





Table 



7 













Results of Physical Modeling 











Wall Height 



Revetment 



Q o 







Slope 



Height 



c 



Test 





ft 



, NGVD 



ft/ft 



ft, NGVD 



1 



North Wall (A,C,D) 









Existing - A 







15.3 



- 



- 



3.473 



-10.074 



- C 







13.7 



- 



- 



10.580 



-6.776 



- D 







11.0 



1.5 



11.0 



18.859 



-9.762 



Original Proposal i 



(A,C,D) 





17.0 



3.0 



17.0 



75.189 



-17.783 



East Wall (E) 

















Existing 







17.6 



- 



- 



76.554 



-14.078 



Original Proposal 





17.6 



3.0 



14.0 



30.539 



-13.431 



Two Berms 







17.6 



3.0* 



10.0* 



158.240 



-25.226 



Wide Berm 







17.6 



3.0 



8.0 



439.220 



-21.621 



Wide Berm + 1-ft 



Cap 





18.6 



3.0 



8.0 



305.821 



-23.073 



Wide Berm + 2-ft 



Cap 





19.6 



3.0 



8.0 



93.037 



-22.154 



* Two berms (10.0 and 6.0 ft) in this alternative (see Figure 32) 



(C,F') 



Q = Q n e 



LH 



1/3 



(8) 



where 



Q = overtopping rate per foot of structure, cubic feet/sec/ft 

 Qq = coefficient determined from physical modeling, cubic feet/sec/ft 

 C< = coefficient determined from physical modeling 

 F' = dimensionless freeboard 

 F = freeboard, difference between still-water level and structure 



height, ft 

 L = wave length at structure, ft 



Overtopping Rate Calculation 



64. A computer code was developed to calculate overtopping rates for 

 both existing and alternative structures for the 150 simulated events. Inputs 

 to this code were time-histories of water level and wave parameters and coef- 

 ficients from the physical modeling. Output was a time-history (15-min 



55 



