In the south portion of the Dutch coast is located the Sand Engine, a 21.5 million m3 experimental mega-nourishment that was built in 2011. This intervention created a discontinuity in the previous straight sandy coastline, altering the local hydrodynamics in a region that is influenced by the Rhine River ROFI. Estimates of the centrifugal acceleration directly after construction of the Sand Engine showed that its curved shape impacted the cross-shore flow, suggesting that the Sand Engine might have played a role in controlling the cross-shore exchange currents during the first three years after the completion of the nourishment. Presently, the curvature effects are minute owned to the morphodynamic evolution of the Sand Engine. Observations document the development of strong baroclinic-induced cross-shore exchange currents dictated by the intrusion of the river plume fronts as well as the classic tidal straining which are found to extend further into the nearshore (from 12 to 6 m depth), otherwise believed to be a mixed zone.

In the inner shelf, shoaling waves are as effective in mobilizing sediment as the other co-existing flows. The influence of stratification on the hydrodynamics is translated into near-bed shear velocity in the layer immediately above the sea floor. The tide-induced bed shear stress is able to periodically agitate the bed near the peaks of flood and ebb cycles mostly during spring tides. Results from observations suggested that, under stratified conditions, relatively high values of bed shear stress are sustained for a prolonged period of time. The results also revealed that the non-tidal flow, such as the wind-induced flow, plays a role in controlling the bed mobility. However, wave-induced bed shear stress in general does not set sediment in motion during fair weather conditions and thus the stirring role of the waves is mostly important during storms.

The co-exiting near-bed flows in the inner shelf are responsible for moulding the seafloor so that the resulting types of bedforms can reveal important information on the hydrodynamic forcings that dictate the sediment mobility. Observations showed that 56% of the ripples in the Dutch inner shelf are classified as current ripples. Wave ripples occur only during storm conditions, comprising 3%. The frequency of occurrence of transitional bed types composes 23% and poorly developed ripples is found to develop mostly during neap tides making up 15% of the observed bed types. The feedback of the different types of bedforms on the overlying boundary layer plays a fundamental role in the dynamics of the sediment load.

The morphological response of the bed to the stratified and non-stratified tidal flow leads to differentiations of the ripple migration as well as the sediment transport modes (bedload and suspended load). The bedforms at the measurement site are strongly controlled by tides so that their behavior exhibits not only a spring-neap signature, but also a distinct semi-diurnal fluctuation. Under the influence of the Rhine ROFI, the bedform mean dimensions (ripple height and wavelength) are reduced, indicating that their development is affected by the stratified tidal flow. In the absence of (ambient) stratification, the tidal current ripples are more developed, attaining relatively larger dimensions. The net alongshore bedload transport is south-directed, whereas the net alongshore suspended load is north-directed regardless of stratification. Moreover, the net alongshore bedload transport is higher during stratified conditions but the net alongshore suspended transport is smaller. Regarding the cross-shore sediment transport, the findings show that ambient stratification promotes onshore-directed bed- and suspended load net transport. The gross suspended transport rates are 10 times greater than the gross bedload transport rates.","stratification; bedforms; sediment transport","en","doctoral thesis","","","","","","","","","","","","","","" "uuid:b51ea764-4e48-4247-b24a-37e05b7fa7d6","http://resolver.tudelft.nl/uuid:b51ea764-4e48-4247-b24a-37e05b7fa7d6","Modeling the Transition to High Sediment Concentrations as a Response to Channel Deepening in the Ems River Estuary","Dijkstra, Y.M. (TU Delft Mathematical Physics); Schuttelaars, H.M. (TU Delft Mathematical Physics); Schramkowski, G.P. (TU Delft Mathematical Physics; Flanders Hydraulics Research); Brouwer, R.L. (TU Delft Mathematical Physics; Flanders Hydraulics Research)","","2019","Many estuaries are strongly modified by human interventions, including substantive channel deepening. In the Ems River Estuary (Germany and Netherlands), channel deepening between the 1960s and early 2000s coincided with an increase in the maximum near-bed suspended sediment concentration from moderate (∼1 kg/m

multi-fraction sediment transport due to subtidal and subaerial processes simultaneously. The Windsurf framework couples separate model cores for subtidal morphodynamics related to waves and currents and storms and aeolian

sediment transport. The Windsurf framework bridges three gaps in our ability to model long-term coastal morphodynamics: differences in time scales, land/water boundary and differences in meshes.

The Windsurf framework is applied to the Sand Motor mega-nourishment. The Sand Motor is virtually permanentlyexposed to tides, waves and wind and is consequently highly dynamic. In order to understand the complex

morphological behavior of the Sand Motor, it is vital to take both subtidal and subaerial processes into account. The ultimate aim of this study is to identify governing processes in aeolian sediment transport estimates in coastal environments and improve the accuracy of long-term coastal morphodynamic modeling.

At the Sand Motor beach armoring occurs on the dry beach. In contrast to the dry beach, no armor layer can be established in the intertidal zone due to periodic flooding. Consequently, during low tide non-armored intertidal beaches are susceptible for wind erosion and, although moist, may provide a larger aeolian sediment supply than the vast dry beach areas. Hence, subtidal processes significantly influence the subaerial morphology and both need to be accounted for to understand the long-term aeolian morphodynamic behavior of the Sand Motor.","hydrodynamics; sediment transport; morphodynamics; dunes and ecomorphology; numerical modelling; coasts and climate","en","conference paper","","","","","","","","","","","","","","" "uuid:547d2dfd-672e-4b6d-aa96-45ef67b05023","http://resolver.tudelft.nl/uuid:547d2dfd-672e-4b6d-aa96-45ef67b05023","Tidal and sediment dynamics in a fine-grained coastal region: A case study of the Jiangsu coast","Yao, P.","Stive, M.J.F. (promotor); Wang, Z.B. (promotor)","2016","The Jiangsu coast is located in eastern China bordering the South Yellow Sea. It is strongly affected by the semi-diurnal tides. Both the tidal range and the tidal current vary greatly in space due to local tidal wave systems and morphologies. The radial tidal current pattern identified at the central coast is suggested to play a primary role in the evolution of a large-scale radial-shape sand ridge system. Another feature of the Jiangsu coast is the diversity of the bottom sediments with pronounced silt content. Inspired by the characteristics of both the hydrodynamics and sediment dynamics throughout the Jiangsu coast, this thesis focuses on advancing our understanding of the coastal tidal dynamics and the resulting sediment transport. Regarding the radial tidal current pattern at the central Jiangsu coast, there have been plenty of studies exploring relevant formation mechanisms. A generally accepted inference is that the radial tidal current pattern is a consequence of the interaction between the northern rotating tidal wave system and the southern progressive tidal wave. In this study, we examine the emergence of the radial tidal current in a schematized semi-enclosed tidal basin by introducing the tidal Current Amphidromic Point (CAP) and the tidal current inclination angles. After comprehensive numerical experiments, we find that the overall basin scale and the cross-basin phase difference play roles in the emergence of the radial tidal current. The radial tidal current only has an opportunity to emerge in a basin where the basin length (L) is larger than width (B) (i.e. L/B>1), a lateral depth difference exists or the offshore incoming tidal wave has an oblique angle. The Yellow Sea is featured by these aforementioned prerequisites favouring the emergence of the radial tidal current. Furthermore, we discover that the radial tidal current is related to the cross-basin CAP distribution pattern. When the radial tidal current emerges, the focal point is the CAP related to the velocity vectors rotating anti-cyclonically in the Northern Hemisphere. The CAP distribution deserves more attention for the identification of the radial tidal current pattern. To understand the sediment dynamics in a silt-enriched environment in more detail, we have carried out a series of flume experiments under various wave and current conditions with field-collected silt-sand mixtures. According to the experiments, we find that the silt fraction has different features originating from both the sand fraction and the clay fraction. A high concentration layer is observed near the bottom together with ripples under pure wave conditions. Sediment concentrations inside the high concentration layer are quasi-stationary with the bulk Richardson number approaching a constant value. The thickness of the high concentration layer can be scaled with approximately two times the damped wave boundary layer thickness. Thus, the wave motion induced turbulence is considered to be the main reason generating the high concentration layer. Moreover, suspensions inside the high concentration layer have a certain amount of sand content, which is different from the fluid mud in the cohesive muddy bed. For the vertical concentration profile, the silt fraction is also distributed differently from the sand fraction, since the silt concentration decreases logarithmically within high concentration layer, while it is homogeneously distributed outside the high concentration layer. Considering the specific features of the silt fraction, we recalibrated the formulations of van Rijn (2007a, b) based on our experiments and further developed a multi-fraction sediment transport model to predict the vertical concentration profile for silt and sand classes, and then tested the existing sediment formulations. The results show a promising agreement with the measurements, for both wave-only and wave-with-current conditions. Finally, the Jiangsu Regional Model is set up utilizing the aforementioned findings on tides and sediments. The Jiangsu Regional Model is used to examine whether our existing knowledge can be integrated for a relatively long-term (i.e. time scale of years) predictions on the sediment transport and the morphological changes of the Jiangsu coast. To this end, we first reasonably construct the bed composition throughout the model domain. Subsequently, the model is calibrated and validated against two independent measurements on water level, flow velocity and the sediment concentration. The results indicate that the present model can produce good results. The simulated annual-averaged SSCs depict a high value in the coastal region between the Old Yellow River Delta and the northern Radial Sand Ridge Field. The simulated morphological changes show a spatially distributed alternating-erosion-sedimentation pattern in the Old Yellow River Delta rather than pure erosion. Over the Radial Sand Ridge Field, the ridges are continuously growing and the adjacent tidal channels are deepening. The simulated annual-averaged tide-induced sediment budget shows that the northern (i.e. the Old Yellow River Delta) and southern (i.e. the southern Radial Sand Ridge Field) Jiangsu coast are under erosion, while the central coast (i.e. the northern and central Radial Sand Ridge Field) is still in progradation. Furthermore, the simulated sediment bed in the Old Yellow River Delta shows a gradually coarsening trend while an overall fining trend is pronounced in the northern Radial Sand Ridge Field. All these long-term results are in good agreement with observation-based estimations. The present modelling framework indeed has the ability for simulating sediment transport and morphological changes over a relatively long time span (i.e. time scale of years). This thesis addresses series of findings on the radial tidal current pattern, characteristics of the silt-dominated sediments as well as the sediment transport and morphological changes along the Jiangsu coast. The proposed modelling approaches can serve as a basis and provide information on large-scale hydrodynamics and sediment dynamics for the management and planning of the Jiangsu coast. Future studies may be focused on (1) detailed investigation on the influencing factors on the emergence of the radial tidal current by the CAP system distribution; (2) the physics of the layered-bed system (i.e. the hard layer under ripples) for silt dominated mixtures; (3) improving the computational efficiency of the Jiangsu Regional Model for longer time scale (i.e. tens of years).","tides; tidal wave system; tidal current system; silt dynamics; sediment transport; Jiangsu coast","en","doctoral thesis","","","","","","","","2016-03-21","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:d9e3f248-06fb-48d6-a767-8589ec4b6091","http://resolver.tudelft.nl/uuid:d9e3f248-06fb-48d6-a767-8589ec4b6091","Development and Extension of An Aggregated Scale Model: Part 1 – Background to ASMITA","Townend, I (University of Southampton); Wang, Z.B. (TU Delft Coastal Engineering); Stive, M.J.F. (TU Delft Coastal Engineering); Zhou, Z. (Hohai University)","","2016","Whilst much attention has been given to models that describe wave, tide and sediment transport processes in sufficient detail to determine the local changes in bed level over a relatively detailed representation of the bathymetry, far less attention has been given to models that consider the problem at a much larger scale (e.g. that of geomorphological elements such as a tidal flat and tidal channel). Such aggregated or lumped models tend not to represent the processes in detail but rather capture the behaviour at the scale of interest. One such model developed using the concept of an equilibrium concentration is the Aggregated Scale Morphological Interaction between Tidal basin and Adjacent coast (ASMITA). In this paper we provide some new insights into the concepts of equilibrium, and horizontal and vertical exchange that are key components of this modelling approach. In a companion paper, we summarise a range of developments that have been undertaken to extend the original model concept, to illustrate the flexibility and power of the conceptual framework. However, adding detail progressively moves the model in the direction of the more detailed process-based models and we give some consideration to the boundary between the two. Highlights

• The concept of aggregating model scales is explored and the basis of the ASMITA model is outlined in detail;

• The relationship between dispersion as used in fast-scale process-based models and the horizontal exchange used in aggregated models is explored;

• The basis for formulating suitable equilibrium relationships is explained; • Alternative ways to include advection and dispersion are examined.

200 kg/m3) and primarily Newtonian, turbulent flows (van Maren et al., 2009a). This reach is characterized by two special, and possibly unique, hydrodynamic and sediment transport phenomena that are associated with hyperconcentrated flow: a downstream increasing peak discharge (at a rate far exceeding the contribution from tributaries) during hyperconcentrated floods, and a downstream decreasing runoff due to water diversions. Assuming spatially continuous diversions along a constant-width channel, previous studies suggest a longitudinally convex bed at the equilibrium state. However, the validity of a convex bed profile, for discrete diversions in natural channels of longitudinally varying width, remains to be justified. Also, such equilibrium analysis does not reveal the morphological time scale (MTS) associated with water diversions. Moreover, though many explanations have previously been proposed for the peak discharge increase, they have focused on only one possible mechanism (e.g., bed roughness change, bed erosion, floodplain influences) and no consensus has been achieved. The underlying physics still remain largely unknown. Research efforts are therefore needed to further investigate these two issues, which comprise the main work of the present PhD research and this thesis. For the study of the downstream peak discharge increase phenomenon, mathematical modelling is the main research method, together with the field data analysis. High-resolution morphodynamic modelling of complex fluvial processes, such as in a hyperconcentrated flood, has so far been limited by model accuracy or computational efficiency. In order to account for the strong interactions during the hyperconcentrated flood and to acquire accurate and efficient solutions in the field scale, a fully coupled morphodynamic model has first been developed using the finite volume method for structured grids. Physically, this model is based on the concept of non-capacity sediment transport, and it incorporates the effects of sediment density and bed deformation on the flow (both in mass and momentum), as well as the influences of turbulence and sediment diffusions. Numerically, this model combines the high accuracy of high-order upwind schemes and the efficiency of centered schemes by the extension of a recent upwind-biased centered (UFORCE) scheme (Stecca et al., 2010) originally developed for clear flow and scalar transport over a fixed bed, to sediment-laden flows over an erodible bed. For stability, a two-stage splitting approach together with a second order Runge-Kutta method is used for the source terms. Moreover, the full set of governing equations is solved at one time to obtain synchronous solutions in mathematics. The model is verified in a number of dam-break tests, covering a wide range of complex (sediment-laden) flows. It is demonstrated to accurately simulate shock waves and reflection waves, as well as rapid bed deformations at high sediment transport rates. Using this model, the relative role of bed roughness change and bed erosion on the downstream peak discharge increase is then investigated in schematized 1-D channels for two hyperconcentrated floods. The results reveal that although erosion effects may contribute to the downstream discharge increase (especially in case of extreme erosion), for most cases the increase is mainly due to a reduction in bed roughness during peak discharge conditions. Additionally, based on the concept of channel storage reduction, the effects of decreasing bed roughness and (very strong) bed erosion can be integrated in the explanation of the peak discharge increase. Later, this model is also applied to reveal the floodplain influences on the peak discharge increase in schematized 2-D channel-floodplain reaches. The results indicate that the cross-sectional changes of channel erosion and floodplain deposition during hyperconcentrated floods are often limited and that it is difficult to drive a peak discharge increase in the downstream direction. For the study of the water diversion impact, a general theoretical framework is proposed to predict the equilibrium state of the fluvial system, which is applicable to both continuous and discrete water diversions in a longitudinally width-varying channel. Numerical experiments by the SOBEK-RE software (version 2.52.005, Delft Hydraulics, 2005) complement the MTS studies for water diversions. The effects of diversion intensity, diversion placement (discrete and continuous) and diversion schemes (pure water and water-sediment mixture) are also systematically studied. The present work confirms the previous findings that water diversions lead to a decrease of the equilibrium depth with respect to natural conditions and a convex bed in a constant-width channel. Moreover, it reveals that in a widening channel a convex bed also develops under conditions of water diversions, while convex, concave or quasi-linear beds may occur in a narrowing channel. Non-monotonic beds may develop in a strongly narrowing channel, depending on the diversion schemes. On a large spatial scale, diversion placement is less important for the equilibrium development. The MTS for water diversions and natural development are very similar and large, indicating considerable influences of water diversions on river morphology. The present thesis advances our understanding of the long-term impact of water diversions on the evolution of a river.","mathematical modelling; morphology; hyperconcentrated flow; sediment transport; water diversions; dam break","en","doctoral thesis","VSSD","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:9a701423-8559-4a44-be5d-370d292b0df3","http://resolver.tudelft.nl/uuid:9a701423-8559-4a44-be5d-370d292b0df3","Physics of Blown Sand and Coastal Dunes","De Vries, S.","Stive, M.J.F. (promotor)","2013","","sediment transport; wind; dunes; coast","en","doctoral thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:3d12158b-9940-4d69-a870-4311839ed68b","http://resolver.tudelft.nl/uuid:3d12158b-9940-4d69-a870-4311839ed68b","Detailed simulation of morphodynamics: 3. Ripples and dunes","Nabi, M.; De Vriend, H.J.; Mosselman, E.; Sloff, C.J.; Shimizu, Y.","","2013","We present a 3-D physics-based high-resolution modeling approach to the dynamics of underwater ripples and dunes. The flow is modeled by large eddy simulation on a Cartesian grid with local refinements. The sediment transport is modeled by computing pickup, transport over the bed, transport in the water column, and deposition of rigid spherical particles in a Lagrangian framework. The morphological development of the bed is modeled by a sediment balance equation in which the pickup and deposition from the sediment motion submodels appear as source and sink terms. The model realistically replicated the formation and migration of dunes. Model results showed a good agreement with data from five flume experiments. We subsequently applied the model to investigate the effect of sediment grain size on ripples. Finer sediments were found to yield more superimposed ripples than coarser sediments. Moreover, under the same hydrodynamic conditions, the finer sediments yielded two-dimensional bed forms, whereas for coarser sediment irregularities increased. We extended the tests to pronounced 3-D morphologies by simulating the development of local scour at a pier. The results agreed well with experimental data. The model contributes to unraveling the complex problem of small-scale morphodynamics and may be used in a wide range of applications, for instance, to develop more reliable parameterizations of small-scale processes for application in large-scale morphodynamic models.","river morphodynamics; dunes; ripples; sediment transport; large eddy simulation; pier scour","en","journal article","American Geophysical Union","","","","","","","2014-03-20","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:bafec7d8-2c1c-4ee5-85d6-3353397e3fe3","http://resolver.tudelft.nl/uuid:bafec7d8-2c1c-4ee5-85d6-3353397e3fe3","Detailed simulation of morphodynamics: 2. Sediment pickup, transport, and deposition","Nabi, M.; De Vriend, H.J.; Mosselman, E.; Sloff, C.J.; Shimizu, Y.","","2013","The paper describes a numerical model for simulating sediment transport with eddy-resolving 3-D models. This sediment model consists of four submodels: pickup, transport over the bed, transport in the water column and deposition, all based on a turbulent flow model using large-eddy simulation. The sediment is considered as uniform rigid spherical particles. This is usually a valid assumption for sand-bed rivers where underwater dune formation is most prominent. Under certain shear stress conditions, these particles are picked up from the bed due to an imbalance of gravity and flow forces. They either roll and slide on the bed in a sheet of sediment or separate from the bed and get suspended in the flow. Sooner or later, the suspended particles settle on the bed again. Each of these steps is modeled separately, yielding a physics-based process model for sediment transport, suitable for the simulation of bed morphodynamics. The sediment model is validated with theoretical findings such as the Rouse profile as well as with empirical relations of sediment bed load and suspended load transport. The current model shows good agreement with these theoretical and empirical relations. Moreover, the saltation mechanism is simulated, and the average saltation length, height, and velocity are found to be in good agreement with experimental results.","river morphodynamics; sediment transport; particles; sediment pickup; saltation; large eddy simulation","en","journal article","American Geophysical Union","","","","","","","2014-02-07","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:9a06cb7d-c6fe-41e1-9e05-63d30bce6dbf","http://resolver.tudelft.nl/uuid:9a06cb7d-c6fe-41e1-9e05-63d30bce6dbf","Morphological modeling using a fully coupled, total variation diminishing upwind-biased centered scheme","Li, W.; De Vriend, H.J.; Wang, Z.; Van Maren, D.S.","","2013","High-resolution morphological modeling of fluvial processes with complex, rapidly varying flows has been limited so far by model accuracy or computational efficiency. One of the most widely used numerical algorithms is based on the total variation diminishing method, solved by either upwind or centered approaches. An upwind scheme preserves high accuracy but is complex and computationally demanding, whereas the simplicity and efficiency of a centered approach compromise the accuracy. The present paper extends a recent upwind-biased centered scheme originally developed for clear water and scalar transport over a rigid bed, to sediment-laden flows over an erodible bed. It does so by developing a fully coupled 2-D mathematical model using a finite volume method for structured grids. The complete set of noncapacity-based governing equations, involving the effects of bed deformation and sediment density variation, as well as the influences of turbulence and sediment diffusion, and the temporal and spatial scales needed for sediment adaptation, is solved at one time to obtain synchronous solutions for the entire computational domain. For stability, a two-stage splitting approach together with a second-order Runge-Kutta method is employed for the source terms. The model is verified in a number of tests covering a wide range of complex (sediment-laden) flows. The model is demonstrated to accurately simulate shock waves and reflection waves, but also rapid bed deformations at high sediment transport rates. The combination of high numerical accuracy and computational efficiency makes the model an important tool to forecast flood events in morphologically complex areas.","morphological modeling; coupled solution; upwind-biased centered scheme; finite volume method; sediment transport; erodible bed; dam break","en","journal article","American Geophysical Union","","","","","","","2013-12-20","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:2b5daf66-7525-4dd7-8a61-2a5ca8a494e9","http://resolver.tudelft.nl/uuid:2b5daf66-7525-4dd7-8a61-2a5ca8a494e9","Modeling Swash zone sediment transport at Truc Vert beach","Van Rooijen, A.; Reniers, A.; Van Thiel de Vries, J.S.M.; Blenkinsopp, C.; McCall, R.","","2012","A one-dimensional hydrostatic version of the XBeach model (Roelvink et al., 2009) is applied to hindcast swash morphodynamics measured during an accretive, and an erosive tide at Le Truc Vert beach (France) in early spring 2008 (Masselink et. al, 2009; Blenkinsopp et al., 2011). Swash hydrodynamics are solved by applying the nonlinear shallow water equations, and sediment transport rates are obtained from a combined intra-wave Nielsen and Bagnold type transport model. Reasonable predictions of morphological change in the swash were obtained. Nevertheless, the model underpredicts the water level setup and/or wave run-up during the accretive tide, which is hypothesized to be related to 2D-effects.","numerical modeling; swash zone; sediment transport; XBeach; bed load; suspended load; le Truc Vert","en","conference paper","Coastal Engineering Research Council","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:d4692a80-8847-47ee-a85d-0da44abeb74e","http://resolver.tudelft.nl/uuid:d4692a80-8847-47ee-a85d-0da44abeb74e","Computational modelling of small-scale river morphodynamics","Nabi, M.","De Vriend, H.J. (promotor); Mosselman, E. (promotor)","2012","Alluvial open channel beds often exhibit statistically periodic irregularities, known as dunes. Dunes have considerable effects on sediment transport and flow resistance. When growing during a flood, the dunes create more resistance and flood levels may rise significantly. Accurate prediction of dune properties therefore contributes to effective flood risk management. Recently, significant progress has been made in understanding bedform dynamics, thanks to significant advances in monitoring flow and bedform morphology in laboratory and field, as well as in their numerical modelling. Nowadays, numerical modelling captures not only the characteristics of the mean flow field, but also those of turbulence, including coherent flow structures above non-flat beds. These advances enable radical progress in modelling and understanding the behaviour of alluvial bedforms. Sediment motion can nowadays be measured and simulated in detail. The effect of turbulent flow on sediment particles can be understood in a more physics-based way. Sediment transport can be linked to bed topography and the bed deformations can be studied by considering the motion of sediment particles in the flow. This gives insight into the evolution and migration of ripples and dunes under turbulent flow and the effects they have on floods. Generation and migration of dunes are determined by sediment transport, which in its turn is influenced by the turbulence structures above and behind the dunes. This kind of physical phenomena involves a wide range of time scales. Often, the measurements cannot capture the smallest time scales, whence many experimental studies consider only statistical properties under homogenous steady-state conditions. Consequently, models based on such measurements can only be empirical. They usually fall short in computing the physical nature of the phenomena in unsteady flows. Therefore, a rigorous physics-based numerical model is needed. This study concentrates on detailed simulations of flow, sediment transport and bedform morphodynamics. Based on these simulations the governing physics behind these phenomena are studied. This is achieved by developing a detailed three-dimensional numerical model for hydrodynamics, sediment transport and morphodynamics. The model simulates the time- dependent water flow by Large Eddy Simulation (LES) on a locally refined Cartesian grid. The sediment is considered as rigid spherical particles moving in the water under gravity and flow-induced forces. The change of bed (morphodynamics) is the net result of pick-up and deposition of sediment on each portion of the bed. The model is validated against theoretical and experimental results of previous studies published in the literature. The resulting model is complex and time-consuming, especially in time-varying flow conditions, such as a flood wave. Therefore, the insights and data obtained with it were used to develop parametric models that can be used operationally at larger spatial and temporal scales. In a number of three-dimensional simulations over two-dimensional bedforms the form drag resulting from the bedforms is compared with existing theoretical, empirical and semi-empirical formulae. It is found that the numerical results agree very well with these formulae. Bedforms in nature, however, are usually three-dimensional. When comparing simulated flows over three-dimensional dunes and with the two-dimensional case, the form drag on three-dimensional dunes turns out to be very different. Based on this finding, the form drag is parameterized for two- and three-dimensional dunes. Furthermore, the generation and migration of dunes under steady flow conditions is studied, and the results are compared with former experimental studies. This comparison shows a very good agreement between the numerical and experimental findings. Dune evolution during floods often shows a hysteresis, with different dune heights at the same discharge during the rising and falling stage of the flood wave. As flow resistance in the main channel of a river is mainly controlled by dune dimensions, the hysteresis in dune height is reflected in the time-evolution of the flow resistance during floods, thus yielding a dynamic roughness. Limited knowledge on this phenomenon, combined with computational limitations, usually keep dynamic roughness behaviour from being included in flood simulation models. To understand the physics behind this hysteresis effect, channels with different discharges and different grain sizes are simulated. It is shown that the hysteresis in the form drag is a function of both variables. Extension of the simulations to the upper flat bed regime shows that the model captures most of the physical phenomena in this regime and yields a flat bed as observed in experiments and in the field.","river morphodynamics; sediment transport; hysteresis; hydrograph; large Eddy simulation; turbulent flow; multigrid; unstructured Cartesian grid; immersed boundaris","en","doctoral thesis","Ipskamp Drukkers B.V.","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:f112b25d-bfc6-4771-8201-2ad5860cf373","http://resolver.tudelft.nl/uuid:f112b25d-bfc6-4771-8201-2ad5860cf373","Macrophytes in estuarine gradients: Flow through flexible vegetation","Dijkstra, J.T.","Stive, M.J.F. (promotor); Uijttewaal, W.S.J. (promotor)","2012","Aquatic plants –or macrophytes- are an important part of coastal, estuarine and freshwater ecosystems worldwide, both from an ecological and an engineering viewpoint. Their meadows provide a wide range of ecosystem services: forming a physical protection of the shoreline, enhancing water quality and harbouring many other organisms. Unfortunately, these vegetations such as salt marshes, seagrasses or mangroves have been on the decline as a result of anthropogenic pressure and climate change, despite costly conservation and restoration efforts. The low success rate of these efforts might partially be due to a lack of understanding of the complex bio-physical interactions between plant properties, plant growth, hydro- and morphodynamics and water quality. The capability of plants to alter their abiotic environment via these interactions is referred to as ‘ecosystem engineering’. Many experimental studies, both in the field and in laboratory flumes, have been performed to unravel these interactions. Since such experiments are always hampered by practical limitations such as flume dimensions, available time, or uncontrolled conditions, this knowledge cannot always be generically applied. Therefore, the primary objective of this study is to develop a generically applicable model for feedbacks between flexible macrophytes and their physical environment. To warrant this general applicability under the various circumstances occurring in estuaries, the model development follows a process based approach; a data-orientated approach is merely applicable to known conditions. Modelling starts out on the scale of one plant to finish at the scale of a meadow. The focus is on seagrass, as seagrasses are well studied, highly flexible, have a relatively simple shape and are among the most productive as well as threatened ecosystems. The first step was to create the numerical model called ‘Dynveg’, by combining a novel dynamic plant bending model based on a Lagrangian force balance to an existing 1DV k-? turbulence model (Chapter 2). The plant bending model is based on measurable biomechanical properties of plants: length, width, thickness, volumetric density and the elasticity modulus. Because very flexible plants can assume a position almost parallel to the flow direction, friction too needed to be incorporated rather than pressure drag alone. Flume measurements on strips of eelgrass-like proportions provided the actual values for drag- and friction coefficients, as well as validation data for predicted strip positions and forces. The effect of multiple plants on hydrodynamics was incorporated by assuming that all plants in a meadow do the same, and by defining two turbulence length scales: One for internally generated turbulence, related to the wakes behind individual stems, and one for larger eddies created in the shear layer above, penetrating the canopy depending on the space between the stems. Dynveg compared favourably with the measurements of hydrodynamic characteristics in mimicked eelgrass by Nepf & Vivoni [2000]. Next, Dynveg was combined with the large-scale hydro- and morphodynamic model Delft3D to simulate two-dimensional spatial processes in and around meadows of flexible macrophytes (Chapter 3). The leading principle for this integration is the conditional similarity between flow characteristics in flexible vegetation and those in rigid vegetation: If the rigid vegetation has i) the same height as the deflected vegetation, ii) its plant volume redistributed over the vertical accordingly and iii) a drag coefficient representative of the streamlined shape, the flow is practically analogous for a range of plant properties and hydrodynamic conditions. This modelling method was validated by comparing model results with flume experiments on two seagrass species, showing good agreement for canopy height, flow velocity profile and flow adaptation length. A field measurement campaign in a French macrotidal bay bordered by an eelgrass meadow provided validation data for application to real meadows (Chapter 5). Along with a detailed bathymetry survey by jetski, time-series of flow velocity and sediment dynamics inside a meadow and over a bare adjacent area were measured over two tidal periods. The applied sediment transport formula [van Rijn, 1993] deals with vegetation effects on sediment pick-up and transport via the effects of plants on hydrodynamics. Vegetation-specific interactions such as particle trapping by blades or flow intensification directly around shoots were not taken into account. Nevertheless, the three-dimensional numerical model was able to reproduce the main features of the observations, indicating that the processes of vegetation bending in non-stationary flow and sediment transport through vegetated areas are incorporated correctly. Thus, the objective of making a model for feedbacks between flexible macrophytes and their physical environment has been met. The model can be applied as a tool in conservation and restoration studies or in long-term biogeomorphological feedback studies. Recommended extensions are the incorporation of plant-wave interactions, more intricate plant morphologies and a vegetation-specific transport formula. The second objective of this thesis was to use the developed model(s) as a tool to learn more about biophysical interactions under different conditions. In Chapter 4, Dynveg and the two-dimensional model were used to assess the ecosystem engineering capacities of three plant species that partly co-occur in temperate intertidal areas: the stiff Spartina anglica, the short flexible seagrass Zostera noltii and the tall flexible seagrass Zostera marina. The flow velocity inside the canopy, the canopy flux and the bed shear stress were used as proxies for the species’ ability to respectively absorb hydrodynamic energy, the supply of nutrients or sediment and the ability to prevent erosion. This analysis showed that a species’ eco-engineering capacities depend on its spatial density, its size, its structural rigidity and its buoyancy, but also on environmental conditions. Therefore, biomass, leaf area index or other lumped parameters that neglect structural properties are no good generic indicators of ecosystem engineering capacities. Rigid plants have more potential to trap sediment due to a higher canopy flux than flexible plants. This canopy flux showed to be inversely related to spatial density along the entire natural range. For flexible plants, the canopy flux is only related to density in relatively sparse meadows; in denser meadows the canopy flux is constant with increasing density. Flexible plants are better at preventing erosion because they are more efficient in reducing bed shear stresses than rigid plants. For very thin plants, buoyancy is the most important determinant of position in given flow conditions. For intermediate flexible plants, the structural rigidity is the most influential parameter, whereas for (nearly) rigid plants, the spatial density is dominant. In Chapter 6, the three-dimensional model of the macrotidal bay was used to study the effects of different types of macrophytes on (residual) sediment transport and light availability. The effects of the real, relatively sparse eelgrass meadow were compared to those of a meadow with rigid plants of the same spatial density, with a dense eelgrass meadow, and with a bare bed. Though the differences between these four vegetation scenarios were small –only a few percent- the consequences on long timescales can be considerable. In deep water, sparse flexible vegetation kept more sediment inside the bay than rigid or denser plants. When vegetation only occupies a small part of the water column, plants prevent erosion rather than promote deposition and they have more effect on bed-load transport than on the transport of suspended sediment. Stiff and denser plants affect the bed-load more than sparse flexible vegetation, thereby blocking the transport from outside to inside. The presence of dense or stiff macrophytes increased the light availability at the bed over a tidal cycle up to 7% with respect to a bare bed. The increase of light availability was less pronounced for the relatively open eelgrass meadow: up to 3%. Overall, this study has resulted in a widely applicable model for the interactions between flexible aquatic plants, flow and sediment transport and in more insight in some of these interactions. Other researchers are encouraged to use this tool complementary to fieldwork and laboratory experiments, and to extend it with other functionalities, e.g. for wave attenuation or vegetation development.","macrophyte; flexible vegetation; estuary; hydrodynamics; turbulence; ecology; sediment transport; light climate; seagrass","en","doctoral thesis","","","","","","","","2012-03-06","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:3fa8d72d-c3aa-4786-a321-41433ad1df78","http://resolver.tudelft.nl/uuid:3fa8d72d-c3aa-4786-a321-41433ad1df78","Transport of suspended particles in turbulent open channel flows","Breugem, W.A.","Uijttewaal, W.S.J. (promotor); Stelling, G.S. (promotor)","2012","Two experiments are performed in order to investigate suspended sediment transport in a turbulent open channel flow. The first experiment used particle image velocimetry (PIV) to measure the fluid velocity with a high spatial resolution, while particle tracking velocimetry (PTV) was used to measure the velocity of individual sediment particles. The sediment particles were injected in the flume close to the free surface at different distances from the measurement section. In this way, the development of a sediment plume towards an equilibrium situation could be studied. The results were compared with direct numerical simulations, in which the particle equation of motion was used to calculate the movement of individual sediment particles. The second experiment used refractive index matching, in order to make the sediment particle invisible. In this way, a PIV experiment could be performed in order to determine changes in the flow and turbulence structure due to high sediment concentrations.","sediment transport; PIV; PTV; refractive index matching; coherent structures; turbulence; DNS; two way coupling","en","doctoral thesis","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:d9b27e21-5cc0-41e8-a6bc-c6e9d4e6d103","http://resolver.tudelft.nl/uuid:d9b27e21-5cc0-41e8-a6bc-c6e9d4e6d103","DVR toolbox for sediment management in the Rhine delta","Sloff, C.J.","","2011","The DVR Toolbox is a modeling system developed to be used as an operational model for long-term morphological assessment of the Rhine branches in the Netherlands (10 to 50 years). The Toolbox consists of a 2D computational core (containing the Delft3D modeling system), a shell that controls input- and output, and a system for time/simulation management. The effects of different processes, e.g. helical flow and sediment sorting, on time-dependent bed topography and dredging-operations can be simulated. It has been designed and optimized to allow for relative short computation times: 40 year simulations for the full delta can be run in less than 1 week. The Toolbox is mostly used to calculate morphological impacts that affect the navigability of the Rhine, and the impact of measures to affect them. It is now also widely used as an official tool to study the impacts of flood-lowering measures in the Room for the River program. Also for future studies in the Rhine River this Toolbox will be widely used.","sediment transport; Rhine river; Delft 3D","en","conference paper","Rheinisch-Wesfälische Technische Hochschule (RWTH) Aachen","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:db31899c-ca91-47a1-879e-4f4fa1d004e8","http://resolver.tudelft.nl/uuid:db31899c-ca91-47a1-879e-4f4fa1d004e8","A process-based approach to sediment transport in the Yangtze estuary","Chu, A.; Wang, Z.B.; De Vriend, H.J.; Stive, M.J.F.","","2010","A process-based model for the Yangtze Estuary is constructed to study the sediment transport in the estuary. The proposed model covers the entire tidal region of the estuary, the Hangzhou Bay and a large part of the adjacent sea. The dominant processes, fluvial and tidal, are included in the model. The calibration of the model against extensive flow, water level, salinity and suspended sediment data shows a good representation of observed phenomena. With the present calibrated and validated model, the residual flow field and the residual sediment transport field are obtained. The residual sediment transport pattern gives insight into the morphological behaviour of the mouth bars.","Yangtze Estuary; mouth bar; morphology; sediment transport; process-based model","en","conference paper","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:677a707f-7554-4db5-9139-9f1e9d1d25ef","http://resolver.tudelft.nl/uuid:677a707f-7554-4db5-9139-9f1e9d1d25ef","Heavy metal pollution and sediment transport in the rhinemeuse estuary, using a 2D model Delft3D: Water quality and calamities. Case study Biesbosch","Jose Alonso, J.J.","","2010","Different measures will be executed in the framework PKB “Room for the River” in order to lower the water levels in the river area during normative high discharges. The plan Ontpoldering Noordwaard is one of them and has as aim to inundate parts of the Noordwaard during high discharges. Water coming from the Nieuwe Merwede as result of high water levels will flow into the Noordwaard and leave the area through the south part. As consequence the creeks in the Brabantse Biesbosch will process more water and flow velocities will increase. This may result in higher sediment transport en possible erosion of the gullies. Dankers et al. (2008) studied the flow velocities in the Brabantse Biesbosch under different discharge conditions and the possible effects of the velocities on erosion and transport of contaminated bed material. This study was a combination of computer model simulations and expert judgment. The model simulations were obtained with the combination of boundary conditions for discharges with a return period of once in 100 year for the Rhine and Meuse and a water level of the sea of 1 m above normal. In this case flow velocities higher than 1 m/s and shear stresses higher than 1 N/m2 were found at different locations of the Brabantse Biesbosch. This means that a transition may occur from a situation without spreading of contaminated bed material towards a situation where spreading can occur. By comparing the quality of the top layer of the areas with risk of erosion according to De Straat (2004) with the intervention values for river beds (“Circulaire Sanering Waterbodems 2008”) and the MACsediment (Maximum Allowed Concentration in the Sediment), Dankers et al. (2008) found that different areas in the Brabantse Biesbosch may exceed the intervention values and/or the MAC for sediments. The areas Gat van de Visschen, Gat van Den Kleine Hil and Gat van de Noorderklip present concentrations of metals in the top layer that are higher than the intervention values and the MAC. In the areas Gat van Van Kampen, Gat van de Binnennieuwensteek and Spijkerboor a small violation of the MACsediment was observed. This study concluded that there are unacceptable risks of spreading of contaminated mud to the surface water.","heavy metal; pollution; sediment transport; rhine; meuse; 2D model; Delft3D; water quality and calamities; case study; Biesbosch; river; room for the river; ontpoldering Noordwaard; high water levels; serosion; computer model simulations; Delft Cluster; CT04.20; waterkwaliteit; CT04.24.11; risicomanagement van calamiteiten; waterquality","en","report","Delft Cluster","","","","","","","","","","","","","" "uuid:76b7747c-5b46-49a3-8cb1-1881f388718a","http://resolver.tudelft.nl/uuid:76b7747c-5b46-49a3-8cb1-1881f388718a","Effect of bottom stress formulation on modelled flow and turbidity maxima in cross-sections of tide-dominated estuaries","Schramkowski, G.P.; De Swart, H.E.; Schuttelaars, H.M.","","2009","A three-dimensional numerical model with a prognostic salinity field is used to investigate the effect of a partial slip bottom boundary condition on lateral flow and sediment distribution in a transect of a tidally dominated channel. The transect has a symmetrical Gaussian cross-channel bottom profile. For a deep, well-mixed, tidally dominated channel, partial slip decreases the relative importance of Coriolis deflection on the generation of cross-channel flow patterns. This has profound implications for the lateral distribution of residual salinity that drives the cross-channel residual circulation pattern. Transverse sediment transport, however, is always found to be governed by a balance between advection of residual sediment concentration by residual lateral flow on the one hand and cross-channel diffusion on the other hand. Hence, the changes in the cross-channel distribution of residual salinity modify the lateral sediment distribution. For no slip, a single turbidity maximum occurs. In contrast, partial slip gives a gradual transition to a symmetrical density distribution with a turbidity maximum near each bank. For a more shallow, partially mixed tidal channel that represents the James River, a single turbidity maximum at the left bank is found irrespective of the near-bed slip condition. In this case, semi-diurnal contributions to sediment distribution and lateral flow play an important role in cross-channel sediment transport. As vertical viscosity and diffusivity are increased, a second maximum at the right bank again exists for partial slip.","turbidity; estuary; sediment transport; morphodynamic equilibrium","en","journal article","Springer","","","","","","","","Electrical Engineering, Mathematics and Computer Science","Delft Institute of Applied Mathematics","","","","" "uuid:62e2183b-3dcc-489c-8020-56a250febe77","http://resolver.tudelft.nl/uuid:62e2183b-3dcc-489c-8020-56a250febe77","Modeling equilibrium bed profiles of short tidal embayments: On the effect of the vertical distribution of suspended sediment and the influence of the boundary conditions","Ter Brake, M.C.; Schuttelaars, H.M.","","2009","In many tidal embayments, bottom patterns, such as the channel-shoal systems of the Wadden Sea, are observed. To gain understanding of the mechanisms that result in these bottom patterns, an idealized model is developed and analyzed for short tidal embayments. In this model, the water motion is described by the depth- and width-averaged shallow water equations and forced by a prescribed sea surface elevation at the entrance of the embayment. The bed evolves due to the divergence and convergence of suspended sediment fluxes. To model this suspended-load sediment transport, the three-dimensional advection–diffusion equation is integrated over depth and averaged over the width. One of the sediment fluxes in the resulting one-dimensional advection–diffusion equation is proportional to the gradient of the local water depth. In most models, this topographically induced flux is not present. Using standard continuation techniques, morphodynamic equilibria are obtained for different parameter values and forcing conditions. The bathymetry of the resulting equilibrium bed profiles and their dependency on parameters, such as the phase difference between the externally prescribed M2 and M4 tide and the sediment fall velocity, are explained physically With this model, it is then shown that for embayments that are dominated by a net import of sediment, morphodynamic equilibria only exist up to a maximum embayment length. Furthermore, the sensitivity of the model to different morphological boundary conditions at the entrance of the embayment is investigated and it is demonstrated how this strongly influences the shape and number of possible equilibrium bottom profiles. This paper ends with a comparison between the developed model and field data for the Wadden Sea’s Ameland and Frisian inlets. When the model is forced with the observed M2 and M4 tidal constituents, morphodynamic equilibria can be found with embayment lengths similar to those observed in these inlets. However, this is only possible when the topographically induced suspended sediment flux is included. Without this flux, the maximum embayment length for which morphodynamic equilibria can be found is approximately a third of the observed length. The sensitivity of the model to the topographically induced sediment flux is discussed in detail.","tidal basin; estuary; idealized model; morphodynamic equilibrium; sediment transport; boundary condition","en","journal article","Springer","","","","","","","","Electrical Engineering, Mathematics and Computer Science","Delft Institute of Applied Mathematics","","","","" "uuid:fcb49e4d-b0e0-45a4-9d67-be7ec4430ffd","http://resolver.tudelft.nl/uuid:fcb49e4d-b0e0-45a4-9d67-be7ec4430ffd","A Hybrid Approach to Combine Physically Based and Data-Driven Models in Simulating Sediment Transportation","Sewagudde, S.","","2008","The objective of this study is to develop a methodology for hybrid modelling of sedimentation in a coastal basin or large shallow lake where physically based and data driven approaches are combined. This research was broken down into three blocks. The first block explores the possibility of approximating a physically based model using a data driven model to predict suspended particulate matter (SPM) concentrations. It identifies the necessary input variables and data manipulation operations to expose maximum information to a data driven modelling tool. The second block investigates the effect of specifying time varying open boundary condition instead of fixed boundary conditions on the simulation of (SPM) along the Dutch coast. First, a methodology for generating time varying open boundary conditions using a data driven model is developed. Local hydrodynamic and meteorological conditions are used as input variables. Secondly the improvement of the time varying open boundary conditions (OBC) on the simulation results is studied The third block examines how knowledge gained in modelling sediment transport along the Dutch coast can be transfer to understand sediment transport in Lake Victoria. This part lays ground for more accurate and reliable modelling of sediment transport in Lake Victoria in future through transfer of methods developed in the preceding sections.","hybrid approach; physically based; data driven; simulating sediment transportation; hybrid modelling; sedimentation; coastal basin; shallow lake; model; suspended particulate matter; SPM; simulation; Dutch coast; hydrodynamic; meteorological; open boundary conditions; OBC; sediment transport; Lake Victoria; North sea; Delft Cluster; CT05.20; Noordzee & kust; CT05.24.11; morfodynamiek van Noordzee en kust en kustverdediging","en","report","Delft Cluster","","","","","","","","","","","","","" "uuid:cd32f46a-607d-437b-a748-810f87b46533","http://resolver.tudelft.nl/uuid:cd32f46a-607d-437b-a748-810f87b46533","The effect of sediment transport on eelgrass development – and vice versa","Dijkstra, J.T.","","2007","By changing flow patterns and sediment transport, aquatic vegetation can affect the development of estuarine bed topography. Besides, since the sediment transport also determines the amount of light available for photosynthetic growth, the presence of vegetation can also affect its own development. This selfsupporting interaction should be taken into account in long-term modelling studies. A process-based model offers the possibility to study this interaction and improve the predictability of eelgrass restoration attempts.","vegetation; photosynthesis; seagrass; sediment transport","en","conference paper","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:a724d96a-8011-4981-8335-664717e85680","http://resolver.tudelft.nl/uuid:a724d96a-8011-4981-8335-664717e85680","Long-term interaction between the Dutch coast and the tidal basins","Wang, Z.B.; Elias, E.P.L.; Brière, C.","","2007","","kustbeheer; coastal zone management; getij-inlaten; tidal inlets; kustmorfologie; coastal morphology; sedimenttransport; sediment transport; Waddenzee; Westerschelde","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:43dae97c-431c-4ed3-8064-35686940a32a","http://resolver.tudelft.nl/uuid:43dae97c-431c-4ed3-8064-35686940a32a","Transport modelling in coastal waters using stochastic differential equations","Charles, W.M.","Heemink, A.W. (promotor)","2007","In this thesis, the particle model that takes into account the short term correlation behaviour of pollutants dispersion has been developed. An efficient particle model for sediment transport has been developed. We have modified the existing particle model by adding extra equations for the suspension using a probabilistic concepts (the Poisson distribution function) to determine the actual number of particles to suspend in each cell. The deposition is modelled by an exponential decaying ordinary differential equation. In order to get accurate results from Monte Carlo simulations of sediment transport, a large number of particles is often needed. However, computation time in a particle model increases linearly with the number of particles. Thus, we have developed a high performance particle model for sediment transport by considering three different sediment suspension methods. Parallel simulation experiments are performed in order to investigate the efficiency of these three methods. We conclude that the second method is the best method on distributed computing systems (e.g., a Beowulf cluster), whereas the third maintains the best load distribution. Using variable time stepping to integrate the particle track in this thesis, has also proved to be efficient.","Wiener process; dispersion coefficient; coloured noise forces; stochastic differential equation; lagrangian particle model; pollution; sediment transport; parallel processing; speed up; load balance; efficiency","en","doctoral thesis","","","","","","","","","Electrical Engineering, Mathematics and Computer Science","","","","","" "uuid:d4b4e539-dbfb-4881-9b1d-4d8c5c03451a","http://resolver.tudelft.nl/uuid:d4b4e539-dbfb-4881-9b1d-4d8c5c03451a","Sediment exchange between the Dutch Coast and the Western Scheldt","Bolle, A.","","2006","","sedimenttransport; sediment transport; getij-analyse; tidal analysis","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:f5627f66-b920-45cb-bff2-242d9a34a387","http://resolver.tudelft.nl/uuid:f5627f66-b920-45cb-bff2-242d9a34a387","Eenvoudige modellering van bodemschuifspanningen bij kribben: Verkenning van haalbaarheid","Jagers, H.R.A.; Mosselman, E.; Schijndel, S.A.H. van","","2005","","kribvakken; groyne fields; schuifspanning; shear stress; sedimenttransport; sediment transport; stromingsmodellen; flow models","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:dd582270-dc42-4219-a404-a93d22c02367","http://resolver.tudelft.nl/uuid:dd582270-dc42-4219-a404-a93d22c02367","Morphodynamic instabilities of planar beaches: Sensitivity to parameter values and process formulations","Klein, M.D.; Schuttelaars, H.M.","","2005","The initial growth of bed perturbations on planar sloping beaches under the forcing of obliquely incident, breaking waves is investigated using a state?of?the?art numerical model. This allows for a systematic investigation of the sensitivity of the spatial structures of the bed perturbations and their growth and migration rates to different model formulations and parameterizations. If the sediment is only transported in the direction of the net current velocity and sediment stirring is taken proportional to the wave height squared, growing up?current oriented crescentic bars are found with a preferred spacing of 800 m and a down?current migration rate of 10 m d?1. Varying the angle of wave incidence, drag coefficient and bed slope results in qualitatively similar growing bed forms. Using an Engelund and Hansen transport formula, very oblique down?current oriented bars are obtained that grow in time. No preferred wavelength, however, is found. Using the Bailard transport formula results in growing, up?current oriented bars with a preferred spacing smaller than 300 m for wave angles smaller than 7°. When using either the Engelund and Hansen or Bailard sediment transport formulation, it is essential to take the transport in the direction of the wave orbital velocity into account in order to have growing bed perturbations.","linear stability analysis; planar beaches; sediment transport","en","journal article","American Geophysical Union","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:3c9b630e-37ef-4c49-9a3f-a4a471353c85","http://resolver.tudelft.nl/uuid:3c9b630e-37ef-4c49-9a3f-a4a471353c85","Analytic solutions for flow in tidal inlets with tributary inflow","Lam, N.T.; Verhagen, H.J.; Van der Wegen, M.","","2004","Hydraulic characteristics of flow in a tidal inlet act an important role in morphological changes of the inlet. In normal conditions, inlet currents flush sediment out of the inlet to maintain its opening against longshore sediment transports that tend to close the inlet. The currents in the inlet are contributed by the tides and also from upstream river inflows as can be seen in many tidal inlets in tropical areas. Stability analysis for those tidal inlets can be done based on analytic solutions of inlet hydraulics. This paper presents a new analytic solution of tidal inlet hydraulics with inertia term and contribution of tributary inflow. The solution is compared with other studies. Based on the analytic solution, stability analysis for tidal inlets can be carried out.","tidal inlet; tidal lagoon; sediment transport","","journal article","WRU- Hanoi","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:1b34882b-698f-4e36-ae26-ea555192acd5","http://resolver.tudelft.nl/uuid:1b34882b-698f-4e36-ae26-ea555192acd5","Verslag van de stormvloed van 21 en 22 december 2003","Van der Hee, I.","Rijkswaterstaat","2003","Een kortdurende, (zeer) zware (noord-)noordwesterstorm over de noordelijke Noordzee veroorzaakte aanzienlijke verhogingen van de waterstanden. Sinds de middelbare stormvloed van 28 januari 1994 was de waterstand bij Hoek van Holland niet meer zo hoog geweest. Tijdens het passeren van de stormvloed zijn de stormvloedkeringen in de Oosterschelde en de Hollandse IJssel gesloten. Het waarschuwingsbureau van de SVSD is geopend geweest van zaterdagavond 20 dec 23h00 t/m maandagmorgen 22 december 01h30.","sediment transport","nl","report","Rijkswaterstaat, RIKZ","","","","","","","","","","","","","" "uuid:1107be41-27fb-430c-a63c-09fe839fc928","http://resolver.tudelft.nl/uuid:1107be41-27fb-430c-a63c-09fe839fc928","Sediment exchange between the main channel and the groyne fields of a river","Yossef, M.F.M.","","2003","Report on a physical scale model test in the Fluid Mechanics lab on the effect of groynes on the bed and sediment transport in rivers.","groynes; rivers; river morphology; sediment transport; Delft Cluster; DC 03.03.04","en","report","Delft Cluster","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:7b0e64e6-d42a-46b3-a1cb-a721e61434cd","http://resolver.tudelft.nl/uuid:7b0e64e6-d42a-46b3-a1cb-a721e61434cd","Alternative dumping sites in the Ems-Dollard estuary: Model study","Boon, J.G; Dardengo, L.; Kernkamp, H.W.J.","","2002","","Eems; Dollard; sedimentatie; sedimentation; modelonderzoek; modelling; sedimenttransport; sediment transport; baggerspeciedepots; dredge spoil disposal sites","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:69a44ba6-ad6f-4085-b081-9141df580ce7","http://resolver.tudelft.nl/uuid:69a44ba6-ad6f-4085-b081-9141df580ce7","Hydromorfologische effecten van kribaanpassingen in de bocht van Maassluis: Project Kribben ZH","Crosato, A; Kuijper, C.","","2002","","sedimenttransport; sediment transport; riviermorfologie; river morphology; kribben; groynes; Nieuwe Waterweg; Zuid-Holland","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:cbea6220-4083-4be7-9d20-2adc576448f1","http://resolver.tudelft.nl/uuid:cbea6220-4083-4be7-9d20-2adc576448f1","Sediment dynamics on the shoreface and upper continental shelf: A review","Kleinhans, M.G.","TU Delft","2002","Sand transport processes and sediment and bedform dynamics are reviewed with emphasis on the measured processes on the shoreface between the seaward edge of the surfzone and the upper continental shelf on time scales from seconds to a year. The studies reviewed here were done off California, in the northern Gulf of Mexico, at Nova Scotia, on the Ebro delta, at Duck, New Jersey, southeastern Australia and New Zealand, and in the North sea off the UK, Belgium and the Netherlands. Each environment has its own specific forcings and processes, which emphasises the need for long-term synchronous field measurements of various parameters at the site of interest. In general, bedload transport is more important than suspended load transport except during severe storms or swell. Various types of ripples prevail, but in the heavy storms the (transition to) upper plane bed states do occur at water depths far beyond the depth of morphological closure of the surfzone. The number of studies is sufficient to identify a number of shortcomings of present knowledge: i. for the shoreface conditions, shear stress and hydraulic roughness models give widely varying results and have not been tested and calibrated a range of datasets; this leads to high uncertainties concerning the bed shear stress components for sediment transport; ii. there are many environments in which neither waves nor currents dominate but interactions between waves and currents are not well understood; iii. there is no concensus on definitions of bedforms and states, especially in conditions with both waves and currents; in addition the genesis of a number of bed states is not well understood; iv. coastal, near-bed density-driven currents derived from riverine fresh-water outflow can cause a net shoreward current with a potentially first-order effect on annual sediment transport, but this effect has not been quantified empirically; v. the exchange of sediment between surf zone, shoreface and shelf may be important for coastal sediment budgets on longer time scales (decades), but virtually nothing is known about the magnitude and the direction of the net exchange (for different grain sizes); vi. there are very few datasets with measurements of both bedload and suspended load transport and hydrodynamics at high near-bed resolutions, and none that allow the probabilistic integration to annual transport on the shoreface.","sediment transport; continental shelf; bedforms","en","report","Utrecht University","","","","","","","","","","","","Sandpit","" "uuid:cf3ef72f-b32a-406e-afbb-3702e84b50eb","http://resolver.tudelft.nl/uuid:cf3ef72f-b32a-406e-afbb-3702e84b50eb","Morphology of pits, channels and trenches - part II: Model verification of Delft3D with PUTMOR dataset","Rijn, L.C. van; Walstra, D.J.R.; Helvert, M.A.G. van","","2002","","kustmorfologie; coastal morphology; ecologie; ecology; sedimenttransport; sediment transport; morfodynamica; morphodynamics","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:2badb9c8-2eb4-4f09-b78e-451c65f2e5f5","http://resolver.tudelft.nl/uuid:2badb9c8-2eb4-4f09-b78e-451c65f2e5f5","Coastal erosion at Hai Hau beach in the Red River Delta, Vietnam","Häglund, M.; Svensson, P.","Larson, M. (contributor); Hanson, H. (contributor); Rijkswaterstaat","2002","Many coastal areas in Vietnam suffer from erosion. One of the worst affected areas is the Hai Hau beach, located in the Red River delta in northern Vietnam. Over the last hundred years, vast parts of the beach have eroded at an average rate of approximately 25 m per year. Important agricultural land has vanished into the sea and families have been forced to abandon their houses because of the erosion is not explained but suggested reasons are for example dam construction, weak dikes and unfavourable hydrodynamic conditions The wave climate, and thus the sediment transport, in northernVietnam is highly dependent on the two main wind directions from the northeast and the south, because of the winter and ) summer monsoon, respectively . Vietnam is also.subject to sporadic typhoons that cause great damage when they strike the coast, especially in combination with storm surges. Based on a 20-year long wind record from 1976 to 1995, obtained from two islands outside the coast of northern Vietnam, the longshore transport rate over these years was determined by a one dimensional numerical wave model. The model consists of three independent parts: offshore waves, nearshore waves and -longshore sediment transport. This model indicates a southward-directed transport along the Hai Hau beach. In addition, sea maps and satellite photos from the 20th century were compared in order to find out the historic shoreline development generally. The main protection method that is generally used in Vietnam, as well as in Hai Hau district, is sea dikes. These dikes consist of an earth core covered by a revetment layer of cobbles. Unfortunately, these dikes are not strong enough to withstand the impact of harsh waves for any longer periods. Historically, a line of sea dikes has been destroyed at least once every decade. A couple of hundred meters behind the front sea dike typically lies another dike, ready to meet the waves when the first one breaches. Consequently, this defence arrangement is often recognized as a double dike system, but also as a retreat strategy since the erosion problem is not solved, just slowed down. The major cause of erosion is likely not due to human activities (such as dam buildings,or river cut-offs), instead because of the natural properties of Hai Hau coastal area, seasonally bounded longshore currents in combination with weak sea dikes favour erosion.","coastal erosion; dike breach; Nam Dinh; sediment transport","en","report","University of Lund","","","","","","","","","","","","KWP-collection","" "uuid:a3f9bca3-f2f2-47ef-a013-d53bec735fc6","http://resolver.tudelft.nl/uuid:a3f9bca3-f2f2-47ef-a013-d53bec735fc6","Een 1D netwerk morfodynamisch model voor het Noordelijk Deltabekken: Opzet van het model","Wang, Z.B.","","2001","","Noordelijk Deltabekken; estuariene morfologie; estuarine morphology; sedimenttransport; sediment transport; netwerken; networks","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:08911ef5-5ee8-4a8b-9432-5a5a5dfaa142","http://resolver.tudelft.nl/uuid:08911ef5-5ee8-4a8b-9432-5a5a5dfaa142","Tidal asymmetry and residual sediment transport in estuaries","Wang, Z.B.; Jeuken, C.; De Vriend, H.J.","Deltares","1999","Theoretical study on tidal asymmetry and application to the Westerschelde estuary.","tidal asymmetry; Westerschelde; tidal cycle; sediment transport; estuary","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:5cf30bdd-d81f-438d-86ec-bcddb1fa1b07","http://resolver.tudelft.nl/uuid:5cf30bdd-d81f-438d-86ec-bcddb1fa1b07","Ontmenging van granulaire materialen bij toepassingen in waterbouwkundige constructies: Voorspelling en beoordeling van ontmengingsinvloeden in praktijksituaties","Vrijling, J.K.; Hauer, M.; Van der Meulen, T.","","1998","Het verschijnsel ontmenging is al sinds lang een bekend fenomeen bij ontwerpers en constructeurs van granuiaire constructies. Desalniettemin is nog altijd erg weinig bekend over de aard en de omvang van de gevolgen die het optreden van dit verschijnsel voor het functioneren van een constructie kan hebben. Tot op heden bleven de beschouwingen over ontmenging beperkt tot hoofdzakelijk kwalitatieve beschouwingen, waaruit voor de Nederlandse bouwwereld enkele praktische richtlijnen voor de uitvoering van granuiaire constructies voortkwamen. Numerieke schattingen voor effecten van ontmenging ontbreken echter. Deze studie is geschreven als eerste stap op weg naar een situatie waarin dergelijke numerieke schattingen wel tot de mogelijkheden zullen gaan behoren. Daarbij is ook aandacht besteed aan de mogelijke gevolgen van de effecten van ontmenging voor het functioneren van granuiaire constructies. Aangezien allereerst nog een goede, kwantificeerbare definitie van het verschijnsel ontmenging ontbrak is begonnen met de opstelling van een dergelijke definitie. Het verschijnsel ontmenging is in deze studie op zodanige wijze omschreven dat men met behulp van deze definitie tijdens een analyse van steekproefresultaten van meerdere monsters uit één partij stenen altijd binnen een zekere nauwkeurigheid kan vaststellen of in die partij wel of geen ontmenging is opgetreden. De niet door ontmenging veroorzaakte toevalsgebonden fluctuaties in kentallen worden daarbij als maatstaf gebruikt.","ontmenging; korrels; granulair materiaal; filters; sediment transport","nl","report","TU Delft, sectie waterbouw","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:c358eb53-9a10-49e8-9de3-3e481a2f04c8","http://resolver.tudelft.nl/uuid:c358eb53-9a10-49e8-9de3-3e481a2f04c8","Transport van sediment over steilranden en overlaten","Mosselman, E.","","1998","","sedimenttransport; sediment transport; riviermorfologie; river morphology; computerprogramma's; software; morfodynamische modellen; morphodynamic models; overlaten; spillways","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:9dea9978-31f1-407d-afdf-c47da3f9c72c","http://resolver.tudelft.nl/uuid:9dea9978-31f1-407d-afdf-c47da3f9c72c","Bodemtransport en duinontwikkeling tijdens afvoergolven in de Bovenrijn en Waal","Wilbers, A.W.E.","TU Delft","1998","Na het succesvol analyseren van echolodingen uit 1997 (in de Bovenrijn en de Waal) werd er besloten om enkele oude echolodingen van hoogwaters tussen 1989 en 1995 op dezelfde manier te analyseren. Uit deze analyse moeten de duinontwikkeling en het bodemtransport in de Bovenrijn en de Waal naar voren komen. Daarvoor wordt gebruik gemaakt van het dune tracking programma DT2D. In de Bovenrijn zijn bij !age afvoeren aileen kleine duinen aanwezig. Bij afvoeren kleiner dan 7000 m3/s zijn er alleen kleine veranderingen in de hoogte en de steilheid van de duinen. Bij afvoeren groter dan 7000 m3/s nemen de duinlengte, hoogte en steilheid zeer snel toe, Als het hoogwater weer afneemt blijft de duinlengte toenemen, de hoogte en steilheid nemen wel sterk af. De grote duinen verdwijnen langzaam en worden inactief. Tijdens het dalen van de afvoer verschijnen er plotseling nieuwe kleine duinen gesuperponeerd op de grote duinen. Het bodemtransport door duinen wordt geheel overgenomen door deze kleine duinen. In de Waal zijn altijd twee soorten duinen aanwezig. De kleine duinen zijn gesuperponeerd op de grote duinen maar komen vooral voor in het diepe deel van de rivier. De grote duinen komen het meeste voor in het ondiepe deel. Bij afvoeren lager dan 3000 m3/s neemt de duinlengte af en de hoogte en steilheid toe als de afvoer toeneemt. Bij de kleine duinen is het niet duidelijk wat er gebeurt omdat er te weinig informatie is. Bij afvoeren boven 3000 m3/s zijn de dimensies van beide duinsoorten stabiel. De grote duinen hebben dan een lengte van 55m, een hoogte 1 ,2m en een lijzijde helling van 4,5°. De kleine duinen hebben een lengte van 15m, een hoogte van 0,5m en een lijzijde helling van 7°. Zowel de migratiesnelheid als het bodemtransport (uitgezet in een zogenaamd Q-S diagram) blijven toenemen bij een toename van de afvoer maar dat deze toename bij afvoeren groter dan 3000 m3/s minder snel verloopt.","Waal; afvoergolf; rivierduinen; sediment transport; bodemvormen","nl","report","UU, IMAU (Universiteit van Utrecht)","","","","","","","","","","","","","" "uuid:c38e218b-e9e6-43f9-87f3-b4bc61686a9a","http://resolver.tudelft.nl/uuid:c38e218b-e9e6-43f9-87f3-b4bc61686a9a","Probabilistische analyse stabiliteitsvoorspellers","Akkerman, G.J.; Verheij, H.J.","","1998","","sedimenttransport; sediment transport; turbulentie; turbulence; korrels; grains; stabiliteit; stability","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:09d5a5c7-616e-4e96-b557-4e0fbe920c0e","http://resolver.tudelft.nl/uuid:09d5a5c7-616e-4e96-b557-4e0fbe920c0e","Literatuurinventarisatie stabiliteitsvoorspellers en -gegevens","Akkerman, G.J.; Verheij, H.J.","","1998","","turbulentie; turbulence; korrels; grains; stabiliteit; stability; stroming; flow; sedimenttransport; sediment transport","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:759597b8-ed4c-435b-97f3-3ac7a17859c0","http://resolver.tudelft.nl/uuid:759597b8-ed4c-435b-97f3-3ac7a17859c0","Erosie onder een geometrisch open filter","Booij, R.","","1998","Deze notitie beschrijft de resultaten van een inleidend onderzoek naar de mechanismen van de erosie van de basislaag onder geometrisch open filters. Hierbij wordt in eerste instantie uitgegaan van de beter onderzochte erosie van de bodem van een waterloop zonder beschermende filterlaag. Op basis van metingen van Van Os (1998) in een inleidend onderzoek wordt daama de stroming in een filterlaag geanalyseerd. De stroming tussen de filterelementen blijkt qua karakter sterk te verschillen van de strorning in de waterloop. Gemiddelde snelheid en schuifspanning zijn gering. Bij de relatief sterke fluctuaties van de snelheid kunnen twee duidelijk verschillende schalen onderscheiden worden: kortdurende fluctuaties die te maken hebben met de turbulentie in de porien tussen de filterelementen en langdurende fluctuaties die lijken samen te hangen met de grootschalige turbulenties in de waterloop. Gebaseerd op de analyse van de metingen in de filterlaag is het volgende beeld van het mechanisme van de erosie van de basislaag onder een filter ontwikkeld. Drukkrachten samenhangend met de kortdurende fluctuaties maken de zandkorrels los uit de basislaag en de langdurende fluctuaties zorgen voor het transport van de zandkorre1s over de filterlaag. Aangetoond wordt dat in elk geval bij de besproken metingen dit laatste transport bepalend is voor de uiteindelijke erosie van de basislaag. Op grond van het geschetste model van de erosie onder filters lijkt het goed mogelijk tot ontwerpregels voor verschillende soorten waterlopen en stromingssituaties te komen. Een schatting geeft aan dat deze erosie de toepasbaarheid van de gebruikelijke geometrisch open filters beperkt. Om de vele vragen en onzekerheden die op grond van deze uitwerking van het inleidend onderzoek van Van Os kunnen worden geformuleerd op te lossen is aanvullend onderzoek nodig. Hiervoor worden suggesties gedaan.","erosion; filter; geometrically open filter; sediment transport","nl","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:8b978f71-0f7b-4fd0-ae51-6fbd33f485e2","http://resolver.tudelft.nl/uuid:8b978f71-0f7b-4fd0-ae51-6fbd33f485e2","Wind-, golf-, en stromingsgeïnduceerd sedimenttransport in kribvakken langs de Waal","Lenders, Roger; van Maren, Bas; Mol, Jan-Willem","Universiteit Utrecht, IMAU","1998","Kribvakmetingen Druten/Ochten juli 1996 tot april 1997. Onderzoek naar de sedimenthuishouding van een viertal kribvakken langs de Waal. Het onderzoek betreft een studie naar de hydrodynamische invloed van scheepvaart op de sedimenthuishouding en de invloed van eolisch zandtransport op de sedimenthuishouding in vier kribvakken langs de Waal. Het onderzoek is in samenwerking met het RIZA, het Rijksinstituut voor Integraal Zoetwaterbeheer en Afvalwaterbehandeling uitgevoerd. De fluviatiele metingen zijn uitgevoerd in juni en juli 1996. Het eolisch meetprogramma is uitgevoerd in de periode juli 1996 tot april 1997.","kribvak; river morphology; sediment transport","nl","report","","","","","","","","","","","","","","51.9, 5.59" "uuid:9192d789-e8b1-43f2-943e-23aaed3d895c","http://resolver.tudelft.nl/uuid:9192d789-e8b1-43f2-943e-23aaed3d895c","Morfologische interactie Westerschelde estuarium en het mondingsgebied: ASMITA-Westerschelde: een gedragsgeoriënteerde modellering","Wang, Z.B.","","1997","","Westerschelde; estuariene morfologie; estuarine morphology; estuaria; estuaries; sedimenttransport; sediment transport; zandwinning; sand dredging","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:f79eaca1-f1e7-49c4-ba52-f5b495c8e575","http://resolver.tudelft.nl/uuid:f79eaca1-f1e7-49c4-ba52-f5b495c8e575","Mehna Estuary study: Residual tide","Ahmed, S.; Louters, T.","TU Delft","1997","Residual Tidal Volume and Sediment Transport Patterns in the Lower Meghna Estuary During Premonsoon and Postmonsoon - An Analysis of Available LRP Data Collected During 1986-94.","tide; Bangladesh; sediment transport; Bay of Bengal","en","report","Bangladesh Water Development Board","","","","","","","","","","","","","" "uuid:3265a4e7-0ac3-4aab-934b-6cedcb3f4106","http://resolver.tudelft.nl/uuid:3265a4e7-0ac3-4aab-934b-6cedcb3f4106","Interpretatie Monitoring Baggerproevendepot Ketelmeer: Evaluatierapport","Laboyrie, H.P.; V/d Wollenberg, N.A.M.","Rijkswaterstaat","1996","In opdracht van Rijkswaterstaat directie IJsselmeergebied voert Rijkswaterstaat Dienst Weg- en Waterbouwkunde een beheer- en monitoringprogramma uit voor een tijdelijk baggerproevendepot in het Ketelmeer. Hierbij worden metingen uitgevoerd ten behoeve van correct beheer en monitoring conform de vergunningen. Ook worden er metingen verricht om ervaring en kennis op te doen ten behoeve van het definitieve depot. Met name dienen het model FSCONBAG en het door de Werkgroep Referentie Ontwerp (WRO) ontwikkelde waterkwaliteitsmodel te worden getoetst. In de periode van half mei t/m 8 september 1995 zijn er bij twee baggerproeven metingen uitgevoerd conform het opgestelde beheer-en monitoringplan (W-DWW-95-316). De evaluatie van de monitoring bestaat uit de volgende onderdelen: 1. een verklaring van de hoogte van de concentraties van het zwevend stof in het depotwater; 2. een verklaring van de hoogte van de concentraties aan verontreinigingen in het depotwater; 3. aanbevelingen voor de metingen bij volgende baggerproeven; 4. aanbevelingen voor het tijdelijke en definitieve depot; 5. aanbevelingen voor het waterkwaliteitsmodel. Voor de conclusies van het onderzoek wordt er verwezen naar Hoofdstuk 5 in het rapport.","baggerproeven; zwevend stof; sediment transport; monitoring; waterkwaliteitsmodel","nl","report","Rijkswaterstaat, DWW","","","","","","","","","","","","","52.602174, 5.725436" "uuid:629e564c-1e0e-4bdc-95ba-cbced0ee6c26","http://resolver.tudelft.nl/uuid:629e564c-1e0e-4bdc-95ba-cbced0ee6c26","Coastal Defence and the Environment: A guide to good practice","Anonymous, A.","Rijkswaterstaat","1995","CHAPTER 1: INTRODUCTION 1.1 The need for coastal defence 1.2 The need for coastal conservation 1.3 The need for environmental guidance CHAPTER 2: LEGAL AND ADMINISTRATIVE BACKGROUND 2.1 Coastal defence legislation and responsibilities 2.2 Environmental legislation and responsibilities 2.3 The Planning System 2.4 Environmental Assessment 2.5 Recommended Procedures CHAPTER 3: SHORELlNE PROCESSES AND HUMAN RESPONSE 15 Shore units 3.1.1 Type of coast 3.1.2 Sediment type 3.1.3 Lower shore 3.1.4 Upper shore 3.1.5. Supra-shore 3.1.6. Hinterland 3.2.Shoreline processes 3.3. Energy transfers 3.3.1 Wave energy 3.3.2 Tidal energy 3.3.3 Storm surges 3.3.4 Long term sea level change 3.3.5 Wave driven currents 3.3.6 Tidal currents Sediment Transport 3.4.1 Non-cohesive sediment transport 3.4.2 Non-cohesive transport rates 3.4.3 Suspended sediment transport 3.5 Biological processes 3.6 Shoreline erosion and flooding 3.6.1 Extreme events 3.6.2 Erosion 3.7 Shoreline morphology 3.7.1 Beach profiles 3.7.2 Longshore morphology 3.7.3 Cohesive shore morphology 3.8 Temporal factors 3.9 Spatial factors 3.10 Shoreline management - the human response to process 3.10.1 Hard engineering 3.10.2 Soft engineering CHAPTER 4: METHODS AND TECHNIQUES 4.1 Introduetion 4.2 General considerations 4.2.1 Preliminary stages 4.2.2 Design stage 4.2.3 Operational phase 4.2.4 Post project stages 4.2.5 General references 4.3 Offshore techniques Offshore breakwaters Stable bays Barrages and barriers 4.4 Low shore techniques Beach recharge: non-cohesive Beach recharge: cohesive Increase natural sedimentation rate: non-cohesive Increase natural sedimentation rate: cohesive 4.5 Upper shore techniques Sea walls Flood embankments Managed retreat 4.6 Supra shore Dune building Cliff strengthening Beach ridge restructuring CHAPTER 5: CASE HISTORIES Happisburgh to Winterton . Elmer Dinas Dinlle Colne barrier Mablethorpe to Skegness Hunstanton and Heacham Clacton to Jaywick Hamford Water Essex saltmarsh regeneration Aldeburgh Morecambe Dovercourt to BrambIe Island Windermoor Northey Island Benacre Broad Sand Bay Sizewell Beach Sefton Coast Tankerton slopes Fairlight Cove Pebbleridge Hart Warren dunes","shoreline process; sediment transport; shoreline management; beach recharge","en","report","Ministry of Agriculture, Fisheries and Food","","","","","","","","","","","","KWP-collection","" "uuid:5e56028c-b0b1-4a8e-ba57-47c66b3f32d0","http://resolver.tudelft.nl/uuid:5e56028c-b0b1-4a8e-ba57-47c66b3f32d0","Drie-dimensionale modellering van het transport van zwevend stof in de Nederlandse kustwateren","De Kok, J.M.; Salden, R.M.; Rozendaal, I.D.M.","Rijkswaterstaat","1995","In dit rapport wordt een drie-dimensionaal numeriek-wiskundig model ter berekening van het transport van zwevende en opgeloste stoffen in de Nederlandse kustwateren beschreven. Het belang van de modellering van zwevend stof en slib in drie dimensies wordt uiteengezet. Het model is een belangrijke schakel in een meer omvattende waterkwaliteitsmodellering, te gebruiken voor beleidsontwikkeling, beleidsevaluatie, ontwerp van een monitoringsstrategie, effectstudies, etc. Een koppeling met het MANS instrumentarium is operationeel. Tevens wordt het model gebruikt in het onderzoek naar de aanslibbing van scheepvaartgeulen. Fysische effecten m.b.t. transport van zwevend stof en slib worden aan de hand van modelresultaten beschreven. Mesoschaal effecten in de omgeving van de Vlaamse Banken, de Zuidhollandse kust en het Marsdiep worden berekend. Als voorbeeld van prognostisch modelgebruik wordt het effect van een zeewaartse uitbreiding van de Maasvlakte berekend. Als belangrijkste resultaat hiervan komt naar voren een versterking van het slibtransport richting Maasmond vanaf de huidige stortlokatie Loswal Noord, en een versterking van het kustwaartse transport voor de kust van Zuid-Holland.","sediment; sediment transport; zwevend transport; numeriek-wiskundig model; modellering; kustwateren","nl","report","Rijkswaterstaat, RIKZ","","","","","","","","","","","","","" "uuid:a7275bc5-566f-4121-b6ef-9c898b578fef","http://resolver.tudelft.nl/uuid:a7275bc5-566f-4121-b6ef-9c898b578fef","Sand transport in oscillatory sheet-flow; a literature review","Janssen, C.M.","","1995","This literature review is part of the ongoing research on sand transport in oscillatory sheet-flow, as taking place at the coast during storms. Because sheet-flow corresponds to conditions of high shear stress, large amounts of sand are transported. Therefore it is an important part of the total sand transport (sheet-flow and suspended load). Sand transport is a very important phenomenon in almost all coastal engineering problems. When a harbour is to be developed it is important to know how much sand is transported and in what direction, in order to prevent sedimentation problems in the entrance channel or in the harbour itself. Another example deals with coastal defence measures to prevent erosion of a beach. Either the use of coastal structures, like breakwaters, groynes etc., or a beach nourishment scheme requires information about the magnitude and direction of the general and local sand transport. Unlike the sand transport in rivers, which can be assumed to occur in a merely one- dimensional, steady uniform flow, the sand transport at the coast is the result of a complex interaction of steady currents and a wave-induced unsteady oscillatory flow at an arbitrary angle to the current. In order to predict the resulting sand transport, many different models have been developed. The aim of this literature study is to present an overview of the models, that predict the unsteady sand transport in sheet-flow conditions. Some of the models are specifically derived for sand transport under sheet-flow conditions, while others have a more general basis. A comparison is made between the capability of the different existing models in predicting the sand transport in sheet-flow conditions. Moreover also the different experimental studies on sand transport in oscillatory flow are presented. As a result of the comparison the most encouraging direction for the ongoing research is determined.","sediment transport; waves","en","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","","","","","" "uuid:0d091907-22d3-41d2-b08d-56073ac6ae17","http://resolver.tudelft.nl/uuid:0d091907-22d3-41d2-b08d-56073ac6ae17","Modeling Shoreface Profile Evolution","Stive, M.J.F.; De Vriend, H.J.","","1995","","evolution; sea-level rise; sediment transport; beach equilibrium","en","journal article","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:4c00f467-0997-4361-a724-cab28d4ac01d","http://resolver.tudelft.nl/uuid:4c00f467-0997-4361-a724-cab28d4ac01d","Technical note for sediment transport rate: Analysis of delta flume data and calculations","Zhang, C.K.","","1994","Data analysis of Delta flume observations and calculationsThe objective of the present study is to analyse the measurement data of profiles and velocity moments, to derive the measured cross-shore sediment transport rates from the profile records and to compare the observed transport rates with the results from several existing prediction models of cross-shore sediment transport. This report is a summary of preliminary analysis and calculations of 2 tests with test number 2A and 2B. The report includes profile analysis, the derivation of measured transport rates, the computations of cross-shore transport rate by Bailard's formula and t h e comparison between the measured and the computed results.","sediment transport; waves; cross-shore transport","en","report","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:61147e1f-effd-408c-a9d6-6ea4c7e7ebef","http://resolver.tudelft.nl/uuid:61147e1f-effd-408c-a9d6-6ea4c7e7ebef","In search of a better sediment mixing coefficient model","Voorendt, M.; Van de Graaf, J.","","1994","Results of sediment transport calculations are often necessary in solving practical coastal engineering problems. (Sediment transport due to waves and currents). Many transport formulae have been proposed in literature in the past. Selection of the proper one while solving a particular problem, is a difficult task for a coastal engineer. In considering sediment transport under wave-current conditions it is worthwhile to make a distinction between two situations, viz.: The fluctuations in the orbital motion have to be fully taken into account in order to find the resulting sediment transport (intra-wave type of description; often: cross-shore sediment transport); - It is sufficient to take time-averaged effects of the waves into account in order to find the resulting sediment transport rate (intra-wave type of description is not required; often: longshore sediment transport). For the longshore sediment transport mode, transport formulae based on time-averaged velocity distributions and time-averaged sediment concentration distributions over the water depth can often be used. The present paper is restricted to this type of formula.","sediment transport; mixing coefficient","en","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","","","","","" "uuid:52da5065-10a7-4d5a-ad77-15f1ed462c1d","http://resolver.tudelft.nl/uuid:52da5065-10a7-4d5a-ad77-15f1ed462c1d","Cross-shore sediment transport; analysis of Delta Flume data and mathematical modelling","Zhang, C.","","1994","In the last decade, several mathematical models for cross-shore sediment transport have been developed under the assumption that the instantaneous sediment transport is directly related to the instantaneous horizontal velocity just above the boundary layer. Although some models took beach slopes into account, most of the calibrated data were from flat-bed experiments, and most experiments were carried out on a rather small scale. Under the framework of the European Large Installation Plan, to achieve high quality and high resolution data on hydrodynamics and sediment transport dynamics on a natural 2DV beach under equilibrium, erosive and accretive conditions, a programme of detailed measurements of hydrodynamics and sediment transport in the surf zone has been carried out in DELFT HYDRAULICS' Delta Flume in the period from April to June 1993 (DELFT HYDRAULICS 1994). Hence a set of new data about beach evolution and acting velocity moments has become available. The objectives of the present study are: (1) to derive the measured crossshore sediment transport rates from the profile measurements, (2) to predict cross-shore sediment transport rates from measured velocity moments by using several existing mathematical models, (3) to compare the results between measured and computed data and [ if (3) yields a poor comparison ] (4) to propose a modified model. This report is a summary of the work. The report includes profile analysis, the derivation of measured transport rates, the computations of cross-shore transport rates by three selected prediction models and the comparison between measured data and computed results as well as the calibration and verification of the proposed model.","sediment transport; dune erosion","en","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","","","","","" "uuid:df26f116-9488-433c-947e-814b758160e0","http://resolver.tudelft.nl/uuid:df26f116-9488-433c-947e-814b758160e0","Near-Bed Cohesive Sediment Processes: Development of a Self-Contained System for Long-Term Field Measurements","Atkins, R.; Ockenden, M.C.","TU Delft","1993","This report describes the development of a self-contained system for making long-term field measurements of bed elevation changes and the associated near-bed hydrodynamics and cohesive sedimentary parameters in estuarine environments. These measurements are required to ensure the understanding of these parameters and their interaction with bed elevation changes. In particular, more information is sought on the relative contributions of each tide in a spring-neap cycle and on the effect of waves. This knowledge is necessary to refine and verify the algorithms used in numerical models of the erosion and deposition processes. This should lead to improved confidence in these models, in particular when .making long-term predictions of bed elevation changes. The measurement system will be capable of unattended deployment for a complete spring-neap cycle (15 days) and measures the following: (1) Turbulent velocities in 3 orthogonal directions close to the bed. (2) Turbidity levels at 3 heights in the bottom 1m of the water column. (3) Water depths. (4) Wave characteristics. (5) Bed elevation changes. The system has integral signal conditioning, data logging facilities and power supplies. The basic calibrations of all the instruments in the measurement system have been established during laboratory tests. The instruments included in the measurement system have been selected not only on the grounds of the nature and range of the data required but also to minimise the system's power consumption. The choice of annular electromagnetic current meters ensures the system is suitable for use in wave or current only conditions or combined waves and currents. All the underwater components of the system have been pressure tested to a depth equivalent to approximately 10m of water column. A suite of data analysis computer programs has been developed to process the data collected by the measurement system efficiently.","bed elavation; field measurements; measurement equipment; measurement system; cohesive sediment; sediment transport; sediment transport measurement","en","report","HR Wallingford","","","","","","","","","","","","","" "uuid:c3127a85-c6e1-4166-bc47-5550fe522b6b","http://resolver.tudelft.nl/uuid:c3127a85-c6e1-4166-bc47-5550fe522b6b","Impact of sea level rise on the morphology of the Wadden Sea in the scope of its ecological function (phase 4): General considerations on hydraulic conditions, sediment transports, sand balance, bed composition and impact of sea-level rise on tidal flats","Eysink, W.D.","","1993","","zeespiegelrijzing; sea level rise; sedimenttransport; sediment transport; beddingvormen; bed forms; zandtransport; sand transport; wadden; mud flats; Waddenzee","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:3dd87042-27c5-438d-b8d4-9271810ab3ee","http://resolver.tudelft.nl/uuid:3dd87042-27c5-438d-b8d4-9271810ab3ee","Considerations on cross-shore sediment transport","Rijn, L.C. van","","1993","","zandtransportformules; sand transport formulae; sedimenttransport; sediment transport; sedimenttransportmodellen; sediment transport models; sedimenttransportformules; sediment transport formulae; kustmorfologie; coastal morphology; Nederland","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:eccee569-9391-48e4-a550-06ffae10de39","http://resolver.tudelft.nl/uuid:eccee569-9391-48e4-a550-06ffae10de39","Analysis of basic equations for sediment-laden flows","Sloff, C.J.","","1993","Derivations and analyses of basic equations for I-dimensional sediment-laden flow (concentrations up to about 10% of volume) on a mobile bed are presented . Equations of mass and momentum conservation have been derived by means of a control section as well as by depth integration. Therefore a three-layer approach has been used (i.e., bed layer, bed-load layer, and suspended-load layer). Despite the assumptions of uniform sediment, fixed banks and constant width the derivations can easily be extended for more general models. Analysis of the basic equations b means of the method of characteristics showed that with increasing concentration wave celerities alter, and showed that critical flow occurs at Froude numbers less than unity. A stability analysis of the equations showed that the criterion for occurrence of roll waves in supercritical flow is also modified by the increased concentration. Due to increased concentrations roll waves can occur in sediment-laden flow at lower Froude numbers than in clear water flow.","sediment transport","en","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","","","","","" "uuid:2ec6784e-288e-4d87-b7d0-56a9223ebee1","http://resolver.tudelft.nl/uuid:2ec6784e-288e-4d87-b7d0-56a9223ebee1","An entrainment model for fluid mud","Kranenburg, C.","","1993","An entrainment model for fluid mud is derived by integrating the equation for turbulent kinetic energy across the mixed layer and introducing some modelling assumptions. The resulting entrainment model is similar to models of mixed-layer deepening in lakes and reservoirs, but in addition accounts for the work needed to entrain bed material. Two basically different flow conditions are considered: (1) flow in the water layer but no flow in the fluid-mud layer, and (2) flow in both layers driven by a tide-induced streamwise pressure gradient. In the first case, which applies to laboratory experiments in an annular flume, for example, the water layer is the turbulent mixed layer that erodes the quiescent fluid-mud layer. In the second case the fluid-mud layer is the mixed layer, which deepens because of entrainment of water from the overlying water layer. The water layer then is the quiescent layer. The viscous drag of the quiescent layer due to the flow in the mixed layer, which effect can play a part in laboratory experiments, is accounted for. Empirical model coefficients are obtained from the literature.","sediment transport; mud","en","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","","","","","" "uuid:b09dd778-3daf-4ab0-ba9e-2dec697f88eb","http://resolver.tudelft.nl/uuid:b09dd778-3daf-4ab0-ba9e-2dec697f88eb","Engineering Approaches to Cross-Shore Sediment Transport Processes","Kraus, N.C.","TU Delft","1992","In this chapter we consider beach profile and cross-shore sediment transport processes commonly encountered in coastal engineering applications. Main emphasis is on beach profile change produced by direct wave action, and our assumption will be that longshore transport processes are constant along the profile. Present engineering knowledge of cross-shore transport processes draws heavily on conceptual models that simplify the target problem to a manageable state that is hoped represents the essence of the phenomenon. The engineer should be aware of both the strengths and limitations of these simplifying techniques and models used. Such engineering approaches will be described here. Example calculations for selected topics are presented to show the applications of the material presented here. At present, approaches that isolate cross-shore and longshore processes are highly fruitful and appropriate owing to our limited understanding of nearshore hydrodynamic sand sediment transport. Ultimately, the nearshore must be treated through a fully three-dimensional model. The topics discussed: - Equilibrium properties of beach profiles - Equilibrium beach profile (x^(2/3)) - Equilibrium profile with sloping beach face - Applications of equilibrium beach profiles - Depth of closure - Erosion and accretion predictors","engineering approach; cross-shore; sediment transport","en","report","ICCE 1992 local organising committee","","","","","","","","","","","","ICCE 1992","" "uuid:6d025cd3-3ced-4b2a-9991-299a2e6afaea","http://resolver.tudelft.nl/uuid:6d025cd3-3ced-4b2a-9991-299a2e6afaea","Sediment transport, sediment concentrations and bedforms in simulated asymmetric wave conditions: Experimental study in the large oscillating water tunnel of Delft Hydraulics: data report","Ribberink, J.S.; Al-Salem, A.A.","","1992","","simulatie; simulation; sedimenttransport; sediment transport; sedimenttransport door golven; wave induced sediment transport; beddingvormen; bed forms","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:8f759809-4a01-4407-bad3-d1f63b081a04","http://resolver.tudelft.nl/uuid:8f759809-4a01-4407-bad3-d1f63b081a04","Bed-levelling experiments with suspended load","Talmon, A.M.; De Graaff, J.","","1991","Bed-levelling experiments are conducted in a straight laboratory channel. The experiments involve a significant fraction of suspended sediment transport. The purpose of the experiments is to provide data for modelling of the direction of sediment transport on a transverse sloping alluvial river bed, specifically in presence of suspended sediment transport. The transverse slope parameter for these experiments is determined.","suspended load; experiments; bed-levelling; suspended sediment; morphology; sediment transport; transverse slope","en","report","TU Delft, Department of Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:cd71431b-c789-4183-8564-89844b5d2fd5","http://resolver.tudelft.nl/uuid:cd71431b-c789-4183-8564-89844b5d2fd5","Sediment transport, sediment concentrations and bedforms in simulated asymmetric wave conditions: Experimental study in the large oscillating water tunnel of Delft Hydraulics","Ribberink, J.S.; Al-Salem, A.A.","","1991","","simulatie; simulation; sedimenttransport; sediment transport; sedimenttransport door golven; wave induced sediment transport; beddingvormen; bed forms","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:c238f4a8-26f3-484b-a6ab-64def161479a","http://resolver.tudelft.nl/uuid:c238f4a8-26f3-484b-a6ab-64def161479a","Evaluation of the field experiments in the surfzone near Egmond aan Zee","Kroon, A.","TU Delft","1990","The present report gives a summary of all the data collected during the field campaign at the beach and in the nearshore zone near Egmond aan Zee, the Netherlands in 1990. The field experiments are executed with the overall goal to improve the knowledge of the processes which govern the depositional and erosional responses of the surfzone, especially near the nearshore bars and ridge and runnel systems. More detailed information of the statement of the problem, including the purpose of the study, the objectives, and the approach to the problem are described in: Nearshore morphodynamics at Egmond aan Zee, the Netherlands· (1989). The field experiments are executed beach near beachpoles 39.000 and 40.000, Egmond aan Zee (Fig. 1) in the nearshore zone and at the about 2 km south of the village. In 1990, one field campaign was executed. This campaign lasted from October until half November. During this period the experiments focussed on the changes in the morphology in the inner nearshore zone in relation to the hydraulic conditions at deeper water (-10 m depth) and the hydraulics and sediment transport processes in the vicinity of the inner nearshore bar. Despite the problems with the installation ot the instruments on the poles and frame, the data sets collected with the measurement sledge and the morphological data will give some valuable informationapout the nature of the morphodynamics of the nearshore zone at Egmond aan Zee. This report gives a description of the data sets of the field campaign. The contents of this report will be first a description of the field experiment site. Then the kind of measurements and data types will be discussed, followed by a chapter with a summary of when the data are collected. Finally, a complete evaluation of the field experiments will be given, including some remarks and recommandations for the field campaigns in the next future.","wave breaking; field data; surf zone; sediment transport","en","report","Universiteit van Utrecht, Dept. of Physical Geography","","","","","","","","","","","","","" "uuid:5c6c3d50-ad70-46ee-b624-6767836efba4","http://resolver.tudelft.nl/uuid:5c6c3d50-ad70-46ee-b624-6767836efba4","Experiments with graded sediments in a straight flume: Report on experimental investigations","Klaassen, G.J.","","1990","","sedimenttransport; sediment transport; rivierbodem; river bed; ribbels; ripples; korrelgrootteverdeling; grain size distribution; uitzeving; sediment sorting","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:755509c5-6453-4a63-a397-e6faf60f272f","http://resolver.tudelft.nl/uuid:755509c5-6453-4a63-a397-e6faf60f272f","Laboratory observations of the velocity field in the entrance of a tidal harbor and the exchange of heat between harbor and river","Langendoen, E.J.","","1990","The research that has been presented in this report is a part of an ongoing study on the siltation of tidal harbors. The study deals with the water motion in the harbor entrance, which motion causes the siltation. As yet, too little is known about this complicated time-dependent water motion. The data obtained during the research will be used to calibrate the 3-D numerical model Trisula, so that this model can be used as a tool to predict the water motion in a harbor entrance. With the present knowledge of the transport of cohesive sediments, a better prediction of the siltation of a particular harbor entrance will then be possible. Experiments have been performed in a physical model at the Laboratory of Fluid Mechanics of the Delft University of Technology. In these experiments the influences, on the flow patterns in the harbor entrance and the exchange of heat between harbor and river, of the geometries of the harbor and the harbor entrance, the tidal period and tidal water level changes were examined. Measurements of the time-dependent velocity and temperature fields were made in five model harbors. In the experiments without tidal water level changes three harbors had their length axes perpendicular to the length axis of the river, namely (1) a square harbor of 1 m2, (2) a rectangular harbor of 1 x 2 m2 and (3) a square harbor of 1 m2 with a narrowed entrance of 0.5 m; one harbor, (4), of 1 m2 and an entrance width of 1 m had its length axis at an angle of 45 degrees to the length axis of the flume. In the experiment with tidal water level changes a rectangular harbor, (5), with an entrance width of 1 m and a storage area of 8 m2 had its length axis perpendicular to the length axis of the river. It can be concluded that: details of circulating flows and gyres depend markedly on the geometry of the harbor. the progress of the phenomena after slack water in model harbor (2), that is the development of a new primary gyre, does not seem to depend on the tidal period. As a consequence, the phase difference between the development of the gyre and the accelerating flow in the river increases as the period decreases. the flow pattern in the harbor is highly influenced by the orientation of the harbor entrance. An explanation for this phenomenon is deficient at the moment. in the model harbors, except harbor (3), a quite strong secondary current is present in the gyre. The maximum velocity in the secondary current is on the average 15 per cent of the main flow. This means that a three-dimensional numerical model will be necessary to simulate the flow pattern in the harbor correctly. close to the downstream sidewall, in all model harbors, larger water velocities (20 to 50 per cent larger) were observed near the bottom than higher in the water column. Near the bed high-momentum fluid from the mixing layer between harbor and river appears to be transported into the harbor. tidal water level changes cause an acceleration in the development of the new gyre towards high tide. Towards low tide the development of the new gyre is hindered by the emptying of the basin. in harbors (1), (2) and (4) a large increase in advective exchange takes place around slack water. The influence of turbulence seems to be of secondary importance during this phase of the tide. a narrowed entrance highly reduces the exchange of mass between harbor and river at slackwater. if the flow pattern in the harbor comprises various gyres, in this research harbor (2), the normalized exchange will be less because the secondary,tertiary, etc. gyres do not contribute to the exchange process. wgen the current in the river is around maximum,the flow is quasi-steady for a quite large duration. The exchange then takes place through the mixing layer between river and harbor, that is, it is caused by turbulent motions only. although during slack water a less refined turbulence model is sufficient in a numerical model, the modeling of turbulence is important during the quasi-steady phase of the tide, especially when the geometry of the entrance is more complex (e.g. harbor (4)).","siltation; tidal harbor; water motion; sediment transport; harbor entrance; velocity field; laboratory observations","en","report","TU Delft, Department of Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:2dbed657-4801-4c34-a139-7d9d95ae6583","http://resolver.tudelft.nl/uuid:2dbed657-4801-4c34-a139-7d9d95ae6583","Suspended-load experiments in a curved flume, run no. 3","Talmon, A.M.; De Graaff, J.","","1989","A laboratory experiment in a 180 degree curved flume with a mobile bed and suspended sediment transport is described. The flow is steady. The bed topography is measured by means of a profile indicator. The bed topography is characterized by a slowly damped oscillation of the transverse bed slope. Downstream of the bend entrance a pool and a submerged point-bar are present, here the radial bed slope is maximal. Further downstream the transverse bed slope decreases and subsequently increases again. No axi-symmetrical part is present. The bed topography is very similar to the topography of an earlier experiment. Suspended sediment concentrations are determined by the method of siphoning and by optical measurement. Concentration verticals are measured throughout the whole bend (at 1/4, 1/2 and 3/4 of the channel width). At one specific location a denser measuring grid is used.","suspended-load; experiments; curved flume; morphology; bed topography; suspended sediment; sediment transport","en","report","TU Delft, Department of Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:d4eb1a51-1d49-41d0-a567-906faf8e60ed","http://resolver.tudelft.nl/uuid:d4eb1a51-1d49-41d0-a567-906faf8e60ed","Bedforms, near-bed sediment concentrations and sedimenttransport in simulated regular wave conditions: Experimental study in the large oscillating water tunnel of Delft Hydraulics","Ribberink, J.S.; Al-Salem, A.A.","","1989","","sedimenttransport; sediment transport; bodemtransport; bedload transport; beddingvormen; bed forms; ribbels; ripples","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:f5683888-a65f-424d-a4c4-09457be055b2","http://resolver.tudelft.nl/uuid:f5683888-a65f-424d-a4c4-09457be055b2","The large oscillating water tunnel: Technical specifications and performances","Ribberink, J.S.","","1989","","sedimenttransport; sediment transport; zandtransport; sand transport; golfonderzoek; wave research; bodemtransport; bedload transport","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:b6eda6ca-cab6-4ffb-9669-66233613856f","http://resolver.tudelft.nl/uuid:b6eda6ca-cab6-4ffb-9669-66233613856f","Coastal Engineering","Van der Velden, E.T.J.M.","","1989","Introduction, waves, sediment transport, littoral transport, lonshore sediment transport, onshore-offshore sediment transport, coastal changes, dune erosion and storm surges, sedimentation in channels and trenches, coastal engineering in practice.","coastal engineering; coastal morphology; sediment transport","en","lecture notes","TU Delft, Department Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:ae972b2c-176a-4833-b5a6-6f58a938d4c9","http://resolver.tudelft.nl/uuid:ae972b2c-176a-4833-b5a6-6f58a938d4c9","Laboratory observations and calculations of the depth averaged flow patterns in a square harbor on a tidal river","Langendoen, E.J.","","1989","Many harbors in the world suffer from siltation in their basins and in many cases removal of the deposited sediment leads to high costs. This siltation results from a net transport of sediment into the harbor caused by the water motion in the harbor entrance. The water motion is very complex and of a three-dimensional nature. Three main mechanisms can be distinguished: (1) exchange in consequence of water flowing along the mouth of the harbor and the resulting eddies in the harbor entrance, (2) exchange in consequence of variations in water level of the adjacent waterbody (e.g. sea, estuary or river) , and (3) exchange in consequence of a density difference between harbor and adjacent waterbody. For a more extensive discussion of the problem see Langendoen (1988). The first two mechanisms are being examined in a physical model in the Laboratory of Fluid Mechanics of the Delft University. Measurements were made to generate a dataset by which numerical models of the flow in harbor entrances can be tested. A more distant goal of this project is to obtain insight in the influence of the geometry of the entrance on siltation of the harbor. The first part of the research is discussed in this report. It concerns the water motion in a square harbor due to an oscillatory flow in the adjacent waterbody (here a tidal river). The time-varying depth averaged flow patterns in the harbor have been measured. These flow patterns are then compared to the results of preliminary calculations with a numerical model that solves the shallow water equations. In this report a simple geometry of the tidal river and the harbor was considered as a first step. Depth averaged flow patterns were measured and calculated. The phenomena which occurred in the harbor entrance around and after slack water may be important for the exchange of matter between harbor and river. Large parcels of water from the river are exchanged with water from the harbor. This convective exchange is much larger than the exchange around maximum current in the river, when there is only a turbulent transport through the shear layer at the transition between harbor and river. The mathematical model ESTRA, which has been used to study the exchange of a well-mixed solute, also predicted this behavior.","flow pattern; harbor; tidal river; siltation; sediment transport; laboratory observations","en","report","TU Delft, Department of Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:21873027-98ea-42eb-afdb-e2fc48271ae3","http://resolver.tudelft.nl/uuid:21873027-98ea-42eb-afdb-e2fc48271ae3","Sediment transport in rivers - report on experimental and theoretical investigations","De Vriend, H.J.; Koch, F.G.","TU Delft","1987","I: Flow of water in a curved open channel with a fixed plane bed II: Flow of water in a curved open channel with a fixed uneven bed III: Accuracy of measurements in a curved open channel In this report the flow of water in a curved open channel, which consists of a38 m long straight section followed by a 90° bend with a radius of 50 m (see Figure 1), has been investigated. The channel cross-section was rectangular with a horizontal concrete bed, a width of 6 m, and a depth of flow of 0.25 m, and measurements were executed at two discharges: 0.610m3 /s and0.305 m3/s (average velocities of about 0.4 m/s and 0.2 m/s respectively). During these experiments the following phenomena were investigated: a. the vertical distribution of the horizontal velocity components (main flow and helical flow) ; b. the horizontal distribution of the total depth-averaged velocity; and c, the horizontal distribution of the water surface elevation. The experimental results have been compared with the results of a mathematical model of flow in curved open channels, developed at the Laboratory of Fluid Mechanics of the Delft University of Technology.The vertical distributions of the main velocity turned out to be highly similar throughout the flow field, the distribution being well described by the logarithmic profile. The helical velocities derived from the measured data were too inaccurate to compare them more than roughly with their theoretical distributions. The point in a cross-section where the observed depth-averaged velocity reaches its maximum lies near the inner wall in the first part of the curve and moving downstream it gradually shifts towards the outer wall. This phenomenon is attributed to the advective influence of the helical flow. As this influence is not accounted for in the present mathematical model, this model does not predict the phenomenon. The water surface configuration agreed reasonably well with the computed configuration.","sediment transport; river flow; river morphology; bed stability","en","report","Delft Hydraulics","","","","","","","","","","","","TOW","" "uuid:ad0c1f8d-e292-48e2-845d-8d6e6fa0ee5c","http://resolver.tudelft.nl/uuid:ad0c1f8d-e292-48e2-845d-8d6e6fa0ee5c","Zand-watermengselstromingen: Het gedrag van zand-watermengselstromingen boven water: Verslag experimentele vervolgstudie","Mastbergen, D.R.; Kemenade, A.J.M. van; Winterwerp, J.C.; Pernis, W.J. van; Groot, M.B. de","","1987","","sedimenttransport; sediment transport; erosie; erosion; sedimentatie; sedimentation; beddingvormen; bed forms; zandstorting; sand dumping; zand-watermengsels; sand slurries; zandconcentratiemeting; sand concentration measurement","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:f92bed59-83dd-43ba-aaa2-0f1d50f0c425","http://resolver.tudelft.nl/uuid:f92bed59-83dd-43ba-aaa2-0f1d50f0c425","Morphological computations","De Vries, M.","","1987","Lecture notes on morphological computations","sediment transport; morhpodynamics","en","book","TU Delft","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:27ba9f79-be2d-432d-901f-322d2731b64d","http://resolver.tudelft.nl/uuid:27ba9f79-be2d-432d-901f-322d2731b64d","Dwarstransportstudie voordelta: Een onderzoek naar profielontwikkelingen door dwarstransport in de Zeeuwse voordelta's als gevolg van gehele of gedeeltelijke afsluiting van de estuaria","Steetzel, H.J.","Deltares","1986","","bedload transport; bodemtransport; dwarsstroming; estuaria; estuaries; sedimenttransport; sediment transport; transverse flow; Zeeland","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:e54e1dac-e104-48f4-8ea9-bbff4cc21b34","http://resolver.tudelft.nl/uuid:e54e1dac-e104-48f4-8ea9-bbff4cc21b34","Influence of a sloping bed on the sediment transport direction","Van Mierlo, M.C.L.M.","TU Delft","1986","From Struiksma et al (1985) it can be concluded that more experimental evidence is needed to achieve a correct formulation. Generally the available data can only be used for an integral check as, for instance, was done by Zimmerman and Kennedy· ( 1978). More useful information could be obtained by carrying out experiments directed at the individual components. The first experimental attempts in straight flumes to study the influence of the sloping bed component alone were carried out by Freds6e (1978) and Wan (1981). However, they did not arrive at uniform conditions in the experiments and therefore the interpretation of the results was difficult. In addition, the range of flow conditions used was relatively small. The experiments presented in this report can be considered as a continuation of these experiments. Much attention was paid to the establishment of uniform conditions in the flume and a wide range of flow conditions has been used. The present experiments were carried out in a straight flume under prevailing bed load conditions in which insignificant grain sorting took place. Before the start of each experiment a constant transverse sloping bed profile and a constant longitudinal bed slope were prepared over the entire length of the flume. The influence of the transverse sloping bed profile on the direction of the sediment transport was determined from the experiments by means of the first-order solution of the set of equations, which describe the tilting of the transverse bed profile as a function of time.","sediment transport; river morphology","en","report","Deltares","","","","","","","","","","","","","" "uuid:97760162-5898-460a-94fa-afd133c9b6c8","http://resolver.tudelft.nl/uuid:97760162-5898-460a-94fa-afd133c9b6c8","Short course on dynamics of sand beaches","Yen, C.C.; Tang, F.L.W.; Hou, H.S.; Ou, S.H.","Chinese institute of civil and hydraulic engineering; Council of ocean engineering","1986","-short course given at the20th ICCE 1986 in Taipeh: Mitisuyasu – Breaking waves and their roles in the ocean Bretschneider – On Hurricane model Bijker – Movable bed models for coastal problems Christensen – Hydraulic model Swart - Prediction of beach changes and equilibrium profiles Dean – Littoral transport budget Chiu – Coastal sediment survey Tang – Comparison of wave statistics between Taiwan Street and North Sea Edge – Beach renourishment dynamics Arno – Beach erosion control Hou – Case study: model study of LinKou power plant Chang – Special topic: Layout, design, planning, maintenance and survey of marine cable","beach nourishment; coast; sediment transport; littoral drift","en","report","Chinese institute of civil and hydraulic engineering","","","","","","","","","","","","","" "uuid:cdc5c569-1fb8-4aaa-a05b-6b294e69ec32","http://resolver.tudelft.nl/uuid:cdc5c569-1fb8-4aaa-a05b-6b294e69ec32","Stormvloedkering Oosterschelde: Invloed van scheve bouwfasen op het ontstaan van kortsluitingsgeulen : verslag berekeningen met WAMOR","Flokstra, C.","Deltares","1985","","closure gaps; flow patterns; sedimenttransport; sediment transport; sluitgaten; stroombeelden; Zeeland","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:3ec97aa3-fa8f-42cc-8c4e-1c3ac8165be0","http://resolver.tudelft.nl/uuid:3ec97aa3-fa8f-42cc-8c4e-1c3ac8165be0","Aggradation and Degradation of Alluvial-Channel Beds","Jaramillo Torres, W.F.; Jain, S.C.","Iowa Institute of Hydraulic Research","1984","The objectives of the present investigation were the determination of the characteristic parameters of morphological processes in alluvial channels. Special attention was directed toward the aggradation process due to total sediment-load augmentation and degradation due to either sediment-discharge diminution or base-level lowering. Linear and nonlinear parabolic formulations based on validated mathematical expressions of the equations governing one-dimensional flows over movable beds were developed. The classical linear, parabolic model was revisited as well. Analytical solutions for the characteristic parameters of aggradation and degradation processes in alluvial channels of semi-infinite and finite length subjected to both time dependent and time independent boundary conditions were obtained. The analytical solutions developed can be used in conjunction with almost any of the sediment-transport-rate and friction-factor predictors available. The validity and limitations of the linear and nonlinear parabolic models and their corresponding solutions were assessed by means of comparison with flume data. The ranges of application for both linear and nonlinear models were established. As a result of its more rigorous formulation, the nonlinear parabolic model, which constitutes the principal contribution of this study, was found to be particularly useful and accurate for a wide range of practical applications. The good prediction capabilities of the nonlinear model can be enhanced through the use of available laboratory and/or field data, which enable an easy and effective calibration of the model. Easy-to-follow application, calibration, and extrapolation procedures are outlined. Experiments on the evolution of the bed forms during aggradation due to a sudden increase in total sediment discharge were performed. Analyses of the experimental data led to a better understanding of the phenomena involved, to an explanation of the experimental findings of the present and similar investigations, and to justification of some of the main assumptions introduced in the development of mathematical models for unsteady nonuniform flows over deformable beds.","alluvial-channel beds; bed deformation; sediment transport; bedload transport","en","report","The University of Iowa","","","","","","","","","","","","","" "uuid:98791127-e7ae-40a1-b850-67d575fa1289","http://resolver.tudelft.nl/uuid:98791127-e7ae-40a1-b850-67d575fa1289","Shore protection manual: Volume I and II","Anonymus, A.","TU Delft","1984","Design manual for coastal structures. Note that this manual is replaced by the Coastal Engineering Manual. However, this document contains quite some useful information for present day coastal engineers","coastal engineering; sediment transport; coastal structures; wave action; wave-structure interaction","en","report","USACE","","","","","","","","","","","","","" "uuid:87b1d5e2-7367-49ef-a65a-39ef29d160c7","http://resolver.tudelft.nl/uuid:87b1d5e2-7367-49ef-a65a-39ef29d160c7","A Numerical Model for Flow and Sediment Transport in Alluvial-River Bends","Nakato, T.; Kennedy, J.F.; Vadnal, J.L.","TU Delft","1983","The principal features of the numerical model developed herein for calculation of flow and sediment-transport distributions in alluvial-river bends may be summarized as follows: i. The secondary-flow strength and the bed topography are uncoupled from the calculation of distributions of lateral shift velocity and streamwise velocity. This is accomplished by, first, calculating the secondary-flow strength on the basis of conservation of flux of moment-of-momentum, and, second, determining the bed topography on the basis of radial force equilibrium of the moving bed layer. ii. The distributions of lateral shift velocity and depth-averaged streamwise velocity are calculated, for the warped channel determined as described in step i above, from the depth-integrated equations expressing conservation of mass and momentum. It was concluded that for flows which satisfy (24), it is not necessary to include the third conservation equation, that for radial-direction momentum, or to iterate among three equations to obtain a solution. The numerical scheme utilizes the backward finite-difference method, and evaluates transverse and streamwise distributions of the radial mass-shift velocity and the depth-averaged streamwise velocity. Numerical simulations utilizing the model developed were made for one laboratory flow, two Sacramento River flows, and three different idealized channel bends. The principal conclusions obtained from the simulations are as follows: i. Generally satisfactory agreement between computed and measured results was obtained by utilizing error tolerances of E_U and E_V of 2% and 0.2%, respectively. In the absence of better information, it is recommended that alpha = 1.00 and beta = 3.50 be utilized. In instances where actual field data are available on the rate of development and equilibrium values of S_T, alpha and beta should be adjusted on the basis of the data. ii. The most cost-effective square-grid size is approximately equal to the mean flow depth. iii. The computer program is capable of simulating flow in multiple-bend channels with stepwise-varying radius of curvature. On the basis of the numerical simulations, it was found that the maximum permissible stepwise change of centerline curvature for which the program will run is about 2.5% in the case of increasing Rc and about 10% for decreasing Rc.","numerical modelling; sediment transport; alluvial river; river bend; modelling","en","report","Iowa Institute of Hydraulic Research","","","","","","","","","","","","","" "uuid:831ea063-b7aa-4b77-9157-9d6978d88146","http://resolver.tudelft.nl/uuid:831ea063-b7aa-4b77-9157-9d6978d88146","Sediment discharge measurement and calculation: Techniques for use at river gauging stations","Bolton, P.","TU Delft","1983","The terms 'wash load', 'suspended bed material load' and 'bed load' are not clearly defined but, if applied with care, provide a useful basis for sub-dividing the total discharge of sediment in a river for the purpose of measurement. The accuracy with which each of the three types of sediment transport must be measured will depend on their relative magnitudes and on the purposes for which data are being collected. This paper contains a proposed programme of measurements to be undertaken on a typical tropical river, one carrying appreciable wash load discharges and in which the suspended bed material discharges are large relative to the bed load discharges. The purpose of the programme is to provide data on the total discharge of sediment in such a river for studies of catchment erosion or reservoir sedimentation. In outline, the proposed programme is as follows: i) use an adequately calibrated turbidity monitor to provide a continuous record of wash load concentrations; ii) undertake a short intensive programme of pumped sampling to provide information about the relationship between suspended bed material discharges .and selected hydraulic parameters (principally river level); iii) apply this relationship to recorded flow discharge data to provide values of suspended bed material discharge over the period of available hydrological data; and iv) apply empirical and theoretical methods to provide an estimate of the magnitude of the 'bed load' (including unmeasured suspended bed material load close to the bed) relative to the measured suspended bed material load. The theoretical basis for this programme is examined in this paper. In particular, details of the assumptions made, and their implications, are provided. In addition, practical details of the field procedures and of the methods of analysis relating to pumped sampling in such rivers are described.","wash load; bed load; suspended load; sediment transport; river sedimentation; erosion","en","report","HR Wallingford","","","","","","","","","","","","","" "uuid:980429b6-ad9d-4246-bb88-e0ff2f9753d9","http://resolver.tudelft.nl/uuid:980429b6-ad9d-4246-bb88-e0ff2f9753d9","Erosion côtière au Cap Lopez, Gabon, due à un canyon sous-marin","Verhagen, H.J.","TU Delft","1983","Analysis of the effect of a submarine canyon on the coastal erosion near Cap Lopez, Gabon, using mathematical modelling","canyon; coastal erosion; sediment transport","fr","report","Hydronamic","","","","","","","","","","","","","" "uuid:2cf67a5b-d2c4-4287-8ed2-16f1b27bdbcc","http://resolver.tudelft.nl/uuid:2cf67a5b-d2c4-4287-8ed2-16f1b27bdbcc","A depth integrated model for suspended transport","Galappatti, R.","","1983","A new depth averaged model for suspended sediment transport in open channels has been developed based on an asymptotic solution to the two dimensional convection-diffusion equation in the vertical plane. The solution for the depth averaged concentration is derived from the bed boundary condition and the computation of transport rate and entrainment rate are performed therefore. Expressions are derived for adaptation length and time. The model is economical and easy to apply even in unsteady flow situations and compares favourably with the full two dimensional solution for steady flow. The stability of bed level change calculations including numerical effects can be analysed prior to application of the model. The extension to three-dimensions is outlined.","sediment transport; suspended transport","en","report","Delft University of Technology","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:a80c8586-9b32-4b9f-8b93-e71094637ac4","http://resolver.tudelft.nl/uuid:a80c8586-9b32-4b9f-8b93-e71094637ac4","Experiments with non-uniform sediment in case of bed-load transport","Ribberink, J.S.","","1983","An experimental study was carried out in the framework of a research project concerning the development of a mathematical model for morphological computations in rivers in case of non-uniform sediment. The study consists of a series of laboratory experiments in a straight flume under steady, uniform (equilibrium) conditions with a restriction to bed-load transport and dune regime. The flume was fed upstream by different mixtures of two very narrow sieved size fractions. During one experiment the total amount and composition of the input mixture, the water discharge and the downstream water level were kept constant. When equilibrium was reached besides regular registrations of water and bed level the dunes were extensively sampled. The latter occurred in such a way that vertical probability distributions of the size fractions could be determined. The main results of the experiments are: (i) Vertical sorting of the size fractions occurred in all experiments: at the steep lee side of the dunes the coarse size fraction is generally deposited at a lower level than the fine size fraction. Differences in volume concentration per size fraction until 30% occur between upper and lower layers. (ii) A transition layer was found which is generally below the propagating dunes; it has a relatively coarse composition (vertical sorting:) and has a thickness of 0.1 - 0.5 H (H = average dune height). Exchange of size fractions between this layer and the upper bed layer occurs at a time scale much larger than the dune period. (iii) Because of the phenomena described above several assumptions in a mathematical model for non-uniform sediment (Ribberink, 1980) concerning the transport layer and the deposition/erosion of size fractions to/from non-moving bed are generally not fulfilled. (iv) Data are obtained for the verification and development of semi empirical components in the mathematical model (i.e. transportformula per size fraction, predictors for dune height and bed roughness).The theory of Egiazaroff (1965) concerning the critical bed shear stress per size fraction seems to be useful in a bed-load formula per size fraction of the type of Meyer-Peter & Mueller (1948). (v) A bed sampling technique was developed and suggestions are made concerning the conditions of a non -equilibrium experiment which has the aim to verify the above-mentioned mathematical model for non-uniform sediment.","sediment transport; bed load transport; sediment transport measurement","en","report","Delft University of Technology","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:7d021b46-0f6c-4660-a626-a0bd25539046","http://resolver.tudelft.nl/uuid:7d021b46-0f6c-4660-a626-a0bd25539046","Lecture notes on sediment transport 1","Breusers, H.N.C.","TU Delft","1983","lecture notes on sediment transport by currents, initiation of motion, fall velocity, properties of the material, bed load, suspended load, total load, stable channels, river bed variations, scour, measuring techniques, sediment transport in pipes.","sediment transport","en","report","IHE Delft","","","","","","","","","","","","","" "uuid:7b880c99-44d1-4a1a-9315-3a6c94deea4c","http://resolver.tudelft.nl/uuid:7b880c99-44d1-4a1a-9315-3a6c94deea4c","Concentratie-verdeling onder golven en stroom: De invloed van bodemhelling, waterdiepte, brekende golven, orbitaalsnelheid en stroomsnelheid","Bosman, J.J.","Deltares","1982","","sand concentration; sedimentconcentratie; sediment concentration; sedimenttransport; sediment transport; suspensies; suspensions; zandconcentratie","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:42dc0cb5-c452-4c0c-a1bb-d8e47b9ce011","http://resolver.tudelft.nl/uuid:42dc0cb5-c452-4c0c-a1bb-d8e47b9ce011","Probabilistic approach on course material transport under waves: Vol. 1 Theory and experiment.","Katsui, H.","","1982","The probabilistic design method of a cover layer of pipe line under the horizontal bottom is described. By assuming that the water velocity at the bottom is Rayleigh distributed, probability of bottom shear stress was derived. With a combination of the probability function of bottom shear and a simple sediment transport formula given by Madsen and Grant (1976), the expected transport rate was calculated. The results gave a warning that conventional design methods have a risk to underestimate the amount of loss.of covering material. To confirm the established formulas about inception of motion of particles and sediment transport under waves, some experiments were carried out. As for inception of particle motion, comparison between steady flow condition and wave condition was, done. It turned out that the one gives lower value than the other, and that Shields' curve gives the lower limit of the total experimental data. The data of critical velocity under waves agreed to Komar-Miller's formula which involves the factor of wave period. The critical velocity in the direction of wave propagation was found considerably higher than that against it. Sediment transport rate was measured together with velocity. As had been already presented by van de Graaff and Tilmans (1980), the transport-rate could be related to the Fourier components of the velocity. It could also be related to the maximum and minimum velocity. The influence of a phase lag between the first and second terms of the Fourier components, which is closely related to the acceleration and the deceleration of the total velocity, was not clear yet in that specific condition. Critical velocity obtained by the visual observation generally agreed to the limit line of transport-rate (zero line) on both u1 - u2 plane and u(max) - u(min) plane.","sediment transport; course material; probabilistic approach; waves; shear stress","en","report","","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:9188fed4-1d38-4e28-9667-40ad045c8188","http://resolver.tudelft.nl/uuid:9188fed4-1d38-4e28-9667-40ad045c8188","Systematisch onderzoek naar twee- en drie-dimensionale ontgrondingen: Invloed bovenaanvoer en wisselende stroomrichting","Wijngaarden, N.J. van","Deltares","1981","","closure gaps; getijstromen; ontgronding; scour; sedimenttransport; sediment transport; sluitgaten; tidal currents","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:f76f3b21-9e7c-4af6-9ae0-d3f650fb140d","http://resolver.tudelft.nl/uuid:f76f3b21-9e7c-4af6-9ae0-d3f650fb140d","River regime based on sediment transport concepts","White, W.R.; Paris, E.; Bettess, R.","HR Wallingford","1981","Rational regime relationships for the width, depth and slope of a river in equilibrium are developed using the Ackers and White sediment transport formula and the White, Paris and Bettess friction relationships, together with a principle of maximum sediment transporting capacity. This concept of maximising the sediment transporting capacity is shown to be equivalent to minimising the slope of the river. The relationships which are developed show good agreement with other empirically derived regime relationships and data from sand channels. Some comparisons are made with data from gravel rivers and the difficulties in applying regime concepts to these rivers are discussed.","equilibrium state of a river; river regime; regime relationships; sediment transport; sand channels","en","report","HR Wallingford","","","","","","","","","","","","","" "uuid:ecfec84c-2768-4d74-bd8a-25157667d5a2","http://resolver.tudelft.nl/uuid:ecfec84c-2768-4d74-bd8a-25157667d5a2","Inventarisatie onderzoek stromen en transport verschijnselen","Abraham, G.","","1980","","stroming; flow; sedimenttransport; sediment transport","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:ea9f06e8-222c-4ec7-bb82-553c895caa48","http://resolver.tudelft.nl/uuid:ea9f06e8-222c-4ec7-bb82-553c895caa48","Zandtransport in suspensie: Berekening zandtransport in suspensie bij een permanente en eenparige stroming","Wijngaarden, N.J. van","Deltares","1980","","sand transport; sedimenttransport; sediment transport; suspended load transport; zandtransport; zwevend transport","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:7e4a0980-f766-470f-8126-542d03abe9d2","http://resolver.tudelft.nl/uuid:7e4a0980-f766-470f-8126-542d03abe9d2","Information on the Arnhem Sampler (BTMA)","De Vries, M.","","1979","The Subcommittee 6 of the Technical Committee 113 of the International Standardization Organization (ISO) is dealing with measurements of sediment transport in open channels. As a back-ground paper for TC113 this report is written on the BTMA, internationally named the Arnhem Sampler. The BTMA has been developped jointly by Rijkswaterstaat, Directorate Upper Rivers in Arnhem and the Delft Hydraulics Laboratory. The BTMA (Bedload Transport Meter Arnhem) has a relatively long history; the prototype was constructed in the thirties of this century. The BTMA is still in use although insight in the mechanism of bedload transport has been increased. Hence also the insight in the measuring problem and in the use of the BTMA has undergone changes.","BTMA; Arnhem Sampler; sediment transport; measurement; measurement device; bedload transport","en","report","TU Delft, Department of Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:c453a6b6-a4e1-4605-ae98-0532873722bc","http://resolver.tudelft.nl/uuid:c453a6b6-a4e1-4605-ae98-0532873722bc","An analysis of longshore currents and associated sediment transport in the surf zone","Ostendorf, D.W.; Madsen, O.S.","TU Delft","1979","Two momentum based longshore current models and a preliminary longshore sediment transport model are derived, calibrated and tested in the present investigation. The Linear Longshore Current Model predicts the relatively small longshore current induced by monochromatic, two dimensional, gravity waves of finite height and near normal incidence breaking on a plane, impermeable, gently sloping bottom in the presence of a shorenormal jetty when the offshore wave height, wave period, wave angle and water depth are known, along with the beach slope and roughness. The Nonlinear Longshore Current Model predicts a longshore current using the same input as its linear counterpart, but the nonlinear model removes the assumptions of a relatively small current and near normal wave incidence and is valid only for uniform longshore conditions. The Linear Longshore Sediment Transport Model predicts the integrated, time averaged longshore sediment transport for a relatively small current and near normal wave incidence under uniform longshore conditions and also describes the initial response of a plane bed downstream of a shorenormal jetty. The longshore current models may be considered as a series of modifications of the original model of Longuet-Higgins (1970), while the Linear Longshore Sediment Transport Model is a surf zone application of the work of Madsen and Grant (1976a) on nonbreaking wave induced sediment transport. Calibration yields physically plausible behavior for the three model parameters while fixed bed, laboratory movable bed and field testing show a general longshore current model accuracy of about 20%, where the lat ter two data bases only test the Linear Longshore Current Model. The Linear Longshore Sediment Transport Model matches the laboratory data to an accuracy of about 20% but overpredicts the field data by a factor of 5; in view of the latter finding, the model should only be considered as an order of magnitude estimator of longshore sediment transport. To aid in model use, examples of the three models are presented in an appendix in the back of this report.","longshore currents; sediment transport; surf zone; modelling; transport models","en","report","Massachusetts Institute of Technology","","","","","","","","","","","","","" "uuid:7ae20959-482d-40bc-876f-c06bc3691493","http://resolver.tudelft.nl/uuid:7ae20959-482d-40bc-876f-c06bc3691493","Lecture notes on local scour","Breusers, H.N.C.","TU Delft","1979","Lecture note for the international course.","scour; sediment transport","en","report","IHE Delft","","","","","","","","","","","","","" "uuid:e9b10457-0dec-4a2c-9d22-5f5c5d98ea53","http://resolver.tudelft.nl/uuid:e9b10457-0dec-4a2c-9d22-5f5c5d98ea53","Reduktie ontgrondingskuilen door sedimenttransport","Rijn, L.C. van","Deltares","1978","","aanzanding; ontgronding; scour; sedimentation of sand; sedimenttransport; sediment transport; sleuven; trenches","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:f59d8b43-0f3c-4670-8433-7f34c4618d89","http://resolver.tudelft.nl/uuid:f59d8b43-0f3c-4670-8433-7f34c4618d89","Morphological computations for suspended sediment transport: unsteady sediment transport","Kerssens, P.J.M.","Waterloopkundig Laboratorium","1978","The present report gives a description of the mathematical model for suspended sediment transport. The model can be used to simulate the movement of suspended sediment in a two-dimensional (longitudinal and vertical) flow field. It can also be applied to determine bed level changes caused by any human interference in the regime or geometry of a river or estuary. Both for non-uniform and unsteady conditions the morphological behaviour in time can be described. It must be emphasized, however, that the method is restricted to non-cohesive and nearly uniform sediment material. In this report the attention is paid mainly to the sediment diffusion equation, the derivation of the sediment diffusion coefficient, the boundary conditions and the numerical solution method, while some of the computational aspects are described extensively. The derivation of the equations governing the motion of the water and the continuity of the bed-sediment is only briefly dealt with, as this can be found elsewhere, together with the computational method to solve the equations and to compute the bed-level changes. As a conclusion of the present investigation the mathematical model to simulate the morphological behaviour of a stream, described in this report can be considered as a practical tool for many engineering problems. In particular its applicability has already been proved for the computation of sedimentation in trenches with relatively gentle slopes, sand-traps, etc.. Moreover by a verification of the mathematical model on a flume investigation on this subject, the results turned out to be rather reliable. The applicability and reliability of the bed-load model, whose equations and computational method have been used to determine the hydraulic conditions and the bed-level changes, have, however, been shown before.","sediment transport; rivers; suspended material","en","report","Waterloopkundig laboratorium (Deltares)","","","","","","","","","","","","","" "uuid:32821db3-9c4b-46c9-91ba-bd9bebe722fb","http://resolver.tudelft.nl/uuid:32821db3-9c4b-46c9-91ba-bd9bebe722fb","Sedimenttransport in estuaria","Rijn, L.C. van","Deltares","1977","","Oosterschelde; sedimenttransport; sediment transport; Zeeland","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:08388ab0-24aa-48d2-b4ce-c42f71374fcc","http://resolver.tudelft.nl/uuid:08388ab0-24aa-48d2-b4ce-c42f71374fcc","Zandtransporten evenwijdig aan de kust, vergelijking zandtransportformules","Van de Graaff, J.; Van Overeem, J.","","1977","Als T.O.W. onderzoek is door het Waterloopkundig Laboratorium een onderzoek uitgevoerd waarbij enkele moderne zandtransportformules zodanig zijn aangepast dat de gecombineerde werking van golven en stroom in rekening kan worden gebracht. Uit dat onderzoek bleek dat de aangepaste White-Ackers formule het beste aansloot bij een serie modelproeven die als vergelijkingsbasis werd gebruikt. De vakgroep Kustwaterbouwkunde van de Technische Hogeschool Delft heeft een vergelijking tussen de uitkomsten van transportberekeningen met verschillende formules en die met de CERC-formule gemaakt. Om transporten te kunnen berekenen zijn daartoe eerst snelheidsverdelingen evenwijdig aan de kust berekend. Hoewel de CERC-formule geenszins als ideale toetsingsgrond kan worden aangemerkt, is de conclusie gerechtvaardigd dat de aangepaste White-Ackers formule in geen enkel opzicht als een verbetering voor berekeningen van prototypegevallen kan worden beschouwd. De inmiddels wel enigszins geëvolueerde, oorspronkelijke Bijker-forrnule verdient verreweg de voorkeur. Omdat een zinvolle beoordeling van alle aspecten van de kwaliteit van een zandtransportforrnule pas kan geschieden aan de hand van prototype situaties , verdient het aanbeveling een deel van de onderzoekinspanningen, te richten op het verkrijgen van dergelijke situaties.","sediment transport; longshore transport; Bijker formula","nl","report","TU Delft, sectie waterbouw","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:2b62ccd2-cf9b-471e-bd0f-0d888d53822b","http://resolver.tudelft.nl/uuid:2b62ccd2-cf9b-471e-bd0f-0d888d53822b","Modelling of sediment transport: Link in a chain","De Vries, M.","","1977","Rather than reporting on a specific topic of current research in the broad field of sediment transport and river morphology, the writer will give a general contemplation on the state of the art. This will not be a review in the usual sense. The alloted space would then be filled easily with references. References will only be made here if it cannot be avoided. Moreover only sediment transport due to currents will be treated. To avoid confusion it is necessary to indicate that modelling of sediment transport is used at present (1977) in at least three meanings: (i) A theoretical framework for sediment transport proper. This mainly implies a relation between hydraulic parameters and the amount of sediment transport. This framework will have to be supplemented with experimental data before a useful transport predictor is attained. (ii) A mathematical framework for morphological processes in rivers, used to forecast morphological changes in rivers e.g. due to human interference (morphological computations). (iii) A scale model with mobile bed of a river in order to carry out similar predictions as under (ii) (mobile-bed scale models). In which follows the vague term ""modelling of sediment transport"" will be avoided if confusion may be introduced.","sediment transport; river morphology","en","report","TU Delft","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:ed331010-c8e8-4f42-9396-9ade25ce17ae","http://resolver.tudelft.nl/uuid:ed331010-c8e8-4f42-9396-9ade25ce17ae","Morphological computations","De Vries, M.","","1976","Lecture notes sediment transport in rivers, formulas and numerical models.","sediment transport; river morphology; bedload transport; river dunes; lecture note f10a","en","lecture notes","TU Delft, Section Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:8ba9fbad-1181-45f6-b98f-e5d1f55227a2","http://resolver.tudelft.nl/uuid:8ba9fbad-1181-45f6-b98f-e5d1f55227a2","Het ontwikkelen van een zandtransportmeter voor gebruik in het prototype: Inventarisatie en evaluatie","Jansen, R.H.J","Deltares","1976","","bed load measurement; bodemtransportmeting; sedimenttransport; sediment transport; suspended load measurement; zwevend-transportmeting","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:9f027f18-8fa2-47a9-b283-0f26b490a9aa","http://resolver.tudelft.nl/uuid:9f027f18-8fa2-47a9-b283-0f26b490a9aa","Notes on tidal inlets on sandy shores","O'Brien, M.P.","TU Delft","1976","This report presents an edited collection of memoranda prepared over the past forty years on several aspects of inlet hydraulic and sedimentary characteristics, and is being published because of its general value to the GITI, as well as for its potential use in stimulating other researchers studying tidal inlets.","tidal inlet; sediment transport","en","report","USACE, prepared by University of Florida","","","","","","","","","","","","","" "uuid:2627433e-275e-4327-8841-ae998a6c525c","http://resolver.tudelft.nl/uuid:2627433e-275e-4327-8841-ae998a6c525c","Erosion and transport of bed-load sediment","Fernandez Luque, R.","Hinze, J.O. (promotor)","1974","In this thesis first a general derivation is given of the 'macro'-equations of mass- and linear-momentum balance that govern the mo'mentum transfer from a Newtonian fluid to rigid particles in a fluid-solid mixture. In particular, attention is paid to a) the attenuation of viscous-momentum transfer from the boundary to the interior of a granular bed subject to a surface flow, b) the drag and lift forces exerted by a turbulent shear flow on particles of the bed surface, and, c) the balance of forces acting on a bed load under uniform-flow conditions. It is shown that filter flow driven by shearing along the boundary of a granular sediment bed exerts a drag force on a layer of only two or three particle diameters within the bed. A drag force on the bulk mass of sediment is only exerted by a pore-pressure gradient. Stability conditions are formulated for a loose granular bed subject to erosive flow, at SHIELDS' grain-movement condition and dUring bed-load transport. 'Macro'-stresses acting along 'wavy' surfaces parallel to the bed are defined for that purpose, and an attenuation factor is introduced for the transmission of turbulent fluid shear from the surface towards the interior of the bed. It is shown that SHIELDS' dimensionless expression for the critical bed shear stress at the threshold of continuous sediment motion, 1/Phi , must reach a constant value for low-shear Reynolds' numbers (Re* < O. 5), as long as there is no cohesion between the particles. It is concluded that the bed load, consisting of particles rolling and saltating over the bed, must reduce the maximum turbulent fluid shear at the bed surface, at sufficiently high bed shear stress, to the critical threshold drag that would lead to the initiation of non-ceasing scour.","sediment transport; Shields; bed-load transport; erosion","en","doctoral thesis","Krips Repro, Meppel","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:02dd87f6-a156-4f63-8a97-0dc6b0f6bac2","http://resolver.tudelft.nl/uuid:02dd87f6-a156-4f63-8a97-0dc6b0f6bac2","Sedimenttransport","De Vries, M.","","1974","Collegedictaat f10. In deze handleiding kan slechts een eerste kennismaking met de problemen worden gegeven, die samenhangen met het transport van sedimenten als gevolg van de waterbeweging. Door de interactie van waterbeweging en sedimentbeweging is er sprake van gecompliceerde processen, die zich slecht ten dele theoretisch laten benaderen. Er is derhalve een sterk experimentele benadering nodig. Het sterk empirische karakter van de beschikbare oplossingen voor deelproblemen maakt dat de toepassing bijzonder kritisch moet gebeuren. Steeds moet de vraag worden gesteld of een bepaalde theorie voor het beschouwde geval weI mag worden toegepast.","sediment transport; bodemtransport; spoeltransport; zwevend transport","nl","lecture notes","TU Delft, Section Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:423badf2-8bdc-4c3c-aa02-20780f145897","http://resolver.tudelft.nl/uuid:423badf2-8bdc-4c3c-aa02-20780f145897","Shear-Stress and Sediment Distribution in a Meander Bend","Hooke, R.L.B.","TU Delft","1974","A one-meter wide, meandering flume with movable sand bed was utilized in these experiments. Uniform flow was established at discharges of 20, 35, and 50 l/sec. Velocities near the bed, the distribution of sediment in transport, bed geometry, and strength of secondary flow were determined at each discharge . Bed shear stress was assumed to be proportional to the square of the velocity near the bed. Bed shear stresses were also measured with a Preston Tube in a uniform 35 l/sec flow over a dune-free stabilized bed. The stabilized bed was molded to the geometry produced by the same flow over sand. The zone of maximum bed shear stress and maximum sediment discharge is on the point bar in the upstream part of the bend. It crosses the channel centerline in the middle or downstream part of the bend, and follows the concave or down-valley bank to the next point bar downstream. With increasing discharge, secondary currents increase in strength. Consequently the zone of maximum bed shear stress and sediment discharge remains closer to the inside bank across the point bar, and crosses the channel centerline somewhat lower in the bend. Secondary currents were also stronger in the 35 l/sec over the stabilized bed than in the same flow over sand, apparently because no dunes were present to break up secondary flow in the former. The zone of maximum bed shear stress was consequently closer to the inside bank in the stabilized-bed run. It appears that bed geometry is adjusted to provide, at each point on the bed, precisely the shear stress necessary to transport the sediment load supplied. For example the gradual decrease in depth along the down-valley side of the channel from the deep in one bend to the point bar in the next results in a continual acceleration of the flow, and hence in shear stresses here which are higher than average for the channel. For many combinations of discharge, sediment discharge, and sediment character, straight channels are unstable in nature, and the commonly observed meander geometry is stable. To understand why this meander geometry is stable, we consider how displacements from the stable geometry set up forces tending to restore that geometry, From work done to date, it is hypothesized that channel width, W, is determined by cohesiveness of bank materials. The radius of curvature of the bend, R, is then determined by the fact that separation occurs when R/W=<2.5. Measurements of bank shear stress in movable-bed channels with different meander geometries are needed next.","bed shear stress; sediment discharge; sediment transport; meandering; river bends","en","report","University of Uppsala","","","","","","","","","","","","","" "uuid:d92b0876-f2db-4c9b-ad0a-782c3557a20c","http://resolver.tudelft.nl/uuid:d92b0876-f2db-4c9b-ad0a-782c3557a20c","Lecture notes on sediment transport 1","Breusers, H.N.C.","TU Delft","1974","Lecture notes provided for IHE on sediment transports","sediment transport","en","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:631346c8-b0bf-4d05-b9d8-6157c547c94e","http://resolver.tudelft.nl/uuid:631346c8-b0bf-4d05-b9d8-6157c547c94e","Zandtransport in suspensie: Studie diffusietheorie","Wijngaarden, N.J. van","Deltares","1973","","diffusie; diffusion; sedimenttransport; sediment transport; suspended load transport; zwevend transport","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:31cfbb10-f986-423a-b5a0-a69af7d4cb44","http://resolver.tudelft.nl/uuid:31cfbb10-f986-423a-b5a0-a69af7d4cb44","Analytical approaches to non-steady bedload transport: report on basic research","","Vreugdenhil, C.B. (contributor); de Vries, M. (contributor); Waterloopkundig laboratorium","1973","In this report analytical solutions are developed for the bed load transport in rivers under unsteady conditions. A parabolic and a hyperbolic model are developed.","bed load; sediment transport","en","report","Waterloopkundig Laboratorium (Deltares)","","","","","","","","","","","","","" "uuid:74669736-e3cf-4fe7-a528-99aae3ae5321","http://resolver.tudelft.nl/uuid:74669736-e3cf-4fe7-a528-99aae3ae5321","Sediment Transport: an Appraisal of Available Methods: VOLUME 1: Summary of Existing Theories: VOLUME 2: Performance of Theoretical Methods when Applied to Flume and Field Data","White, W.R.; Mill, H.; Crabbe, A.D.","Hydraulics Research Station - Wallingford","1972","In 1972 Ackers and White (Refs 24 and 25) proposed a new sediment transport theory and tested the theory against f1ume data. This data consisted of about 1000 measurements with particle sizes in the range 0.04 < D(mm) < 5 and sediment specific gravities in the range 1.07 < s < 2.65. Subsequent phases in this investigation have included (i) the acquisition of about 270 field measurements of transport rates from the literature and (ii) the testing of all commonly used sediment transport theories against this extended range of data. These two phases are the subject of the present report. The report also includes a proposed modification to one of the existing stochastic theories which significantly improves its performance. Volume 1 describes the sediment transport theories and indicates in each case how the theories have been used in the present investigation. Where the theories include graphical solutions, analytical equiva1ents have been worked out to facilitate the use of a digital computer for the analysis. The limitations of the theories are indicated wherever the original authors have given specific recommendations. Volume 2 describes and classifies the data used for comparative purposes. It defines the criteria on which the comparison between observed and calculated transport rates are based and presents the results provided by the theories described in Volume 1. The problems of graded sediments are discussed and illustrated using gravel river data. A modification to the Bishop, Simons and Richardson theory is proposed together with suggestions for further refinements which could be introduced at a later date. The performance of the various theories is compared and recommendations are made regarding their usage.","sediment transport theories; sediment transport; bedload transport; flume data","en","report","HR Wallingford","","","","","","","","","","","","","" "uuid:a17e3e86-e5a0-405f-b4fa-c76569a5ff8d","http://resolver.tudelft.nl/uuid:a17e3e86-e5a0-405f-b4fa-c76569a5ff8d","Literatuurstudie materiaaltransport door golven","Obdam, H.J.","TU Delft","1972","Samenvatting van Japans onderzoek onder leiding van Horikawa en Homma in de periode 1960-1970","sediment transport; golven; zandtransport","nl","report","Rijkswaterstaat, RIKZ (Dienst Getijdewateren)","","","","","","","","","","","","","" "uuid:3c1c6f4f-a5ea-4b7a-b357-4e601ba261bf","http://resolver.tudelft.nl/uuid:3c1c6f4f-a5ea-4b7a-b357-4e601ba261bf","Scale Selection for Wave Models","Kamphuis, J.W.","TU Delft","1972","The selection of scales for models with short waves, long waves and unindirectional current is discussed with particular emphasis on boundary layer motion and movement of sediment. The paper attempts to outline the present state of the art and to provide a framework for future research in the area of coastal sediment transport models at Queen's University. Furthermore, the report forms the basic material for lectures on wave models, hence the didactic style.","model scaling; physical models; wave models; wave modeling; sediment transport; framework","en","report","Queen's University at Kingston","","","","","","","","","","","","","" "uuid:fff573f8-176c-4143-bffe-116ba9c46d3c","http://resolver.tudelft.nl/uuid:fff573f8-176c-4143-bffe-116ba9c46d3c","Vergelijking van gemeten en berekende zandtransporten bij permanente stroming","Jorritsma, J.","Deltares","1972","","sand transport measurement; sedimenttransport; sediment transport; zandtransportmeting","nl","report","Deltares (WL)","","","","","","","","","","","","","" "uuid:3979e4b4-83d9-44ae-aa0f-8106e749a9e3","http://resolver.tudelft.nl/uuid:3979e4b4-83d9-44ae-aa0f-8106e749a9e3","Aspecten van zandtransport in open waterlopen","De Vries, M.","","1971","College ""Materiaaltransport B.O."", sedimenttransport in rivieren.","sediment transport; rivieren; collegedictaat f10a","nl","lecture notes","TU Delft, Section Hydraulic Engineering","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:d3d90e48-69e3-48de-9f26-eedf812fa1e5","http://resolver.tudelft.nl/uuid:d3d90e48-69e3-48de-9f26-eedf812fa1e5","On dominant discharge concepts for rivers","Prins, A.; de Vries, M.","TU Delft, department Hydraulic Engineering; Delft Hydraulics Laboratory","1971","Often the need is felt to schematize a river regime by one single discharge, the Dominant Discharge, and to use this discharge for prediction of changes in a riverstretch as a consequence of riverworks. This article discusses some methods, as given in literature, to determine the Dominant Discharge and gives a way to compute this discharge by means of the hydrodynamic equations.","dominant discharge; sediment transport","en","report","WL Delft, publication 92; Also published as paper on the XIVth IAHR congress, 1971, Paris","","","","","","","","","","","","","" "uuid:494f583c-accd-4189-949e-f22e741a1b65","http://resolver.tudelft.nl/uuid:494f583c-accd-4189-949e-f22e741a1b65","The history of the Dutch Coast in the last century","Bakker, W.T.; Joustra, D.Sj.","RIKZ; Rijkswaterstaat","1970","The aims of this paper are: 1. To publish some available coastal measurements and computations of more than local importance. 2. To investigate the influence of groynes in practice. 3. To investigate the motion of the gullies in the outer deltas. The following conclusions are drawn: 1. The gross littoral drift along the Dutch coast is of the order of 1.5 to 2 mln m3/year; (computed with the CERC-formula) the resulting net drift is mostly within the order of accuracy of the computation. 2. The erosion of the areas with groynes was much less than the erosion of the adjacent areas; partially this effect is due to lee-side scour but mainly to decreased erosion in the protected areas. 3. The gullies in the outer deltas on the Wadden mainly rotated clockwise, which is probably the direction of the resultant transport here.","gullies; Dutch coast; sediment transport; erosion; coastal erosion; groynes; beach line; morphology; coastal measurements","en","report","Rijkswaterstaat, RIKZ","","","","","","","","","","","","","" "uuid:d314f2fd-4ec9-4b0b-a192-c2130bdf4702","http://resolver.tudelft.nl/uuid:d314f2fd-4ec9-4b0b-a192-c2130bdf4702","The probabilistic characteristics of bed load transport in alluvial channels","Paintal, A.S.","TU Delft","1969","","bed load; sediment transport; gravel transport","en","report","University of Minnesota","","","","","","","","","","","","","" "uuid:6f7cedba-1137-4568-9521-97b618e0042a","http://resolver.tudelft.nl/uuid:6f7cedba-1137-4568-9521-97b618e0042a","Closure of estuarine channels in tidal regions","Dronkers, J.J.; Breusers, H.N.C.; Vinjé, J.J.; Venis, W.A.; Spaargaren, F.","TU Delft","1968","Considerations on fluid motion in and around closure gaps, two-dimensional local scour in loose sediments, local scour caused by vortex streets, behaviour of dumping material when exposed to currents, results of model tests applied to an actual project *** The closure of the final gaps is the most difficult part of the construction of the dams in the 'Delta plan' of the Netherlands. In this contribution various factors concerning the water motion in closure gaps are discussed in general terms. These factors are: the tidal motion in the region, the changes of velocities in and near the closure gap during the closure period, and the way in which they can be computed. Remarks are made about the interaction of water motion and soil mechanics. ** The conformity and time scale of local scour is studied from model experiments. A description of the flow pattern in the scouring hole and the development of the scouring process with time is given. A time-scale relationship is derived from experiments with a wide range of scales. The int1uence of the velocity profile and turbulence intensity on the scouring process is demonstrated with some examples. ** In this article considerations are given about three-dimensional local scour caused by vortices, in -~10n-cohesive bed-material. After a general characterization of the scour-patterns for different closing-methods and a description of the flow-pattern, the process of local scour is described more in detail. As the development of the scouring process with time is very important for practical purposes, estimates of the time-scale are given based on reproduction in models and on a systematic research program as well. ** After an introduction, the results are discussed of a series of laboratory model tests, performed in view of establishing a criterion of stability for the various dumping materials exposed to current-action. In working out the test results it has appeared that the critical flow velocities for a certain material could be expressed as a linear function of log h, h being the difference between the downstream water-level and the dam's crest-level. ** The paper deals with the way in which the Hydraulics Division of the Delta Directorate uses the results obtained from model tests in the Hydraulics Laboratory when designing the dams with which the various tidal channels are to be closed. The hydraulic problems that have to be overcome are described in general. as well as the manner in which they are tackled. The final plans for an actual project as treated in this paper are a compromise, since a great number of factors, particularly technical planning and economic considerations are involved.","closure dam; tidal flow; tidal computations; sediment transport; incipient motion; vortex; local scour; hydraulic model tests","en","report","KIVI-NIRIA","","","","","","","","","","","","","" "uuid:ced71bcf-8862-4f9d-b04c-1da28c101fcb","http://resolver.tudelft.nl/uuid:ced71bcf-8862-4f9d-b04c-1da28c101fcb","Budget of littoral sands in the vicinity of Point Arguello, California","Bowen, A.J.; Inman, D.L.","TU Delft","1966","This report shows the results of a detailed analysis of the various littoral processes which affect the California Coast between Pismo Beach and Santa Barbara. The method involves the concept of a sand budget based on the transport rates of all significant littoral processes. Each process is examined to assess the sedimentary contributions (credits) and losses (debits). To balance the sediment transports, the region is subdivided into five cells, the boundaries of which are chosen at positions where the longshore transport of sand has been estimated. Using basic data from maps, surveys, aerial photographs, climatic records, and wave conditions, the authors have determined a quantitative transport rate for each process in each cell. The results are shown in graphic and tabular form. The budget concept provides a practical tool for coastal engineering problems. However, the difficulty of moving from qualitative trends to quantitative determinations reveals gaps in the present state of knowledge and requirements for further research.","sediment transport; coastline","en","report","USACE","","","","","","","","","","","","","" "uuid:e24ebff9-024b-4fa7-b2e4-9a8c5af1ca30","http://resolver.tudelft.nl/uuid:e24ebff9-024b-4fa7-b2e4-9a8c5af1ca30","Application of luminophores in sandtransport-studies","De Vries, M.","Hinze, J.O. (promotor); Van Spiegel, E. (promotor)","1966","The quantitative determination of bed-material-transport by means of tracers has been considered. For a stationary-stochastical transport-condition the dispersion of tracers has been described by a diffusion-equation of the gradienttype. The parameters of the dispersion-model are derived from the measured concentrations by a least-squares procedure. The measuring-technique has been based on the application of fluorescent tracers (luminophores). Some flume-tests show that the method proposed yields fair quantitative answers.","sediment transport; tracers; bed load transport","en","doctoral thesis","Meinema, Delft","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:e98beb86-5f9c-4749-9f6e-4060bbab2bc6","http://resolver.tudelft.nl/uuid:e98beb86-5f9c-4749-9f6e-4060bbab2bc6","Measurement equipment and techniques used in studying radionuclide movement in the Columbia river estuary","Prych, E.A.; Hubbell, D.W.; Glenn, J.L.","TU Delft","1965","Columbia River estuary is being conducted by the U.S . Geological Survey. The necessity for information on water discharge, suspended and bed sediments, and radioactivity prompted the development of new measurement techniques and equipment suitable for estuarine conditions. Flow velocities and directions throughout the entire depth at a single vertical are measured from an unanchored boat in about a minute with the new discharge measuring technique and it appears that approximately 20 verticals in cross sections up to 4 miles wide can be measured in 1.5 hours. Measured discharges in an upstream reach of the Columbia River agree fairly welll with those measured by conventional methods. In situ measurements of radioactivity sorbed on the bed sediments are obtained with a radiation detector that is mounted in an undenrwater sled. Samples of water and suspended sediment are obtained for radionuclide and sedimentation analyses with a high-volume sampler. The samples are separated with a high-flow membrane filter system for analysis. Core samples of the bed sediments, which range from silty clay to medium sand, are collected in depths up to about 70 feet and flow velocities up to about 5 feet per second with a newly devised portable vibratory sampler.","tracer; sediment transport; radioactive tracer; estuary","en","report","ASCE","","","","","","","","","","","","","" "uuid:f5051163-7a83-440d-9d02-92683a442549","http://resolver.tudelft.nl/uuid:f5051163-7a83-440d-9d02-92683a442549","Sand movement by wind","Belly, P.Y.","TU Delft","1964","Sand movement on the coast by wind action can be a major factor in some areas, yet very little is known about the basic mechanisms of movement by wind. With the growing use of artificial placement of sand material for beach restoration and protection, movement of sand by wind in the area shoreward of the waterline has become more and more a matter of concern. The need for greater knowledge in this area has recently been emphasized by proposed plans for the rehabilitation of vast offshore sand island areas along the eastern seaboard. This report discusses some earlier experimental results in wind tunnels, and describes and compares results obtained from new wind tunnel tests. Work by another investigator, directly related to the author's work, has been included in an addendum. This latter work extends the investigation to smaller sand size range and suggests that different relationships for threshold shear velocity for sand movement obtain for the smaller sand size distributions. Of particular interest are tests on the influence of moisture content on sand movement. The experimental date clearly demonstrate that as the sand moisture content increases, the value of the threshold shear velocity of sand movement may also materially increase. Quantitative expression of this effect is obtained.","sediment transport; aeolian transport; wind induced sand transport; wind","en","report","USACE","","","","","","","","","","","","","" "uuid:ebca9a23-7071-4e06-bec4-b4b82f48f725","http://resolver.tudelft.nl/uuid:ebca9a23-7071-4e06-bec4-b4b82f48f725","Zandvang Leudal","Verhoog, C.","Waterloopkundig Laboratorium","1963","Modelonderzoek naar een zandvang in de Heythuyserbeek in het Leudal nabij Neerbeek","zandvang; sediment transport","nl","report","Waterloopkundig Laboratorium","","","","","","","","","","","","","51.25356, 5.97239" "uuid:66b299fb-d0f5-438b-bd02-0dd7b4d06c61","http://resolver.tudelft.nl/uuid:66b299fb-d0f5-438b-bd02-0dd7b4d06c61","Analytical and experimental study of bed load distribution at alluvial diversions","Riad, K.","Thijsse, J.T. (promotor)","1961","It has long been observed that at most canal bifurcations the water diverted to the branch does not carry sediment in direct proportion to the rate of flow. Usually, the major part of sediment reaching a bifurcation is diverted into the small branches. This phenomenon has always bothered engineers responsible for the maintenance of irrigation and navigation canals which branch off relatively large alluvial streams. Experimental studies of this problem have usually been limited to the use of fixed bed flumes in which the velocity of flow was measured at different sections in the vicinity of the bifurcation. The distribution of the velocity both vertically and horizontally were then determined and considered as the basis of comparison between different cases. Some investigators studied the pattern of flow near the bed either by the introduction of sediment particles or pottasium permanganate crystals. In the present experimental study, sand was used as bed material and measurements in any run were only taken after the sand movement had reached equilibrium, when the rate of sediment feeding was equal to the sum of the rates of sediment being trapped at the end of main and branch channels. The experimental set-up consisted of a straight flume 20 m long and 0.80 m wide which represented the main canal and a lO m. X 0.50 m flume which branched off the main flume at 45 degrees, 8.20 m. from the upstream end and which represented the branch canal. At first a series of tests was carried out without a sand bed in order to study the wall roughness. Then the sand bed was introduced and a series of tests was carried out to determine the effect of the ratio between branch and main canal discharges upon the sediment behaviour at the bifurcation. In order to control the rate of sediment diversion into a branch, some artificial means have to be applied. In this respect the writer has experimented with the application of dividing walls which direct the bottom flow and guide vanes which direct the surface flow. In general and within the scope of the experiments, the guide vanes gave the better results. Hence, tests were concentrated on the determination of the best location and direction for such vanes, and the results of these experiments led to the recommendations described on fig. 50.","sediment transport; bed load; river diversion; river morphology","en","doctoral thesis","Waltman Delft","","","","","","","","Civil Engineering and Geosciences","Hydraulic Engineering","","","","" "uuid:e3a97534-e3da-4970-a074-5e9db6c89b33","http://resolver.tudelft.nl/uuid:e3a97534-e3da-4970-a074-5e9db6c89b33","Discussion of bedload movement formulas of Kalinske, Einstein and Meyer-Peter and Müller and their application to recent measurements of beload in the rivers in Holland","Frijlink, H.C.","Thomas, C.W. (contributor); TU Delft","1952","Overview of sediment transport formulas and comparison with measurements in Waal and Rijn river in the Netherlands.","sediment transport; rivers; river morphology","en","report","US Bureau of Reclamation","","","","","","","","","","","","","" "uuid:4fda9b61-be28-4703-ab06-43cdc2a21bd7","http://resolver.tudelft.nl/uuid:4fda9b61-be28-4703-ab06-43cdc2a21bd7","Formulas for Bed-Load transport","Meyer-Peter, E.; Müller, R.","TU Delft","1948","In the following paper, a brief summary is first of all given of the results and interpretation of tests already made known in former publications of the Laboratory for Hydraulic Research and Soil Mechanics at the Federal Institute of Technology, Zurich. After that, an attempt is made to derive an empirical law of bed-load transport based on recent experimental data. We desire to state expressly that by bed-load transport is meant the movement of the solid material rolling or jumping along the bed of a river; transport of matter in suspension is not included.","sediment transport; bed load","en","report","IAHR","","","","","","","","","","","","","" "uuid:61a19716-a994-4942-9906-f680eb9952d6","http://resolver.tudelft.nl/uuid:61a19716-a994-4942-9906-f680eb9952d6","Anwendung der Aehnlichkeitsmechanik und der Turbulenzforschung auf die Geschiebebewegung","Shields, A.","TU Delft","1936","Ph.D thesis of Shields, original version in German. This document is the basis of all modern sediment transport formulae, and develops the concept of bed shear stress.","shields; bed shear stress; sediment transport; bed load","de","report","Preussischen Versuchsanstalt für Wasserbau","","","","","","","","","","","","","" "uuid:a66ea380-ffa3-449b-b59f-38a35b2c6658","http://resolver.tudelft.nl/uuid:a66ea380-ffa3-449b-b59f-38a35b2c6658","Application of similarity principles and turbulence research to bed-load movement","Shields, A.","Ott, W.P. (contributor); Van Uchelen, J.C. (contributor); TU Delft","1936","Translation of the Ph.D. thesis of A. Shields ""Anwendung der Aehnlichkeitsmechanik und der Turbulenzforschung auf die Geschiebebewegung"".","shields; shear stress; sediment transport; bed shear stress","en","report","Soil Conservation Service","","","","","","","","","","","","",""