PART III: TEST RESULTS 



Introduction 



22. Four plans (Plans 1, 2, 3, and 5) were tested to check the 

 stability of the proposed modifications to the NB from Sta 36+00 to 52+00. 

 Each of these plans was subjected to the series of 12 design wave conditions 

 at +7 ft mllw, and the series was repeated at least once. The structure was 

 rebuilt after each series of 12 wave conditions. The purpose of repeating the 

 tests was to ensure consistency in building the breakwater and to verify re- 

 sults. Displaced stones were counted for the armor units on the sea side of 

 the structure and for armor units on the rehabilitation sections. Three wave 

 conditions were generated with Plan 4 installed to check transmitted wave 

 heights. This part of the report describes the plans tested and results from 

 each plan. 



Plan 1 



Description 



23. Plan 1 (Figure 4, Photos 1-6), proposed by SPL, consisted of 

 raising the crest elevation to +20 ft mllw by adding one layer of 11- to 

 19-ton stone ("A" Stone) to the existing crest, adding two layers of "A" Stone 

 to the harbor side slope from -10 ft mllw to the crest, and placing 3- to 

 8-ton stone ("A-2" Stone) to -10 ft mllw from the base of the breakwater on 

 the harbor side to form a toe buttress. Placement of armor units on the har- 

 bor side at King Harbor is more economical because shallower water depths 

 result in less armor stone required and armor stone placement by ocean-borne 

 construction equipment is protected by the breakwater. 



Results 



24. Plan 1 was subjected to the 12 wave conditions at +7.0 ft mllw and 

 repeated twice. Figures 5 and 6 illustrate percent damage for sea and harbor 

 sides of the breakwater, respectively, as a function of the incident wave 

 height (H mo ) i . Damage to the sea side increased dramatically when 



(Hmo)i > 20 ft , but was 10 percent or less for lower incident waves. Damage 



14 



