so that equation (7) is 



1, = 0.235 p f^^) ' = C0,235)a026)C0.0422) [ ^^ ^^'^^^ j 



=6.25 kilograms per second cubed 

 At dj = 9 meters, 



di (2Tr)(9) 



^o (9.81) (8.5) 2 



= 0.0798 



so that Table C-1 gives (Hj/H^) = 0.9551 = Kg j , nj = 0.845, and (dj/L.) = 

 0.1230 so that Lj = 73.2 meters. Finally, because dj > d^ the upper 

 sign in equation (10) is appropriate, and X = 600 meters yields 



h2 = 8 (P^ + E^X) ^ 8 [2.24 ♦ 10*^ + (6.25)(600)] ^ 

 ^ P 8 ^j "j ^■,no£^/o o■.^ 173. 2) 



2.86 square meters 



(1026)(9.81) j^f^ (0.845) 



Hj = 1.69 meters 



To show that the calculation procedure is suitable for these conditions, 

 maximum water depth for bed agitation from equation (11) is 



^a = H,T. [^'-^ - a.7,C8.5, [__i^?i___] 



0.5 



=45.3 meters 



much larger than water depths in the region treated, and the numerical value in 

 metric units of (HjT^) = 14.45, greater than the maximum water depth considered 

 in meters, so that equation (12) indicates rough turbulent flow throughout the 

 region considered. The effect of bottom friction is still appreciable for 

 this relatively low-energy case, in that linear wave theory without dissipation 

 would provide a wave height according to equation (5) of (Hj KgWKg^) = 

 [(1.7)(0.9551)/1.038] = 1.56 meters at 9-meter water depth. 



*************************************** 



With linear wave theory, the height change between two water depths depends 

 on wave period. Although only linear theory wave relationships are incorpora- 

 ted in the present calculation procedure, energy dissipation depends both on 

 wave period and wave height (raised to the power of about 2.5). Thus, the 

 calculated results have a nonlinear dependence on wave height: the computed 

 height change between two water depths is affected by the actual value of wave 

 height. 



14 



