(Conducted) 



T p . sec 



Incident H mo , ft 



Transmitted H mo , ft 



c t 



11.6 



1.9 



0.3 



0.16 



11.6 



4.2 



0.9 



0.21 



11.6 



6.7 



1.4 



0.21 



11.6 



9.2 



1.9 



0.21 



11.6 



11.5 



2.4 



0.21 



11.6 



13.8 



2.8 



0.20 



11.6 



17.6 



4.1 



0.23 



11.6 



19.5 



4.9 



0.25 



11.6 



21.1 



5.7 



0.27 



Transmission data from the berm tests are presented in Figures 17, 18, and 

 19 as a function of incident wave height for constant wave period. These data 

 show that Plan 6 yielded consistendy lower transmitted wave heights for all 

 conditions investigated. 



Photos 40-42 show the structure after wave attack. Some reshaping of the 

 berm occurred near the water surface as a significant number of the 5-ton 

 stones were moved under wave attack. However, the existing structure was 

 stable, with only one harbor-side stone being displaced. Based on observed 

 movement, 5-ton stone appears to be only minimally adequate for the berm 

 stone if the crown is brought to the water surface. 



Overlays (Plans 7, 8, 8A. and 9) 



Plan 7 (Figure 20 and Photo 43) consisted of overlaying the lakeside face 

 of the existing breakwater with a protective covering of 18-ton angular stone, 

 placed at a IV on 3H slope. Test results were as follows: 



T p , sec 



Incident H mo . ft 



Transmitted H mo , ft 



c t 



7.0 



2.5 



0.5 



0.20 



7.0 



4.3 



0.7 



0.16 



7.0 



6.8 



1.0 



0.15 



7.0 



10.0 



1.2 



0.12 



7.0 



12.0 



1.5 



0.13 



9.0 



2.7 



0.6 



0.22 



9.0 



4.8 



1.0 



0.21 



9.0 



6.9 



1.2 



0.17 



(Continued) 



Chapter 3 Tests and Results 



21 



