Chapter V
Hydraulic Performance
69
Table V-11 Overtopping discharge Calculation Results for Algiers Marina Case
Return period
(year)
Rc
(m)
í µí½ í µí²
í µí±¯ í µí²
(m)
q
(m3 /s/m)
2 years
6
3.94
1.97
0.071
10 years
6
4.85
2.21
0.29
50 years
6
4.86
2.24
0.30
100 years
6
5.01
2.30
0.38
In the case of Port Algiers, for the 2-year return period, overtopping by pulsating flows at low
levels only could be dangerous when carried out at low speed; it could result in the sinking of
small boats moored 5-10 meters from the wall, and some damage to larger boats, and may also
cause damage to sloped dikes if the back slope is not protected. However, this wave overflow
does not present a risk to Pedestrians.
For return periods of 10 to 100 years, wave overtopping could be dangerous for sloped dikes,
causing damage even if protection is complete. The overtopping results obtained for the different
wave scenarios show that, from a structural point of view, the main dikes are fairly resistant to
overtopping, which poses no major risk to their structural stability in the face of the sea's
hydraulic forces, since the values are relatively low.
Table V-12 Overtopping discharge Calculation Results for Port Algiers Case
Return period
(year)
Rc
(m)
í µí½ í µí²
í µí±¯ í µí²
(m)
q
(m3 /s/m)
2 years
8.5
3.02
3.37
0.09
10 years
8.5
3.67
3.88
0.42
50 years
8.5
3.57
4.16
0.51
100 years
8.5
3.68
4.28
0.64
V.5. Conclusion
The calculations conducted in this chapter demonstrate that the current sections of the main dikes
in Marina and Port of Algiers are sufficiently well protected and capable of withstanding various
extreme conditions. It can also be concluded that the results for overtopping on rubble mound
breakwater are consistent, confirming their resistance and low risk to stability against hydraulic
forces from the sea.
In the next chapter, we will explore a new approach for calculating overtopping. This method
will be based on real tests conducted by multiple laboratories on various sloping dikes.
Hydraulic Performance
69
Table V-11 Overtopping discharge Calculation Results for Algiers Marina Case
Return period
(year)
Rc
(m)
í µí½ í µí²
í µí±¯ í µí²
(m)
q
(m3 /s/m)
2 years
6
3.94
1.97
0.071
10 years
6
4.85
2.21
0.29
50 years
6
4.86
2.24
0.30
100 years
6
5.01
2.30
0.38
In the case of Port Algiers, for the 2-year return period, overtopping by pulsating flows at low
levels only could be dangerous when carried out at low speed; it could result in the sinking of
small boats moored 5-10 meters from the wall, and some damage to larger boats, and may also
cause damage to sloped dikes if the back slope is not protected. However, this wave overflow
does not present a risk to Pedestrians.
For return periods of 10 to 100 years, wave overtopping could be dangerous for sloped dikes,
causing damage even if protection is complete. The overtopping results obtained for the different
wave scenarios show that, from a structural point of view, the main dikes are fairly resistant to
overtopping, which poses no major risk to their structural stability in the face of the sea's
hydraulic forces, since the values are relatively low.
Table V-12 Overtopping discharge Calculation Results for Port Algiers Case
Return period
(year)
Rc
(m)
í µí½ í µí²
í µí±¯ í µí²
(m)
q
(m3 /s/m)
2 years
8.5
3.02
3.37
0.09
10 years
8.5
3.67
3.88
0.42
50 years
8.5
3.57
4.16
0.51
100 years
8.5
3.68
4.28
0.64
V.5. Conclusion
The calculations conducted in this chapter demonstrate that the current sections of the main dikes
in Marina and Port of Algiers are sufficiently well protected and capable of withstanding various
extreme conditions. It can also be concluded that the results for overtopping on rubble mound
breakwater are consistent, confirming their resistance and low risk to stability against hydraulic
forces from the sea.
In the next chapter, we will explore a new approach for calculating overtopping. This method
will be based on real tests conducted by multiple laboratories on various sloping dikes.