Figure 5. Three-dimensional stability model 



calculation of incident and reflected wave heights by Goda and Suzuki (1976). 

 The remaining gauges were placed at locations around the breakwater shown in 

 Figure 6. Data obtained from the gauges were analyzed using the Time Series 

 Analysis (TSA) computer program of Long and Ward (1987). Operations per- 

 formed on wave data from individual gauges were mean down-crossing analysis 

 to obtain significant wave height H s , maximum and average wave heights, signif- 

 icant and average wave periods, and mean water levels at each gauge. Opera- 

 tions performed on the wave gauge array were unidirectional spectral density 

 incident/reflection analysis to determine peak wave period T , and incident and 

 reflected wave heights at the gauge array. Following calibration of the basin, 

 Gauges 4 and 5 were removed and used in locations 9 and 10 during stability 

 tests. 



Selected Study Conditions 



As indicated in Chapter 1 the most severe wave conditions approached the 

 harbor from 300 deg from north; therefore, all tests were conducted for waves 

 approaching from this direction. Prior to construction of the breakwater, wave 

 absorber was placed over the quay wall to minimize reflection and the basin was 

 calibrated for the design periods from the 300-deg direction. The selected water 

 depth for all experiments was +1.8 m CD, which was based on tide and surge, 

 and the design periods were 13, 16, and 19 sec. The maximum design storm 

 wave height was defined by the sponsor to be as high as 6.7 m at the -21 m CD 

 contour. 



Incident significant wave height tf s obtained from Gauges 1 through 3 during 

 calibration is plotted versus percent of generator stroke in Figures 7 through 9. 



Chapter 2 The Model 



