Table 31 (Continued) 



Date(s) Construction and Rehabilitation History 



1969- placed along the weir axis. The crown elevation was still at 



1970 -0.5 ft mlw with a crown width of 10 ft and side slopes of 1V:1.5H. 



(Cont) The remaining, intact section of the weir was modified with an 



identical rubble-mound section except that the 3-ton weir stone was 

 not placed, and the crown width was 6 ft. The total cost of the 

 repairs was $203,000. 



1972 A SAM report (prepared for the Coastal Engineering Research Center 

 (CERC)) on the weir jetty indicated that the east jetty was too 

 short since westward littoral drift was entering the channel during 

 flood tide and being deposited within the inlet. Also, the eastward 

 littoral drift appeared to be much smaller than expected (perhaps 

 50,000 cu yd/year) . 



1977 The jetties were rehabilitated. The west jetty, seaward of the weir 

 section, was brought up to the previous design geometry (minor 

 changes in cover stone) , and the east jetty was modified with a 

 rubble-mound groin at its landward end and toe protection at its 

 seaward end. A survey of the west jetty, seaward of the weir sec- 

 tion, shows typical elevations 1 to 3 ft below the design eleva- 

 tions. The seaward ends of the trunk and head sections were from 

 4 to 8 ft below the design elevations. Water depths around the east 

 jetty head were up to 32 ft deep within 100 ft of the jetty center- 

 line. Cover stone was placed on the west jetty as follows: 

 (a) 3 to 6 tons on the trunk section, (b) 3 to 11 tons on the tran- 

 sition section and seaward 100 ft of the trunk section, and 

 (c) 11 to 15 tons on the head section. A 300-ft-long groin was 

 placed at the landward end of, and perpendicular to, the east jetty 

 rubble-mound section. The groin design had (a) a crown elevation 

 that varied uniformally from +3 to +6 ft mlw from its seaward end to 

 the jetty function (1:100 slope), (b) a 10-ft crown width, 

 (c) 1-V:2-H side slopes, (d) 3- to 6-ton cover stone, and 

 (e) 1,000-lb maximum core stone. The east jetty toe protection con- 

 sisted of a 3-ft-thick mat of quarry run stone (less than 1,000-lb 

 pieces) placed at the seaward end, along 150 ft of the channel side 

 and extending 150 deg around the head section. The width of the mat 

 extended from the -6 ft mlw contour on the jetty side slope to a 

 position 100 ft from the jetty axis (50 to 70 ft wide). Quarry run 

 and cover stone, weighing 4,650 and 9,550 tons respectively, were 

 placed at a total cost of $278,000. 



1982 A reconnaissance report on East Pass Channel indicated that shoaling 

 of the channel at the entrance and adjacent to the deposition basin 

 had been a problem for several years. The entrance channel shoaling 

 was primarily attributed to natural bypassing of littoral material 

 around the eastern jetty, and this indicated an inadequate design, 



(Continued) 



(Sheet 3 of 4) 



97 



