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.

During the design phase of a foundation installation aspects are easily overlooked. When this aspect is overlooked a foundation element risks not reaching its design depth or getting damaged during the installation process. As a result significant delays and/or costs could occur. A driveability study gives insight in the installation aspects of a foundation element. Driveability is the ability of a foundation element to be driven to a designated depth with a reasonable speed and without exceeding acceptable material stress. In this report will be researched how the probability of refusal of a sheet pile installed by vibro-driving can be predicted by means of a driving speed-depth-curve (vp-z-curve). Having insight in probability of refusal improves risk assessment and decision-making on driving projects. The focus is on sheet pile installation by vibro hammers as these projects are generally executed in large numbers and under similar conditions. Therefore, these project types are very suitable for application of probability theory. Allwave-PDP is used as a basis to create a probabilistic prediction method. Parameters of the pile driving system (pile, hammer and soil) modelled in Allwave-PDP are turned into stochastic parameters in the probabilistic method. Probability of refusal is predicted with a Monte Carlo simulation. Pile and hammer parameters are modelled by deterministic parameters. Variability of soil parameters is caused by soil heterogeneity and transformation variability. The probabilistic method is validated with three well-reported case studies in Woudsend, Den Oever and Rotterdam. Predicted results show agreement with measured results. The model is a proof of concept that shows the potential of applying probability theory to driveability prediction methods. A proof of concept of the modelling (transformation and spatial variability) and the method (extension of Allwave-PDP) is given. Not any existing model is known to incorporate probability theory in driveability prediction methods. The probabilistic method can simply be extended to other pile types or impact hammers. Therefore, this method is promising to predict different pile driving system configurations.

In order to perform a reassessment of existing structures or design new structures in a more efficient and economical way non-linear finite element (NLFE) models are used to take into account all non-linear behavior in reinforced concrete structures. The Model Code 2010 (fib, 2012) suggest several safety formats to perform non-linear finite element analyses with an intended reliability index β_R=3.04. The safety formats seems to be safe for statically determinate structures with a predictable failure mode. For instance a bending failure in a simply supported reinforced concrete beam. However it is unclear if the intended safety level is met for statically indeterminate structures. Since the redundancy of the structural system and the several possibilities to redistribute the internal forces could lead to unpredictable failure modes. In this thesis three reinforced concrete portal frame designs are used to evaluate the probability of failure of the structural resistance determined with the safety formats i.e. the safety of the safety formats will be assessed. The ductility of the portal frame designs determines the degree of redistribution of the internal forces. Therefore this case study will focus on three portal frame designs with all a different ductile behavior. The global design resistance is determined according to the following safety formats: the global resistance factor method (GRFm), the estimation of a coefficient of variation (ECOV) method and the partial factor method (PFm). A comparison is made with the local design resistance of the portal frame designs according to the Eurocode 2 using partial safety factors. The reliability level of the structural design resistance according to the least conservative safety formats is determined for each portal frame design. Several response surfaces were constructed and the first order reliability method (FORM) was used to determine the reliability level. In case of relatively low material and geometrical uncertainties the safety formats lead to a structural resistance that can safely be used i.e. the intended reliability level is met. However when the detailing uncertainties in concrete frame corners are relatively large these uncertainties should be implemented in the safety formats. Further research and more experimental results are needed to make a better estimation of the (model) uncertainties possible. Finally, the used methods are evaluated and several comments are given on the difficulties of using those methods. Constructing a response surface in combination with the FORM in order to find the design point is definitely not an automated process as the mathematical procedures seems to indicate.

One of the basic principles of the design of structures is that they must be sufficiently safe and meet the required reliability requirements. In Eurocode NEN-EN 1990 specific minimum reliability index values are defined, which depend on a certain reference period and reliability class. To ensure that the structures meet the reliability requirements, partial factors are applied in the Eurocode. The aim is to steer the design to the minimum reliability requirements in a relatively simple way without a complete reliability assessment. Since such a reliability assessment is much more complex and requires more time and knowledge of the engineer. This research investigates how the reliability of a steel main bearing structure in a wind excited building can be determined, taking into account all uncertainties on both the resistance and load side. A new method is developed in which wind tunnel measurements, wind speed models and a finite element model of the building can be directly linked. This is an improvement on recent studies. With this method it is possible to determine the load effects of the wind in specific elements of the building. This can then be used to determine the reliability of the steel main bearing structure in a wind excited building. First of all, all probabilistic models concerning the resistance side of the reliability assessment are identified by means of an extensive literature study. In this way all material properties and uncertainties are included in the reliability assessment. In addition, wind speed models, boundary layer wind tunnel pressure measurements and a FEM of the case study building are used. A wind load effect model quantifies the forces that occur in the structure due to the given wind load (based on the wind tunnel research) on the structure. This wind load effect model consists of several deterministic and stochastic parameters as input. All these data and models are linked to each other to determine the peak load effects and associated sampling uncertainties in various elements of the case study building. To further use the wind load effects in the reliability assessment, extreme value theory must be applied to determine the extreme value distributions of these peak load effects. It should be taken into account that the extremes extracted from the data are independent and identically distributed. To demonstrate that the method works, it is applied to a case study building. This case study building is initially designed in a deterministic Eurocode manner. Next, the reliability of a number of elements of the steel main bearing structure is extensively determined. For this particular case study building, it is evident that the design can be further optimised compared to the Eurocode design. In conclusion, this method shows that the possibilities in the field of a reliability-based design are certainly worthwhile for the further optimisation of a structure. And the use of this new method in which all data and models can be linked makes the application of a reliability-based design a lot more efficient, more accurate and therefore more interesting.

In the coming years, thousands of quay walls will approach the end of their intended fifty-year design lifetime and become part of lifetime extension programmes throughout the world. It is presently unclear how reliable these structures are and whether they are still capable of bearing ship and crane loads. An appropriate assessment of a quay wall’s reliability is essential to safely and responsibly determining its remaining service life. This thesis demonstrates how quay wall reliability can be evaluated and what aspects should be taken into consideration.@en