Table 3 (Concluded)
Hs at Gauge, m
Breakwater
Plan
Hs , m
4
5
6
7
8
9
10
Tp = 16 sec
Plan 1C
5.2
5.3
5.3
5.8
1.2
2.8
Plan 2B
5.2
5.3
5.2
5.7
0.7
2.3
5.2
5.2
5.8
4.8
4.6
2.5
Plan 1C
6.7
5.6
6.5
7.2
1.3
3.2
Plan 2B
6.7
5.7
6.5
7.3
0.8
2.7
6.7
5.2
5.9
5.0
5.9
4.0
Tp = 19 sec
Plan 1C
3.7
4.6
3.9
4.0
1.0
1.9
Plan 2B
3.7
4.5
3.8
4.0
0.6
1.5
3.7
4.3
4.6
5.1
3.2
2.0
Plan 1C
5.2
5.4
5.9
6.4
1.2
2.7
Plan 2B
5.2
5.4
6.0
6.4
0.8
2.3
5.2
5.1
5.6
6.2
4.8
2.8
Plan 1C
6.7
5.9
7.2
7.8
1.3
3.3
Plan 2B
6.7
6.0
7.2
7.9
0.8
2.8
6.7
5.3
6.0
5.4
6.2
4.1
Response of the structure was recorded during and after each wave condition.
Photographs also were taken at seaside locations while the basin was flooded if
significant damage to the structure occurred during a wave condition. A detailed
inspection of the structure also was performed and effects of the waves on indi-
vidual units, toe buttress protection, and the general condition of the structure
were recorded. The basin was drained, and after-experiment photographs were
taken after all waves of the storm series were generated or the structure had
suffered significant damage. Before and after photographs are located in
Appendix A.
Model Breakwater Construction
Construction of the modeled section simulated prototype construction as
closely as possible. The core, bedding, and underlayer of material were dumped
by shovel, smoothed to grade, and compacted with hand trowels to simulate
consolidation that would have occurred due to wave action.
The various model plans consisted of 8- and/or 11-tonne Core-Locs placed in
the armor layer from Profile 4 to the breakwater head, and 6.25-tonne tetrapods
12
Chapter 2 The Model
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