Construction and Rehabilitation History
A storm (Figure 8) with estimated breaking wave heights at the
1958
caused severe damage to seaward ends of both
structure of 25
breakwaters. The east breakwater was breached for a length of
154
in the original armor stone-tetrapod transition area, and
at least six tetrapods were displaced from the head. On the west
breakwater all the tetrapods (approximately 60 units) from the
harbor-side quadrant of the head were swept away. The west
harbor-side slope appeared to be a major
breakwater's
deficiency.
Stopgap repairs of damage from the November 1958 storm were
1959
completed, and design analysis for a major rehabilitation was
initiated. These repairs consisted of construction of a heavy
monolithic concrete cap (east breakwater, 5,000) and placement
of the heaviest available armor stone (12-ton minimum) on the
seaward slope.
February, 1 month after awarding the tribar-placing
1965
During
contract, a storm with hindcasted deepwater wave heights of 27 ft
and period of 1
7
caused damage to the heads of both
breakwaters.
1966
consisted of repair of
both breakwater heads and the first 355 ft shoreward of the east
breakwater head. On the inboard quadrants of the breakwater
heads, two layers of 35-ton tribars were placed over the lower
of 50-ton tribars were
third,
two-thirds. Two layers of 35-ton tribars
over the
were placed on the sea-side slope of the east breakwater head and
buttressed against the concrete rib cap constructed on the crest;
827 and 1 1 35-ton reinforced tribars were placed on the east and
8
and 1 3 50-ton reinforced
7
west breakwaters, respectively; and
tribars were placed on the east and west breakwaters, respec-
tively. Except for the concrete rib cap, all repair work was
model tested (Jackson 1964). The total cost of repair work was
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,560,000.
In December a storm from the north caused severe damage to the
1967
west breakwater trunk, dislodging the 8-ton armor stone and under-
mining the core material. Concrete
which previously had
been applied to the crest contributed to the failure by causinq
excessive back pressure which resulted in more rapid erosion of
the core and did not permit the capstones to settle until large
voids had developed underneath and large cap sections had failed.
(Continued)
of 5)
(Sheet
19
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