Subsidence is a significant geohazard affecting many areas globally, including the western part of the Netherlands. Subsidence is the lowering of the ground relative to the surface level, and it occurs both on the scale of a single structure and larger areas. The shallow subsurface in these areas, characterized by compressible soil, contributes to subsidence, which may be initiated or intensified by additional drivers. Subsidence can cause damage to buildings, leading to increased costs and social concerns

In the current state of the art, less distinction is made regarding the difference in effects between different subsidence drivers. This study aims to provide insights into the relative influence of different drivers on the damage to existing buildings with a shallow foundation. More specifically, it aims to understand how various conditions and factors influence the damage parameters associated with soil deformation. This approach allows for analysing the interactions between the soil and the structure, ultimately contributing to a better understanding of the relative influence of the different drivers.

Numerical models in PLAXIS 2D have been carried out to compute settlements for various scenarios, involving different soil scenarios, building scenarios, and subsidence drivers. The primary emphasis of numerical modelling lies on the soil rather than on the structure itself. Various damage parameters have been established based on the numerically calculated settlements. The purpose of this analysis is to determine the impact of settlements on the building based on these damage parameters.

Several aspects related to settlement occurrence and its impact on buildings were investigated. The study provides multiple outcomes regarding the interaction between soil scenarios, different drivers of subsidence, and the presence of an existing building with and without a partial basement. This was achieved by considering the influence of each of these variables on the damage parameters, with emphasis placed on the relative influence of the different drivers. The approach includes a method that compares the influence of the situation with the existing building and the situation without the existing building (greenfield situation). This comparison shows the settlement behaviour caused by the presence of the building load and its interaction with the soil. Additionally, the combined effects of the soil scenarios, different drivers, and building scenarios on the resulting damage to an existing building are considered.

To conclude, for the soil scenarios considered in this study, the soil scenario with a weak spot (SS3) has the most unfavourable effect on an existing building. For the drivers considered in this study, when evaluating the relative influence of the different drivers, the global groundwater lowering (D2glo) has the most unfavourable effect. Considering the combined effect, the soil scenario exerts the greatest influence on the resulting damage parameters for the evaluated scenarios, followed by the type of driver and the building scenario.

This report addresses the design of a quay wall on a steel slag subsoil. The reason for this study is the realisation of a wind turbine assembly port. Worldwide hydraulic structures are seldom made in these artificial soils. This steel slag material present in the project area complicates the construction of a quay. Is it possible to install foundation piles in this material? What environmental aspects need to be taken into consideration? Which quay wall type is most suitable for realising the port area?
The study starts by explaining the motivation behind the quay wall structure on this unconventional soil. The main reason for the need for wind assembly ports is to increase the wind turbine installation and maintenance capacity. The problem analysis explores the challenges associated with the steel slag materials, this leads to the problem statement and design objective. The problem can be summarised as follows: Despite the large experience in port developments and quay wall constructions, the ability to efficiently design a quay wall on a varying soil system like steel slag, is still considered complex. This leads to the goal of this thesis, which is to create a conceptual design of a quay wall on a steel slag subsoil at the location.
The design analysis aims to find the most efficient quay wall design, which is possible to construct and even take advantage of the presence of steel slag material to increase structural performance and stability. In the thesis approach, the steps taken to achieve the goals of the study are shown. The report proceeds with the development of a method in which the different characteristics of the steel slag material are examined.
The steel slag materials have some positive and negative effects compared to regular soils. The relatively high friction angle and high density can benefit the structure when applied at the right location.
One of the issues with using steel slag is the risk of environmental implications. When steel slags come in contact with air and water, heavy metals can leak out of the slag causing damage to the ecosystems and humans. The design solution aims to mitigate the environmental risks without exponentially increasing the costs.
A system analysis follows including an area, stakeholder and function analysis. This helped to illustrate the broader environment and requirements for the quay wall construction. The basis of design section outlines the starting points and boundary conditions whereafter the programme of requirements and evaluation criteria are defined. The report includes a functional and structural design.
After analysing potential alternatives for constructing a quay wall, the cofferdam variant was the most promising given the required bearing capacity, height and subsoil. The cofferdam design consists of two combi walls connected with tie rods at two levels. For stability, a grout anchor is connected to the backside of the combi wall. A low permeable environment was created because a clay layer is present between the two walls. The cofferdam dimensions were chosen so that most of the steel slag material would be enclosed between the combined walls. The residual volume of steel slag material is used as a fill material for the piles.
In the structural design, a detailed construction sequence and the design model were provided.
A PLAXIS 2D model based on Finite Element Method (FEM), was made for two cross-sections of the quay wall. Based on the outcome, the elements of the quay wall were verified and optimised. The installation method of the combi wall has a large impact on the cost. Results were analysed and risk-mitigation measures have been advised to provide a controlled construction. Various checks on stability, strength, stiffness and deformation were conducted to ensure this design meets the technical standards.
The validation of the design was then performed to check whether the design objective was adequately formulated and correctly translated into the requirements. As the client was Port of Amsterdam, the design was validated in correspondence with this company.
The report concludes with a discussion of design considerations and the implications of the design choices. Finally, the conclusions and recommendations section summarises the key outcomes of this report.
Based on the outcome of this report, it can be concluded that the construction of a safe and stable quay wall is possible with the right construction measures. It was recommended that further analysis of the environmental impact of the re-usage of steel slag material be conducted.

For further research, it was recommended to perform detailed calculations on the connection between the elements. In addition, a hydrological test could be performed to understand the flows of the rain and groundwater in this design. For the execution of the structure, it was recommended to perform an additional pile driving test with the driving shoes to prevent failure. The test results will show it this setup is suitable for the realisation of the quay wall. Additionally, it can provide extra certainty on the construction time, cost and knowledge.

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.

This research addresses the environmental impact of foundations in lightweight housing units, focusing on BAM's timber house concept, FLOW. While the engineered timber superstructure is environmentally conscious, the foundation's contribution is often overlooked. The study aims to minimise the Environmental Cost Indicator (ECI) of FLOW houses by investigating three foundation variants through a Life Cycle Assessment (LCA). The LCA compares three foundation variants: prestressed prefab concrete piles, timber foundation piles with concrete caps, and shallow concrete strip foundations, considering soil profiles in Zwolle and Delft. Results show that the timber foundation has the lowest ECI, driven by CO2 storage in the spruce timber part. Sustainable options, such as Blast Furnace Slag cement, a reduced concrete strength, and optimised processes, significantly reduce ECIs. Timber foundation piles with concrete caps emerge as the most environmentally promising. Further technical implications and feasibility research are recommended for integrating timber foundations into lightweight structures like FLOW.

After overtopping, the most common failure mechanism in the world that leads to a dike breach is the instability of the inner slope. Two stability calculations are required for the semi-probabilistic assessment of inner slope stability. One calculation is without significant overtopping and the other calculation is with significant overtopping whereby the dike is saturated. The semi-probabilistic assessment method with overtopping is prescribed in a KPR factsheet, but is not verified by calibration calculations or probabilistic calculations. After performing semi-probabilistic and probabilistic calculations at Jaarsveld-Vreeswijk (JAV) in the Netherlands, there is an inconsistency between the semi-probabilistic and probabilistic estimates of the reliability index for inner slope stability with overtopping. Semi-probabilistic and probabilistic calculations have been performed to gain more insight in the inconsistency between the semi-probabilistic and probabilistic estimates of the reliability index for inner slope stability with overtopping. Based on the results, it is recommended to perform a calibration study for inner slope stability with overtopping to obtain a better estimate of the failure probability based on semi-probabilistic calculations.

In the field of structural and geotechnical engineering, a uniform approach to predict and model foundation settlements during the design phase of a high-rise building appears to be missing. In the Netherlands, pile foundations of tower structures underlain by compressible soil layers are challenging to model due to different stiffness and load distribution effects. As a result, the Dutch building code currently used for foundation design, the NEN9997-1, does not include realistic soil-structure interaction (SSI) effects. Instead, the NEN defines a simplified approach for high-rise buildings as the sum of two types of foundation settlements: individual pile head settlements (s1) and pile group settlements (s2) due to compressible layers below pile tip level.

Numerical models were used in this thesis to predict the individual contribution of different soil layers to measured subsidence of tower structures. By running several simulations using Tomlinson’s load spread method and the new embedded beam formulation (EB-I) in Plaxis 3D, it was found that approximately 65% of the total (s2) settlements are caused by the compression of clay layers below foundation level. Moreover, the effects of different pile factors (αs, αp) on the load distribution (more pile shaft resistance versus base resistance) from superstructure to subsurface were investigated. This research concluded that updated pile factors - in accordance with recent pile load tests on the Maasvlakte (Gavin, 2020) - influenced the predicted and modelled pile head settlements (s1) slightly for a Fundex 560 pile. Nonetheless, the change in load distribution due to different pile factors did not affect the vertical effective stresses or resulting (s2) settlements at depth.

Further, to accomplish a more uniform modelling approach for high-rise building settlements, this thesis provides insights for an automated soil-structure interaction mattress methodology as illustrated in Figure 1. A model verification is proposed for the mattress model approach using finite element software commonly used by geotechnical (Plaxis 3D) and structural engineers (SCIA Engineer) in daily practice. In essence, it is based on a simplified (s2) settlement analysis from Plaxis 3D (step 1) and mattress fit model in SCIA Engineer (step 2) consisting of multiple springs with linear stiffness (k_bedding) connected by a plate (E_plate) and a simplified surface load on top. The surface load represents the quasi-permanent building loads. An apparent limitation of the Plaxis 3D model (step 1) was the missing building stiffness or load redistribution within the superstructure due to differential settlements over time. However, a modelling discrepancy of only 1% was found for both the peak and differential settlements between SCIA Engineer (step 3) and Plaxis 3D (step 4) for a theoretical, symmetric high-rise building of 69 m in the North of Amsterdam. Thus, a model verification was accomplished by comparing the settlements from Plaxis 3D with the building on top of EB-I embedded beams (step 4) to the deformations of the fitted mattress model (k_bedding + E_plate) representing the compressible soils underneath the structure in SCIA Engineer (step 3). Altogether, this thesis provides a solid foundation towards a more universal design methodology between multiple stakeholders while including SSI effects for settlement predictions of high-rise buildings in daily practice.

Offshore wind power structures are subjected to cyclic loading. Several loads like wind and wave loading are acting on the structure and therefore its foundation. It is important to involve the impact of this cyclic loading into the design of the structure. A cyclic load influences the strength and deformation characteristics of the soil. Due to this the cyclic loading the cyclic shear strength will decrease. This cyclic shear strength depends on several factors which can be influenced by soil properties and shear mechanisms. The aim of this Master thesis is to provide correlations between index parameters and the cyclic simple shear strength to observe how and which parameters influence the shear strength behaviour due to cyclic loading. This research focuses on the results from cyclic simple shear tests and only for cohesionless soil from North Sea sand. The project material was obtained from several offshore windfarm projects by Fugro, namely The Hollandse Kust West ,The Hollandse Kust Noord and The Hollandse Kust Zuid. Available data from these project locations is analysed and translated to cyclic resistance curves. In these curves the number of cycles to reach a nominal strain failure is plotted against a normalised cyclic shear strength, also called a cyclic stress ratio. The strain failure criterion was chosen at 3.75\% and a commonly equivalent number of cycles of 10. The soil parameters that are elaborated for this research are based on characteristics compared to density of the soil, grain structure and in-situ characteristics. These parameters are the relative density, fines content, mean particle size and the normalised cone penetration resistance. The relative density is an unknown parameter in this research and is determined in two ways. First, by considering in-situ data where it was measured along depth and an assumption was made about the real value based on the known depth range of the borehole sample. The second method was based on the initial void ratio measured in the laboratory to obtain a relation between the in-situ measured relative density and the initial void ratio, which is called the theoretical value of the relative density. From this thesis, it was concluded that due to the small range of data it was not possible to provide clear correlations and to observe trends of soil index parameters with the cyclic shear strength. By looking at the total range of the cyclic response of the data in the cyclic resistance curves and the elaborated soil parameters, the relative density and the fines content influence the shape of the power failure lines. A relatively high value of the relative density results in a larger range of different cyclic stress ratio values, i.e. a failure line with a higher gradient. An increment in fines content results in a relatively lower values for cyclic stress ratio and do not differ much by an increment of load cycles. This observation is based on the available results from this research with a relatively low amount of data and a small range of fines content.

Inner–city quay walls fulfil a number of very important functions where the retention of water is the most important one observed from a structural perspective. Despite their importance, not all of these structures are very well maintained, especially the older ones. Each municipality has their own maintenance regime, depending on the allocated budget. Deficient quay wall management of a few municipalities in the Netherlands resulted already in several quay wall failures, but there are also a lot of those structures still in a good condition. The differences in quay wall compositions and internal force transfer mechanisms could be one of the reasons why some structures do not show signs of deterioration where others are in a very deteriorated state. This hypothesis is the starting point for the following research question: “What is the influence of structural deficiencies to the overall strength and stability of a wooden foundation system under a quay wall structure?”. The geotechnical and material resistances of the quay wall elements are used as a basis for the study to the influence of quay wall defects on the internal force transfer mechanisms. Five quay wall structures with different geometries in Rotterdam and The Hague are selected for the structural calculations. With the help of assessment reports, a few common defects are chosen which are likely to occur for these kind of structures. First, the displacements and internal forces of the pile cap beam in the middle cross-section are calculated when the structure shows no signs of structural declination. The obtained results are then compared with the same base quantities where one of the structural defects is applied. In this way, the effect of each defect can be determined. Although there are large differences between the composition of the various quay wall structures, a general conclusion can be drawn from the performed calculations. A larger number of piles under a quay wall structure has a positive influence on the redistribution of internal forces from a weakened spot to an unaffected part of the structure.

The increased loading and decreasing strength of historical quay walls calls for remedyand has drawn the attention of many Dutch municipalities, Rotterdam being oneof those. In order to set up proper assessment methods that result in an economicaland ecological policy for renovation or replacement of these structures the Port of Rotterdamhas asked Delft University of Technology to assist them. This thesis focusses onthe elements perhaps most prone to decay and hardest to inspect: the timber foundationsimplemented in quay walls with relieving platforms from the late 19th and early20th century. The main research question of this thesis is What is the (remaining) capacityof the timber foundation of a quay wall with relieving platform? and focusses onthe Maaskade case. The aim is the provision of a structural analysis and appointmentof weakspots on a representative quay section build-up using measured material characteristics.This quay has partially collapsed and has been replaced as of May 2020. 45Timber piles from the site have been investigated in the Rotterdam harbour to derivedensity and (dynamic) Young’s modulus measured by a Timber Grader MTG. A selectionof these piles was then further tested in pieces (21) at the TU Delft structural laboratory(Stevin II) to derive the Young’s modulus and compressive strength. Using the correlationfound between the compressive strength parallel to the fibre ( fc,0) and the dynamicYoung’s modulus parallel to the fibre (E0) the compressive strength values of the entire45 pile group have been derived. This results in fc,0,k = 12.64 MPa and E0,mean = 11.3GPa under 50% moisture content, the saturated state the wood is expected to be in inthe quay. The resulting design strength fc,0,d = 10.7MPa is very much in line with the advisedstrength of 10.8 MPa in NEN 8707 . Missing characteristics necessary for structuralassessment are used from bending class C22 (sawn timber) from EN 338 . A FEMmodel of section 4-1 of theMaaskade under different historical build ups has been set upin Plaxis 2D, and an Ultimate Limit State computation has been carried out on the finalbuild-up before replacement under four load cases. The found normative location thatcan be seen as the weakspot is the joint between the raking pile and the adjacent cappingbeam. A structural assessment based on sectional forces results in a negative outcome ofthe structure even on the self weight governed loadcase as unity checks > 3 are given for thecapping beam. These results do have the shortcomings due to simplifications from 3D to2D and a modelling with linear elements with no volume in the model and no allowancefor further load distribution beyond elasticity. A definite answer on the capacity in termsof additional external loads cannot be given and the need for a model that incorporatesthe exact lay out and positioning of the loads is stressed. Further recommendations forpractice are to find out if the capping beam- pile connections are expected to be able totake tension and to name their state after an inspection.

The summer of 2018 was one of the hottest and driest summers since the start of measurements by the Dutch weather service in 1900. This lead to forest fires, problems for farmers and extreme low water levels. The Rhine at Lobith recorded an all-time low water level and also the Ijssel an Meuse rivers recorded extreme low water levels. This caused many problems for everyone using the river water.

In this thesis, it has been investigated what in influence is of extreme low water levels on the strength and stability of navigation locks. This has been done in two phases. First, based on theory and small deterministic calculations, the most relevant failure mechanisms that can occur during drought have been selected. These are: Failure of the doors, piping and degradation of timber elements. Next, a probabilistic approach has been taken to see what the failure probability of a navigation lock is during extreme low water levels. These failure probabilities have been used in a risk analysis to estimate the probability of failure. It has been concluded that the risk of failure due to extreme low water levels is rather low.

Cities like Amsterdam and Rotterdam are located on top of a compressible clay layer. Most of the buildings in these cities are founded on the foundation layer above the compressible layer. Therefore this compressible layer can induce problems when the soil pressure increases significantly due to the weight of the high-rise buildings. This deformation can cause inclination of the floors, damage to the structural and non-structural elements of the building. Therefore the structural design of a building must appropriately be designed to respond or resist these deformations.

The deformation, which causes the problems in the building itself, is the differential deformation (sagging). This is unequal deformation over the entire plot of the building. The uniform deformation of the building does not induce problems in the structure itself, but it can damage the adjacent buildings because the soil under these buildings will deform (hogging). The construction sequence decreases the problem for the higher levels because the deformation of the compressible layer start occurring during construction, and these levels are constructed horizontally independent on the amount of deformation of the
soil.

For this research, the following mitigating measures are considered: changing the construction sequence; increase the length of the foundation pile; application of a camber; increase the stiffness of the foundation slab; increase the stiffness of the superstructure; application of a jack-down system.

The primary factors which are affecting the applicability of the mitigating measures are the amount of settlement, the soil structure, and the time-dependent behavior. By a significant settlement of the soil, the mitigating measures of applying a camber and increasing the stiffness of the structure are not possible or less favorable. The soil structure determines if increasing the length of the foundation piles is possible, this mitigating measure put the foundation piles in the second foundation layer, which is situated under the compressible layer. With this measure, the problem of the compressible layer is solved, but it is an expensive mitigating measure. Adjusting the construction sequence depends on the time-dependent behavior of the settlement. It can be an option when the settlement happens mostly during construction. When the settlement of the soil takes longer than the construction time, the jack-down system can be applied to adjust the structure when needed, even when the building is finished.

The application of the jack-down system is definitely worth considering when a high-rise building is built on compressible soil. The other mitigating measures can be applied too, however, only under very specific conditions. This makes the jack-down system the most favorable mitigating measure.

From the 3500 kilometers of primary flood defenses in the Netherlands, a third does not comply with the current standards. As a result, over 700 kilometers will be strengthened in the upcoming years. Traditional strengthening of dikes consists of strengthening with soil and requires space that is often not available. Further strengthening of dikes, therefore, requires smart solutions, which increase the strength, without changing the dikes cross-sectional area. One of these solutions is the use of sheet pile walls as stability screens. However, in contradiction to all commonly used design codes, including the Eurocode, the current design approach for stability screens in dikes does not allow for plastic calculation. Furthermore, a model factor of 1.1 is applied to the forces and moments, when the sheet pile is applied as a panel. These two aspects make the application of sheet piles as stability screens expensive to apply. A better understanding of the failure behavior is needed to clarify whether the current design approach is conservative. Within the scope of the Flood Protection Program, a cross-project exploration was formed between water boards and the national government at the end of 2014. This collaboration is called POV and the aim is to innovate dike reinforcement which will result in a better, faster and cheaper process. A separate branch of this organization, POVM, is focusing on macro-stability. Within this scope, the use of sheet pile walls as stability screens is investigated. In this context, the Eemdijk test has been performed. This consisted of two full-scale tests up to failure. Although the test was successful and led to many new insights, the reliability of strain measurement data is questionable. The strain distribution, however, is essential in understanding the failure behavior. That is why this thesis addresses the reliability of the measurement data. This is done by means of comparing measurements of different sensor types. Each sensor is then classified using four classes that indicate the reliability. Subsequently, reliable data is used to obtain a curvature distribution. In order to convert strains into moments, a moment-curvature diagram is required, which relates curvatures to moments in the sheet pile. This relationship is obtained by means of finite element calculation of a 4-point bending test. Subsequently, the chosen model is calibrated by means of reproducing the measurement results of three real documented 4-point bending tests. Finally, the model is applied to the sheet pile profiles used in the Eemdijk test. With the obtained moment distributions, conclusions are drawn with respect to the current design approach. Furthermore, recommendations are made with regards to the applied monitoring program and the influence of soil on local buckling.

Over the last couple years, a number investigations into the α factors used for the cone penetration test (CPT) based calculation methods for the base and shaft capacity of driven piles have been carried out. These investigation, express different concerns and limitation of the currently used CPT based calculation methods. Prompting the need for further investigation into the consistency of these methods.For the base capacity calculation methods, the αp factor used is accompanied by a cone resistance (qc ) averaging technique. However, some limitation have been found for the currently used qc averaging technique, which affects the consistency and accuracy of the base capacity calculations when a constant αp factor is used, namely, a dependency with penetration depth. Presentiments by Randolph (2003) & White and Bolton (2005), suggest that a single, constant αp factor can be used when an appropriate averaging technique is applied in combination with the inclusion of the residual loads present in a pile. Hence, a new CPT averaging technique was developed during this study. The goal of this new averaging technique is to find an accurate and consistent averaging technique, which can be used in combination of a single, constant αp factor. The new CPT averaging technique was calibrated using a series of high quality CPT laboratory tests with varyingsoil deposits. Comparisons were then made between the new and existing averaging techniques, as well as, base capacity calculation methods by applying the different averaging techniques to the Deltares pile load test database. Lastly, the effect of residual loads were investigated by applying the averaging techniques to 4 well documented pile load tests where distinctions between residual loads were made. The investigation carried out in this report concluded that the new CPT averaging technique, developed in this study, was more accurate than the other investigated CPT averaging techniques, when comparisons were made with the CPT laboratory tests. This was also the case when comparing the CPT averaging techniques applied to the pile load database. Although the pile load database demonstrated that the new averaging technique had the least spread in results, a dependency with embedment length in the sand bearing layer was still present. This effect was not removed when pile load tests including residual loads were considered, as predicted by Randolph (2003) & White and Bolton (2005). However, the limited number of these tests calls for further research in order to confirm any conclusions.For the shaft capacity calculation methods, the αs factor used by the Dutch norm in particular, NEN-9997- 1, was investigated. This is because the formulation of the NEN-9997-1 calculation method is believed to be too simplistic (van Tol, Stoevelaar, Bezuijen, Jansen, & Hannink, 2013). Comparisons between a variety of shaft capacity calculation methods were made by applying the calculation methods to the Deltares pile load test database and to the 4 well documented pile load tests where distinctions between residual loads were made, in order to look into the effect of residual load on the accuracy of shaft capacity calculation methods.Additionally, results from the research carried out in this report into the αsfactor used by the Dutch norm, concluded a presence of a strong correlation between the αs of sand layers and friction fatigue terms used in other shaft capacity calculation methods. This can be used in the future to improve the current shaft capacity calculation method used by the Dutch norm. 

For the first time in the Netherlands, the construction method top-down cut-and-cover with compressed air will be applied as primary construction method for the construction of two tunnels in deltaic soil conditions. Nowadays a low degree and a short period of disturbance is more and highly valued when it comes to construction methods. Cut-and-cover with compressed air differs from traditional construction methods in that during excavation and construction of the tunnel floor, compressed air is used to maintain horizontal and vertical equilibrium. Instead of working completely top-down, the tunnel is constructed beneath the tunnel roof in a train like motion, called the construction cycle consisting of (1) Groundwater control, (2) Excavation and (3) Construction tunnel floor. The feasibility of the cut-and-cover with compressed air construction method depends on the construction schedule, a faster construction schedule will increase the feasibility. Wet excavation with this construction method is not desirable. To achieve a fast construction schedule, dry excavation is vital. This research focuses on the groundwater control methods that are feasible to apply for the construction of cut-and-cover tunnels with compressed air to ensure dry excavation. The feasibility of a groundwater control method depends on the period necessary for groundwater control and the deformations induced by the groundwater control method itself. Important soil parameters influencing the result of groundwater control are the resistance of the soil and the corresponding Soil-Water Characteristic Curve. The application of compressed air will lead to an increase in the water volume released from the soil, due to a shift in the Soil-Water Characteristic Curve. Compressed air as an exclusion method is not a feasible groundwater control method in low permeable soils. The groundwater control period with compressed air is higher than the resistance of the soil deposits. The resistance value of low permeable soils are often significantly higher than the construction cycle schedule. Suitable groundwater control methods studied in this research are compressed air with vertical drains, vertical dewatering, horizontal dewatering and combinations of dewatering with compressed air. For the case study groundwater control methods are analyzed. The groundwater flow calculations are performed with a coupled SEEP/W and AIR/W calculation to determine the groundwater control period. The deformation analysis is performed with Plaxis 2D. Groundwater control with compressed air with vertical drains has the most effect on the volume of water discharged during the 12 days groundwater control period. With the study is determined that in between 33% and 43% of the required volume for dry excavation is removed in 12 days. The resistance value becomes less important with a decrease in center-to-center distance of the vertical drains. Deformations that occur during the groundwater control period do not have an influence on the total deformation during the final stage of construction. It is recommended to perform a field test to generate data that can lead can lead to more knowledge and therefore a more feasible construction method.