Construction and Rehabilitation History
Date(
1950
The breakwaters were repaired; and the landward end of the west shore
arm breakwater and the state-owned east jetty, lying on either side
of the Point Judith Pond entrance channel, were sand tightened. The
sand-tightened sections, 600 and 700
long on the jetty and break-
water, respectively, were made by placing a 2-ft-thick layer of 3-in
to 500-lb quarry-run stone followed by a 3-ft-thick layer of 1 - to
ton cover stone on the seaward side slopes. The estimated stone
quantity needed for sand tightening was 6,000 tons. The breakwater
repairs were made at numerous sections located throughout the east
arm of the main breakwater and from
to
of the east shore
Approximately 115 lin ft at
arm breakwater (landward end at
the seaward end of the original east shore arm was not repaired.
Four sections totaling 120
were repaired on the west shore arm
breakwater. The damaged sections were typically to 5
below the
design crown elevation of
mlw. The design geometry had
sea-side slopes, and crown widths of 20, 20,
harbor side and
and 1 ft on the east shore arm, main, and west shore arm break-
5
waters, respectively. The estimated stone quantity needed for
repairs was 13,215 tons of 1 - to 6-ton stone. Total cost of the
tons of stone.
improvements was
using a total of
1961-
119,000 tons of stone for a total cost of
||content||
,771,900. The east shore
arm was repaired from
to the reconstructed seaward end at
The main breakwater was repaired from the seaward end of the west arm
at
to
at
and from
to the seaward end of the
Eleven areas, the largest covering 60 lin ft, of
east arm at
the west shore arm were repaired between
and the seaward end at
Stone placed on the structures weighed 12 to 15 tons, except
for several sections along the east arm where a 15-ton minimum was
specified. The repair areas required a
ft mlw crown elevation.
The east and east shore arm repairs required a 15-ft crown width and
side slopes. The west and west shore arm repairs specified
and 15-ft crown widths, respectively, with slopes of
and
on their sea and harbor sides, respectively. Prior to rehabi-
litation, crown elevations within the repair areas were typically
ft mlw on the east and west arms, 0 to
ft mlw on the
to
from
east shore arm, and
to
on the west shore arm. Crown eleva-
tions outside the repair areas were typically within 2 ft of the
ft mlw design elevations. Overall, the east arm and outer
and
half of the east shore arm were the most deteriorated sections of the
breakwaters prior to rehabilitation.
1964-
Visual inspections show a gradual deterioration of the main and east
shore arm breakwaters. The west shore arm had some displaced stone
but was otherwise considered to be in good condition. By 1978, the
(Continued)
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