(Concluded) 



T p . sec 



Incident H mo . ft 



Transmitted H mo . ft 



c, 



9.0 



2.8 



0.5 



0.18 



9.0 



4.9 



0.8 



0.16 



9.0 



7.0 



1.0 



0.14 



9.0 



8.2 



1.2 



0.15 



9.0 



9.4 



1.3 



0.14 



9.0 



10.7 



1.5 



0.14 



11.6 



1.9 



0.5 



0.26 



11.6 



5.1 



0.9 



0.18 



11.6 



6.8 



1.3 



0.19 



11.6 



9.4 



1.8 



0.19 



11.6 



11.9 



2.1 



0.18 



11.6 



14.1 



2.5 



0.18 



11.6 



18.0 



3.4 



0.19 



11.6 



20.0 



4.1 



0.21 



11.6 



21.9 



4.8 



0.22 



Transmission results, plotted in Figure 25, show that the 1-ft transmission 

 criterion is reached for 7-sec, 10-ft; 9-sec, 7-ft; and 11.6-sec, 5-ft incident 

 waves. The 3-ft transmission criterion is exceeded by 16-ft, 11.6-sec waves. 



As shown in Photos 51-53, stability of the structure was marginal. Six 

 blocks were displaced from the unprotected lakeside slope and a significant 

 number of 10-ton overlay stones were displaced from the area between the 

 crest and the water surface. Based on stable response of the 18-ton crest 

 stone, this weight should probably be continued down the harbor-side slope to 

 at least the water surface. 



Plan 9 (Figure 26 and Photos 54 and 55) was the same as Plan 8 except the 

 slope of the 18-ton overlay stone was flattened to 1:2.25 in an effort to 

 improve lakeside stability. Transmission test results were as follows: 



T p , sec 



Incident H„„, ft 

 mo' 



Transmitted //_„, ft 

 mo' 



c, 



7.0 



2.4 



0.4 



0.18 



7.0 



4.3 



0.6 



0.14 



7.0 



6.7 



0.8 



0.12 



7.0 



9.3 



1.1 



0.12 



7.0 



11.7 



1.4 



0.12 



(Continued) 



24 



Chapter 3 Tests and Results 



