Table 2 (Continued) 



Date(s) Construction and Rehabilitation History 



1968 Repair work was completed in August. A total of 11 areas was re- 

 paired. Due to the severity of wave overtopping and the recur- 

 rence of damage in many areas, the armor stone weight used for 

 repair of the crown was increased from a minimum of 8 tons to a 

 minimum of 10 tons. The remainder of the repair work followed the 

 original cross section design. The total cost of repair was 

 approximately $124,500. 



1971- An inspection on 7 April 1971 revealed deterioration of the struc- 

 1973 ture at various points along the entire length, but it was thought 

 that immediate repair of 1,700 ft at the shoreward end of the 

 structure was needed to protect the berthing area. Emergency 

 repair work was completed in 1973 at a cost of $184,000. The 

 original cross section design was used for repair. 



1975 Major repair of the breakwater was completed. Both new and reset 

 8- and 10-ton minimum weight armor stones were used to repair 

 various areas along the entire length of the structure. The 

 structure slopes and crown elevation were unchanged from the 

 original design cross section. The total cost of the work was 

 approximately $591,000. 



1976 Hurricane Kate produced overtopping waves at various lengths of 

 the breakwater on 28 and 29 September. It also was noted that 

 large amounts of water were passing through the structure between 

 sta 6+00 and sta 20+00. An inspection on 5 November 1976 revealed 

 sporadic, moderate damage on the upper sea-side slopes and the 

 crown and harbor-side slopes, but no immediate repairs were 

 recommended . 



1977 Inspection on 4 October revealed some settlement of sea-side slope 

 stone in a few areas exposing the crown stone to direct wave 

 attack. In a couple of areas armor stone had been displaced up 

 onto the crown or was missing. No immediate repairs were 

 recommended. 



1980 Inspection on 16 October revealed additional sporadic damage to 

 the crown and upper sea-side slope. Damage was not severe but 

 observed transmission through the structure between sta 1+00 and 

 sta 16+00 during heavier seas was thought to be a possible cause 

 of swell conditions in the berthing areas. 



(Continued) 



(Sheet 2 of 3) 



10 



