Table 36 (Continued) 



Date(s) Construction and Rehabilitation History 



1950 The breakwaters were repaired; and the landward end of the west shore 

 arm breakwater and the state-owned east jetty, lying on either side 

 of the Point Judith Pond entrance channel, were sand tightened. The 

 sand-tightened sections, 600 and 700 ft long on the jetty and break- 

 water, respectively, were made by placing a 2-ft-thick layer of 3-in 

 to 500-lb quarry-run stone followed by a 3-ft-thick layer of 1- to 4- 

 ton cover stone on the seaward side slopes. The estimated stone 

 quantity needed for sand tightening was 6,000 tons. The breakwater 

 repairs were made at numerous sections located throughout the east 

 arm of the main breakwater and from 7+50 to 21+25 of the east shore 

 arm breakwater (landward end at 0+00). Approximately 115 lin ft at 

 the seaward end of the original east shore arm was not repaired. 

 Four sections totaling 120 lin ft were repaired on the west shore arm 

 breakwater. The damaged sections were typically 3 to 5 ft below the 

 design crown elevation of +10 ft mlw. The design geometry had 1V:1H 

 harbor side and 1V:2H sea-side slopes, and crown widths of 20, 20, 

 and 15 ft on the east shore arm, main, and west shore arm break- 

 waters, respectively. The estimated stone quantity needed for 

 repairs was 13,215 tons of 1- to 6-ton stone. Total cost of the 

 improvements was $135,200 using a total of 19,090 tons of stone. 



1961- The breakwaters were rehabilitated (Figure 40, inset) using 

 1963 119,000 tons of stone for a total cost of $1,771,900. The east shore 

 arm was repaired from 9+50 to the reconstructed seaward end at 20+00. 

 The main breakwater was repaired from the seaward end of the west arm 

 at 0+00 to 4+00, at 10+50, and from 31+00 to the seaward end of the 

 east arm at 69+25. Eleven areas, the largest covering 60 lin ft, of 

 the west shore arm were repaired between 12+80 and the seaward end at 

 36+10. Stone placed on the structures weighed 12 to 15 tons, except 

 for several sections along the east arm where a 15-ton minimum was 

 specified. The repair areas required a +10 ft mlw crown elevation. 

 The east and east shore arm repairs required a 15-ft crown width and 

 1V:2H side slopes. The west and west shore arm repairs specified 20- 

 and 15-ft crown widths, respectively, with slopes of 1V:1.5H and 

 1 V : 1H on their sea and harbor sides, respectively. Prior to rehabi- 

 litation, crown elevations within the repair areas were typically 

 from +4 to +9 ft mlw on the east and west arms, to +8 ft mlw on the 

 east shore arm, and +7 to +10 on the west shore arm. Crown eleva- 

 tions outside the repair areas were typically within 2 ft of the +8 

 and +10 ft mlw design elevations. Overall, the east arm and outer 

 half of the east shore arm were the most deteriorated sections of the 

 breakwaters prior to rehabilitation. 



1964- Visual inspections show a gradual deterioration of the main and east 

 1978 shore arm breakwaters. The west shore arm had some displaced stone 

 but was otherwise considered to be in good condition. By 1978, the 



(Continued) 



