Amsterdam and many other cities consist of a network of old quay walls, which sometimes have been constructed over a century ago. A large uncertainty exists concerning the current safety of these quay walls and their remaining service lifetime. In the current framework for the assessment of old urban quay walls, the influence of timber creep in the structure is being omitted. It had been expected that a part of the excessive deformations occurred are part of this timber creep as opposed to progressive failure. Hence, this research studied the influence of wood creep on the structural behaviour of old urban quay walls, using a case study based on the Herengracht. For the modelling of the quay walls, use has been made of the Embedded Beam Row (EBR) elements in Plaxis 2D. As this element type has no material model which takes into account creep,
use has been made of pseudo-elasticity. The behaviour over time had been modelled by reducing the elastic stiffness of the EBR elements with increasing creep factors. To force Plaxis to perform calculations, this stiffness reduction has been introduced as a reduced strength in the form of a custom moment-curvature diagram. At the time of writing, the Embedded Beam Row had not yet been validated for cohesive soils. Hence, a verification has been executed of the EBR using a full-scale load test performed on a pile group in Salt Lake City. In
this case, a 3x5 pile group driven in multi-layered cohesive and non-cohesive soils had been laterally loaded. The results included deformations, total horizontal load and bending moment distributions over depth. It
has been found that the EBR provides reasonable results when modelling laterally loaded pile groups. The force-displacement curve from the field test was only slightly stiffer compared to those obtained using Plaxis 2D. Maximum bending moments obtained using the EBR had been found to be 20 to 30% compared to the experimental data. The group efficiency of the pile group was initially lower for small displacements, which was likely caused by the lack of installation effects of driven piles in the Plaxis model. It has been observed
that the Interface Stiffness Factors (ISF) that are used to calibrate the EBR behaviour have a limited range. Increasing the ISF values beyond a certain limit will no longer affect results, as the interface connecting the EBR to the soil will have become practically rigid at this point. Nevertheless, it has been concluded the EBR can be used in this case to model laterally loaded pile groups. The influence of the timber creep on the structural behaviour of quay walls has been studied using a model based on the Herengracht in Amsterdam. A maximum creep factor has been applied of Φ=1.6. Two methods have been used to apply the final creep factor. With the "Direct" method, the maximum creep factor was
applied in the same phase as the load. With the "Indirect" method, the creep factor has been applied incrementally in steps of 0.1. It has been observed that the results from these methods deviate significantly. With the Indirect method, larger creep displacements have been calculated, as well as lower maximum compressive stresses in the piles. The creep behaviour has been studied in more depth using the Indirect method. In this case study, creep displacements of 2.22 times the initial displacement have been calculated. When plotted against the increasing creep factors, it has been observed a power function could be fitted to the data. In addition, a stress reduction of 0.590 times the initial maximum compressive stress has been observed in the front two pile rows. This stress reduction was achieved at φ=0.4. In the most landinwards pile row, stresses
continued to decrease, with a reduced rate beyond φ=0.4. A sensitivity analysis has been performed to study which parameters have significant influence on the creep behaviour. Conclusions were drawn based on the relative change in horizontal displacement and maximum compressive stress in the front pile row. It has been concluded that the shear strength parameters of the top layer, the elastic modulus of the timber, surface load and the geometry have the largest influence on the creep behaviour. Furthermore, it has been discovered
that the size of the creep factor steps influences the final stress and displacement. With decreasing stepsize, convergence occurred in the results. From the results it has been concluded that the structural behaviour of
old urban quay walls is significantly influenced by timber creep. The inclusion of timber creep resulted in large displacement increases, but also in stress reduction. The results suggest that excessive deformations of quay walls does not mean that an ultimate limit state has been reached. It is recommended to include the timber creep in the modelling and assessment of existing quay walls.

This thesis explores the use of InSAR data for building monitoring. The area of main interest is the city centre of Amsterdam, where quay wall replacements are necessary on a large scale. In Amsterdam, the foundation quality needs to be checked before construction activities nearby are performed, such as a quay wall replacement. Levelling benchmarks are usually installed to determine building deformation. In case large deformation rates are observed, additional measures are taken to ensure no building damage occurs during construction. Interferometric Synthetic Aperture Radar (InSAR) measures deformations from space and provides multiple years of deformation measurements. This can therefore reduce required monitoring time before construction.
In this thesis, the use of InSAR for building deformation monitoring is investigated by analysis of occurring deformations of three areas in the city of Amsterdam. Furthermore, deformation in the Spoorsingel area in Delft is analyzed since large deformations are observed here. In all cases, levelling benchmarks are available for comparison of deformations.
The results from the Amsterdam cases indicate similar building deformation behaviour by InSAR and levelling. Differences between InSAR and levelling are suggested to be the result of the measurement location and non-uniform building movement. In the city centre of Amsterdam, buildings with more than 2 mm/y settlement require additional attention. In this regard, a probabilistic approach is proposed. The probability of exceeding the 2 mm/y threshold is calculated by combining the calculated deformation rate with the variance of this estimate. This method is not only useful for InSAR displacement time series but also for other monitoring methods such as levelling, where the amount of measurements is often limited.
Furthermore, the InSAR data enables the identification of building deformation mechanisms such as rotation, as is observed for the Spoorsingel in Delft. To identify this movement, rigid building behaviour is assumed. For buildings in plane-strain situation a method is devised to calculate the three dimensional deformation, using the ascending and descending track of a Synthetic Aperture Radar.
All in all, the InSAR data is of added value to determine the building deformation behaviour. For this, the location precision, the quality of the time series, the line-of-sight measurement and the variance of the deformation rate estimate should be taken into consideration. A flow chart is proposed which describes the use of InSAR for building monitoring.