A Comparative Study of Comprehensive Modeling Systems for Sediment Transport in a Curved Open Channel
Abstract
:1. Introduction
2. Morphological Model Systems
2.1. TELEMAC-MASCARET
2.1.1. Hydrodynamic Module
2.1.2. Sediment Transport and Morphodynamic Module
2.2. HYDRO-FT-2D
2.2.1. Hydrodynamic Module
2.2.2. Sediment Transport and Morphodynamic Module
- If the critical bed shear stress is exceeded, the stream bed erodes, and material is removed from the active layer.
- By definition thickness of the active layer (h_AL) is unchangeable. Consequently, the material is transferred from the sub-layer to the active layer to compensate for the erosion.
- In the case of a multi-grain setup, median grain diameter (dm_AL) and mass portion per grain fraction (FA_AL-i) in active layer change due to the material influx from the sub-layer.
- Here, thickness of sub-layer (h_UL) decreases due to the material discharge, while median grain diameter (dm_UL) and mass portion per grain fraction (Fa_UL-i) in sub-layer remain unchanged. If the minimum sublayer thickness is reached, the basic layer erodes.
- During erosion of the basic layer, the sub-layer adopts the constantly changing composition of the basic layer: dm_UL = dm_BL (median grain diameter in basic layer), and FA_UL-i = FA_BL-i (mass portion per grain fraction in basic layer).
- Multiple factors, such as low flow velocity, can cause sedimentation, which leads to the material influx to the active layer.
- By definition h_AL is unchangeable. Consequently, the material is transferred from the active layer to sub-layer to compensate for the sedimentation.
- In the case of a multi-grain setup, dm_AL and FA_AL-I change due to the deposited material, h_UL increases due to material flow from the active layer to sublayer, dm_UL, and FA_UL-i alter.
- If the maximum sublayer thickness is reached, the material is transferred from the sub-layer to the basic layer. Surface portion of the basic layer (h_BL) increases median grain diameter in basic layer (dm_BL), and FA_BL-i alter.
2.3. BASEMENT
2.3.1. Hydrodynamic Module
2.3.2. Sediment Transport and Morphodynamic Module
2.4. Background and Application Range of Modeling Systems
3. Validation Test Case
4. Model Application
4.1. Model Evaluation
4.2. Model Calibration
5. Results and Discussion
6. Conclusions
Author Contributions
Funding
Conflicts of Interest
References
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Physical and Mathematical Model | Modeling System | |||
---|---|---|---|---|
TELEMAC-MASCARET | HYDRO-FT | BASEMENT | ||
Hydrodynamic Models | 2D: Saint-Venant FEM, Saint–Venant FVM, Boussinesq | 3D: RANS | 2D: SWE | 2D: Boussinesq |
Turbulence Models | Constant viscosity, Elder, k-ε model, Smagorinski, mixing length, Spalart–Allmaras | combination of an empirical viscosity and constant viscosity | Boussinesq eddy viscosity | |
Sediment Transport Models | Bed-load formula: Meyer–Peter, Einstein–Brown, Engelund–Hansen, Bijker, Van Rijn, Hunziker, Bailard, Dibajnia et Watanabe | Bed-load formulae: Meyer–Peter and Müller (MPM), Engelund–Hansen, Ackers–White | Bed-load formula: Meyer–Peter and Müller (MPM), Engelund–Hansen, Hunziker, MPM extended by Ashida and Michiue, Ashida and Michiue, Parker, Wilcockcrowe, Power law, Rickenmann, Smart and Jaeggi, Smart and Jaeggi extended for Ashida and Michiue, Wu, Van Rijn | |
Numerical Methods | FVM scheme: Roe, HLLC, WAF Kinetic order 1, Kinetic order 2, Zokagoa, Tchamen | FEM scheme: Multiple schemes for advection of velocity, tracer, k-ε | FVM scheme: First and second-order explicit Runge–Kutta | FVM scheme: Godunov type methods, HLL, HLLC |
Mesh | Unstructured | Structured/ Unstructured | Structured/ Unstructured |
Size Class | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 |
---|---|---|---|---|---|---|---|---|
Grain size (mm) | 8.52 | 4.76 | 3.36 | 2.00 | 1.19 | 0.84 | 0.42 | 0.25 |
Fraction (%) | 5.0 | 5.0 | 14.0 | 18.0 | 18.0 | 25.0 | 10.0 | 5.0 |
Applied Methods and Parameters | Modeling System | ||
---|---|---|---|
TELEMAC-MASCARET | HYDRO-FT | BASEMENT | |
Hydrodynamic Model | Saint–Venant FE | SWE | Boussinesq |
Turbulence Model | k-ε model | combination of an empirical viscosity and constant viscosity | Boussinesq eddy viscosity |
Sediment Transport Model | MPM | Engelund–Hansen | Wu |
Numerical Model | The optimum numerical scheme is automatically selected by the code (conservative scheme) | The second order explicit Runge–Kutta | Godunov type methods |
Mesh | Unstructured | Unstructured | Unstructured |
Shield’s Parameter | 0.04 | 0.03 | 0.03 |
Bed Friction Parameter | Strickler | Strickler | Manning |
Bed porosity | 0.25 | 0.37 | 0.37 |
Hiding/Exposure Factor | Applied | Not available | Not available |
Secondary Currents Coefficient | 0.75 | 12 | 9 |
Model | r/rc at 90° Section | ||||||||||
0.900 | 0.913 | 0.925 | 0.950 | 0.975 | 1.000 | 1.025 | 1.050 | 1.075 | 1.088 | 1.100 | |
Yen and Lee | 0.810 | 0.740 | 0.650 | 0.330 | 0.170 | −0.070 | −0.110 | −0.290 | −0.330 | −0.440 | −0.580 |
BASEMENT | 0.812 | 0.720 | 0.623 | 0.404 | 0.198 | 0.041 | −0.080 | −0.178 | −0.290 | −0.360 | −0.420 |
TELEMAC | 0.571 | 0.516 | 0.463 | 0.327 | 0.180 | 0.022 | −0.137 | −0.298 | −0.450 | −0.525 | −0.590 |
HYDRO-FT | 0.563 | 0.495 | 0.402 | 0.264 | 0.142 | 0.033 | −0.072 | −0.193 | −0.364 | −0.497 | −0.584 |
Model | r/rc at 180° Section | ||||||||||
0.900 | 0.913 | 0.925 | 0.950 | 0.975 | 1.000 | 1.025 | 1.050 | 1.075 | 1.088 | 1.100 | |
Yen and Lee | 0.520 | 0.400 | 0.360 | 0.130 | 0.040 | −0.070 | −0.140 | −0.190 | −0.330 | −0.600 | −0.670 |
BASEMENT | 0.695 | 0.580 | 0.478 | 0.288 | 0.140 | 0.047 | −0.048 | −0.178 | −0.320 | −0.398 | −0.470 |
TELEMAC | 0.526 | 0.468 | 0.415 | 0.292 | 0.156 | 0.010 | −0.141 | −0.303 | −0.469 | −0.545 | −0.588 |
HYDRO-FT | 0.488 | 0.395 | 0.367 | 0.263 | 0.157 | 0.041 | −0.088 | −0.266 | −0.515 | −0.650 | −0.809 |
Model | Section 90° | Section 180° | ||||
---|---|---|---|---|---|---|
R2 | RMSE | MAE | R2 | RMSE | MAE | |
TELEMAC | 0.9810 | 0.1260 | 0.0920 | 0.9770 | 0.0934 | 0.0800 |
HYDRO-FT | 0.9790 | 0.1290 | 0.0959 | 0.9710 | 0.1090 | 0.0947 |
BASEMENT | 0.9970 | 0.0763 | 0.0613 | 0.9860 | 0.1399 | 0.1238 |
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Kaveh, K.; Reisenbüchler, M.; Lamichhane, S.; Liepert, T.; Nguyen, N.D.; Bui, M.D.; Rutschmann, P. A Comparative Study of Comprehensive Modeling Systems for Sediment Transport in a Curved Open Channel. Water 2019, 11, 1779. https://doi.org/10.3390/w11091779
Kaveh K, Reisenbüchler M, Lamichhane S, Liepert T, Nguyen ND, Bui MD, Rutschmann P. A Comparative Study of Comprehensive Modeling Systems for Sediment Transport in a Curved Open Channel. Water. 2019; 11(9):1779. https://doi.org/10.3390/w11091779
Chicago/Turabian StyleKaveh, Keivan, Markus Reisenbüchler, Sandip Lamichhane, Tobias Liepert, Ngoc Dung Nguyen, Minh Duc Bui, and Peter Rutschmann. 2019. "A Comparative Study of Comprehensive Modeling Systems for Sediment Transport in a Curved Open Channel" Water 11, no. 9: 1779. https://doi.org/10.3390/w11091779