Table 51 (Concluded)
Date
Construction and Rehabilitation History
breakwater (Figure 142, Sections D and E) involved the placement of
new core stone over the existing riprap and cover stone on each side
of the structure. The cover stone was 8 tons (minimum 10-ton
ft lwd and side slopes of
average) with a crest el of
1970-
Portions of the north and south breakwaters (Figure 139, Sections A,
B, C, and
were repaired. The lakeward portion of the north
1971
included the placement of
new core stone over the existing riprap and 8-ton minimum t o 10-ton
ft lwd on each side of the
maximum cover stone with an el of
breakwater and
side slopes. Repairs to Sections C and
of the north breakwater and Section
of the south breakwater (Fig-
ft lwd and
the lakeside of the structures with an el of
side slopes. Toe stone on each side of the breakwaters
ranged from 10 to 15 tons.
1974-
A hydraulic model investigation was conducted (Crosby and
1975) to determine optimum design features at the breakwater entrance
1975
which would allow the passage of larger and deeper draft vessels
while still providing wave protection at the existing docking
facilities.
The south pier (Figure 139, Sections L, M, and N) was reconstructed.
1977-
1981
The new pier consisted of a rubble-mound structure with a concrete
ft in width (Figure 143, Sections
cap which ranged from 9.5 to
M, and N) and had a crest el of
ft lwd. The lakeward portion of
the pier included 3- to 6-ton cover stone (Sections L and M , and the
)
remaining portion had 1 0 to 250-lb cover stone. Side slopes of the
0-
A wave absorber was installed adjacent to the
pier were
and an el of
ft
lwd. Cover stone ranging from 2.5 to 5 tons was utilized.
Site inspection of the structures indicated that they were generally
1985
in fair condition with the breakwater caps in need of maintenance.
An aerial view of the Ludington Harbor structures is presented in
Figure 144.
225
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