5. Seventeen of the project structures have either been modified or re- 

 paired in the past 50 years (or since construction) . The most frequent 

 changes have come about because of the need to restrict the movement of bottom 

 sediments through or along the toe of these structures. Other causes leading 

 to repairs or modifications have been project improvements (new construction), 

 general deterioration, or a consequence of structural features. 



6. Typical armor stone used on the structures range from 4 to 16 tons, 

 with extremes of 1 ton used on the inner trunk sections of several structures 

 to 29 tons for the head section at Arecibo, Puerto Rico. Typical cross sec- 

 tion geometries have crown elevations from +6 to +10 ft mean low water (mlw) 

 (+5 to +15 ft mlw, extremes) , crown widths from 6 to 20 ft wide (6 to 10 ft on 

 older, 15 to 20 ft on newer projects), and 1V:1.5H or 1V:2H side slopes. Most 

 of the more recent design analyses (last 30 years) employ an armor stone slope 

 stability formula (typically Hudson's) and a depth-limiting breaking wave 

 height. Design guidance is provided by the Shore Protection Manual (SPM) 

 (1984) or appropriate Corps of Engineers manuals. Projects which were 



model tested at WES are identified in the tables. 



7. Figures 1, 2, and 3 are maps of SAW, SAJ, and SAM, respectively, 

 showing project locations. Location maps for SAC and SAS are incorporated 

 into individual project maps. Pertinent summary information on each project 

 is presented in the following tabulation. 



