Wave-induced current patterns and magnitudes witli Plan 9 are shown in 

 Photos 108-122 for representative test waves from all four test directions both 

 with and without river flow. For the 101 -, 88-, and 75-deg directions, currents 

 adjacent to the beach moved in a northerly direction. The 56-deg direction 

 resulted in weak counterclockwise eddies adjacent to the beach. Maximum 

 velocities obtained along Camp Ellis Beach were 0.6, 0.9, 0.6, and 0.09 m/s 

 (1.9, 2.9, 1.9, and 0.3 fps) for tlie 101-, 88-, 75-, and 56-deg directions, respec- 

 tively. The 91 m^/s (3,200-cfs) river flow had little effect on current patterns 

 along the shoreline. Typical wave patterns obtained for Plan 9 also are shown 

 in Photos 108-122. 



The general movement of tracer material along Camp Ellis Beach with 

 Plan 9 installed in the model is shown in Photos 123-136 for representative 

 test waves from the various directions both with and without river flow condi- 

 tions. For test waves from 101, 88, and 75 deg with the +2.7-m (+8.8-ft) swl, 

 sediment tracer material migrated in a northerly direction with the larger test 

 waves resulting in a faster erosion rate. Severe stomi waves from 88 deg with 

 the -1-3. 7-m (+12.0-ft) swl resulted in most material being washed onto the 

 overbank with some migrating north, similar to existing conditions. For test 

 waves from 56 deg, sediment remained in the immediate vicinity of Camp 

 Ellis Beach for the -t-2.7-m (-i-8.8-ft) swl. Test results for Plan 9 were very 

 similar to tliose obtained for existing conditions. Tests conducted with the 

 91-m^/s (3,200-cfs) Saco River flow (Photos 133-136) indicated that the river 

 discharge had no impact on sediment movement along the beach. 



Historical erosion tests 



Sediment tracer tests were conducted for three historical test series, both 

 with and without river flow conditions. Tests involved pre-breakwater condi- 

 tions of 1866, the original +3.0-m (+10-ft) el breakwater completed in 1873, 

 and the raised -i4.6-m (+15-ft) el breakwater completed in 1897. Each of these 

 conditions was subjected to test waves over a cumulative 32-hr period. The 

 shoal was initially subjected to 13-sec, 3. 7-m (12-ft) test waves from 101 deg 

 for 5 hr without river flow, followed by 5 hr with river flow conditions. Then 

 13-sec, 5.5-m (18-ft) test waves from 88 deg were generated for 3 hr without 

 flow and 3 hr with river flow conditions. The shoal fomiation then was sub- 

 jected to 11-sec, 4.3-m (14-ft) test waves from 75 deg for 3 hr without flow 

 followed by 3 hr with river flow conditions. Finally, the configuration was 

 subjected again to 13-sec, 3. 7-m (12-ft) test waves from 101 deg for 8 hr, the 

 first 4 hr without river flow followed by 4 hr with river flow. All tests were 

 conducted with the +2. 7-m (-(-8.8-ft) swl. 



An overall view of pre-breakwater conditions prior to testing is shown in 

 Photo 137. Progression of shoal movement is presented in Photos 138-141. 

 After 5 hr of testing, two small bars fomied seaward of the river mouth and 

 Camp EUis Beach. These configurations progressively increased in size after 

 tests from each direction, and after 22 hr of testing, tliey joined to fonn a large 

 bar. The bar continued to grow, and alier the 32-hr lest series was completed. 



Chapter 4 Tests and Results 



29 



