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 Hs, 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
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 H's obtained from Gauges 1 through 3 during
calibration is plotted versus percent of generator stroke in Figures 7 through 9.
8
Chapter 2 The Model
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