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Fig. 5. Cross-shore profiles of the wave height distribution H, calculated by Tomawac (a), and longshore mean velocity in Telemac-2D (b). (c) shows the resulting bec roughness variation, and the distribution of long-shore transport is shown in (d). Model solutions are compared for spatially invariant values of k, (=0.01, 0.03 and 0.05 m together with the distribution obtained by feeding back the computed total k, distribution into Telemac-2D. The beach is located at 200 m.

Figure 5 Cross-shore profiles of the wave height distribution H, calculated by Tomawac (a), and longshore mean velocity in Telemac-2D (b). (c) shows the resulting bec roughness variation, and the distribution of long-shore transport is shown in (d). Model solutions are compared for spatially invariant values of k, (=0.01, 0.03 and 0.05 m together with the distribution obtained by feeding back the computed total k, distribution into Telemac-2D. The beach is located at 200 m.

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Fig. 1. Measured (isolines) and calculated (colored) contours of the bed evolutions normalized by the initial water depth Hp (=0.0544 m).
Fig. 1. Measured (isolines) and calculated (colored) contours of the bed evolutions normalized by the initial water depth Hp (=0.0544 m).
Fig. 2. Bed evolutions normalized by the initial water depth at the cross sections 90 (a) and 180° (b).
Fig. 2. Bed evolutions normalized by the initial water depth at the cross sections 90 (a) and 180° (b).
Fig. 4. Comparison between measured and calculated bed evolutions (in m) using Telemac-3D/Sisyphe. (a) shows the bed evolution of the flume experiment for grave after 125 min, (b) the corresponding numerical results and (c) difference measured-calculated. The flow discharge is 147 l/s, for a water depth of 37 cm at the channe entrance. The sediment in this gravel bed experiment is represented by five different grain sizes (ds59=2.5, 3.8, 4.7, 6.3, 7.6 mm), with an initial mean grain size of 4,98 mm
Fig. 4. Comparison between measured and calculated bed evolutions (in m) using Telemac-3D/Sisyphe. (a) shows the bed evolution of the flume experiment for grave after 125 min, (b) the corresponding numerical results and (c) difference measured-calculated. The flow discharge is 147 l/s, for a water depth of 37 cm at the channe entrance. The sediment in this gravel bed experiment is represented by five different grain sizes (ds59=2.5, 3.8, 4.7, 6.3, 7.6 mm), with an initial mean grain size of 4,98 mm
Fig. 3. Top view of the BAW contraction flume, with a list of experimental parameters. Flow is running from the right to the left.
Fig. 3. Top view of the BAW contraction flume, with a list of experimental parameters. Flow is running from the right to the left.
Fig. 7. Simulated and measured bed-load transport at Pfelling for different discharges. Fig. 6. Danube river model: computational domain area and simulation grid.
Fig. 7. Simulated and measured bed-load transport at Pfelling for different discharges. Fig. 6. Danube river model: computational domain area and simulation grid.
Fig. 9. Bed evolution and corresponding mean grain size distribution after 3 years of simulation. Fig. 8. Measured and simulated annual bed-load discharge.
Fig. 9. Bed evolution and corresponding mean grain size distribution after 3 years of simulation. Fig. 8. Measured and simulated annual bed-load discharge.
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Fig. 10. Schematization of the bed structure. The bed material is divided into a limited number (user- defined) of size-fractions, each characterized by a certain diameter d, and by a volume percentage of occurrence in the sediment bed material ¢;. The transport rate of each size-fraction Q,j is calculated as a function of individual grain size: Q,;=Q,(di)¢;. The Exner equation (Eq. (1) or (2)) is solved for each individual grain size. In Sisyphe, sediment transport rates are calculated as a function of the local skin friction, which is calculated from the hydrodynamic friction to by use of a skin friction correction
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EngineeringEarth SciencesGeologySedimentologyComputer ScienceSecondary CurrentsChannel FlowBed Roughness
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