STABILIZATION OF BEACH
HIGHWAY CD. DEL CARMEN-CHAMPOTON,
KM 46+000 - 46+500
General criteria for design
|
DEEP WATERS WAVE CLIMATE |
|
|
According to WIS station 110 |
|
|
Hs
< 1.0 mts |
90.0% |
|
Hs
< 1.5 mts |
97.5% |
|
Tp
< 9 seg |
97.5% |
|
Predominant
wave approach |
N-W
85.0% |
|
Average
wave Height |
Oct
- Apr: 0.7 mts May
- Ago: 0.3 mts |
|
SEDIMENTS |
|
|
Diameters |
D84
= 0.65 D50
= 0.425 D16
= 0.25 |
|
Littoral
Sediment Transport |
No
data Coastline
ver sensible to modification due sediment transport according to one year
visual observation. |
|
Global
Direction of Sediment Transport |
Very
evident in direction NE-SE |
|
|
|
|
BEACH GEOMETRICAL DESCRIPTION |
|
|
Longitude
of Project zone |
450
mts |
|
Longitude
of very critical zone |
50
- 100 mts |
|
Bottom
slope |
1
- 2% |
|
|
|
|
SUBMERGED
BREAKWATERS SOLUTION (See figures
1 and 2) |
|
|
Number
of structures |
6 |
|
Rows
of pallet ball units |
3 |
|
Relation
L/X |
L/X
>= 1 ; critical zone L/X >= 2 |
|
Installation
depth |
Units
will be installed at 1.0 mts depth at middle tide |
|
Tides
range |
0.60
mts average. Units will be all time between 0.4 mts submerged and 0.2 emerged |
|
Orientation |
10-20
degrees to coastline parallel facing predominant wave direction |
|
Covered
length (100 x SL) / 450 |
60%
in predominant wave direction |
Figure 1 Plan view
Figure
2: Typical cross section