On the Simulation of Floods in a Narrow Bending Valley: The Malpasset Dam Break Case Study
<p>Map of the region under investigation in a local coordinate system. The points surveyed by the police after the dam break are indicated as <span class="html-italic">Pi</span> with <span class="html-italic">i</span> = 1,…,17, while the gauge points of the laboratory-scale model built in the National Hydraulic and Environment Laboratory of EDF [<a href="#B8-water-08-00545" class="html-bibr">8</a>,<a href="#B46-water-08-00545" class="html-bibr">46</a>] are indicated as <span class="html-italic">Gi</span> with <span class="html-italic">i</span> = 1,…,14. A, B and C are the Electrical Transformers (ETs) of three hydroelectric plants placed along the river.</p> "> Figure 2
<p>Reconstruction of the Stereo Lithography (STL) surface (<b>a</b>); and bottom layer of the computational mesh (<b>b</b>).</p> "> Figure 3
<p>Flood hydrograph (simulated water level against time) at points: P1 (<b>a</b>); and P2 (<b>b</b>) compared with the maximum level surveyed by the local police after the dam failure (dotted line).</p> "> Figure 4
<p>Comparison of the wave arrival time between laboratory-scale model [<a href="#B8-water-08-00545" class="html-bibr">8</a>,<a href="#B46-water-08-00545" class="html-bibr">46</a>] and the 3D model against the river centerline (i.e., s).</p> "> Figure 5
<p>Flooded area at different time steps after dam break.</p> "> Figure 6
<p>(<b>a</b>) Sinuosity index along the centerline of the Reyran riverbed from upstream to downstream (distance 150 m); and (<b>b</b>) sinuosity index frequency corresponding to the five classes: 1 < SI < 1.1; 1.1 < SI < 1.2; 1.2 < SI < 1.3; 1.3 < SI < 1.4; and SI > 1.4.</p> "> Figure 7
<p>(<b>a</b>) Plan view of a Reyran River meander under investigation. Two points (i.e., P2 and O2) are considered on the opposite sides of the same river cross sections (i.e., section 3); (<b>b</b>) The corresponding hydrographs in terms of water surface elevation (WSE) are shown: P2 (black line) and O2 (grey line); (<b>c</b>) Water surface elevation at different time steps: 50, 100, 150 and 200 s after the dam collapse.</p> "> Figure 8
<p>Evolution of the free surface over time in the cross section containing the point P8.</p> "> Figure 9
<p>Maximum water height H (<b>a</b>); and channel width B (<b>b</b>) against the s-coordinate for the 7 river cross sections of the narrow bending meander centered on section O2-P2, as indicated in <a href="#water-08-00545-f006" class="html-fig">Figure 6</a>a.</p> "> Figure 10
<p>Velocity fields in the proximity of point P2 at: 100 s (<b>a</b>); 150 s (<b>b</b>); and 300 s (<b>c</b>) after the dam collapse.</p> "> Figure 11
<p>Free surface flow at 1200 s in the whole domain and in two details (boxes on the top right) after the collapse of the dam, in terms of velocity vectors and water surface elevation. River cross section through point G12 is highlighted in red. Velocity magnitude in this section varies from 0 to 10.8 m/s.</p> "> Figure 12
<p>Water surface elevation at the cross section G11-O11: (<b>a</b>) free surface along the section at different times after the dam break (<span class="html-italic">T</span> = 625 s, 650 s, 1000 s and 1500 s); and (<b>b</b>) water discharge hydrograph in the right (grey line) and left (black line) banks predicted by the 3D model.</p> ">
Abstract
:1. Introduction
1.1. Computational Fluid Dynamics Models in the Framework of Curved Channels
1.2. The Geomorphologic Characterization of a River Channel
2. Test Site: The Malpasset Dam in the Reyran River Valley (FR)
3. Methodology: The Three-Dimensional CFD Model
Domain Geometry: Digital Terrain Model
4. Results and Discussion
4.1. Numerical Simulation: Comparison with Field and Laboratory Data
4.2. Morphodynamic Analysis
5. Conclusions
Acknowledgments
Author Contributions
Conflicts of Interest
References
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Points | Faces | Internal Faces | Cells | Boundary Patches |
---|---|---|---|---|
2,287,929 | 6,693,676 | 6,524,876 | 2,203,092 | 7 |
ET | X (m) | Y (m) | Δs (m) | ATobs (s) | AT3D (s) | v (m/s) | v3D (m/s) |
---|---|---|---|---|---|---|---|
A | 5500 | 4400 | 0 | 100 | 100 | - | - |
B | 11,900 | 3250 | 6502 | 1240 | 1175 | 5.70 | 6.05 |
C | 13,000 | 2700 | 1230 | 1420 | 1425 | 6.83 | 4.92 |
Points | X (m) | Y (m) | Bank - | WSobs (m) | WS-3D (m) |
---|---|---|---|---|---|
P1 | 4913.1 | 4244.0 | Right | 79.15 | 81.65 |
P2 | 5159.7 | 4369.6 | Left | 87.2 | 87.57 |
P3 | 5790.6 | 4177.7 | Right | 54.9 | 53.91 |
P4 | 5886.5 | 4503.9 | Left | 64.7 | 63.85 |
P5 | 6763.0 | 3429.6 | Right | 51.1 | 47.21 |
P6 | 6929.9 | 3591.8 | Left | 43.75 | 45.08 |
P7 | 7326.0 | 2948.7 | Right | 44.35 | 44.00 |
P8 | 7451 | 3232.1 | Left | 38.6 | 37.8 |
P9 | 8735.9 | 3264.6 | Right | 31.9 | 31.57 |
P10 | 8628.6 | 3604.6 | Left | 40.75 | 37.21 |
P11 | 9761.1 | 3480.3 | Left | 24.15 | 23.3 |
P12 | 9832.9 | 2414.7 | Right | 24.9 | 26 |
P13 | 10,957.2 | 2651.9 | Right | 17.25 | 16.9 |
P14 | 11,115.7 | 3800.7 | Left | 20.7 | 21.2 |
P15 | 11,689 | 2592.3 | Right | 18.6 | 18.67 |
P16 | 11,626 | 3406.8 | Left | 17.25 | 19 |
P17 | 12,333.7 | 2269.7 | Right | 14 | 15 |
Points | X (m) | Y (m) | ATlab (s) | AT3D (s) | WSlab (m) | WS-3D (m) |
---|---|---|---|---|---|---|
G6 | 4947.4 | 4289.7 | 10.2 | 10 | 84.2 | 87.5 |
G7 | 5717.3 | 4407.6 | 102 | 107 | 49.1 | 53.7 |
G8 | 6775.1 | 3869.2 | 182 | 195 | 54 | 52.1 |
G9 | 7128.2 | 3162 | 263 | 245 | 40.2 | 44.2 |
G10 | 8585.3 | 3443.1 | 404 | 400 | 34.9 | 35.29 |
G11 | 9675 | 3085.9 | 600 | 625 | 27.4 | 26.1 |
G12 | 10,939.1 | 3044.8 | 845 | 870 | 21.5 | 21.4 |
G13 | 11,724.4 | 2810.4 | 972 | 990 | 16.1 | 17.4 |
G14 | 12,723.7 | 2485.1 | 1139 | 1125 | 12.9 | 13.4 |
Point | R (m) | B (m) | H (m) | R/B - | B/H - | R/H - |
---|---|---|---|---|---|---|
P2 | 33.1 | 100 | 8 | 0.3 | 12.5 | 4.1 |
P7 | 209.8 | 195 | 12 | 1.1 | 16.3 | 17.5 |
P8 | 621.8 | 100 | 4 | 6.2 | 25.0 | 155.5 |
P9 | 169.9 | 53 | 5 | 3.2 | 10.6 | 34.0 |
P13 | 226.7 | 65 | 4.2 | 3.5 | 15.5 | 54.0 |
P16 | 23,565.4 | 60 | 3 | 392.8 | 20.0 | 7855.1 |
G7 | 255.0 | 27 | 2 | 9.4 | 13.5 | 127.5 |
G8 | 147.4 | 52 | 2.3 | 2.8 | 22.6 | 64.1 |
G9 | 62.7 | 45 | 2.5 | 1.4 | 18.0 | 25.1 |
G10 | 372.2 | 50 | 4 | 7.4 | 12.5 | 93.1 |
G11 | 5126.4 | 62 | 3 | 82.7 | 20.7 | 1708.8 |
G12 | 226.7 | 115 | 2.9 | 2.0 | 39.7 | 78.2 |
G13 | 1869.4 | 96 | 7.8 | 19.5 | 12.3 | 239.7 |
G14 | 21,905.9 | 100 | 4 | 219.1 | 25.0 | 5476.5 |
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Biscarini, C.; Di Francesco, S.; Ridolfi, E.; Manciola, P. On the Simulation of Floods in a Narrow Bending Valley: The Malpasset Dam Break Case Study. Water 2016, 8, 545. https://doi.org/10.3390/w8110545
Biscarini C, Di Francesco S, Ridolfi E, Manciola P. On the Simulation of Floods in a Narrow Bending Valley: The Malpasset Dam Break Case Study. Water. 2016; 8(11):545. https://doi.org/10.3390/w8110545
Chicago/Turabian StyleBiscarini, Chiara, Silvia Di Francesco, Elena Ridolfi, and Piergiorgio Manciola. 2016. "On the Simulation of Floods in a Narrow Bending Valley: The Malpasset Dam Break Case Study" Water 8, no. 11: 545. https://doi.org/10.3390/w8110545