3.2 Damage, characterized as eroded volume, as a function of monochromatic 



wave height for angular stone (SPM 1984) 46 



3.3 Hudson stability coefficient versus relative depth for angular armor stone 

 exposed to irregular waves (Carver and Wright 1991) 52 



4.1 Flume profile for damage experiments 54 



4.2 Model structure cross section for damage experiments 54 



4.3 Photograph of model structures before testing 55 



4.4 Armor and underlayer stone mass distributions for initial experiment 58 



4.5 Flume profile near structure with nearshore wave gage layout 65 



4.6 Wave height variation throughout Waves 1, 2, and 3 at 1 1 .9 cm toe depth .... 71 



4.7 Wave height variation throughout Waves 4, 5, and 6 at 15.8 cm toe depth .... 71 



4.8 Plan (top) and profile (bottom) views of breakwater profiler 75 



4.9 Photograph of breakwater profiler 76 



5.1 Sketch of breakwater profile with definition of damage parameters 84 



5.2 Probability density fimction for normalized damage S* for 



Series ^', B',andC' 88 



5.3 Probability density fimction for normalized eroded depth E* for 



Series^', B',andC' 89 



5.4 Probability density fimction for normalized cover depth C* for 



Series^', B',mdC' 89 



5.5 Photographs of imdamaged structures prior to Series A' 91 



5.6 Profiles at beginning of Series A ', damage level of 5 = 92 



5.7 Profiles midway through Series^', damage level of 5^= 6.5 93 



5.8 Profiles following completion of Series^', damage level ofS= 12.8 94 



