The typically mild slopes of the muddy coastline in the south of Myanmar, enable the tide to propagate deep into the mainland, carrying muddy and saline water. The Nga Moe Yeik Creek (a tributary of the Yangon River) is closed off at the upstream end during the dry season and is subject to high siltation rates. Extensive dredging is necessary to ensure navigability. However, dredging activities stopped in 2015 because dredging appeared to be insufficient. Flushing the creek, by opening the Nga Moe Yeik Creek Sluice Gates more often could contribute to a solution to minimise the siltation rates, leading to lowered dredging volumes and an improved navigability of the creek. However, it may decrease the availability of irrigation and drinking water behind the sluice in the dry season. The responsible authorities are looking for an optimal solution. The current insight in the siltation problem is limited due to a lack of measured data collected in the Nga Moe Yeik Creek. The general consensus is that siltation rates can be decreased by an improved operating scheme of the Nga Moe Yeik Sluice Gates. Since data resources are scarce or not available at all, data on bathymetry, water levels and suspended sediment concentration is collected from the field between May and July 2017. The observed water levels show a flood-dominant tidal wave with a tidal range in the order of 4 - 6 meters. Depths are measured in a zigzag pattern in the creek stretch between mouth and sluice. Suspended sediment concentrations are measured between 0.3 and 1 gram/L. Tidally and depth averaged concentrations in the order of 0.5 gram/L and 0.4 gram/L are observed at respectively 2 and 17 km from the mouth of the creek. Part of this data is used to set up a Delft3D-flow model of the system that simulates the main sediment transport processes in the Nga Moe Yeik Creek. The initial hydrodynamic model is calibrated against observed water levels. In the next phase, the sediment transport model is used in a qualitative analysis to determine best suitable sediment parameters. Using a combination of model and collected data it is aimed to increase the insight in the siltation problem. Both model and data showed similar hydrodynamic and sediment transport processes. The water level observations showed that the tidal wave deforms asymmetrically and becomes more flood-dominant as it propagates into the creek. A similar phenomenon is observed in the model results. Forced with a constant 2 gram/L the model generated tidally and depth averaged sediment concentrations in the same order of magnitude as the observations. From field observations and personal communication with local authorities, it is known that the siltation is most severe in the upstream end of the creek. This is also confirmed by the model results. In the scope of this work it is assumed that the model gives reliable results on the assessment of water levels and siltation. The final model was used to assess several flushing scenarios (continuously or pulsatile flushing). Although all scenarios reduced thalweg siltation in the upper domain, pulsatile flushing reduced siltation slightly better. The scenario with 3 pulses gives best results followed by the scenario with 6 pulses. Less effective is the current flushing scheme with a continuous discharge. However to be able to give an quantitative answer on the extend of mitigation,more specific values of river discharge and critical bed shear stress are necessary.

Siltation affects navigation in harbors and waterways by reducing the water depth. To regain depth and safeguard navigation, dredging is required. Water Injection Dredging (WID) is one of the available hydrodynamic dredging techniques, in which pumps on a vessel inject water at high flow velocities and low pressure into the bed and fluidize the bed material into a mixture of water and suspended sediment. The fluidized material travels as a turbidity current to deeper areas, driven by natural processes. Sediment transport is then less controlled and the final destination of the dredged material is more difficult to estimate than for other dredging techniques. The passage of a WID-induced turbidity current produces an increase in suspended sediment concentration (SSC) in the water column that increases turbidity. Turbidity increase may have a negative environmental impact. Therefore, to evaluate and mitigate the environmental impact of WID, the increase in SSC should be estimated. Additionally, from an operational perspective, the sedimentation footprint of the turbidity current should be determined. Deltares developed with Boskalis a numerical tool named “Lagrangian 1DV model” (Deltares, 2019). The Lagrangian 1DV model can calculate the thickness and density of the WID-induced turbidity current at a distance from the dredger, as well as the deposition rate. It provides the information to estimate the increase in SSC in the water column and the sedimentation footprint. The tool was defined to be a rapid assessment tool, as it is necessary at the early stages of WID projects when there is usually a limitation of time and available data. Such a tool is useful to analyze different dredging strategies and different solutions to mitigate environmental impact. As its name indicates, it follows a Lagrangian 1DV (1-Dimensional Vertical) approach. This approach follows the turbidity current in space as it moves away from the dredger. It is an innovative approach that requires less computational effort than a 3D or a 2DV (2-Dimensions in the Vertical plane) approach. Three main steps were followed by Deltares (2019) for conceptual and mathematical modelling: - Step 1: assume that the turbidity current is a 2DV process, thus neglecting lateral gradients - Step 2: schematize the 2DV process as a Lagrangian 1DV approach. - Step 3: select the 1DV Point Model (Uittenbogaard and Winterwerp, 1997) as the basis to solve velocity and concentration profiles over the vertical. In order to schematize the 2DV process as a Lagrangian 1DV approach (Step 2), two main points were assumed: - Uniformity of the 1DV Point Model (in the Eulerian frame of reference) was assumed as stationarity in the Lagrangian frame of reference - The Lagrangian velocity was defined as a concentration-weighted velocity over the water column, expressed as the ratio between the mass flux and sediment load. The validity of these assumptions to estimate sediment transport was analyzed in this report. For that purpose, the Lagrangian 1DV model (Lagrangian 1DV approach) was compared to a 2DV computation in Delft3D-FLOW (called Delft3D model) in four sets of numerical experiments. The validity of the Lagrangian 1DV approach for uniform flow was confirmed with the first set of numerical experiments. Experiment Set 2 showed that the Lagrangian 1DV approach is as valid as the Eulerian 2DV approach to represent sediment transport in non-uniform flow when density differences are negligible. Differences between the Lagrangian 1DV model and the Delft3D model in velocity, concentration and, consequently, in the concentration-weighted velocity (calculated in the Delft3D model as the ratio between mass flux and sediment load), arose in non-uniform flow for the cases in which density differences became significant. The results suggest that the origin of the differences between the Lagrangian 1DV model and the Delft3D model in the concentration-weighted velocity relies on the expression of the advective transport term of the sediment transport equation. In Experiments Set 3 and Set 4, the numerical models were based on laboratory experiments on turbidity currents by Parker et al. (1987) and van Kessel and Kranenburg (1996), respectively. The baroclinic pressure gradient was higher for these sets experiments. Thus, differences in the baroclinic pressure gradient between the models produced important differences in velocity. In the case of Experiments Set 3, based on Run 13 of Parker et al. (1987), the concentration-weighted velocity was lower for the Lagrangian 1DV model along the analyzed reach. Experiments Set 4, based on Run 2 of van Kessel and Kranenburg (1996), presented the opposite behavior: a higher value for the concentration-weighted velocity for the Lagrangian 1DV model. A possible explanation for these results was found, based on the variation of the sediment load along the channel in the Delft3D model and the magnitude of the baroclinic pressure gradient. In order to analyze possible implications of the observed differences when the model parameters are in the range of the WID application, the variation of the concentration-weighted velocity was calculated in the Lagrangian 1DV model for a typical case of WID. The trend of the variation along the reach was similar to the case of Experiments Set 3. Then, the results suggest that the estimated concentration-weighted velocity in the Lagrangian 1DV model may be lower than the result for the 2DV approach. As a consequence, the travelling distance of the turbidity current may be shorter. More specific cases can be addressed by comparing the Lagrangian 1DV model and the Delft3D model, following the methodology presented in this report.

The North Sea is a heavily used area, with wind parks, shipping routes, fishing, sand mining, and many future constructions planned. The Dutch Coastal Zone, the area of the North Sea containing the Dutch coast, is home to several natural areas, alongside extensive human-built flood defenses. Maintaining balance between these areas requires that we understand the complex dynamics of the system. This way, we can efficiently build what is required, while preserving the natural areas and their ecosystems. The Dutch Coastal Zone is about 70km wide, running parallel to the Dutch coast. It is relatively shallow and periodically stratified between the Rhine outflow at Rotterdam and IJmuiden. Its seabed mostly consists of sand (median grain size ~ 300 μm), with a fraction of fine sediment (median grain size < 63 μm) varying in space and time. The fine sediment fraction is important for the ecological functioning of the area, as turbidity strongly increases when it is suspended in the water column which hinders light penetration. Fine sediments are also responsible for the siltation of approach channels to important ports in the area. The yearly climate can be divided into a summer and a winter period, where the winter period has higher waves and wind speeds than the summer period. Previous research has shown that there is a higher concentration of fine sediment in the water column in winter, which is likely caused by the more frequent occurrence of storms and/or patterns in biological activity. However, the exact dynamics of fine sediments during these storms are still incompletely understood. It is also unclear how sediment stirred up by human interference behaves, and how it is transported through the system. This project sets out to analyze the behavior of fine sediments in the water column due to storms in the Dutch Coastal Zone, using a combination of field data and modeling. To interpret this data, we conceptualize the seabed using the two-layer model concept of van Kessel et al (2011). In this model, a thin top layer, consisting purely of fines, resides on top of a thicker lower layer, which is composed of a mixture of sand and fines. This expresses the heterogeneity in the vertical sediment distribution, caused by the mixture of sediment sizes. In this model, we assume that the top layer, called the ‘fluff layer’, is resuspended at every tide and deposited again during slack when conditions are calmest. The lower layer, called the ‘buffer layer’, is much more stable, eroding only during very energetic conditions such as storms. With existing knowledge of fine sediment dynamics, we created a theoretical model of the response of the seabed. Initially, both the fluff and buffer layer contain fine sediment. During the storm, the fluff and part of the buffer are eroded. When the sediment settles, the sand settles first followed by the fine sediment. The resulting bed is stratified by settling velocity, and the fines which were stored in the portion of the buffer layer that was eroded are now in the fluff layer. Gradually by some process, the portion of fines eroded from the buffer layer during the storm is re-entrained into the buffer layer. We assume that for each tidal cycle following the storm, the maximum suspended sediment measured is representative of what is available in the fluff layer. This suspended amount decreases over time, and through this value we can follow the recovery of the system. We quantify reaction to storms and subsequent recovery from our theoretical model using data gathered off the coast of Egmond aan Zee over 2 years in 10.5 m water depth, using a frame equipped with sensors in the bottom 2 m. Storms are defined in this project as energetic events (wave heights > 1 m at 1 km offshore), with clear peaks. We analyze individual events, and briefly touch on the effects of storms occurring in succession. We observe in the field data that individual storm events have corresponding peaks in suspended sediment near the bottom. Over several tidal cycles following the storm, the sediment concentrations gradually decrease until prestorm conditions are reached. This decrease per tide can be described with an exponential decay function, with a decay constant of around 0.1 per half tidal cycle, which appears to fluctuate seasonally by ± 0.03. A computational model, delwaq and Delft-3D, was used to determine the impact of advection on the reaction and recovery from the storm. We use a closed cell 1 dimensional model, with realistic boundary conditions, to determine the impact of advection which plays a role in the recovery of the storm. From the model we also determine that a varying floc size may be responsible for the reaction of SPM to storm conditions observed in the field data.