--?;<>;« 



..!*#/, 



Figure 8. Typical wave patterns for Plan 47; 14-sec, 4.9-m (16-ft) test waves 

 from west 



c. Make revisions to the proposed breakwater design (increase or decrease 

 armor stone size and/or modify structure geometry) based on results of 

 initial tests. 



d. Test adequacy of the revised design when exposed to the same design wave 

 and water level conditions. 



All 2-D model tests were conducted in a 36.3-m-long, 1.5-m-wide, 1.2-m-deep 

 (1 19-ft-Iong, 5-ft-vwde, 4-ft-deep) wave flume equipped with a wave generator 

 capable of producing monochromatic waves of various periods and heights. A cross 

 section of the wave flume is shown in Figure 1 1 . Tests were conducted at a linear 

 scale of 1:38.5, model to prototype. 



Model tests were conducted for five breakwater cross-section plans. These plans 

 were subjected to test waves ranging from 1 1 to 16 sec in period and from 4.8 to 

 7.3 m (15.6 to 24.1 ft) in height. Still-water levels of 0.0 and +1.5 m (0.0 and 

 +5.0 ft) were used. 



Tests were conducted to determine the stability of the breakwater cross sections. 

 Moderate wave conditions (1 1-sec waves) were initially run to shake down the 

 structure. This test represents typical prototype consoUdation caused by wave 

 action during construction. The structure then was subjected to maximum breaking 

 wave conditions (11- and 14-sec waves) to determine its stability. Survivabihty 

 tests then were conducted using maximum breaking waves with a 16-sec period. In 



Chapter 1 Introduction 1 1 



