This study develops a decision method for the implementation and assessment of standardisation in order to improve the Replacement & Renovation process of hydraulic structures. Possible improvements in the Replacement & Renovation process and the implementation of standardisation were identified by conducting semi-structured interviews. A general decision method results from combining the identified improvement points and the basic design principle. This general decision method is further developed by describing the required steps, decisions, input, and generated output. This decision method is a starting point for asset management organisations that want to start with implementing standardisation into the Replacement & Renovation process. A potential benefit of using the decision method is increased efficiency of the design process, as a learning curve is expected, saving time and money. Furthermore, the results can be used for an in-depth discussion about the feasibility of standardisation in the considered management area.

The abstract outlines a study focusing on improving the design approach for flexible dolphins, vital marine structures used for vessel berthing and mooring. Current design methodologies, particularly those outlined in the CROW C1005 handbook (2018), are questioned due to potential conservatism stemming from insufficiently calibrated partial factors. The study advocates for reliability-based assessments to address these concerns, which consider uncertainties inherent in dolphin design and quantify failure probabilities over their lifespan. The investigation identifies critical failure modes and determines main pile dimensions based on these modes, utilizing the API PY-curves for rapid computation in the design process. Probabilistic assessments, employing Directional Sampling, reveal the significance of berthing load in structural safety and identify soil parameters as dominant variables affecting fixity failure mode. Navigation conditions, ship arrival rates, and variation in ship sizes also influence partial factors, with recommendations provided for adjustments based on different conditions. The study suggests load testing to reduce uncertainties and increase reliability, exemplified by a Bayesian update from Calandkanaal full-scale load tests. Overall, reliability-based assessments yield insights into managing uncertainties in dolphin design, potentially reducing material usage by up to 20% while meeting safety requirements, and offering the potential to decrease failure probabilities tenfold when combined with test loading.

Flood risks and its consequences become more and more challenging and are demanding for the currently present dike systems and hydraulic structures in the Netherlands. This automatically raises the question for the possibility of adjustable temporary deployable flood defences that work autonomously. Nowadays it is more likely that a standard earthen dike will not be possible everywhere, due to site-specific characteristics such as available space or protected townscape. At these specific locations, a self-closing flood barrier can offer a solution, in view of minimally affecting the spatial quality with a reliable solution. The goal of this design study is to gain insight in the feasibility of applying a self-closing flood barrier in areas where spatial quality plays an important role and where the hydraulic boundary conditions demand for heavier structures. With the increase of densely built areas nowadays, the concept of an autonomously closing barrier is promising and an interesting alternative to consider.
In this thesis the objective is to develop a customised design of an adaptive self-closing flood barrier in the upper river region of the Netherlands. The city of Arcen in this case study is characterised by its cultural-historical values and its strong connection to the Meuse. This makes it difficult to construct conventional earthen dikes.
For the design purpose software with statistical data such as Hydra-NL is used to provide site characteristics, hydraulic and geotechnical boundary conditions and literature for information on currently applied barrier types and drive mechanisms. Furthermore, the design process has been completed with the help of the Design Guide Hydraulic Structures of Rijkswaterstaat and the Eurocode, from which a design originated in which stability and strength requirements have been met. The design resulted in a floating flat barrier of steel, which does not involve a complex design and is in line with integrating the structure in the area with minimal hindrance. In the design the focus lies on the functionality and the structural integrity with an in-depth look at adaptability and integrability.
The result shows that the design of a floating flat barrier is feasible as a self-closing structure in the city of Arcen. However, because of the location of the structure with the requirement of no townscape obstructing elements, a heavy support structure is needed for a design water level of 2.5 m above the ground surface. Furthermore, the applied boundary conditions leads to a large floater, even though the structure is slender. In order to develop a complete design, it is recommended to make a detailed design on the concrete foundation, to do a cost analysis on the construction and materials and investigate how a certain structure is received by the residents of Arcen. This will gain insight in areas to optimise the design furthermore.

With the growing demand for expanding sustainable energy production in the Netherlands, investigating potential renewable energy sources has become imperative. Scheduled replacement projects for weirs along the river Meuse within the next decade present an excellent opportunity to assess the feasibility of integrating hydropower plants into these future weirs. This thesis explores the feasibility of implementing hydropower plants in future weirs along the river Meuse, addressing criteria such as hydraulic aspects, impact on vessel navigation, fish migration, and economic viability.

To achieve this objective, an initial case study was conducted, focusing on the development of a design for the weir replacement at Grave. Subsequently, the broader applicability of the developed design was explored to investigate large-scale implementation in the river Meuse. At the outset of this study, no specific design existed for the future weir at Grave. Therefore, the initial research phase concentrated on creating a future weir design for the Grave location. Following this, the optimal method for integrating a hydropower plant into this future weir was explored, employing the basic engineering design cycle as applied in civil engineering. The Archimedean screw turbine technology was selected, leading to the development of multiple hydropower plant designs using this technology. Initially, their direct integration into the weir was explored. However, it was determined that placing more than two of these turbines directly within the weir was hydraulically unfeasible, posing risks to water safety. To overcome this challenge, three potential implementation concepts were developed: temporary removable turbines, a hydropower plant in the floodplain, and turbine integration into weir pillars.

The optimal design for integrating a hydropower plant into the future weir complex at Grave was determined through a Multicriteria Analyses and the calculation of the internal rate of return for the various design variants. An essential finding is that economic feasibility depends on factors such as electricity prices and subsidies. The research suggests promising potential for hydropower implementation but underscores the need for further investigation. The design appears widely applicable to future weir projects along the river Meuse, which could potentially provide sustainable energy to approximately 32,000 households. Nevertheless, complexities necessitate additional research. It is crucial to emphasize that this thesis serves as an exploration rather than a definitive assessment of hydropower plant implementation in future river Meuse weirs. The study concludes by offering recommendations for further research.

The aim of this research is to investigate which design method results in the best approximation of the deformations of a quay wall consisting of an anchored combined wall with relieving platform, looking at the elastoplastic method and the finite element method. The elastoplastic method is performed with the program D-Sheet Piling and the program Plaxis is used as a finite element method. Measurements on a quay wall in Eemshaven Groningen are used to analyze which design method results in the best approximation of the real deformation.

The D-Sheet model, after some adaptations in the calibration, gives a relative good approximation of the deformations, except for the deformations at the top. This deviation can be up to 113%.The calculation with Plaxis results in a better approximation of the deformation with a deviation from the measurement of only several mm. Comparing the results of both methods shows a large difference in top deformation. Two possible explanations for this large difference are investigated. The first explanation is that the modelling limitations of D-Sheet lead to different results. A simplified Plaxis model simulating these limitations results in a top displacement of 17 mm. Secondly, the difference in the input of the soil stiffness between both models is investigated by linking both stiffness parameters E and kh to each other using the relation of Ménard. A D-Sheet model with adjusted values for kh results in only a small change in the top deformation. The remaining differences in results are attributed to the difference in calculation method.

Several variations are performed in a sensitivity analysis to investigate to which extent different input parameters would have led to different results. This includes variations in phasing, modelling of the bearing piles, soil model, surcharge load, sea water level and soil parameters.

In response to Amsterdam’s housing shortage, IJburg on the east side of Amsterdam, is being devel- oped. IJburg consists of six artificial islands in total on which about 20,000 homes for 50,000 residents are being built. Strandeiland (Beach island in English), located in the lake called IJmeer, is one of these artificial islands which is currently being developed to accommodate approximately 20,000 residents. This project aims to introduce approximately 8,000 homes. However, the establishment of Strandei- land presents hydraulic safety concerns, especially with the presence of extreme low water levels and fluctuations due to wind set-up and set-down.
Strandeiland will feature an inland water with high recreational value for residents. This inland water will also provide access for recreational boating. Wind set-down and set-up can create extreme water level differences in this inner water. These water level differences are unfavorable and create danger to the stability of the island. These fluctuations pose a severe challenge to the stability and functionality of the island’s water infrastructure. Two primary solutions were evaluated: the adaptation of the inner quay wall or the implementation of a guard lock. Making the inner quay wall suitable for the water level differences brings several implications:
• Restrictions on utilities: Because the inner quay wall would be marked as primary flood defence, no pipes and cables would be allowed inside the wall.
• Design constraints: When the quay wall serves as the primary flood defence, construction on its inner slope and tree planting is prohibited. This would negatively impact the aesthetics of the waterfront and limit the housing construction space.
• Increased height requirements: The inner wall has to be higher according to primary flood defence regulations, this would escalate construction costs.
• Higher strength sheet piles: A higher strength of sheet piles has to be used to withstand ex- tremely low water levels which would also lead to escalating construction costs.
Adapting the Inner Quay Wall, while feasible, introduces significant design and functional constraints. Because of these constraints, this option is less desirable and implementing a guard lock is the favor- able solution to solve the water level fluctuations.
The guard lock as part of the primary flood defence controls extreme water level variations, ensuring Strandeiland’s water infrastructure’s integrity. The Guard Lock not only modifies the primary flood de- fence location, reducing its length considerably but also mitigates the constraints associated with an adapted inner quay wall. The water level spread is set from the program of requirements at NAP -0.6 meters and NAP +0.1. The current estimate is that this will require the lock to close 10 times a year, which is considered acceptable. A movable bridge is integrated which functions both as a neighbor- hood connector and a part of the beachside boulevard.
The main objective during the design phase is to develop a Guard Lock concept for Strandeiland that facilitates the management of water level fluctuations while accounting for potential failure mechanisms. Dimensions for the Guard Lock were determined based on the standard vessel, leading to lock cham- bers measuring 22 meters in length and 7.6 meters in width. Anticipating approximately ten annual guard lock closures in extreme scenarios, the F/E system is not included initially. To facilitate a possi- ble future inclusion of a F/E system, the core dimensions are based on two lock chambers resulting in an overall structural length of 36.46 meters.
Different gate designs were evaluated for the guard lock design: Mitre Gates, Rolling/Sliding gates, Lift gate (submersible), Lift gate (upward direction), Radial gates and Single-leaf gates. The first step was to check whether the different gate types were suitable for the situation in which Strandeiland is, looking at space and and vertical clearance. The lift gate in upward direction and the rolling sliding gate were considered unsuitable for this purpose. The elevator gate limits vertical clearance and the rolling sliding gates takes to much space besides to the lock. The remaining gate types were measured in a multi-criteria analysis, which resulted in a double set of mitre gates ensuring both-way retention. Because of safety and energy efficiency, but especially because of local knowledge and possibilities for maintenance, electromechanical driving mechanisms were chosen for the gates instead of an hydraulic driving mechanism.
Key design elements of the core construction of the guard lock consist of the concrete structure con- sisting of the walls and the floor slab. After performing the stability checks for the bearing capacity, overturning and piping the strength calculations are done for the floor slab and the walls of the con- crete structure. The reinforcement calculations are providing detailed reinforcements for the floor slab and walls.
The pile foundation is another main component of the structure. The vertical bearing capacity check indicates that no pile foundation is needed, but because non uniform settlement is expected a pile foun- dation will be included. Three different layers were evaluated to check which one was the best fit for the guard lock of Strandeiland. As the first layer is determined to be suitable to bear the load of the structure, this layer has been used. This is the most cost effective for the pile foundation design, as there is less material needed for the pile foundation design. The calculations show that 45 piles with an diameter of 0.8 m each satisfies the need to prevent non-uniform settlements under the structure.
The last component which has been determined is the gate height. The process for determining gate height utilized Reliability-Based Design (RBD) principles. Reliability-Based Design (RBD) ensures the gate height is optimal in terms of cost and safety. In this way an effective design for the gate height is obtained. A comprehensive fault tree analysis, combined with a Monte Carlo analysis, established the final gate height at 5.05 meters corresponding to NAP + 1.55 m, as shown in Figure 1.

This research addresses the complex challenge of mitigating uplift within a water-retaining system, specifically focusing on the Valmeer Energy Storage Lake (ESL), an integral part of the DELTA21 project. The need for rapid emptying of the ESL during storm surges, often within a tight 12-hour window, has raised concerns about potential seabed uplift and associated volume loss. The central objective of this research is to ensure the stability and integrity of the ESL under these drawdown conditions, particularly by investigating how the soil at the lake’s bottom can achieve equilibrium.
This study explores the Delta21 plan and the energy storage lake concept. Subsequently, it investigates the geological characterisation of the ESL site, providing data for subsequent analyses. Furthermore, a possible solution for using anchor piles is proposed; for that, a review of the Eurocode is done to understand the mechanisms of anchor piles and anchor pile groups. This research study employs Finite Element Method (FEM) calculations to assess bottom stability, both with and without incorporating anchor piles.

Throughout the research, a combination of hand calculations and Finite Element Method (FEM) analysis was employed to understand the subject matter comprehensively. The optimal centre-to-centre distance of 1.2m emerged as the key to effectively preventing uplift. The study also explores the interchangeability of volume elements and embedded piles within the FEM analysis, highlighting their comparable functionality.
Furthermore, an investigation into complete collapse scenarios suggests that tension piles ́ contribution to soil stability might be closely related to their weight rather than their spacing. Nevertheless, the spacing implementation presents challenges, emphasising the necessity for innovative solutions.
Additional soil investigations are recommended to understand the impermeable layer's exact location further. With its potential for uplift due to backpressure, this impermeable layer adds complexity to the interaction between soil layers. Recognising the constraints of the research scope, it is evident that further field investigations and research endeavours are indispensable for a comprehensive understanding of the site conditions and the impermeable layer’s behaviour.
In the final stages, the research concludes with a discussion and recommendations for the DELTA 21 plan specifically and presents the results obtained during this research.

The awareness of climate change has grown worldwide in the past years. Possible consequences of climate change are sea level rise, heavier storms and high river discharges, but also prolonged drought. For a country such as the Netherlands, these water level variations, high discharges and droughts could have a great impact. Therefore, solutions of flood protection and water management are required to cope with these possible consequences.

The Delta21 project proposes a solution for flood protection of the Southwest delta in the Netherlands, while contributing to energy storage and nature preservation. The Delta21 project is a dam structure located in the Haringvliet mouth and, when constructed, results in a large change of the environment in the Haringvliet mouth. The remaining area of the Haringvliet mouth becomes the tidal lake. The important functions of the tidal lake are to be navigable and to have the capacity for extreme discharges to flow through the lake, without posing threats to safety. The functions are fulfilled by a channel through the tidal lake. The current channel (Slijkgat) requires highly frequent maintenance to allow for navigability and contains bottlenecks to meet the discharge capacity function. Hence, the objective of this research is to determine a suitable channel configuration in the tidal lake of Delta21, considering navigability and discharge capacity.

A suitable channel configuration is determined by designing a channel, accompanied by a morphological modelling study. The functional requirements and criteria for the design are defined based on the stakeholders interests. The requirements and the expected hydrodynamic and morphodynamic conditions in the tidal lake have resulted in three channel concepts that are considered for the design process. One of the concepts is the current bathymetry of the Slijkgat. The other concepts are Channel Concept 1 and Channel Concept 2, which are the same in cross-sectional area but different in orientation and location. The orientation of Channel Concept 1 is a small adjustment from the current Slijkgat, where the bend is slightly straightened. Channel Concept 2 is an almost straight channel and has the shortest length through the tidal lake.
The numerical modelling study is applied on the design in order to determine the morphological response of the system to the concepts and indicate the influence on the navigability, discharge capacity and maintainability. A Delft3D-FLOW model is applied for two simulation periods; normal conditions of one year of morphological modelling and extreme conditions for one week. The normative hydrodynamic drivers for normal conditions are the tide and the river discharge and for the extreme conditions only (extreme) river discharge.

The hydrodynamic and morphological results from the modelling study are processed in order to evaluate the three concepts in a qualitative and quantitative manner. The evaluation criteria are based on navigability, maintenance and nature preservation. Based on the results, Channel Concept 2 is most suitable in terms of navigability and maintenance with respect to the other concepts. Therefore, evaluation has led to the selection of Channel Concept 2 as the most suitable channel configuration. Additionally, an optimisation is proposed for the selected channel concept in order to improve the fulfilment of the maintainability criteria. A dam around the north western end of the channel is proposed in order to decrease the sedimentation volume in the channel. Modelling computations including the dam resulted in a significant decrease of sedimentation in the channel. Hence, the dam is an improvement to the selected channel concept.

Concluding, Channel Concept 2 is considered the most suitable channel configuration in the tidal lake with respect to the other concepts. Implementing the dam in the tidal lake further improves the channel concept in terms of maintainability and navigability.

The coastal area of the Murcia region in Spain experiences more frequent and more intense flash floods caused by inland heavy rainfall due to climate change. This results in high water levels in towns and cities, leading to risk of loss of life and many financial damages. Currently the region is vulnerable, because there are no hydraulic structures that regulate the flow safely downstream towards the coastline. Instead, at this moment the current channels are inadequate dry rivers. To reduce the risk of flooding, the objective of this design was to design a flood abatement control zone (ZAC). This design followed the design approach for Hydraulic Engineering.

A ZAC consists of a series of dikes that enclose separate reservoirs that are able to temporarily store water. This dampens the peak discharge of the flash flood, which reduces the flood risk of the downstream area. The peak reduction is the main function. The water that is stored is being discharged with a delay, spreading an acceptable discharge over a longer time to discharge the same rainfall event volume.

The first step of the design was to define the system of the ZAC. The ZAC was combined with the creation of an up- and downstream channel with short lengths to fit the structure into the environment. Its design life was set at 50 years, corresponding to a design rainfall event of once per 474 years. To design this structure, it was important to determine the maximum rainfall event discharge and the existing maximum discharge capacity without floods occurring downstream. These 2 factors, together with soil properties and land boundaries, acted as boundary conditions to the system.


In step 2, two locations were considered as potential construction location, both indicated by the client Universidad Polytechnica de Cartagena (UPCT). By applying a multi-criteria analysis (MCA) based on predominantly the water inflow, potential storage area, close company buildings and houses, the more upstream location was chosen.

Step 3: in order to design an adequate ZAC, a model was required to create the before-and-after-construction situation. A hydrological 2D-flow model was created in HEC-RAS. This was closely tied to functional design and design steps were taken iteratively. The 2D-model was able to compute flow in longitudinal and lateral direction, which is strongly needed in a flooded terrain. The most important design parameters to test in the model were the culvert-spillway-structure and the number of reservoirs. The model was validated qualitatively by flood maps from Centro de Descargas del CNIG.

Then, the functional design of the ZAC was done in step 4. The ZAC was placed partially dug into the soil upstream, and partly sticking out of the soil downstream. Upon iteration, it was decided to create 5 reservoirs, because of costs and a smaller marginal peak reduction effect of extra reservoirs. The ZAC is created in combination with a downstream funnel, downstream outflow channel and upstream channel. This means that the reservoirs are enclosed by 2 side dikes and 6 lateral dikes.

Then, detailed design in step 5 followed. The culvert-spillway structure was designed. The aim of this structure is to let water through the reservoirs without overflowing and therefore damaging the dikes. The structure consists of a culvert, spillway and retaining walls. For each element an MCA was set-up to determine the optimal shape, followed by choosing the design alternative. The design is a trapezoidal spillway, an arched culvert and a retaining wall.

With the optimal design, a conceptual design is constructed. In this conceptual design, the reinforced concrete dimensions and governing load combinations are determined. From this, the strength of the ZAC structure is evaluated in the finite element method program DIANA.

Finally, the final design was created. The conclusion is that the combination of structural elements that have been modelled in the system satisfies the aim to reduce the design rainfall event flood wave enough to avoid flood risk to the downstream areas of Murcia. The main uncertainties are the scaling of the data of the design rainfall event and the used soil characteristics. Further research could look into quantitative validation of the 2D-flow model, the implementation of sediment transport in the model and into optimizing bed protection downstream of the ZAC.

As the world’s largest intertidal area, the Wadden Sea Region has been recognized as a UNESCO World Heritage site in 2009 .In addition to the scenic and ecological values, the Dutch Wadden Sea also serves as an infrastructure to safeguard the coastline of the mainland as a climate buffer, where it is good to live, work and recreate.
The Dutch Wadden sea is a dynamic landscape which is highly vulnerable to the future climate change, demographic changes, as well as the increase in recreation and tourism. The rising sea level and changing climate will lead to prolonged droughts and flooding, posing a water safety crisis to the area. As an indispensable infrastructure protecting the hinterlands, the Wadden Sea dikes define and fragment the features of the landscape. The Wadden Sea coast is also confronting declining populations and a mono-sector economy.
The graduation project seeks for the possible outcomes of the Wadden Sea Coast through in-depth research to analyze, synthesize and develop a strategic design proposal for a resilient and sustainable landscape infrastructure contributing to the whole system. This project sets up an agenda for exploring the prospective capabilities of design-oriented research and cartography. An in-depth research and analysis on the spatial and cultural landscape characteristics identifies the spatial dynamics and transformations undertaken in the Wadden Coast. The future scenarios and narratives are formed based on different climatic conditions. The design assignment is an adaptive landscape approach at multiple times and scales together with scenarios-making for an integral approach on climate crisis, as well as small-scale design interventions along the Dutch Wadden Coast.

The coastal zone is becoming more vulnerable due to growing concentrations of human population, settlements, and socio-economic activities. The Rhine-Meuse Delta is low-lying land, which makes it vulnerable to flooding. The Maeslant barrier is a storm surge barrier which should prevent flooding in the low-lying land behind the barrier. Various climate models have predicted that sea level rise will occur. The predicted sea level rise is more than what was anticipated during the design stage of the Maeslant barrier. Due to the increasing water levels, the closing frequency of the barrier will increase. This has a negative effect on the reliability of the barrier, as the components are used more often. The Maeslant barrier also needs to discharge river water during a storm closure when the water level on the rear side of the barrier becomes too high due to river inflow. This discharging process is a complex process which contributes greatly to the failure probability of certain components.

Delta21 is a spatial plan to redevelop a part of the Dutch delta to mitigate the effects of climate change which are sea level rise and increased river discharges. Delta21 claims to improve the safety of the entire Rhine-Meuse delta till a sea level rise of 1.1 m. Delta21 pleads for a central approach to focus on improving pump capacity in the main water systems instead of raising and strengthening all the dikes. The main goal of Delta21 is to reduce the flood risk in the downstream area. Due to the large pump capacity available, Delta21 can replace the discharging function from the Maeslant barrier. This simplifies the closure operation of the Maeslant barrier to only retain seawater during storms on the North Sea. The effect of the simplified closure operation has consequences on the reliability of the Maeslant barrier.

Therefore, the main objective of this master thesis is to find out how the failure probability of closure of the Maeslant barrier with the simplified closure operation changes in the Delta21 configuration.

To fulfil the objective, the first step was to find out how the Maeslant barrier itself works and how the discharging procedure impacts the failure probability of closure. Then, a hydraulic system analysis was done to understand how Delta21 impacts the current configuration of the Rhine-Meuse delta. In the next step, the new situation with Delta21 was schematized into a simple hydraulic model which has been verified and validated.
By making the variables in this model probabilistic, a Monte Carlo simulation was done to find out what the probability of a negative head difference larger than 1.5 m was. The simulation was done for the situation without and with 0.6 m sea level rise.
The next step was the failure probability analysis. In the qualitative analysis of the failure probability analysis, different failure mechanisms and failure scenarios are identified for the Maeslant barrier in the current situation, and for the Maeslant barrier in the Delta21 configuration. In the quantitative analysis, the probabilities for the defined failure mechanisms and failure scenarios are calculated according to the upper bound approximation, for the current situation and with Delta21. The probability which was calculated with the Monte Carlo simulation is also used here. Ultimately, a fault tree can be composed on the basis of the qualitative and quantitative analysis for the Maeslant barrier in the current situation and the Delta21 configuration.

The failure probability of closure has been reduced by a maximum of approximately 10%. This is because many systems and operations were simplified because of the simplified closure operation.
Additionally, the failure probability analysis also provided insight in how the probability of flooding changed for Rotterdam with the Maeslant barrier in the Delta21 configuration. While the failure probability of closure was reduced by a maximum of 10% with Delta21, the probability of flooding for Rotterdam has increased by 53% when using the full pump capacity from Delta21. This increase is not significant since the probability of flooding remains very small. Due to the removal of the discharging function with Delta21, the probability of several flooding scenarios increased drastically which resulted in the increase in the probability of flooding for Rotterdam.
With a sea level rise of 0.6 m, the probability of flooding increased approximately 500% for the current situation (without Delta21). When comparing Delta21 with no sea level rise to Delta21 with 0.6 m sea level rise, the increase was also present with approximately 375%. This is less than 500%, which indicates that Delta21 is effective to mitigate the effects of sea level rise compared to the situation without Delta21.

Ecosystems are under pressure worldwide, due to both natural and anthropogenic stresses. Stresses on ecosystems can cause a decline in biodiversity, a loss of habitat and a deterioration in ecosystem services. To avoid further pressure on ecosystems caused by advancing economic development, new infrastructure projects should be integrated into the ecosystem. Environmental Impact Assessments (EIAs) are now mandatory for projects that are likely to have significant environmental effects. EIAs have primarily focused on mitigating negative impacts. However, recently new design philosophies have emerged such as ‘Engineering with Nature’, ‘Working with Nature’ and ‘Building with Nature’ which also focus on promoting positive impacts.
Constructively realizing nature-inclusive projects is complicated due to involving stakeholders with dif-fering perspectives. Therefore, in an integrated approach towards new marine infrastructure devel-opment, the next step is to promote constructive collaboration between stakeholders to systematically investigate the nature-inclusive potential of infrastructure. This thesis describes a proposed strategy for doing so, within the context of nearshore infrastructure development located in or nearby coral ecosys¬tems. The focus is on how nature-inclusive potential of new marine infrastructure might be maximised, taking into account the local ecosystem.
The aim of this research is to find an optimal approach to develop coral-inclusive infrastructure. This is done by structuring the required discussions between stakeholders considering socio-economic, ecolo¬gical and engineering perspectives regarding the nature-inclusive design potential of new marine infra¬structure. For this purpose, a method was developed that proposes a step-by-step strategy to promote constructive collaboration between relevant stakeholders, consisting of the following five steps:

1. project description, outlining the basic challenge at hand

2. project location analysis, involving a systematic assessment of the relevant ’natural system’ as well as the ’anthropogenic system’

3. Development of marine infrastructure design applications, involving an inventory of project ele­ments that can have negative or positive effects on the overall ecosystem

4. inventory and ranking of potential measures, objectively outlining feasibility and potential effect­iveness of measures and design modifications

5. summary of sustainable design recommendations, leading to a systematic ranking of potential measures proposed to support further decision making.

We have investigated the effectiveness of the systematic method, by applying it to a case study in Sint Eustatius that investigates whether the intended extension of a breakwater in Sint Eustatius can be designed as a coral-inclusive project. Sint Eustatius was chosen because Rijkswaterstaat offered research opportunities on location. In an ideal case, the use of long-term consistent data maps the nat¬ural factors over a longer period of time. This provides greater certainty of results and recommended actions. However, the values that were reported for the Sint Eustatius case were not derived from long term systematic data collection. Furthermore, the substrate from the existing breakwater looks to be promising for coral recruitment. However, there is not a lot of coral development evident on the existing breakwater. Possible negative factors hindering coral development on the existing breakwater are: 1) poor water quality; 2) high hydrodynamic circumstances with high wave action in shallow waters which limits the type of coral species; 3) inconsistent larval supply through ocean currents.
Coral reef connectivity seems sufficient and potential substrate is already present in the existing break¬water. Extension of the breakwater will lead to substrate increase which could improve the chance for coral recruitment in a hurricane-risk area as Sint Eustatius. A valid next step that could be proposed to aid a better understanding of this habitat is to invest in an extensive and dedicated data gathering campaign.

In conclusion, the main improvements derived from the application of the systematic approach for nature-inclusive potential for infrastructure projects are:

·  providing an overview of the steps required to create coral-inclusive infrastructure,

·  instigating the investigation of the status or the possibilities for coral development,

·  assisting ecologists and engineers to structure the discussion on coral-inclusiveness,

·  lowering the barrier to use (new) design philosophies,

·  and stimulating coral development and decreasing negative effects by providing design recom­mendations.

Bringing stakeholders with different perspectives together in one nature-inclusive project plan remains challenging. Environmental data can play a role in arriving at a realistic approach supported by ecolo­gists and civil engineers to realize nature-inclusivity for infrastructure. This requires knowledge, money and time and could provide insight into the threats and opportunities. The systematic approach, derived in this thesis, has been proven to support stakeholders in assessing the nature-inclusive potential of marine infrastructure.