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(Continued)
Construction and Rehabilitation History
For the purpose of flood control, the Brazos River was diverted to a
1929
point 5 miles south of the jetties. Due to the predominant southerly
direction of littoral drift, the river ceased to be the major source
of sediment supply to the jetties. Subsequent evolution of the
shoreline showed a recession on both sides of the jetties, particu-
larly on the south shore, where prior to the diversion the shoreline
had advanced to within a few hundred feet
the jetty's seaward end.
The jetties were repaired using 20,670 tons of mostly cover stone and
1933
resetting 1,740 cover stone at a total cost of ,000.
A concrete cap was placed on the north jetty from
to
using
1935
1,653 cu yd of concrete. The cap was 6 ft wide with a top elevation
of
ft mlt.
to
The south jetty was capped from
using 6,085 cu
1936
yd of concrete. Top elevation of the cap was
ft mlt with widths
of 2 and 8 ft landward and seaward of
respectively. The
2-ft-wide cap had
side slopes, and the 8-ft-wide cap was
rectangular. Total cost was ,300.
The north jetty was capped with 2,754 cu yd of concrete over a dis-
1941
to at
ft. The jetty now was capped from sta
tance of 2,500
with top elevations of
and
ft mlt landward and
least sta
and widths of 6 and 8 ft landward and seaward of
seaward of sta
respectively. Total cost was ,300.
1964
An inspection of the jetties indicated that although the concrete
caps were in good condition, adjacent and underlying stone had con-
solidated or shifted leaving void spaces beneath the caps. The south
jetty was in more immediate need of repair, mostly in the general
vicinity of the south gulf shoreline between sta
and sta
These repairs were needed to prevent continued scour and undermining
along this section. Based on available funds, limited rehabilitation
of the jetties was considered but was rejected due to potential
project improvements which included moving and rebuilding the north
jetty and channel deepening.
Two sections of the south jetty, from sta
to sta
and
1968
sta
to sta
were repaired by buttressing the concrete cap
with stone and placing concrete between
and sta
(Figure 5 . The landward section was subjected to undermining and
)
piping beneath the cap. The cap on the outer section had collapsed,
due to undermining, with about 20 ft at
and the remainder
ft mlt. The concrete was placed to the original
and
between
dimensions of
ft mlt and an 8-ft width. Stone was placed on the
ft mlt, a 6-ft top width and
side
gulf side of the cap to
(Continued)
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