Table 8 (Concluded) 



Date(3) Construction and Rehabilitation History 



+1.5 ft mllw, and a layer of quarry rock with 50 percent weight of 15 

 to 500 lb. The quarry rock was covered with a 2-ft-thick layer of 

 armor rock on the crest, channel side, and around the ends, and a 

 1.5-ft-thick layer of armor rock on the basin side. The armor rock 

 had a 50 percent weight of 40 to 500 lb, with a maximum of 1,000 lb. 

 The rubble mound had a crest width of U ft and 1:1.5 side slopes. 

 The rubble mound was placed after the steel pilings were driven to 

 24-ft penetration. The pilings were driven on 6-ft centers and 

 covered with 3- by 12-in. creosote-treated planks. The planks re- 

 quired a 2- in. thickness to prevent damage from wave action, but 

 3-in. thickness was used to prevent damage from boats. The maximum 

 expected wind-generated wave was 1.7 ft, the maximum expected boat 

 wake was 2 ft; therefore the design wave was a 2-ft, nonbreaking, 

 short-period wave. The breakwater required 30,450 cu yd of rock and 

 8,820 linear ft of steel piles. Breakwater cross sections are shown 

 in Figure 21 . 



1985 The harbor is illustrated in Figure 21, and an aerial photograph of 

 the harbor is presented in Figure 23. There have been no reports of 

 needed repairs or rehabilitation since 1973. 



65 



