Hydraulic Structures: Fourth Edition

WORKED EXAMPLES 667

2650 kg m^3. The design wave does not break before reaching the wall,

becauseH/d2.17/3.50.620.78, the criterion for wave breaking. For

minimum wave reflection, the slope of the sea wall (equation (15.19))

should be less than

tan

8.

8

16



1/2

0.33.

Direction

N NE E SE S

Wind speed, U(m s^1 ) 0020.8 0020.8 0013.9 0013.9 0020.8
gF/U^290705669507740621360
Ufm/g 0000.1730000.202 0000.21 0000.226 0000.324

0000.01 0000.01140000.0116 0000.01220000.0155
1/fmorTm 0012.26 0010.5 0006.75 0006.27 0006.54
TzTs(s) 0009.53 0008.16 0005.24 0004.87 0005.08
Hs(m) 0008.25 0006.46 0002.69 0002.38 0002.92 (equation (14.53))
L 0 (m) 0141.8 0104.0 0042.9 0037.0 0040.3 (L 0 gT^2 s/2π)
d/L 0 0000.0250000.034 0000.082 0000.095 0000.087
Cg/c 0 0000.36 0000.41 0000.55 0000.58 0000.56
Cg/Cg 0 0000.72 0000.82 0001.1 0001.16 0001.12 (Cg0c 0 /2)
Ks(Cg 0 /Cg)1/2 0001.18 0001.12 0000.95 0000.93 0000.94
Kr 0000.2 0000.3 0000.8 0000.7 0000.3
Design wave height (m) 0001.94 0002.17 0002.04 0001.55 0000.82

The slope of the upstream face is chosen to be 1V:3H. From Table 15.3,

KDfor rough quarry stone is 1.0, the individual weight being given as

(equation (15.32))

Wr 20 kN,

mass of units  2  103 kg.

The deep-water design wave height H 0 H(Cg/Cg0)1/22.17 0

 .8 

2

 

1.97 m. rin equation (15.23) is assumed to be 0.8 (Table 15.1). The wave

run-up,Ru(equation (15.23)) is

Ru1.971.016

1

3



0.5

0.83.88 m.

The run-up corresponds to 3.53.887.38 m OD.

1.97



104.0

20  103



9.81

2650 9.812.17^3



1.0(2.65 1)^3  3

2.17



2.09.81