Wave 

 Direction 



swi, m (ft) 



Riverflow 



Maximum Velocities, mps (fps) || 



Nortli of 

 Harbor 



Lakeward of 

 Harbor 



South of {{ 

 Harbor 



11 deq 



+0.52 (+1.7) 



No 



0.55 (1 .8) 



0.34(1.1) 



0.70 (2.3) 







Yes 



1.10(3.6) 



1 .37 (4.5) 



0.76 (2.5) 





+1 .07 (+3.5) 



No 



0.79 (2.6) 



0.82 (2.7) 



0.18(0.6) 







Yes 



0.79 (2.6) 



1 .04 (3.4) 



0.88 (2.9) 



59deq 



+0.52 (+1.7) 



No 



0.58(1.9) 



0.91 (3.0) 



0.55 (1 .8) 







Yes 



0.88 (2.9) 



1 .04 (3.4) 



0.88 (2.9) 





+ 1.07 (+3.5) 



No 



0.55 (1 .8) 



0.64(2.1) 



0.49 (1 .6) 







Yes 



0.98 (3.2) 



1 .46 (4.8) 



1.25(4.1) 



Typical wave patterns obtained for Plan 9 also are shown in Photos 97-112. 



Results of vessel-wake experiments for Plan 9 are presented in Table 12. 

 Similar to existing conditions, the smaller 27-m (90-ft) vessel moving at the 

 greatest speed (15 knots) produced the largest waves in the harbor. However, in 

 converse to existing conditions, maximum waves occurred as the vessel was 

 leaving the St. Clair River (as opposed to the vessel entering the river). Views of 

 the model vessels leaving the St. Clair River and their resulting wakes for Plan 9 

 are shown in Photos 113-116. 



The general movement of tracer material and subsequent deposits for Plan 10 

 are shown in Photos 117-128 for representative waves from 11 deg. Similar to 

 Plan 9, tracer material was exposed to 6-sec, 1.22-m (4.0-ft) waves for 40 min and 

 then to 7.9-sec, 2.07-m (6.8-ft) waves for 20 min. In addition, an intermediate 

 photo was obtained after exposure to 6-sec, 1.22-m (4.0-ft) waves for 40 min and 

 7.9-sec, 2.07-m (6.8-ft) waves for 5 min for direct comparisons with existing 

 conditions. In general, tracer material moved southerly along the shoreline and 

 was diverted lakeward around the entrance by the Plan 10 breakwater configura- 

 tion. Sediment accumulations were not observed in the entrance for any of the 

 experimental conditions. Some material was carried over the breakwater by wave 

 overtopping and settled in the western portion of the harbor, particularly for no 

 riverflow conditions. The general movement of tracer material and subsequent 

 deposits for representative waves from 59 deg are presented in Photos 129-136 for 

 Plan 10. Tracer material was exposed to 5-sec, 1.22-m (4.0-ft) waves for 10 min 

 and 6-sec, 1.86-m (6.1-ft) waves for 5 min. These conditions corresponded to 

 those of existing conditions and Plan 9. Tracer material migrated lakeward with 

 no flow conditions with no material depositing near the harbor entrance. With 

 riverflow conditions, however, material moved southerly around the head of the 

 north breakwater and resulted in slight deposits in the harbor entrance. Slight 

 deposits also occurred in the western portion of the harbor as a result of being 

 carried over the structure because of wave overtopping for some conditions. 



Results of wave-height experiments for Plan 10 are presented in Tables 13 

 and 14, respectively, for no flow and riverflow conditions. For the 1 1 deg 

 direction, maximum wave heights were 1.01 m (3.3 ft) in the harbor entrance 

 (Gauge 1); 0.85 m (2.8 ft) in the southwest portion of the harbor (Gauge 3); 

 0.73 m (2.4 ft) in the northwest portion of the harbor (Gauge 4); and 0.73 m 

 (2.4 ft) along the existing dock (Gauge 5) all for 9.2-sec, 3.02-m (9.9-ft) waves 



Chapter 6 Physical Model 



53 



