):

Koekoek, M. J. (2010). Connecting Modular Floating Structures: A General Survey and Structural Design of a Modular Floating Pavilion:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:33b59201-1718-4dda-98f8-ee16d5b7c023

Chicago Manual of Style (16^th Edition):

Koekoek, M J. “Connecting Modular Floating Structures: A General Survey and Structural Design of a Modular Floating Pavilion:.” 2010. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:33b59201-1718-4dda-98f8-ee16d5b7c023.

MLA Handbook (7^th Edition):

Koekoek, M J. “Connecting Modular Floating Structures: A General Survey and Structural Design of a Modular Floating Pavilion:.” 2010. Web. 20 Feb 2020.

Vancouver:

Koekoek MJ. Connecting Modular Floating Structures: A General Survey and Structural Design of a Modular Floating Pavilion:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:33b59201-1718-4dda-98f8-ee16d5b7c023.

Council of Science Editors:

Koekoek MJ. Connecting Modular Floating Structures: A General Survey and Structural Design of a Modular Floating Pavilion:. [Masters Thesis]. Delft University of Technology; 2010. Available from: http://resolver.tudelft.nl/uuid:33b59201-1718-4dda-98f8-ee16d5b7c023

Delft University of Technology

11. Van der Giessen, H.J. Mooring facility Cruiseport The Hague:.

Degree: 2010, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:0b952b1c-6afe-4deb-9120-0d311c31388f

► There is a growing cruise market. To accommodate the growth of cruise shipping in North-West Europe, the developers Consortium ‘Cruiseport The Hague’ wants to construct… (more)

▼ There is a growing cruise market. To accommodate the growth of cruise shipping in North-West Europe, the developers Consortium ‘Cruiseport The Hague’ wants to construct an outer harbour at Scheveningen; to this day, the harbour of Scheveningen is not able to receive today’s large cruise ships. Obviously, a cruise mooring facility has to be constructed in the outer port; however, this structure has to provide more than just the mooring of cruise vessels alone. A multifunctional structure was designed. The functions, besides providing mooring to cruise ships are an underground parking garage and substructure as a foundation for the cruise terminal and office towers (a ten level building). The objective of my graduation project was to design the substitute of the mooring facility with related construction method. Construction method alternatives for the mooring facility are developed by a global feasibility study. This study, in combination with a multi-criteria analysis shows that the caisson construction method is selected for construction of the mooring facility. The caisson method is investigated in further detail to conclude whether it is possible to design and construct a very large (area of about 50,000 m2) joint free caisson structure as a mooring facility. A global design has been prepared for all the construction stages of the caisson mooring facility (from the construction to the removal of the temporary construction pit). The report describes the design for a caisson structure, able to resist the forces working on it throughout its lifecycle. The technical feasibility of the mega caisson is evaluated using a hand calculation and a finite element model, ESA PT. Based on these models, it can be concluded that the use of a very large caisson structure as mooring facility is technically feasible. Furthermore, the study shows that, when it comes to the financial feasibility, the cofferdam method leads to the lowest construction costs. Advisors/Committee Members: Vrijling, J.K., F.%22%29&pagesize-30">Molenaar, W.F., Peperkamp, W.J.M., Van den Bos, W..

Subjects/Keywords: Caisson; Joint-free; Multi-functional; Scheveningen; Harbour

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APA (6^th Edition):

Van der Giessen, H. J. (2010). Mooring facility Cruiseport The Hague:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:0b952b1c-6afe-4deb-9120-0d311c31388f

Chicago Manual of Style (16^th Edition):

Van der Giessen, H J. “Mooring facility Cruiseport The Hague:.” 2010. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:0b952b1c-6afe-4deb-9120-0d311c31388f.

MLA Handbook (7^th Edition):

Van der Giessen, H J. “Mooring facility Cruiseport The Hague:.” 2010. Web. 20 Feb 2020.

Vancouver:

Van der Giessen HJ. Mooring facility Cruiseport The Hague:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:0b952b1c-6afe-4deb-9120-0d311c31388f.

Council of Science Editors:

Van der Giessen HJ. Mooring facility Cruiseport The Hague:. [Masters Thesis]. Delft University of Technology; 2010. Available from: http://resolver.tudelft.nl/uuid:0b952b1c-6afe-4deb-9120-0d311c31388f

Delft University of Technology

12. De Groot, R.J.A. The functional flexibility of lock design: applied on the Meuse route:.

Degree: 2009, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:42e05732-8482-47e5-96b8-e0014b767280

► In general, an inland navigation lock has a structural lifespan of about 100 years, while in most cases this lock is not big enough anymore… (more)

▼ In general, an inland navigation lock has a structural lifespan of about 100 years, while in most cases this lock is not big enough anymore after 25 - 50 years. This is caused by the growing ship dimensions and/or intensities. A functional flexible lock is the solution for extending the functional lifespan. This type of lock is, with or without a few structural adjustments, capable of serving the shipping traffic for its whole structural lifespan. This design approach will be applied on the lock complex ‘Sluis Sambeek’, which is located in the Meuse route. The first part of the study is carried out on the basis of the Life Cycle Management (LCM) approach. The LCM is started with a trend forecast, from which follows that the future ship sizes are normative for the required lock dimensions. After that, three alternatives are elaborated: 1. Zero-alternative: renovation of the lock. 2. Functional flexible lock: standard lock that is built large enough at once. 3. Structural flexible lock: a relatively easy extendable navigation lock. The maximum dimensions are reached stepwise. Alternative 2 appears to be the least expensive option for ‘Sluis Sambeek’. Although alternative 3 is the most expensive option, this alternative is elaborated further, because it is the most innovative option and could be a better solution for another lock reconstruction. The structural flexibility in alternative 3 is formed by the lock chamber which exists of relatively simple replaceable sheet pile walls, and by floatable lock heads that can be replaced by wider lock heads. The construction planning and the structural lock head design are the innovative parts that are elaborated most specifically. It is concluded that it is useful to consider both the possibilities of a functional and a structural flexible lock design for ‘Sluis Sambeek’ or for another lock location. Advisors/Committee Members: F.%22%29&pagesize-30">Molenaar, W.F., Van der Horst, A.Q.C., F.M.%22%29&pagesize-30">Van Rijen, J.F.M., Vrijling, J.K..

Subjects/Keywords: Inland navigation lock; Flexible design; Life Cycle Management; Meuse route

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APA (6^th Edition):

De Groot, R. J. A. (2009). The functional flexibility of lock design: applied on the Meuse route:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:42e05732-8482-47e5-96b8-e0014b767280

Chicago Manual of Style (16^th Edition):

De Groot, R J A. “The functional flexibility of lock design: applied on the Meuse route:.” 2009. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:42e05732-8482-47e5-96b8-e0014b767280.

MLA Handbook (7^th Edition):

De Groot, R J A. “The functional flexibility of lock design: applied on the Meuse route:.” 2009. Web. 20 Feb 2020.

Vancouver:

De Groot RJA. The functional flexibility of lock design: applied on the Meuse route:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:42e05732-8482-47e5-96b8-e0014b767280.

Council of Science Editors:

De Groot RJA. The functional flexibility of lock design: applied on the Meuse route:. [Masters Thesis]. Delft University of Technology; 2009. Available from: http://resolver.tudelft.nl/uuid:42e05732-8482-47e5-96b8-e0014b767280

Delft University of Technology

13. Schoolderman, J.E. Generating electricity from waves at a breakwater in a moderate wave climate:.

Degree: 2009, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:c329464e-0911-4b30-9a87-94470f298f9c

► The purpose of this thesis was to develop a preliminary concept design of a wave energy converter. The type of device designed was limited by… (more)

▼ The purpose of this thesis was to develop a preliminary concept design of a wave energy converter. The type of device designed was limited by several starting points which stipulated, among other criteria, a robust structure which can be constructed within a breakwater and can generate electricity from a fairly mild (in the order of Hs=0.5-1.5m) and regularly occurring wave climate. Integration with a caisson breakwater was selected to ensure survivability. Three concepts using the theories of wave overtopping, wave run-up, and wave pressure were evaluated. A multi-criteria analysis was performed on the three concepts. Concepts were scored based on power output, functionality in wide range of conditions, ease of construction, and theory reliability. Theory reliability was scored based on the three aforementioned criteria. The concept analysis concluded the most promising device to further investigate was the concept based on the theory of wave pressure. This device excelled in (theoretical) output having the highest peak power and wider power curves. In the concept, wave pressure is exerted on an underwater opening. This opening leads water into a pipe with a gradual constriction. This constriction increases the pressure allowing the water to be brought to an optimal level above MWL. Through a turbine the water is returned to MWL. A model was built with three different opening ratios and three separate basins open to the wave flume at the bottom. A series of tests were performed of varying wave climates and crest freeboards. During the tests the head difference was measured between the internal basins and the water elevation at the rear of the model. The holes in the bottom of the basins allowed for constant flow of water out of the basins and a calculation of flow rate based on the hydraulic head was required. This allowed for the calculation of the theoretical power generated during the tests. Additionally, the input wave power was known so the device efficiency could be calculated for each test allowing for the identification of the optimal geometry and the generation of a full-scale efficiency curve. The device was evaluated at two design locations in Panama and Japan. The wave climate, tidal influence, system headloss, and sea level rise were calculated in order to discover the power generation at each location. Revenue associated with the generation of electricity was calculated to give an indication of the device’s cost effectiveness. It was found that sea level rise has a negligible impact on efficiency if sea level rise is appropriately accounted for. The impact is in the order of 1.5% over 50 years if the rise is assumed to be 80cm over 100 years. Including sea level rise, the device has been calculated to generate an average of 16,413 and 5,766 kWh/m/yr at Panama and Japan, respectively. The report concludes that the proposed design can be constructed using existing techniques for caisson construction. However, the design must be further optimised and tested in order to become a fully feasible wave… Advisors/Committee Members: F.%22%29&pagesize-30">Molenaar, W.F., Zijlema, M., Reedijk, B., ten Oever, E., Vrijling, J.K..

Subjects/Keywords: wave; energy; converter; caisson; breakwater; pressure; wave energy converter; wave pressure; renewable energy

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APA · Chicago · MLA · Vancouver · CSE | Export to Zotero / EndNote / Reference Manager

APA (6^th Edition):

Schoolderman, J. E. (2009). Generating electricity from waves at a breakwater in a moderate wave climate:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:c329464e-0911-4b30-9a87-94470f298f9c

Chicago Manual of Style (16^th Edition):

Schoolderman, J E. “Generating electricity from waves at a breakwater in a moderate wave climate:.” 2009. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:c329464e-0911-4b30-9a87-94470f298f9c.

MLA Handbook (7^th Edition):

Schoolderman, J E. “Generating electricity from waves at a breakwater in a moderate wave climate:.” 2009. Web. 20 Feb 2020.

Vancouver:

Schoolderman JE. Generating electricity from waves at a breakwater in a moderate wave climate:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:c329464e-0911-4b30-9a87-94470f298f9c.

Council of Science Editors:

Schoolderman JE. Generating electricity from waves at a breakwater in a moderate wave climate:. [Masters Thesis]. Delft University of Technology; 2009. Available from: http://resolver.tudelft.nl/uuid:c329464e-0911-4b30-9a87-94470f298f9c

Delft University of Technology

14. Versluis, M. Hydrodynamic pressures on large lock structures:.

Degree: 2010, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:efbc60e5-4c0c-4dd6-a73c-89bfb67b1f6b

► When a navigation lock, dam, or any other structure with water is subjected to an earthquake, one of the dynamic loads will be hydrodynamic pressure.… (more)

Subjects/Keywords: hydrodynamic pressures; locks; panama canal; DIANA

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APA · Chicago · MLA · Vancouver · CSE | Export to Zotero / EndNote / Reference Manager

APA (6^th Edition):

Versluis, M. (2010). Hydrodynamic pressures on large lock structures:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:efbc60e5-4c0c-4dd6-a73c-89bfb67b1f6b

Chicago Manual of Style (16^th Edition):

Versluis, M. “Hydrodynamic pressures on large lock structures:.” 2010. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:efbc60e5-4c0c-4dd6-a73c-89bfb67b1f6b.

MLA Handbook (7^th Edition):

Versluis, M. “Hydrodynamic pressures on large lock structures:.” 2010. Web. 20 Feb 2020.

Vancouver:

Versluis M. Hydrodynamic pressures on large lock structures:. [Internet] [Masters thesis]. Delft University of Technology; 2010. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:efbc60e5-4c0c-4dd6-a73c-89bfb67b1f6b.

Council of Science Editors:

Versluis M. Hydrodynamic pressures on large lock structures:. [Masters Thesis]. Delft University of Technology; 2010. Available from: http://resolver.tudelft.nl/uuid:efbc60e5-4c0c-4dd6-a73c-89bfb67b1f6b

Delft University of Technology

15. Smaling, H.W. Hydrodynamic loading on the shaft of a gravity based offshore wind turbine:.

Degree: 2014, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:7b697465-7e26-48c4-b53f-efbd835f1997

► Gravity based support structure By a joint venture of BAM and Van Oord an innovative type of Gravity Based Structure (GBS) for an offshore wind… (more)

▼ Gravity based support structure By a joint venture of BAM and Van Oord an innovative type of Gravity Based Structure (GBS) for an offshore wind turbine was developed. The GBS consist of a concrete caisson and a steel shaft. The applicable water depth range is between 35 and 60m. Hydrodynamic loading on the shaft In order to optimize the support structure, the hydrodynamic loading on the steel shaft is investigated. Previous studies with a CFD package showed an increase of the load on the shaft with a factor 2 compared to the Morison equation. The hypothesis is that the presence of the caisson is responsible for this increase. Therefore the (numerical) CFD model FinLab is used to investigate the influence of the caisson on the wave forces on the steel shaft. The influence of the caisson is investigated within FinLab for the extreme wave (ULS) and for two relative moderate waves (FLS). The presence of the caisson leads to an increase of the maximal horizontal force on the shaft of about 20%. The bending moment cycle (important for fatigue) does not change significantly. It is concluded that the caisson is not responsible for the increase of a factor 2. However, while investigating the influence of the caisson, for the shaft a comparison with the Morison equation is made. It is found that FinLab gives much higher forces for the ULS wave (a 75% higher maximal horizontal force on the shaft) than the Morison equation. By also interpreting the results of the FLS waves there seems to be a relation with the degree of non-linearity of the wave. Different possible causes for the difference are discussed. Those causes give a possible explanation why the Morison equation would be less accurate for a highly non-linear wave. It is however recommended to calibrate the outcomes of FinLab with experimental data. Influence of the hydrodynamic loading analysis on the design The influence of the higher wave forces obtained with FinLab on the design of the shaft is investigated by means of a case study. By performing a FLS and ULS analysis the required dimensions of the shaft can be determined. The FLS analysis is based on a simplified method to be used for pre-design only. With respect to fatigue (FLS), the higher loads found by FinLab for highly non-linear waves do not result in a higher fatigue load. This has to do with the small probability of occurrence of highly non-linear waves. With respect to the extreme event (ULS) the strong increase in bending moment due to waves found by FinLab (+120%) results in a 26% higher total bending moment (wind+waves). Conclusions The most important conclusions of this research are that 1) The caisson does not significantly influence the ULS and FLS analysis 2) The Morison equation gives lower wave forces than an analysis with FinLab. For further design these conclusions have the implication that the caisson does not have to be part of the structural schematisation when the wave loads are determined. For the FLS waves most likely the Morison equation can be used, which has large benefits for… Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Labeur, R.J., Segeren, M.L.A., Ten Oever, E..

Subjects/Keywords: hydrodynamic; offshore wind turbine; FinLab; gravity base structure; GBS

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APA · Chicago · MLA · Vancouver · CSE | Export to Zotero / EndNote / Reference Manager

APA (6^th Edition):

Smaling, H. W. (2014). Hydrodynamic loading on the shaft of a gravity based offshore wind turbine:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:7b697465-7e26-48c4-b53f-efbd835f1997

Chicago Manual of Style (16^th Edition):

Smaling, H W. “Hydrodynamic loading on the shaft of a gravity based offshore wind turbine:.” 2014. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:7b697465-7e26-48c4-b53f-efbd835f1997.

MLA Handbook (7^th Edition):

Smaling, H W. “Hydrodynamic loading on the shaft of a gravity based offshore wind turbine:.” 2014. Web. 20 Feb 2020.

Vancouver:

Smaling HW. Hydrodynamic loading on the shaft of a gravity based offshore wind turbine:. [Internet] [Masters thesis]. Delft University of Technology; 2014. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:7b697465-7e26-48c4-b53f-efbd835f1997.

Council of Science Editors:

Smaling HW. Hydrodynamic loading on the shaft of a gravity based offshore wind turbine:. [Masters Thesis]. Delft University of Technology; 2014. Available from: http://resolver.tudelft.nl/uuid:7b697465-7e26-48c4-b53f-efbd835f1997

Delft University of Technology

16. Schoutens, P. Constructing a parking garage underneath historical city canals - a case study:.

Degree: 2009, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:bcf5c485-cb0c-482d-9287-ffb32679b698

► Typical Dutch historical city centres are characterised by the presence of canals. Due to increasing demands on public space, these canals make promising locations for… (more)

Subjects/Keywords: parking garage; pneumatic caisson; prefab immersion element; underwater construction

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APA (6^th Edition):

Schoutens, P. (2009). Constructing a parking garage underneath historical city canals - a case study:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:bcf5c485-cb0c-482d-9287-ffb32679b698

Chicago Manual of Style (16^th Edition):

Schoutens, P. “Constructing a parking garage underneath historical city canals - a case study:.” 2009. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:bcf5c485-cb0c-482d-9287-ffb32679b698.

MLA Handbook (7^th Edition):

Schoutens, P. “Constructing a parking garage underneath historical city canals - a case study:.” 2009. Web. 20 Feb 2020.

Vancouver:

Schoutens P. Constructing a parking garage underneath historical city canals - a case study:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:bcf5c485-cb0c-482d-9287-ffb32679b698.

Council of Science Editors:

Schoutens P. Constructing a parking garage underneath historical city canals - a case study:. [Masters Thesis]. Delft University of Technology; 2009. Available from: http://resolver.tudelft.nl/uuid:bcf5c485-cb0c-482d-9287-ffb32679b698

Delft University of Technology

17. Francke, L. Voorgespannen diepwanden:.

Degree: 2009, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:0a9f4dee-f62d-4be4-be8e-802705cf4589

► Er is onderzoek gedaan naar de technische en economische haalbaarheid van voorgespannen diepwanden. Binnen enkele randvoorwaarden, blijkt het goede mogelijkheden te geven om de zettingen… (more)

Subjects/Keywords: pre-stressed diaphragm wall; diaphragm wall; voorgespannen diepwand

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APA (6^th Edition):

Francke, L. (2009). Voorgespannen diepwanden:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:0a9f4dee-f62d-4be4-be8e-802705cf4589

Chicago Manual of Style (16^th Edition):

Francke, L. “Voorgespannen diepwanden:.” 2009. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:0a9f4dee-f62d-4be4-be8e-802705cf4589.

MLA Handbook (7^th Edition):

Francke, L. “Voorgespannen diepwanden:.” 2009. Web. 20 Feb 2020.

Vancouver:

Francke L. Voorgespannen diepwanden:. [Internet] [Masters thesis]. Delft University of Technology; 2009. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:0a9f4dee-f62d-4be4-be8e-802705cf4589.

Council of Science Editors:

Francke L. Voorgespannen diepwanden:. [Masters Thesis]. Delft University of Technology; 2009. Available from: http://resolver.tudelft.nl/uuid:0a9f4dee-f62d-4be4-be8e-802705cf4589

18. Kleiterp, R. The feasibility of a commercial osmotic power plant:.

Degree: 2012, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:fbaa8d2f-3c01-45e3-8473-9a2ccd2b9a67

► Osmotic power is a form of renewable energy which is currently not used at a commercial scale, but it might have the potential to be… (more)

▼ Osmotic power is a form of renewable energy which is currently not used at a commercial scale, but it might have the potential to be exploited in a sustainable manner in the near future. It uses the principle of osmosis, which is known for over a century and is used since recent years for several membrane applications. The salinity gradient between fresh river water and salt sea water, separated by a membrane, causes an osmotic flow which can be converted into electricity by using one of the two types of osmotic power generation, PRO or RED. Interested parties have already concluded, by conducting laboratory studies and operating pilot plants, that osmotic power is a promising source of renewable energy in the future. An energy unit rate of 8 cents/kWh should be possible for a commercial-scaled power plant. However, what is lacking in these studies is the actual design of the osmotic power plant. Scaling up of an osmotic power plant to a commercial scale will have a major impact on the design of the main infrastructure. The question is whether a commercial osmotic power plant is feasible if the capital costs of the main infrastructure are included. Answering this question is the objective of this thesis. The research question is answered by conducting multiple case studies with a varying capacity. By considering the revenues and investments over the lifespan of the power plant, the energy unit rate of each power plant is obtained. The general conclusion is that, with the present technology and knowledge, the energy unit rate deviates too much from a marketable energy unit rate. The high capital costs of the intake and outfall system and pre-treatment facility, and the low power plant efficiency ensure that a commercial osmotic power plant is not economically justified. The commercial exploitation of an osmotic power plant is therefore far from being feasible. However, when a number of expected and recommended developments are considered, the energy unit rate will approach a marketable value. The commercial exploitation of an osmotic power plant could therefore be feasible in the near future. Though, the occurrence of these recommended developments seems to be an utopia. The answer to the research question is therefore that the future commercial exploitation of osmotic power is not feasible. Advisors/Committee Members: Vrijling, J.K., F.%22%29&pagesize-30">Molenaar, W.F., Vreeburg, J.H.G..

Subjects/Keywords: osmosis; osmotic; blue energy; PRO; RED

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APA (6^th Edition):

Kleiterp, R. (2012). The feasibility of a commercial osmotic power plant:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:fbaa8d2f-3c01-45e3-8473-9a2ccd2b9a67

Chicago Manual of Style (16^th Edition):

Kleiterp, R. “The feasibility of a commercial osmotic power plant:.” 2012. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:fbaa8d2f-3c01-45e3-8473-9a2ccd2b9a67.

MLA Handbook (7^th Edition):

Kleiterp, R. “The feasibility of a commercial osmotic power plant:.” 2012. Web. 20 Feb 2020.

Vancouver:

Kleiterp R. The feasibility of a commercial osmotic power plant:. [Internet] [Masters thesis]. Delft University of Technology; 2012. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:fbaa8d2f-3c01-45e3-8473-9a2ccd2b9a67.

Council of Science Editors:

Kleiterp R. The feasibility of a commercial osmotic power plant:. [Masters Thesis]. Delft University of Technology; 2012. Available from: http://resolver.tudelft.nl/uuid:fbaa8d2f-3c01-45e3-8473-9a2ccd2b9a67

19. Ko, K.K.M. Realising a floating city:.

Degree: 2015, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:cb4bddef-1eb8-49ec-9ff9-670a30dd4b72

► People are already living on water for centuries in some places around the world. However, the concept of building on water has been reintroduced with… (more)

▼ People are already living on water for centuries in some places around the world. However, the concept of building on water has been reintroduced with a new idea in the last two decades. The new idea is to realise a very large floating structure which is as big as a city. Instead of multiple independent floating houses forming a floating community or residential district, this new idea is to realise a complete city state which floats on the water, a so-called ‘floating city’. The main objective of this report is to give a general design of a floating city to determine the structural feasibility of such a concept. The challenge in this concept lies in the environment the floating community is in. The environment of the floating community determines which and what kind of forces are acting on the platforms. Strength and stability are heavily dependent on which forces are working on the platforms and the magnitude of these forces is also of great importance. It is common sense that such a floating city would survive better in a calm bay then in the open sea with huge waves and frequent storms. That is why this thesis will focus on the latter situation: a floating city in the open sea with a rough environment. The main question in this thesis to be answered is defined as ‘Is it possible and realistic to create floating cities from a structural perspective’. To come to an answer for the main research question, several sub questions can be formulated: - What kind of floating platforms are needed? - How can platforms be connected to each other to form a floating city? - How is the floating city to be moored to stay at one location? - What is the behaviour of the platforms, connections and moorings when the floating community is loaded by (large) waves? The answer is that it is theoretically possible to realise floating cities with modular floating platforms rigidly connected to each other. The platforms are inhabitable under severe wave circumstances and they experience very small displacements as long as the connections between the platforms are very rigid constructed. However, to make sure rigid connections in a multiple mass-spring system are indeed experiencing lower connection forces due to smaller displacements, it is best to find this out with a small scale experiment/modelling program. From the results and calculations in this thesis, it is reliable to connect up to 4 platforms in a linear formation for the chosen design of the hexagonal platform with sides of 60 m and a construction height of 14 m. This means that a floating community of 16 platforms (in a configuration of 4 by 4 platforms) can be realised and house approximately 4000 inhabitants. Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Hoogenboom, P.C.J..

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APA (6^th Edition):

Ko, K. K. M. (2015). Realising a floating city:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:cb4bddef-1eb8-49ec-9ff9-670a30dd4b72

Chicago Manual of Style (16^th Edition):

Ko, K K M. “Realising a floating city:.” 2015. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:cb4bddef-1eb8-49ec-9ff9-670a30dd4b72.

MLA Handbook (7^th Edition):

Ko, K K M. “Realising a floating city:.” 2015. Web. 20 Feb 2020.

Vancouver:

Ko KKM. Realising a floating city:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:cb4bddef-1eb8-49ec-9ff9-670a30dd4b72.

Council of Science Editors:

Ko KKM. Realising a floating city:. [Masters Thesis]. Delft University of Technology; 2015. Available from: http://resolver.tudelft.nl/uuid:cb4bddef-1eb8-49ec-9ff9-670a30dd4b72

20. Hofschreuder, B. Flood protection and marine power in the Wash estuary, United Kingdom: Technical and economical feasibility study:.

Degree: 2012, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:2124eacb-36d6-4dea-a696-771d07ec07ec

► The Wash estuary is situated at the English east coast. Covering an area of approximately 615 km2, the estuary is among the largest estuaries in… (more)

Subjects/Keywords: tidal power plant; marine energy; storm surge barrier; storage basin approach; wash estuary; feasibility

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APA (6^th Edition):

Hofschreuder, B. (2012). Flood protection and marine power in the Wash estuary, United Kingdom: Technical and economical feasibility study:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:2124eacb-36d6-4dea-a696-771d07ec07ec

Chicago Manual of Style (16^th Edition):

Hofschreuder, B. “Flood protection and marine power in the Wash estuary, United Kingdom: Technical and economical feasibility study:.” 2012. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:2124eacb-36d6-4dea-a696-771d07ec07ec.

MLA Handbook (7^th Edition):

Hofschreuder, B. “Flood protection and marine power in the Wash estuary, United Kingdom: Technical and economical feasibility study:.” 2012. Web. 20 Feb 2020.

Vancouver:

Hofschreuder B. Flood protection and marine power in the Wash estuary, United Kingdom: Technical and economical feasibility study:. [Internet] [Masters thesis]. Delft University of Technology; 2012. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:2124eacb-36d6-4dea-a696-771d07ec07ec.

Council of Science Editors:

Hofschreuder B. Flood protection and marine power in the Wash estuary, United Kingdom: Technical and economical feasibility study:. [Masters Thesis]. Delft University of Technology; 2012. Available from: http://resolver.tudelft.nl/uuid:2124eacb-36d6-4dea-a696-771d07ec07ec

21. Van Tongeren, B. Salt Intrusion Prevention in Locks: Designing a Movable Sill in the Existing Krammer Commercial Navigation Lock:.

Degree: 2013, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:62fc4574-9025-4641-9c97-a31101c29de5

► Salt intrusion is undesired because it has negative effects for drinking water and agricultural water intakes. At the Krammer locks (Zeeland, the Netherlands) a complex… (more)

▼ Salt intrusion is undesired because it has negative effects for drinking water and agricultural water intakes. At the Krammer locks (Zeeland, the Netherlands) a complex system is integrated in the design of the lock which prevents salt intrusion very accurate. This effective reduction of salt intrusion is regrettably accompanied with high energy consumption, high operational costs and high maintenance costs. On top of that, the entire system needs big maintenance in 2 years (20 M euro) and an extensive expansion in 10 years (300 M euro). Since retaining the current system is very expensive, other options have been elaborated. A pilot project is carried out in the smallest lock of the complex. The pilot has as main objective to get insight in possibilities for a design in the much larger commercial locks. The objective of this study is to present a feasible design for a salt intrusion prevention system in the commercial locks. It should be comparably effective as the current system, while having lower energy consumption, lower construction costs, lower maintenance costs, lower operational costs and a higher lock capacity. After an analysis it became clear that this is possible by including a movable sill in the structure. A comparison with the design of the pilot and the current system must prove the abilities of the new design. The presence of a movable sill results in a height reduction of the air bubble- and water screens in the new design. The screens are both integrated in the movable sill. In operation, the sill moves vertically up and down once every tidal cycle of 12 hours. It allows ships to sail over it, while being positioned as high as possible. Above the top level of the sill, the integrated screens reduce the negative effects. In this way, the optimum reduction of water exchange is obtained. The design of the screens is partly based on the design of the pilot. It’s optimised by using other dimensions and reducing the required air pressure for the air bubble screens. After determining the governing loads on the structure, a dimensioning has led to the final design. The driving mechanism is located above water and controls the height of the sill via vertical steel tubes. The structure is integrated in the existing lock chamber, in which a guiding rail distributes the forces of the sill to the lock chamber. The design is first compared to the current situation. In this comparison it becomes clear that salt intrusion prevention of the current system can be matched closely. The reduction of fresh water loss by the system improves considerably and the capacity of the lock increases by a third. A comparison of the design with the design of the pilot is quantified as being approximately 20% more effective, consuming 50% less energy and being 30% cheaper than a configuration with air bubble- and water screens only. The expected improvements of the design in this study show that it is an interesting design. The quantifications are obtained by calculations based on various assumptions. Before the design can be… Advisors/Committee Members: Jonkman, S.N., Van de Kerk, A.J., F.%22%29&pagesize-30">Molenaar, W.F., Uijttewaal, W.S.J..

Subjects/Keywords: salt; lock; intrusion; salt intrusion prevention; movable sill

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APA (6^th Edition):

Van Tongeren, B. (2013). Salt Intrusion Prevention in Locks: Designing a Movable Sill in the Existing Krammer Commercial Navigation Lock:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:62fc4574-9025-4641-9c97-a31101c29de5

Chicago Manual of Style (16^th Edition):

Van Tongeren, B. “Salt Intrusion Prevention in Locks: Designing a Movable Sill in the Existing Krammer Commercial Navigation Lock:.” 2013. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:62fc4574-9025-4641-9c97-a31101c29de5.

MLA Handbook (7^th Edition):

Van Tongeren, B. “Salt Intrusion Prevention in Locks: Designing a Movable Sill in the Existing Krammer Commercial Navigation Lock:.” 2013. Web. 20 Feb 2020.

Vancouver:

Van Tongeren B. Salt Intrusion Prevention in Locks: Designing a Movable Sill in the Existing Krammer Commercial Navigation Lock:. [Internet] [Masters thesis]. Delft University of Technology; 2013. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:62fc4574-9025-4641-9c97-a31101c29de5.

Council of Science Editors:

Van Tongeren B. Salt Intrusion Prevention in Locks: Designing a Movable Sill in the Existing Krammer Commercial Navigation Lock:. [Masters Thesis]. Delft University of Technology; 2013. Available from: http://resolver.tudelft.nl/uuid:62fc4574-9025-4641-9c97-a31101c29de5

22. Welsink, M.W.J. Adaptation of the Hollandsche IJssel storm surge barrier:.

Degree: 2013, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:38b16f7d-3350-4e9d-b963-a69febd2714a

► The storm surge barrier and levees located in the Hollandsche IJssel do not fulfill the current safety standards according to the third nationwide safety assessment.… (more)

▼ The storm surge barrier and levees located in the Hollandsche IJssel do not fulfill the current safety standards according to the third nationwide safety assessment. The non-closure probability of the storm surge barrier is too high and the inner slope stability of the levees is too low. Besides the problems regarding the flooding safety also problems concerning salt intrusion into the Hollandsche IJssel, sea level rise that might occur, tidal ecology in the river and local developments in the surrounding play an important role. The objective of this thesis is the development and conceptual design of a solution for the important problems in the Hollandsche IJssel. The solution needs to be cost-effective and consists of a technically and societal feasible design. After analysis of different solutions, adaptation of the Hollandsche IJssel storm surge barrier is preferred because the investments needed to adapt the storm surge barrier are much lower than the construction of a dam or new storm surge barrier. The total solution adapts the Hollandsche IJssel storm surge barrier, changes the current closure scheme of the barrier and postpones the construction of a new structure that eventually will be needed. The adapted storm surge barrier has a lower closure level to decrease the governing water levels on the Hollandsche IJssel and therefore decreases the risk of flooding and the investments needed for the reinforcement of the levees. The non-closure probability of the storm surge barrier should decrease to limit the effect of the non-closure probability on the governing water levels. When the storm surge barrier does not close high water levels will be introduced on the Hollandsche IJssel, the effect of the non-closure probability should account for this high water levels. The storm surge barrier will also close during low discharges to prevent salt intrusion and consequently the stop of the fresh water inlet near Gouda. The inlet near Gouda uses fresh water to flush the canal system of Central Holland and prevents damage to agriculture. Due to the lower closure level and use of the storm surge barrier during salt intrusion governing loads on the storm surge barrier increase. The existing steel gate that closes the Hollandsche IJssel storm surge barrier needs to be adapted to withstand the increases loads. Steel plates need to be welded to increase the capacity of critical steel elements within the storm surge barrier. The effect of the adaptations is that a small part of the investments needed for the levee reinforcement is prevented and that the risks of flooding in dike ring 14 and 15 decrease. It is assumed that it is possible to decrease the non-closure probability and therefore reduce the effect of the governing water levels. The recommendations at the end of this study focus on the research that is needed into the exact effect and design of the adaptations. Advisors/Committee Members: Jonkman, S.N., Bijlaard, F.S.K., Voorendt, M.Z., F.%22%29&pagesize-30">Molenaar, W.F., Ravenstijn, P..

Subjects/Keywords: storm surge barrier; salt intrusion; Hollandsche IJssel; sea level rise; assessment; primaire waterkering; stormvloedkering

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APA (6^th Edition):

Welsink, M. W. J. (2013). Adaptation of the Hollandsche IJssel storm surge barrier:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:38b16f7d-3350-4e9d-b963-a69febd2714a

Chicago Manual of Style (16^th Edition):

Welsink, M W J. “Adaptation of the Hollandsche IJssel storm surge barrier:.” 2013. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:38b16f7d-3350-4e9d-b963-a69febd2714a.

MLA Handbook (7^th Edition):

Welsink, M W J. “Adaptation of the Hollandsche IJssel storm surge barrier:.” 2013. Web. 20 Feb 2020.

Vancouver:

Welsink MWJ. Adaptation of the Hollandsche IJssel storm surge barrier:. [Internet] [Masters thesis]. Delft University of Technology; 2013. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:38b16f7d-3350-4e9d-b963-a69febd2714a.

Council of Science Editors:

Welsink MWJ. Adaptation of the Hollandsche IJssel storm surge barrier:. [Masters Thesis]. Delft University of Technology; 2013. Available from: http://resolver.tudelft.nl/uuid:38b16f7d-3350-4e9d-b963-a69febd2714a

23. Van Mechelen, J. Multifunctional Flood Defences: Reliability Analysis of a Structure Inside the Dike :.

Degree: 2013, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:ce8d7ee3-6ffb-4858-b663-549e09f79249

► Multifunctional use of the flood defences is as old as the flood defences themselves. Historically infrastructure, housing and livestock are located on the flood defences.… (more)

▼ Multifunctional use of the flood defences is as old as the flood defences themselves. Historically infrastructure, housing and livestock are located on the flood defences. Over the years, the cities along the rivers became bigger and bigger. With the still increasing demand for spatial development it is inevitable to also start combining other functions with the flood defences. The underground space of the flood defences is not yet used. Constructing a structure inside a dike is a solution to create more space. With multifunctional use of the flood defences are a lot of different parties involved with each its own interest and purposes. This results in a difficult and devious design process. The technical difficulties are researched in the master thesis in order to optimise this design process. The Dutch guidelines for flood defences as well as the Eurocodes are relevant for the design of multifunctional flood defences. Dealing with the hydraulic loads on the structure leads to uncertainties for the reliability of the flood defence. Applying partial factors on forces resulting from design water level with already a very small exceedance probability seems to introduce excessive amount of reliability into the calculations. A case study is performed to research the issues during the design process of a multifunctional flood defence. The Grebbedijk is chosen as location for the case study because of the demand for spatial development as well as the demand for flood safety. The Grebbedijk is a relatively small dike protecting a relatively large area with a high economic value. The Grebbedijk is often named as a possible first Delta dike. Together with the demand for parking close to the city centre of Wageningen, this location meets both criteria for a multifunctional flood defence. The assessment of the design made for the Grebbedijk confirmed the idea that the forces resulting from the water level are treated in a too conservative way by applying partial factors over design water levels with already small exceedance probabilities. This effect is obtained in the calculations for the failure mechanisms overall stability and structural strength. In order to analyse the reliability of the multifunctional flood defence, first order reliability method (FORM) analyses are carried out. Three failure mechanisms are considered: horizontal stability, overturning stability and strength of the wall. The failure probability of each failure mechanism is calculated. All three failure mechanisms have a lower failure probability than the required failure probability. The partial factors used in the semi probabilistic approach are calibrated in order to find the correct partial factors. The calibrated partial factors for the force related to the water level showed a variation equal to the proportionality of the force to the water level. The partial factors are in this case not useful. The exceedance probabilities of the design water levels resulting from the FORM analyses are very similar and in the same order as the failure… Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Terwel, K.C., Van Meurs, G..

Subjects/Keywords: multifunctional flood defences; probabilistic design; reliability analysis; FORM analysis; partial factors

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APA (6^th Edition):

Van Mechelen, J. (2013). Multifunctional Flood Defences: Reliability Analysis of a Structure Inside the Dike :. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:ce8d7ee3-6ffb-4858-b663-549e09f79249

Chicago Manual of Style (16^th Edition):

Van Mechelen, J. “Multifunctional Flood Defences: Reliability Analysis of a Structure Inside the Dike :.” 2013. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:ce8d7ee3-6ffb-4858-b663-549e09f79249.

MLA Handbook (7^th Edition):

Van Mechelen, J. “Multifunctional Flood Defences: Reliability Analysis of a Structure Inside the Dike :.” 2013. Web. 20 Feb 2020.

Vancouver:

Van Mechelen J. Multifunctional Flood Defences: Reliability Analysis of a Structure Inside the Dike :. [Internet] [Masters thesis]. Delft University of Technology; 2013. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:ce8d7ee3-6ffb-4858-b663-549e09f79249.

Council of Science Editors:

Van Mechelen J. Multifunctional Flood Defences: Reliability Analysis of a Structure Inside the Dike :. [Masters Thesis]. Delft University of Technology; 2013. Available from: http://resolver.tudelft.nl/uuid:ce8d7ee3-6ffb-4858-b663-549e09f79249

24. Van Manen, T.R.W. An adaptive pumping station at the Afsluitdijk:.

Degree: 2014, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:4f4ec638-7ef6-4471-8132-9f36215faf79

► The degradation of infrastructure and sea level rise cause the existing discharge capacity of the Stevin and Lorentz sluices at the Afsluitdijk to be insufficient.… (more)

▼ The degradation of infrastructure and sea level rise cause the existing discharge capacity of the Stevin and Lorentz sluices at the Afsluitdijk to be insufficient. This thesis focuses on the design of a new discharge facility at the Afsluitdijk with the possibility to anticipate on the changing conditions at both the IJsselmeer and Wadden Sea. The system is schematised as a closed-off estuary system within a water storage model, based on the water balance equation and a wind model from SOBEK. In contrast to previous studies, this study takes extreme conditions into account instead of only the daily conditions. The water storage system depends on the following governing parameters: the wind setup, tidal movement, target water level, sea level rise, in- and outflow conditions, in which the sea level rise is used as the function parameter. Within this schematisation three normative design conditions are considered for the acceptable water level prolongation at the inner basin: (I) the maximum acceptable height, (II) an acceptable duration of the high water level event and (III) the target water level boundaries. By means of a general sea level rise computation, the analyses showed that during daily conditions the need for pumps is inevitable from a sea level rise of +0.25m or more, because the daily discharge driven by gravity becomes limited. However, during extreme conditions discharge driven by gravity remains beneficial up to a sea level rise of +1.00m. Pumping is the only option beyond this point. Two design options are considered to be feasible for the combination of discharge driven by pumps and gravity: the open discharge sluice and the venturi culvert. The open discharge sluice is capable of discharging large volumes via gravity. In combination with the four pumps within a vertical door, the complete tidal cycle is utilised to discharge water, resulting in the most economical design option. On the other hand, there is the discharge facility made up of venturi culverts equipped with large pumps, capable of pumping large volumes during negative head differences. In addition, this option is capable of pumping water during small positive head difference, resulting in a very efficient option to pump large volumes. However, this concept is more expensive compared to the open discharge sluice. Within this thesis the discharge facility is designed for the +0.85m sea level rise scenario, based on the financial optimum composition. This optimal composition consists of twenty seven venturi culverts and twelve open discharge sluices. The total available pump capacity of the discharge facility is 1,250m3/s, with a maximum discharge capacity by gravity of 4,000 m3/s. Consequently, the maximum energy consumption is 32MW, equivalent to 32,000 households and requires an investment of €1.4 billion. As a consequence of combining both design options, the discharge facility is capable of anticipating on small sea level rise variations without exceeding the tolerable limits. An insurmountable consequence of the design… Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Van Spengen, J., De Vos, P..

Subjects/Keywords: discharge facility; pump; target water level; IJsselmeer; Afsluitdijk

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APA (6^th Edition):

Van Manen, T. R. W. (2014). An adaptive pumping station at the Afsluitdijk:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:4f4ec638-7ef6-4471-8132-9f36215faf79

Chicago Manual of Style (16^th Edition):

Van Manen, T R W. “An adaptive pumping station at the Afsluitdijk:.” 2014. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:4f4ec638-7ef6-4471-8132-9f36215faf79.

MLA Handbook (7^th Edition):

Van Manen, T R W. “An adaptive pumping station at the Afsluitdijk:.” 2014. Web. 20 Feb 2020.

Vancouver:

Van Manen TRW. An adaptive pumping station at the Afsluitdijk:. [Internet] [Masters thesis]. Delft University of Technology; 2014. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:4f4ec638-7ef6-4471-8132-9f36215faf79.

Council of Science Editors:

Van Manen TRW. An adaptive pumping station at the Afsluitdijk:. [Masters Thesis]. Delft University of Technology; 2014. Available from: http://resolver.tudelft.nl/uuid:4f4ec638-7ef6-4471-8132-9f36215faf79

25. Van Erp, T.M.J. Influence and Applicability of the Eurocode: For locks that are part of the Flood Defense System :.

Degree: 2013, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:b0ca73e5-0dbd-40b6-9d54-65c6acaf870c

► Since the entrance of the Eurocode a lot of commotion emerged for the hydraulic engineer. The implementation of the Eurocode entailed a problem for the… (more)

▼ Since the entrance of the Eurocode a lot of commotion emerged for the hydraulic engineer. The implementation of the Eurocode entailed a problem for the hydraulic structures that are part of the flood defense system. According the law, the locks that are part of the flood defense system should meet the requirements based on the most critical standard. Previously, for hydraulic structures the critical standard was Leidraad Kunstwerken (based on the Waterwet). This standard was more conservative than the NEN (based on the Woningwet). Since the NEN is replaced with the Eurocode, a higher safety class is added that is more conservative than the LK. So, hydraulic structures are forced by the law to be designed based on the Eurocode, while the Eurocode is actually addressed to buildings and bridges. So, the question arises: would it be correct to apply the Eurocode for designing locks that are part of the flood defense system. This research contributes to clarify the previous mentioned issue. It starts by exploring the issue in more detail, which eventually exposes the conflict between the Eurocode and LK. This conflict is restricted to the partial factor for water level difference, which comes down to the applicability of the reliability index (which indicates the degree of safety). Both the Eurocode as the LK prescribes a different reliability index. This difference in conception is researched in two ways. First, the influences on the structural design and the costs are analyzed. By means of a case study, two designs are made for the different standards (LK/NEN and Eurocode). This exposes the elements which are strongly affected. From there, it is searched to possible optimizations in the design in order to reduce the costs. The second perspective which is analyzed is the influence on the dike ring. By using the Eurocode for the structural design of the lock, the failure probability of the dike-ring will decrease. This change is analyzed and translated to a decrease in risk. Subsequently, the decrease is balanced with the required investment to upgrade the structural design. The use of the Eurocode can now be analyzed from an economic point of view. These two studies will finally conclude the influence and the applicability of the Eurocode for locks that are part of the flood defense system. Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., W.M.%22%29&pagesize-30">Vrouwenvelder, A.C.W.M., Adriaansens, D.H.M..

Subjects/Keywords: Eurocode; lock; Flood Defense System; safety; design

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APA (6^th Edition):

Van Erp, T. M. J. (2013). Influence and Applicability of the Eurocode: For locks that are part of the Flood Defense System :. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:b0ca73e5-0dbd-40b6-9d54-65c6acaf870c

Chicago Manual of Style (16^th Edition):

Van Erp, T M J. “Influence and Applicability of the Eurocode: For locks that are part of the Flood Defense System :.” 2013. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:b0ca73e5-0dbd-40b6-9d54-65c6acaf870c.

MLA Handbook (7^th Edition):

Van Erp, T M J. “Influence and Applicability of the Eurocode: For locks that are part of the Flood Defense System :.” 2013. Web. 20 Feb 2020.

Vancouver:

Van Erp TMJ. Influence and Applicability of the Eurocode: For locks that are part of the Flood Defense System :. [Internet] [Masters thesis]. Delft University of Technology; 2013. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:b0ca73e5-0dbd-40b6-9d54-65c6acaf870c.

Council of Science Editors:

Van Erp TMJ. Influence and Applicability of the Eurocode: For locks that are part of the Flood Defense System :. [Masters Thesis]. Delft University of Technology; 2013. Available from: http://resolver.tudelft.nl/uuid:b0ca73e5-0dbd-40b6-9d54-65c6acaf870c

26. Li, Y. Protection of Shanghai from Flooding: 'Open or closable navigational section?’ :.

Degree: 2015, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:7680dc17-f8a5-44b7-9997-03c381570500

► Due to Shanghai’s unique location, it is sensitive to sea level rise and land subsidence, which are directly related to urban flood protection. Flooding of… (more)

Subjects/Keywords: Shanghai; flood protection system; storm surge barrier; open option; navigational section; Yangtze Estuary

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APA (6^th Edition):

Li, Y. (2015). Protection of Shanghai from Flooding: 'Open or closable navigational section?’ :. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:7680dc17-f8a5-44b7-9997-03c381570500

Chicago Manual of Style (16^th Edition):

Li, Y. “Protection of Shanghai from Flooding: 'Open or closable navigational section?’ :.” 2015. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:7680dc17-f8a5-44b7-9997-03c381570500.

MLA Handbook (7^th Edition):

Li, Y. “Protection of Shanghai from Flooding: 'Open or closable navigational section?’ :.” 2015. Web. 20 Feb 2020.

Vancouver:

Li Y. Protection of Shanghai from Flooding: 'Open or closable navigational section?’ :. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:7680dc17-f8a5-44b7-9997-03c381570500.

Council of Science Editors:

Li Y. Protection of Shanghai from Flooding: 'Open or closable navigational section?’ :. [Masters Thesis]. Delft University of Technology; 2015. Available from: http://resolver.tudelft.nl/uuid:7680dc17-f8a5-44b7-9997-03c381570500

27. Van Corven, T.A.W. Construction of the new lock in Terneuzen using pneumatic caissons:.

Degree: 2015, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:5f203b83-fe87-4221-8912-1c9a1aa095ae

► The lock complex at Terneuzen is the main entrance for ships coming from the Westerscheld and navigating towards the cities of Terneuzen and Ghent. The… (more)

▼ The lock complex at Terneuzen is the main entrance for ships coming from the Westerscheld and navigating towards the cities of Terneuzen and Ghent. The construction of a new large lock at the lock complex of Terneuzen is planned to increase its capacity. This lock will be built between the existing locks. The ground level is situated at NAP +6 meter. The minimum normative sea water level occurring twice a year is NAP -2.85 meter. The new lock will have larger dimensions than the current locks. It is assumed that a ship with a draft of 13.1 meter must be able to use the lock tide independently. Because of the large allowable draft the lock must be founded to a depth of NAP -17.26 m. It is becoming increasingly difficult to construct the new lock with traditional building methods like combi– or diaphragm walls to such extent. In this master thesis the use of pneumatic caissons as alternative construction method for the new lock in Terneuzen has been elaborated. Pneumatic caissons have been used for many times as construction method. However, pneumatic caissons have never been used with the dimensions required for the new lock head. (l = 132m, w = 45m & h = 33m) The pneumatic caisson method involves the construction of a relative rigid concrete box at ground level that is lowered into the ground by excavating the soil underneath it. Under the bottom slab of a pneumatic caisson an air-pressurized space, called the working chamber, is present which is made up of tapering walls around the perimeter of the caisson base slab. These tapering walls are called the cutting edges of the caisson. The working chamber is kept dry by the presence of air pressure. Due to the air pressure, groundwater is not able to enter the working chamber. The deeper the caisson is located below the water table, the higher the air pressure should be. In this master thesis two construction alternatives for the lock heads with help of pneumatic caissons are elaborated: 1. The construction of one large pneumatic caisson with a length of 132 meter, width of 45 meter and a height of 33 meter containing the complete lock head including the gate chamber and gate recess. The working chamber is divided into 14 compartments. 2. The construction of two (compartmentalized–) pneumatic caissons which can be subsided independently. One caisson with a length of 10 meter, width of 45 meter and a height of 33 meter is covering the gate recess and the other caisson with a length of 67 meter, width of 45 meter and a height of 33 meter is covering the gate chamber. Between the pneumatic caisson an immersible caisson is located. This caisson acts as foundation for the guiding rail and moving equipment and prevents piping below the lock gates. With help of SCIA Engineer, a software package for structural calculations, the structural feasibility of the caisson is analysed and worked out. Due to the lack of bending and torsional stiffness in the first construction alternative the occurring forces and moments are up to 2 times larger in comparison to the second… Advisors/Committee Members: F.%22%29&pagesize-30">Van Tol, A.F., F.%22%29&pagesize-30">Molenaar, W.F., Bakker, K.J., Molendijk, W.O..

Subjects/Keywords: pneumatic caisson; lock; construction method; Terneuzen

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APA (6^th Edition):

Van Corven, T. A. W. (2015). Construction of the new lock in Terneuzen using pneumatic caissons:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:5f203b83-fe87-4221-8912-1c9a1aa095ae

Chicago Manual of Style (16^th Edition):

Van Corven, T A W. “Construction of the new lock in Terneuzen using pneumatic caissons:.” 2015. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:5f203b83-fe87-4221-8912-1c9a1aa095ae.

MLA Handbook (7^th Edition):

Van Corven, T A W. “Construction of the new lock in Terneuzen using pneumatic caissons:.” 2015. Web. 20 Feb 2020.

Vancouver:

Van Corven TAW. Construction of the new lock in Terneuzen using pneumatic caissons:. [Internet] [Masters thesis]. Delft University of Technology; 2015. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:5f203b83-fe87-4221-8912-1c9a1aa095ae.

Council of Science Editors:

Van Corven TAW. Construction of the new lock in Terneuzen using pneumatic caissons:. [Masters Thesis]. Delft University of Technology; 2015. Available from: http://resolver.tudelft.nl/uuid:5f203b83-fe87-4221-8912-1c9a1aa095ae

28. Woudstra, S.D. Design and feasibility study for the application of an inflatable rubber structure in a navigation lock:.

Degree: 2014, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:d2f5ffd1-75cf-4af7-8cd7-62edd88baa5e

► Introduction In navigation locks levelling is executed under free flow. The net flow from the upper section into the lower section of the waterway is… (more)

▼ Introduction In navigation locks levelling is executed under free flow. The net flow from the upper section into the lower section of the waterway is considered as a water loss. An innovative water saving concept is an IRS Lock. IRS stands for inflatable rubber structure. The concept consists of an air filled IRS applied in a lock chamber. In this way part of the water loss is substituted by an ‘air loss’. It was not clear whether or not the IRS Lock concept is a feasible water saving solution. IRSs are formed by a rubber sheet connected to a foundation. The sheet is so flexible that it is considered to have no bending stiffness. The shape of the IRS results from the loads acting on the sheet. During the use of an IRS, four phases are distinguished; the inflation, the inflated, the deflation and the deflated phase. In each phase, the internal pressure is different and thus a different shape results. In case of the IRS Lock, the IRS is completely submerged and the hydrostatic load is the main load. Also loads occur by flows from lock operations and vessel movements. The different phases of use, shapes and the new application area make the design of the IRS Lock a complex process. Design A first design of the IRS Lock has been developed. The Eastern Lock, located in the Terneuzen Lock complex, was used as an environment for the design. In the design the sheet of the IRS is connected to the lock chamber walls. In navigation locks a minimum keel clearance is required between the vessel and the lock chamber bottom. The IRS is located above the bottom of the lock chamber. The water level in the lock chamber, and therefore also the available depth and keel clearance, varies by the tide. The first design of the IRS is optimized in such a way that the design results in a large water saving while maintaining the minimum required keel clearance. The designed IRS has a crest height of 2,5 meter and still allows the draught of the design vessel. In total three IRSs are applied in the length of the Eastern Lock. Additionally, several elements of the IRS Lock have been elaborated. Among others the strength of the rubber sheet has been verified. Functional performance The functional performance of the first design of the IRS Lock has been assessed. Per Lock cycle the designed IRSs will save 9056 m3 of water. Because of the tidal fluctuations in the water levels, and the limitations in available depth and keel clearance, the IRS can only be used for 6 of the 18 lock cycles per tidal period. The total amount of water that is saved per tidal period is on average 25% of the total water loss. As part of a RAMS-analysis, a Failure Mode Effect Analysis has been performed. Measures have been taken to keep the risk of failure at an acceptable level. From the functional performance it follows that the designed IRS Lock is technically feasible. An alternative for the IRS Lock is a pumping station that pumps the lost water back into the upper section of the waterway. It has been found that in all possible situations the IRS Lock will use… Advisors/Committee Members: Jonkman, S.N., F.%22%29&pagesize-30">Molenaar, W.F., Pasterkamp, S., Adriaansens, D.H.M..

Subjects/Keywords: inflatable structure; navigation lock; water saving; functional performance

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APA (6^th Edition):

Woudstra, S. D. (2014). Design and feasibility study for the application of an inflatable rubber structure in a navigation lock:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:d2f5ffd1-75cf-4af7-8cd7-62edd88baa5e

Chicago Manual of Style (16^th Edition):

Woudstra, S D. “Design and feasibility study for the application of an inflatable rubber structure in a navigation lock:.” 2014. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:d2f5ffd1-75cf-4af7-8cd7-62edd88baa5e.

MLA Handbook (7^th Edition):

Woudstra, S D. “Design and feasibility study for the application of an inflatable rubber structure in a navigation lock:.” 2014. Web. 20 Feb 2020.

Vancouver:

Woudstra SD. Design and feasibility study for the application of an inflatable rubber structure in a navigation lock:. [Internet] [Masters thesis]. Delft University of Technology; 2014. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:d2f5ffd1-75cf-4af7-8cd7-62edd88baa5e.

Council of Science Editors:

Woudstra SD. Design and feasibility study for the application of an inflatable rubber structure in a navigation lock:. [Masters Thesis]. Delft University of Technology; 2014. Available from: http://resolver.tudelft.nl/uuid:d2f5ffd1-75cf-4af7-8cd7-62edd88baa5e

29. Zorgdrager, A. Feasibility study on the application of fiber-reinforced polymers in large lock gates:.

Degree: 2014, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:a9cac1c3-8915-46a6-8080-ceee5c2d2482

Subjects/Keywords: FRP; fiber-reinforced polymers; lock gate; feasibility

…these actual constructed gates, several studies are performed at the Delft University of… …Technology on the feasibility of FRP in water retaining gates by Kok [14], Tuin [15…

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APA (6^th Edition):

Zorgdrager, A. (2014). Feasibility study on the application of fiber-reinforced polymers in large lock gates:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:a9cac1c3-8915-46a6-8080-ceee5c2d2482

Chicago Manual of Style (16^th Edition):

Zorgdrager, A. “Feasibility study on the application of fiber-reinforced polymers in large lock gates:.” 2014. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:a9cac1c3-8915-46a6-8080-ceee5c2d2482.

MLA Handbook (7^th Edition):

Zorgdrager, A. “Feasibility study on the application of fiber-reinforced polymers in large lock gates:.” 2014. Web. 20 Feb 2020.

Vancouver:

Zorgdrager A. Feasibility study on the application of fiber-reinforced polymers in large lock gates:. [Internet] [Masters thesis]. Delft University of Technology; 2014. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:a9cac1c3-8915-46a6-8080-ceee5c2d2482.

Council of Science Editors:

Zorgdrager A. Feasibility study on the application of fiber-reinforced polymers in large lock gates:. [Masters Thesis]. Delft University of Technology; 2014. Available from: http://resolver.tudelft.nl/uuid:a9cac1c3-8915-46a6-8080-ceee5c2d2482

30. Hofste, G.M. Stevin Outlet Sluices: wave impact under a beam:.

Degree: 2012, Delft University of Technology

URL: http://resolver.tudelft.nl/uuid:246cd36d-cded-4ab8-a882-7663a631e0ac

► The Dutch department of Public Works had a problem regarding wave impacts on a beam in the Stevin outlet sluices, located in the Afsluitdijk. Wave… (more)

▼ The Dutch department of Public Works had a problem regarding wave impacts on a beam in the Stevin outlet sluices, located in the Afsluitdijk. Wave impacts on this beam could also cause a peak pressure on the barrier gate, just behind the beam. The numerical program ComFLOW and physical scale experiments were used to predict the wave impacts for different hydraulic conditions (i.e. wave height, wave period and water level). The research questions were: 1. How is the wave load on the northern gates depending on the presence of the military beam? 2. How large is a wave impact load on the bottom of the military beam in the Stevin outlet sluices? 3. How well can the numerical model ComFLOW and physical modelling be used to determine the wave impact on the bottom of the military beam in the Stevin outlet sluices? 2D scaled experiments were performed making use of a model with the (simplified) geometry of the Stevin outlet sluices and regular waves. It was found that the largest wave impacts occurred for water levels equal to the bottom plane of the beam or slightly under it. This happened for the shortest waves in the test domain. The largest pressure measured on the beam was approximately 50 kPa or 35H, with H representing the incident wave height in front of the model. It was also found that the spread in the peak pressures for one single experiment was large. The results of the measured impulse per peak showed far less spread. The effect of wave impacts under the beam was also found on the vertical wall under the beam. The actual pressures however were less and they were decreasing with increasing depth. Besides physical wave impact testing, a few experiments were performed with the beam removed from the model. This resulted in wave simply running up the vertical wall of the model. They did not cause a wave impact. The measurements of both type of experiments, with and without a beam, were compared. This revealed that the total wave impulse on the gate was not affected by the presence of the beam. However the distribution of the pressure within a single wave period was significantly different. In case of a beam, a large impact peak was observed, whereas the other wave only showed a small hump caused by the deflected flow against the vertical wall. When the calculated and measured wave impact results were compared it became clear that ComFLOW underestimated the peak pressures by a factor 2 to 20 for the pressures on the impact plane. The same was done for the peak impulse. This showed that the impulse of the peak on the impact plane were underestimated by a factor 2 at most. These results confirmed that the used grid was too coarse for the program to model the physics correctly. The main conclusions to the research questions were: 1. The presence of the military beam causes a different distribution of the force on the gate within a wave period. The total amount of impulse is more or less the same as for the situation without a beam. With the military beam, a wave impact results in a peak force on the gate. Without the… Advisors/Committee Members: Vrijling, J.K., Uijttewaal, W.S.J. ., Labeur, R.J., F.%22%29&pagesize-30">Molenaar, W.F., Vos, J.P. ., Wellens, P..

Subjects/Keywords: impact; slamming; beam; horizontal; wave; waves

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APA · Chicago · MLA · Vancouver · CSE | Export to Zotero / EndNote / Reference Manager

APA (6^th Edition):

Hofste, G. M. (2012). Stevin Outlet Sluices: wave impact under a beam:. (Masters Thesis). Delft University of Technology. Retrieved from http://resolver.tudelft.nl/uuid:246cd36d-cded-4ab8-a882-7663a631e0ac

Chicago Manual of Style (16^th Edition):

Hofste, G M. “Stevin Outlet Sluices: wave impact under a beam:.” 2012. Masters Thesis, Delft University of Technology. Accessed February 20, 2020. http://resolver.tudelft.nl/uuid:246cd36d-cded-4ab8-a882-7663a631e0ac.

MLA Handbook (7^th Edition):

Hofste, G M. “Stevin Outlet Sluices: wave impact under a beam:.” 2012. Web. 20 Feb 2020.

Vancouver:

Hofste GM. Stevin Outlet Sluices: wave impact under a beam:. [Internet] [Masters thesis]. Delft University of Technology; 2012. [cited 2020 Feb 20]. Available from: http://resolver.tudelft.nl/uuid:246cd36d-cded-4ab8-a882-7663a631e0ac.

Council of Science Editors:

Hofste GM. Stevin Outlet Sluices: wave impact under a beam:. [Masters Thesis]. Delft University of Technology; 2012. Available from: http://resolver.tudelft.nl/uuid:246cd36d-cded-4ab8-a882-7663a631e0ac

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