Table 52 (Concluded) 



Date(s) Construction and Rehabilitation History 



(Figure 146) of the north pier was enclosed in steel sheetpiling with 

 a concrete cap from the channel piling to the existing concrete and 

 stone fill from that point shoreward. The el of this section was 

 +6.0 ft Iwd. Rehabilitation to Sections M, N, 0, and 01 of the south 

 breakwater (Figure 147) involved the placement of stone to each side 

 of the breakwater. Stone was placed to an el of +2.0 ft Iwd with 

 1V:1.5H side slopes. Cover stone ranging from 5 (min) to 7 tons 

 (max) was placed adjacent to Sections M and N, while cover stone 

 ranging from 1.5 (min) to 2.5 tons (max) was placed adjacent Sec- 

 tion and 0-1. Stone was placed only on the lakeside of Sections P 

 and Bl (Figure 147). Cover stone ranging from 7 (min) to 10 tons 

 (max) was used at the pierhead (Section Bl), while 0.5-ton riprap was 

 placed adjacent to Section P. Side slopes were 1V:1.5H, and crest 

 els were +2.0 ft Iwd. 



1980 Approximately 1,016 tons of riprap (0.5 to 4 tons) was placed along 

 the channel side of the north pier to reduce scouring, and about 

 110 tons of stone fill was placed in the cells of the south 

 breakwater. 



1982 Riprap (2,024 tons) ranging from 3 to 16 tons was placed along the 

 lakeside of the south breakwater, and about 2,545 tons of 0.5- to 

 3-ton riprap was installed on the channel side of the structure as 

 toe protection. A total of 529 tons of riprap was placed along the 

 channel side of the north pier as toe protection. This stone ranged 

 from 0.5 to 3 tons in weight. Stone fill was replenished at the head 

 of the south breakwater and on the channel side of the south pier 

 also during this year. 



1985 An inspection of the structures revealed them to be, generally, in 

 fair condition. Minor settlement and cracking of the concrete cap 

 was observed along the north pier indicating some fill stone settle- 

 ment. Loss of fill stone and superstructure misalignment, settle- 

 ment, and cracking Indicates substructure deterioration of the south 

 breakwater. Repairs consisting of stone replenishment and new con- 

 crete caps along with additional riprap within the next 2 years have 

 been recommended. An aerial photo of Manistee Harbor structures is 

 shown in Figure 148. 



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