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Computer models are commonly used to simulate the behaviour of the coast in response to natural processes (e.g. storms, extreme sea levels) or management plans (e.g. beach nourishment, channel dredging). The COAST3D project was initiated to improve and validate these numerical models. COAST3D stands for Coastal Study of ThreeDimensional Sand Transport Processes and Morphodynamics. In March 1999, a COAST3D Pilot experiment was held in Teignmouth on the coast of Devon in Southwest England.Teignmouth has a very irregular coastline. It comprises a tidal inlet adjacent to the beach and a sandstone cliff, making it three-dimensional.This study involves the modelling of the Teignmouth site with data from the Pilot campaign. The general goal is to validate Delft3D-MOR against the field data taken in Teignmouth. For this purpose, a model grid covering the Teignmouth site is constructed. The hydrodynamic boundary conditions are determined by nesting the Teignmouth grid into a larger model, the Lyme Bay Model, which is in turn nested into the Continental Shelf Model. After the nesting procedure, the boundary conditions are calibrated with the use of water levels recorded during the Pilot campaign. The influence of the Teignmouth estuary is calibrated by varying the bed roughness inside the estuary. However, the tidal flow through the estuary mouth can not be modelled accurately, as the bathymetry data used in the Teignmouth model is outdated. The different COAST3D modelling teams agreed to carry out three common test cases: 1) A spring tidal cycle without waves. 2) A hypothetical situation with high waves and a fixed water level. 3) A neap tidal cycle with large waves. The focus of this study is also on these three test cases.The suspended and bedload transports and resulting bed-level changes are also computed for each test case. This is done with and without intratidal bed updating.

The Dutch coast at Egmond is a highly dynamic region where nourishments of sand are necessary to compensate erosion. In comparison with neigbouring coastal areas the necessary nourishment frequency is relatively high. The latest intervention concerns a combined beach- and shoreface nourishment in the spring and summer of 1999. In order to monitor the evolution of both nourishments and to improve knowledge on local beach processes, an Argus video station was placed. In this report the Argus video images from this station have been analysed with several video based tools. Most important one concerns the waterline detection model, which is used to map intertidal beach bathymetry. It determines the position of the waterline from time averaged Argus images based on color differences between wet and dry beach. The associated vertical elevation is found by hydrodynamic modelling. The model has been validated against a dataset of DGPS surveyed waterlines indicating the accuracy of the model. The root mean square error between model and measurements typically amounts about S meter in cross-shore direction and 10 em in vertical sense. Intertidal beach profiles have been created by modelling multiple waterlines within one tidal cycle. Time series of such profiles show the evolution of intertidal beach morphodynamics at Egmond which reflects the effect of both nourishments. The development and location of the shoreface nourishment in time have been studied by using the differences in image intensity as observed on the Argus images. Finally the results allow an evaluation of the combined beach- and shoreface nourishments and the coastal processes governing the Egmond nearshore zone. Video techniques might contribute importantly to future coastal managemnet decisions concerning coastal interventions at Egmond.

In Collaborative Enterprise Modelling, participation of stakeholders is seen as a key success factor. However, getting and keeping the right stakeholders involved during the modelling process and obtaining acceptance and commitment to the results proves to be problematic in many Enterprise Modelling projects. Main causes for typical problems in EM project are lack of user involvement and user input, incomplete or changing requirements, and lack of management support. In this research, a number of main elements of EM, which require stakeholder commitment are identified. These elements may either be associated with the actual intent to pursue the ensisioned goal or associated with insight in the business and (business) requirements, which determines the ‘required level of commitment’. Based on the mechanisms influencing the required level of commitment, recommendations are made to enhance stakeholder commitment to each of the main elements in EM that has been identified.

The thesis is devoted to calibration of a process-based numerical model and its application to simulation of the Late Quaternary history and stratigraphy of the Northern Adriatic Sea. Tests aimed at assessing the sensitivity of the model to initial and boundary conditions were conducted, based on geomorphologic and stratigraphic data culled from literature. Based on these tests, wave-generated erosion and diffusion coupled with current-induced removal and transportation algorithms were adopted to simulate intensification of the Western Adriatic Coastal Current (WACC) by the Bora Wind during the Late Holocene. Different scenarios have been assessed to examine the model’s ability to reproduce the stratigraphic architecture of the Adriatic Basin. Model results for the prodelta of the Po River at the north-western low-gradient shelf are represented by a continuous subaqueous delta, which forms an elongated coast-hugging deposit. The central Apennine part of the western shelf, which has a comparatively steep gradient, is characterized by the presence of fluvio-deltaic lobes deposited by the Apennine Rivers. The sediment budget has been calculated based on the isopach maps of modelled stratigraphy. A total sediment mass of abut 800 Gt was supplied to the basin over the time span corresponding to TST and HST (~19 kyr). Volumetric estimates indicate that roughly 87% of the supplied sediments have been preserved on the shelf. This suggests an export of ~13% to the MAD and to the southern part of the basin. The result is compatible with literature, where 10% of the sediment has been reported to move south of the Gargano promontory. Over the past 5.5 kyr, 256 Gt of sediment has been preserved on the shelf and is stored in the HST, corresponding to an average rate of deposition about 46 Mt yr-1, which is ~4 Mt yr-1 more than study reports. The rate of fluvial sediment supply (52 Mt yr-1) during formation of the HST suggests an export of ~6 Mt yr-1 to deeper parts of the basin below the effective hydrodynamic base.

Kantoortypologie. Er kunnen geen verschillende typen kantoorgebouw worden onderscheiden, maar wel een aantal typologische eigenschappen, die kenmerkend zijn voor kantoorgebouwen die gebouwd zijn in de periode 1965-1985. Als de constante eigenschappen worden weggelaten, blijven er 19 variabelen over die het kantoorgebouw beschrijven en 18 variabelen die het te realiseren woongebouw beschrijven. Deze variabelen kunnen tezamen onderverdeeld worden in 50 antwoordcategorie Verband typologische eigenschappen en bouwkosten. Als we kijken naar het verband tussen deze variabelen en de 52 elementen waarover de bouwkosten verdeeld kunnen worden, blijken 359 verbanden significant en valide. Na het in een rekenmodel testen van deze verbanden blijken deze geen onderlinge samenhang te hebben. De bouwkosten van transformatieprojecten kunnen niet gemodelleerd worden aan de hand van referentieprojecten, aangezien het rekenmodel uitkomsten genereert die gemiddeld 15% afwijken van de daadwerkelijke bouwkosten (maximum afwijking is 10%). Bouwkosten van transformatieprojecten. Een toets op een groter schaalniveau lijkt meer soelaas te bieden; het tegengestelde is waar. Want hoewel een t-test wel verschillen in de bouwkosten tussen de groepsgemiddelden per antwoordcategorie per variabele en per elementcluster laat zien, zijn de 95% betrouwbaarheidsintervallen dermate groot dat er geen conclusies uit de analyse kunnen worden getrokken. De grootste kostengenerator van transformatieprojecten is de gevel, gevolgd door de AUK en de binnenwanden. De bevindingen uit de handmatige analyse worden bevestigd door de beschrijvende statistieken. Overige posten die de kosten voor een relatief groot deel bepalen zijn projectspecifieke posten. De bouwkosten voor de clusters fundering, daken en terrein binair te worden bepaald en de post werktuigbouwkundige installaties lijkt een stevige en stabiele kostengenerator te zijn. Bouwkosten van transformatieprojecten. Het afwerkingniveau kan een invloed van wel 150 euro/m² BVO hebben. Daarnaast lijkt een vierkante planvorm garant te staan voor relatief lage kosten en worden hoge kosten naast het afwerkingniveau in de regel bepaald door projectspecifieke eigenschappen.

In this report a study is presented concerning the morphological impact of breakwater structures perpendicular to a coast. This study was initially associated with the Indian coast between Chennai (formerly known as Madras) and Ennore in India. Like many ports, the harbour of Chennai had, and still has a considerable morphological impact on the surrounding coast. By obstructing the longshore transport, the presence of the breakwaters caused accretion and erosion. Construction of a new harbour near Ennore, 20 km north of Chennai, started in 1997. During construction of the harbour similar effects like near the Chennai Port are visible. Morphological consequences of these harbours can be simulated and predicted by a morphodynamic model. The objective of this study is to design a morphological model of the coast between Chennai and Ennore, and calibrate this model by means of the recorded coastline advancement near the Chennai Port. The time period for these morphological simulations is set to 25 years. Use is made of DELFT2D-MOR, a software package developed by WL I Delft Hydraulics. This numerical program offers a wide range of tools for implementing physical processes that determine coastal morphology. The objective mentioned above could not be met within the timeframe of this study. In the course of this study, the implementation of breakwater structures appeared to be more complicated than expected. Hence a greatly simplified representation of the real situation has been modelled: simulations have been carried out for a breakwater, perpendicular to the shore where only waves determine the morphological behaviour. The following conclusions can be drawn: a) The present definition of structures like breakwaters in the computational area of DELFT2D-MOR is not suitable for morphological calculations. The breakwaters do not obstruct the longshore sediment transport properly. Most of the incoming sediment does not settle, but "disappears" near the breakwater. A large portion of the longshore sediment drift therefore does not contribute to beach accretion. These structures have to be implemented as closed boundaries within the computational area. b) If the breakwaters are implemented as closed boundaries, DELFT2D-MOR is able to simulate the accretion process due to the presence of a breakwater. The numerical model responds well to input with respect to varying particle size, and varying bottom roughness. c) The erosion process in DELFT2D-MOR is not simulated properly. Although coastline retreat is taking place, the erosion mainly generates unrealistic steep beach slopes. d) The single line theory of Pelnard-Considere yields the same results with respect to coastline advancement near the breakwater, compared to DELFT2D-MOR. The similarity with the computational results only holds for the accreting coastline.

At this moment Rotterdam Zoo is building a new part of the Zoo, called the Oceanium. This new building contains aquaria in which animals, that have their habitats in and around the Atlantic Ocean, can be seen. The biggest aquarium of the Oceanium is the shark tank. From observations in the existing shark tank it is found that sharks are injured, because they are bumping against the wall. A reason of this may be the flow in the shark tank. Unfortunately, little is known about the relationship between the behaviour of the sharks and the present flow. More knowledge will be obtained by making observations of the sharks in the shark tank and to relate this to the flow. The flow pattern can be obtained by either measurements or making a model. This graduationproject is focussing on developing a model of the shark tank. This model calculates velocities and turbulence energy. This model will also determine the time of refreshment, which is a measurement of the quality of the water. To be able to calculate the flow in the new shark tank, a model of the shark tank is made with the program CFX. Because the shark tank is still in construction this model can not be verified by measurements. The jets from the inlet form an important part of the flow in the shark tank. Therefore jets, calculated by CFX, are verified. The results of CFX are compared with the results of JET3D. Jet3D is a program based upon observations, which calculates a jet for given input data. From this verification it was found that the result of different numerical schemes were almost the same. The results of the second order upwind scheme and the k-s model were most similar to the results of JET3D. With the second order upwind scheme and the k-e model ajet simulation is executed in a threedimensional calculation area. The purpose of this calculation was to determine the shape of the isolines. Based upon this verification the k-s model and the higher upwind scheme were used to calculate the shark tank. The flow in the shark tank is very strong influenced by the inletorientation. Three alternatives are calculated, each with a different inlet-orientation. The alternatives are judged for the following criteria, based upon the demands made by sharks upon their environment. It is found that none of the alternatives answers to all criteria. The following conclusions can be drawn about the calculations with CFX: 1) With the program a quite accurate geometry can be made of the new shark tank. 2) Because none of the calculated alternatives answers to all criteria, more alternatives need to be calculated. It can be recommended to put the inlet at an angle with the wall to increase the velocity in the middle of the shark tank. It is expected that the number of dead zones and the dimension of the dead zones will reduce when the flow is to the left instead of to the right.

The overtopping empirical formulas calculate the discharge only at the top of the crest of a coastal protection structure. On the other hand, the tolerable overtopping discharges are defined at certain points behind the crest where the total overtopping is reduced. The scope of this thesis is to find an empirical formula to describe the distribution of overtopping at the space behind the crest. This thesis comes as a further investigation on the work conducted by v.Kester [2009] for regular waves. In this research, a physical model was developed on which irregular waves are tested. Because of the duration of the tests and the amount of collected water (significant lose of water during the test), a completely new measuring system was designed. Five influencing parameters (variables) are considered on this research: wave height, wave period/steepness, slope angle, crest freeboard and crest permeability. The entire overtopping process is analysed separately for the total overtopping discharge, the overtopping discharge directly behind the crest and the distribution of overtopping behind the structure. In the analysis of the data collected from the measurements, the impact of the varying parameters is investigated leading to useful conclusions and better understanding of the entire process. Additionally, the experimental findings are analysed and compared to the relative existing methods. Based on the TAW [2002] method which is proposed by the EurOtop Manual [2007], a prediction formula is developed. This formula is a generic version of TAW [2002] formula in which a new reduction factor γc is introduced in order to describe the decay of the overtopping and thus predict the discharge at any certain distance behind the crest. Other relevant methods are also analysed (Juul Jensen [1984], Steenaard [2002], Besley [1999] and v.Kester [2009]) and conclusions for their applicability are drawn leading to suggested improvements or corrections. Apart from the distribution of overtopping, on this thesis the determination of crest freeboard (which is an ambiguous issue) is also investigated. Finally, suggestions of further research on this topic are discussed. The entire work has been perfomed in close cooperation with van Oord.

Because of recent measurements and the first results of new calculations on the sea dike of Petten, Noord-Holland, the question has risen whether or not the sea dikes along the Dutch coast are high enough. A criterion which indicates whether or not a dike is high enough is the level above NAP which is exceeded by 2 % of the uprunning waves under conditions with a return period of ten thousand years (called 'survival conditions'). To calculate this level, wave parameters and the waterdepth at the toe of the dike must be obtained. The numerical wave model SWAN translates deep water wave conditions to shallow water wave conditions and so provides the wave parameters at the toe of the dike. The first aim of this study is to obtain a set of coefficients in SWAN which results in better predicted wave parameter values along the Petten transect. The second aim of this study is to obtain the 2 % run-up value of the Petten sea dike, under survival conditions, using the parameter values of Hsig and Tpeak at the toe of the dike, that are computed with the calibrated SWAN coefficients. First a sensitivity analysis has been carried out to determine which coefficients in the source terms of the actionbalance in SWAN are of great influence. These turned out to be the coefficients that control depth-induced breaking, the bottomfriction and the wave-wave interactions. Secondly these coefficients have been calibrated using measurements obtained from measuring points along the Petten transect during two storms in January 1995. After the calibration two kinds of verifications have been carried out: In the first kind of verification a comparison of SWAN results, obtained with the several calibration sets, has been made against the measurements which were also used in the calibration calculations. From this verification resulted one set of coefficients (called the best calibrated set) which did make the SWAN results come closer to the measurements than the original set of coefficients did. The second kind of verification was to investigate whether the best calibrated set of coefficients did improve the predictions of the wave parameters at four other times (at which independent observations were available). In three of the four cases the measurements were a little bit better approximated with the best calibrated set than with the original set of coefficients. Finally the wave parameters at the toe of the dike, obtained from SWAN calculations with the calibrated set of coefficients under survival conditions, have been used in the Van der Meer run-up formulas to calculate the 2% wave run-up. The resulting run-up turned out to be larger than the permitted value of the wave run-up for the Petten sea dike. The main conclusions are: - that, because the calibrated set produced only slightly better predictions of the wave parameters, the original set already predicts the wave parameters very well. - that, under conditions with a return period of ten thousand years, the Petten sea dike is lower than the 2% wave run-up, predicted by SWAN and the Van der Meer formulas

In this research project, an assessment and validation of a swelling rock model (Benz, 2012), which is applicable to anhydrite swelling rock, was carried out through the Soil Test Facility of PLAXIS2D Finite Element Software. The validation process was conducted through the simulation of different element tests including stress-controlled oedometer test, and strain-controlled uniaxial compression test. A sensitivity analysis and parameter variations were carried out within the aforementioned tests. The obtained results and recommendations from this study can be used for conducting a case study of tunnelling within swelling rock. This will help to give a better understanding of swelling deformation occurrence around an excavation leading to a better tunnel support design. Furthermore, the way by which the swelling rock model parameters should be dealt with for a practical application is provided.

While agent-based models (ABM) are increasingly used to study overall system behaviour of various systems, they can also be hard to use by people and organisations that are not familiar with this modelling paradigm. Creating usable agent-based models is thus an important aspect to consider while constructing agent-based models. However, an ABM modelling approach that explicitly addresses usability does until this point not exist. This thesis proposes an ABM usability modelling approach, which is designed and applied for an ABM of gas desulphurization technologies that is developed in collaboration with Shell P&T. The approach is based on dividing usability for ABM into three aspects: (1) experience, (2) functionality and (3) interaction. By defining layers of usability and put them into perspective, an actionable ABM usability modelling approach is obtained. Continued use of this modelling approach would enable the development of this approach into a generic usability modelling approach. Besides future research for the usability modelling approach, future research is defined for modelling process technology in socio-technical systems using ABM.

Because many errors still exist in information systems for organizations, professional companies like CEPO are needed for testing information systems on their fit to the organization. To do so, one usually applies a testing framework. The existing (CEPO-way) framework is the result of ten years of experience. The DEMO methodology (Dietz [1]) is a methodology that has proven itself successful in modelling organizations. DEMO is a powerful tool for identifying all important transactions of an organization (as well as communication with external actors). From this point of view, it could be possible to use DEMO as an aid to check the completeness of an information system, i.e. whether it covers the essential business processes. Note that the coverage need not be full; in particular for small and medium-sized enterprises it may be partial. The existing CEPO-way framework is based on the DEMO methodology, but on only one model. In this study two models were added. The new, so-called DEMO-way, framework was discussed and one test case was used to demonstrate the added value. The new framework is supported by a tool that was built by the author, DEMO-way Script Creator (DSC tool). This tool is a valuable addition to the derivation of testing scripts, because the process model as well as the state model can be placed into the scripts with little effort. Several criteria were determined at the start of this study in order to evaluate the use of extra DEMO models in the framework: development time, walkthrough time, understandability, reproduction possibilities and lacking functionality / error detection. Ultimately, the DEMO-way scored better for many of these criteria, especially the detection of lacking functionality / errors in information systems. Although the DEMO testing script encompasses more testing instructions than the CEPO testing script, the testers did not spend more time walking through the scripts, due to more detailed navigation. Therefore, the recommendation is to start using the two extra DEMO models in combination with DSC tool.

Knowledge of the complex subsurface is becoming increasingly important: for hydrocarbon exploration, possible storage of CO2, and the production of water for geothermal heating and energy production purposes. An example of a complex reservoir is a reservoir formed by alluvial fan sediments. Although research into alluvial fan deposits has been conducted, the geometry and sedimentary environment of alluvial fan deposits is still not completely understood at this time. 3D modelling of these sediments will contribute to the knowledge of alluvial fan reservoirs and give predictions of inter-well connectivity, hence improving production. To gain a better understanding in the reservoir architecture of alluvial fan deposits, an outcrop study in the Sis-palaeovalley, in the Tremp-Graus Basin in the Southern Pyrenees was conducted. An outcrop wall with a studied height of approximately 220 meters, in an area with a length of 1200 m and a width of 950 m, is investigated and mapped by using lithostratigraphic logs, photo panels and correlation observations. By analysing the gained data, a 3D reservoir architecture computer model is built giving a representation of an alluvial fan reservoir. Four lithofacies are encountered in the field: the conglomerate-, sandstone-, siltstone-, and limestone lithofacies. In the lower part of the outcrop the stacking of the sediment layers is farther apart compared to the upper part of the outcrop. This stacking pattern can be explained by a combination of climatic and tectonic events because of their mutual influence on the accommodation space, relative base level, and sediment supply. The built model gives insight in the alluvial fan outcrop and can form an analogue for alluvial fan reservoirs. With the improved knowledge and understanding of the reservoir architecture of alluvial fan deposits an increased production of water or hydrocarbons from alluvial fan reservoirs can be achieved, with a more sustainable well planning.

The primary objective of this thesis is to generate a 2DH-numerical model to simulate dune overwash. The first stage in this is achieved by modifying the program code of an existing overwash model in development, XBeach, to enable 2DH calculations. In the second stage the hydrodynamics of the model are verified using theoretical and laboratory and field tests. In the third stage the model is validated by simulating overwash and washover on Santa Rosa Island, Florida, during Hurricane Ivan. The secondary objective of this thesis is to evaluate the effect of longshore bathymetry variations on the patterns and amount of overwash using the newly developed XBeach model. A numerical area model of part of Santa Rosa Island, Florida, is developed. The model is forced using Hurricane Ivan wave and surge conditions. The XBeach model shows five phases of morphology on the barrier island, leading from foredune erosion to breaching of the island. The model results are compared to high resolution post-storm altimetry data. It is shown that although the XBeach model produces morphological features common to overwash conditions, the amount of erosion is an order greater than the measured erosion. Sensitivity studies are carried out to determine the influence of the hydraulic boundary conditions on the final erosion profile. It is found that the model is sensitive to total surge levels and surge level gradients across the island, but insensitive to wave heights. It is shown that under inundation overwash conditions the amount of erosion and patterns of deposition are almost entirely determined by longshore bathymetry features with length scales in the order of kilometres. The primary recommendation given in this thesis is to develop and implement better sediment transport relations in XBeach and to account for effects of vegetation on the hydrodynamics and morphodynamics of the subaerial barrier island.

A new and precise mixed-signal model for a super-regenerative radio system based on the recent published language SystemC/SystemC-AMS is presented in this thesis. The simulation time of the model is dramatically reduced so that the PLL is able to be included into the model to simulate the frequency difference between the transmitter and receiver. Then the distortion caused by this difference can be simulated. Also, the digital baseband is first included into the model, the digital baseband can be divided into two parts – the transmitter part and the receiver part, the transmitter part realizes the PPM modulation and the receiver part realizes the PPM synchronization algorithm and the PPM decoding. Also it is responsible for the verification of the received data. Moreover, the effects of various practical imperfections are included in this model. The imperfections include high order harmonies, VCO noise, Charge Pump current mismatch, leakage current and so on. With this model, we can not only see the performance of each block, but also the performance of the entire system. The model is verified by a number of simulation tools as well as the measurement results. These comparison results demonstrate that the model is able to precisely reflect the real system behaviour with fast simulation time. They also validate that the SystemC/SystemC-AMS is an efficient and powerful language for mixed-signal modelling.

The design of current industrial crystallizers is strongly focused on optimisation of known types of crystallization equipment. To get a better control over the physical events governing crystalline product quality the TU Delft started with the development of a task based design (TBD) strategy, which is an example of a phenomena based approach. Task-based design uses physical phenomena to construct tasks, which are used as building blocks for design. In this research, a modelling tool for dynamic simulation of task based solution crystallization processes is developed. This is an important step towards the long term aim of model-based optimisation driven process synthesis. The developed TBD model can be applied to a wide range of crystallization processes: various crystallization methods, operation modes, configurations and a variety in number of streams, compartments and crystallization tasks. The modelling structure is based on compartmental modelling. A new way to connect tasks to this compartment model is developed. This framework supports rapid generation of consistent process models and facilitates analysis of the influence of individual tasks. The model is implemented in gPROMS. To show the ability to quickly construct networks of units representing all kinds of crystallization processes, three different cases are simulated with the new model. Already existing innovative task based equipment from the TU Delft is also implemented, such as an airlift crystallizer, a membrane unit for solvent removal and an ultrasound vessel for the creation of primary nuclei. The first case simulates batch cooling crystallization experiments of ammonium sulphate in an airlift crystallizer with tasks Growth and Seeding and a cooling curve. The results are in agreement with experimental values. Case 2 shows the effect of individual tasks on a batch adipic acid crystallization system using a membrane unit for solvent removal. To demonstrate the future potential of TBD, in the third case a crystallization process is modelled which is never experimentally tested: continuous crystallization of adipic acid in a cascade of airlift crystallizers. Influence of the crystallizers in series on the CSD width is investigated. As expected, more larger crystals with a narrower CSD are produced in the cascade of airlifts. The results show that the developed structure works well. Using the task-function framework, newly developed tasks can be easily added, such that innovative Process Intensifications can be included in the model. The developed TBD model offers potential for model based process design of innovative task based crystallizers.

In this report the analytical and numerical formulations, testing and calibration of the third generation wave hindcast model WAVEWATCH are presented. WAVEWATCH is specially designed to operate in a combined wave-current model. The main attention is focussed on numerical aspects of the model, including academic test cases and comparison with other third generation wave models (which do not include current effects). Furthermore, preliminary results of calculations for a south westerly storm in the southern North Sea are presented to illustrate the effects of wave-current interactions in the southern North Sea in such conditions

A survey of research reports in transportation modelling in two parts. Part one is devided in reports concerning economic development and car mobility, analyzing large transportation data files and transportation planning and spatial development. Part two consists of reserach reports concerning optimization of public transport networks and road networks, time dependend assignment in road networks, sub-divided in models and hard and software and road traffic informatics and telematics.