Wave heights were measured about 100 ft (prototype) in front of the test sec- 

 tions. Goda and Suzuki's (1976) method was used to resolve the incident and 

 reflected spectra. 



Descriptions and Test Results for the Stone- 

 Armored Plans 



Plan 1 (Figure 4 and Photos 1 and 2) was constructed to a crown elevation 

 of +7-ft mlt and used an armor slope of IV on 2.5H. A crown width of 20 ft, 

 equivalent to four armor-stone diameters, was used. The 5-ton armor stones 

 (specific weight = 165 pcf), which are approximately 2.5-ft thick, 4-ft wide, 

 and 6-ft long, were specially placed with the 2.5-ft dimension perpendicular to 

 the slope. The majority of the stones were also placed with their long axis 

 perpendicular to the wave crest (upslope). It was assumed that this orientation 

 would minimize uplift forces. 



Plan 1 was subjected to the 24-step test delineated in Table 1. Some land- 

 ward displacement from the shore-side crest of the structure of the 200- to 

 1,000-lb stone was observed at the +4-ft swl. Minor reorientation of some 

 200- to 1,000-lb toe stone also was observed. No armor stone movement was 

 detected. The +7-, +9.5-, and +14-ft swl's supported progressively larger 

 waves; however, much of this energy passed over the structure and only two 

 additional 200- to 1,000-lb stones shore-side of the erest were displaced. 

 Photos 3-5 show the after-testing condition of the structure. 



LAND SIDE 



. -5 FT ML 



w 2 



-9.5 FT MLT 

 MATERIAL CHARACTERISTICS 



W, = 4-6 TON STONE 



W 2 = 200-1000 LB STONE 

 W-, = 1-200 LB STONE 



MODEL SCALE 1:24 



Figure 4. Stone revetment cross section, Plan 1 



Chapter 3 Tests and Results 



