Results - Response of Flood Events to Land Use and Climate Change - page 178

Fig. 6.47 Scenario (3); estimated velocity (m/s) and depth of water (m), flood 1957; (modeling
with considering the dyke)
between cross sections 11 and 12 on both left and right banks (*2.5 km from
upstream). This shows that at the current morphology of the river and dyke
structure, although this hydraulic structure was good strategy to protect the city
part of the river in case of severe flood but there is still a concern about over-
topping and inundation in case of dyke failure. The simulation results of scenario
(4) show that the banks started to overtop between the elevations of 1146.3 and
1147 m where the flow reaches 190 m 3 /s (Fig. 6.49 ).
Figure 6.50 represents the depth of water and velocity parameters for scenario
(4). For the last scenario, the modeling of the 1957 flood event had a maximum
discharge of 480 m 3 /s for the 2008 river profile. The adoption of the dyke break
was also considered, and the results of water depth, velocity, and duration are
shown in Figs. 6.51 - 6.53 , respectively.