dolos armor layers were rebuilt using totally random placement (Photos 23-25), 

 and the structure was exposed to the wave and swl conditions of Hydrograph D 

 (Table 4). Due to the limited number of model dolosse which reproduced the 

 2.3-ton dolosse, the outer 1-ft sections of the lakeside slope adjacent to the 

 flume walls were constructed using a larger size of dolos unit. Therefore 

 these areas were ignored and only the center 4.75-ft width of the test section 

 was observed and reported on for the testing of Plan 2. The dolosse exhibited 

 only slight in-place rocking on the crown and upper lakeside slope during 

 Steps 1 and 2 of Hydrograph D. During Step 3, two dolosse were displaced from 

 the crown onto the harbor-side slope; a few crown dolosse showed a slight 

 shift toward the harbor side and minor rocking was observed on the crown and 

 upper slope. All damage occurred early in Step 3 and the structure was in 

 good condition (slight spot damage to dolosse) at the end of the test (Photos 

 26-28). 



24. The 2.3-ton dolos armor layers were rebuilt and the structure was 

 exposed once again to Hydrograph D. Results of this test were very similar to 

 the first testing with the observance of slight to minor rocking of a few 

 dolosse on the crown and upper lakeside slope throughout the entire test. 

 During Step 3, two dolosse were displaced from the crown onto the harbor-side 

 slope and several of the crown dolosse showed a slight shift toward the harbor 

 side of the test section. The damage had subsided and the structure showed 

 only slight spot damage to the dolosse at the end of the test (Photos 29-31). 



Plan 3, 9- to 20-ton Armor Stone 



25. With the completion of tests for Plan 2, tests were initiated to 

 determine the design wave condition for the proposed 9- to 20-ton armor-stone 

 rehabilitation design alternative (Plan 3, Plate 3). The model armor stone 

 represented a uniformly distributed gradation of 9- to 20-ton armor stone 

 randomly placed on a 1V-on-1.5H slope. The armor stone had a crown width of 

 26 ft at an elevation of +10.3 ft lwd and extended down to the -22.0 ft lwd 

 toe berm. 



26. After approximately 15 min of 8.0-sec, 7.0-ft shakedown waves, 

 Plan 3 was exposed to 8.0- and 9.0-sec, 12. 5-, 13.0- , and 13.4-ft nonbreaking 

 waves. Wave heights below 13.4 ft caused only minor rocking and very slight 

 in-place reorientation of a few armor stones on the crown and upper lakeside 



15 



