Table 8 



Breakwater, Nawiliwlll Harbor 



Nawiliwili, Kauai, Hawaii 



POD. POH 



Date(s) Construction and Rehabilitation History 



1930 Construction of 2,150-ft rubble-mound stone breakwater. 



1959 Rehabilitation of head and outer 500 ft of trunk (model tested, 

 Jackson, Hudson, and Housley 1960); two layers of 17.8-ton 

 trlbars randomly-placed on sea-side slope of head and one layer 

 of 17.8-ton trlbars uniformly placed on sea-side slope of 

 trunk; 351 of 598 trlbars placed were reinforced; concrete cap 

 and reinforced concrete posts added to crown of breakwater in 

 rehabilitated area. 



1977 Rehabilitation of one layer of trlbars and 300 ft of trunk shore- 

 ward of this area (model tested, Davidson 1978); 485 11-ton 

 unreinforced dolosse (two layers) placed from toe to approxi- 

 mately +5.0 ft mllw over one layer trlbar area; 449 11-ton 

 unreinforced dolosse (two layers) placed on the sea-side slope 

 of the trunk for 300 ft shoreward of the trlbar area. Dolosse 

 in this area placed from toe to crown of structure. 



1986 Rehabilitation of head using two layers of 23-ton dolosse. Trunk 

 rehabilitated with one layer of 11-ton dolosse on sea-side 

 slope (sta 18+35 to 20+45) , one layer of uniformly-placed 

 6.5-ton trlbars on the harbor-side slope (sta 12+00 to 15+00), 

 and construction of concrete ribs on the crown (sta 12+00 

 to 20+45) . Work model tested (Markle and Herrington 1983) . 



NOTE: Design Storm Condition 



a. Trunk: 12-sec, 19.4-ft breaking waves (1-in. -5-year occurrence). 



b. Head: 15-sec, 24-ft breaking waves (1-in. -5-year occurrence). 



Maximum Storm Condition Exposure. Hurricane Iwa (Nov 1982) estimated 

 to have produced design wave conditions. 



