Table 85 (Concluded)
"-
Construction and Rehabilitation History
1963
Rehabilitation of 1,000 ft of the protective riprap slope on the
lakeside of the west breakwater (Figures 226 and 227) was performed.
1979
Portions of the west breakwater were rehabilitated (Figure 229). The
was restored to its original height, and new armor stone
concrete
was installed along the lakeside of the riprap slope. The eastern
portion of
east breakwater was in poor condition during a site
inspection.
Rehabilitation of 4,400 ft of the eastern end of the east breakwater
1980
Section
was performed using 29,700 two-ton unrein-
concrete armor units. Two layers of dolosse were placed
forced
on the lakeside of the trunk and around the head using a placement
density of 1.61 dolosse per 25
ft of breakwater. The slope was
Model tests were not conducted prior to installation of the
dolosse.
1982
Repair of
head of the east breakwater following a storm in April
was completed using 200 two-ton unreinforced dolosse.
1982-
Model tests were conducted to determine the breakwater modifications
the passage of
1983
necessary a : the west (main) entrance to
t
ore carriers (Bottin 1983). Breakwater modifications
at Edgewater Marina (adjacent to the west breakwater) for wave pro-
was investigated in the model (Bottin and Acuff 1983).
tection
1984
revealed
An inspection of the east breakwater (Figure 226, Section
659 broken
Many of these units were broken during initial
placement. A concentration of broken dolosse near the top of the
slope at the head was believed to be remnants of those broken during
the 1982 storm. In general, dolosse are generally confined to the
upper third of the structure slope and are at about 2 percent of the
total number placed.
1985
A contract
awarded to rehabilitate an additional 3,300 ft of the
(an area of Section P (Figure 226) adjacent to the
east
dolos rehabilitation). The repairs involved placement of 9- to
20-ton armor-stone mix. Model testing was conducted prior to reha-
(Markle and Dubose 1985).
bilitation
Repairs have! been extensive at Cleveland Harbor over its lifetime
1986
to the east breakwater). Until recently the structure
in a manner similar to the original construction using
was
3- to 8-ton stone. Consequently, maintenance on the breakwater dur-
period (1966-1984) involved repairs to about 12,500
ing a
ft of breakwater at an expenditure in excess of ,000,000. Since
the latest rehabilitation, the structures are considered to be in
good condition. Aerial photos showing the Cleveland Harbor struc-
tures are presented in Figures 230-233.
338
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