Figure 1:
Experimental setup. I – balance tank, II – check valve (close of the overflow window), III – overflow window with Thomson’s weir, IV – energy dissipation device, V – upper tank Vmax = 14.4 m3, VI – analyzed embankment, VII – downstream channel B=2.0 m, VIII – two Thomson’s weirs, IX – free discharge channel B >> 2.0 m, X – hydrostatic pressure sensors.
Figure 2:
Distribution of grain size of the soil used in the laboratory test.
Figure 3:
Phases of failure mode of a noncohesive homogeneous dam – photos from Test 2 and isometric schemes.
Figure 4:
Phase duration in each test
Figure 5:
Breach width at the crest since the beginning of phase III.
Figure 6:
Upstream discharge from tests 1, 2, and 3.
Figure 7:
Discharge and water level from Test 1.
Figure 8:
Discharge and water level from Test 2.
Figure 9:
Discharge and water level from Test 3.
Table 1:
Dam breach parameters of tests 1, 2, and 3.
| Test | Peak discharge (l/s) | Timing of the peak discharge (s) | Duration of breach (s) | Duration of expansion of the breach (s) | Eroded material (m3) | Average erosion rate (m3/s) | Final width of the top of the breach (cm) | Average rate of breach expansion (cm/s) |
|---|---|---|---|---|---|---|---|---|
| 1 | 114.65 | 102 | 171 | 129 | 0.571 | 0.004 | 121 | 0.9 |
| 2 | 122.67 | 86 | 162 | 157 | 0.520 | 0.003 | 114 | 0.7 |
| 3 | 182.17 | 64 | 122 | 117 | 0.586 | 0.005 | 127 | 1.1 |