From Figure 1-11 , 



r^ = 0.94 , 

 therefore from Equation 7-82, 



R^ = r^R^ = 0.94(16,900) = 15,900 lbs. (T = 6 sec.) 



From Figure 7-78, entering with b/H^ = 0.798, 



2a 



Hi. 



0.73 , 



hence 



0.73 (8.4) 



= 3.07 , 



2 

 and from Equation 7-84, 



^m ^ ^m fm K + ^) ~ ^ " 16,900 [0.94(7.5 + 3.07) - 3.07] . 



Ib.-ft. 

 M^ = 16,900 [6.87] - 116,000 -7 . (T = 6 sec.) 



A similar analysis for the maximum breaker with a 10-second period gives 

 r^ = 0.90 , 

 a = 3.28 ft. , 

 R^ = 10,350 Ibs./ft. , 



lb ft 

 M' = 73,800 ^— ■ . (T = 10 sec.) 



*" ft. 



The hydrostatic part of the force and moment can be computed from 

 the hydrostatic pressure distribution shown in Figure 7-74 by assuming 

 the hydrostatic pressure to be zero at H2,/2 above SWL, and taking 

 only that portion of the area under the pressure distribution which is 

 below the crest of the wall. 



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

 7.34. BROKEN WAVES 



Shore structures may be located so that even under severe storm 

 and tide conditions waves will break before striking the structure. No 

 studies have yet been made to relate forces of broken waves to various 



7-157 



