96. Kriebel (1982, 1986) and Kriebel and Dean (1984, 1985a) developed a 

 numerical model to predict beach and dune erosion using the same transport 

 relationship as Moore (1982). The amount of erosion was determined primarily 

 by water-level variation, and breaking wave height entered only to determine 

 the width of the surf zone. The model was verified both against large wave 

 tank data (Saville 1957) and data from natural beaches taken before and after 

 Hurricane Eloise (Chiu 1977). The model was applied to predict erosion rates 

 at Ocean City, Maryland, caused by storm activity and sea level rise (Kriebel 

 and Dean 1985b). 



97. Holman and Bowen (1982) derived idealized three-dimensional mor- 

 phologic patterns resulting from interactions between edge waves and reflected 

 waves, assuming that drift velocities associated with these waves caused bar 

 formation. 



98. Watanabe (1982, 1985) introduced a cross -shore transport rate which 

 was a function of the Shields parameter to the 3/2 power in a three-dimen- 

 sional model of beach change. The model simulated the effects of both waves 

 and nearshore currents on the beach profile. The transport direction was 

 obtained from an empirical criterion (Sunamura and Horikawa 1975). 



99. Vellinga (1982, 1986) presented results from large wave tank 

 studies of dune erosion and discussed scaling laws for movable -bed experiments 

 (Hughes and Chiu 1981). The dimensionless fall speed proved to provide a 

 reasonable scaling parameter in movable-bed studies. He also emphasized the 

 dependence of the sediment concentration on wave breaking. 



100. Dolan (1983) and Dolan and Dean (1984) investigated the origin of 

 the longshore bar system in Chesapeake Bay and concluded that multiple 

 breaking was the most likely cause (Hands 1976). Other possible mechanisms 

 discussed were standing waves, edge waves, secondary waves, and tidal cur- 

 rents, but none of these could satisfactorily explain the formations. 



101. Kajima et al . (1983a, b) discussed beach profile evolution using 

 data obtained in a large wave tank with waves of prototype size. Beach 

 profile shapes and distributions of the net cross -shore transport rates were 

 classified according to the criterion developed by Sunamura and Horikawa 

 (1975). A model of beach profile change was proposed based on a schematized 



32 



