Elements of the monitoring plan included data collection of waves, both inside 

 and outside the harbor, currents inside the harbor, water levels, bathymetry in and 

 adjacent to the harbor, wave runup heights on the breakwater, wave overtopping 

 rates, and ground and photogrammetric surveys of the main breakwater, as well as 

 surveys of armor stone quality. More detailed information relative to the elements 

 of the monitoring plan is provided in the following subparagraphs. 



Wave, tide, and current data collection 



A directional wave gauge, also capable of determining water level measure- 

 ments, was to be deployed seaward of the harbor in a water depth of approximately 

 13.1m (40 ft). Estimates of deep-water waves and wave conditions at the main 

 breakwater would be determined based on results of the three-dimensional harbor 

 model tests and the numerical Regional Coastal Processes Wave (RCPWAVE) 

 transformation model (Ebersole 1985) which was conducted prior to the physical 

 model investigation. A prototype wave gauge was not recommended in the imme- 

 diate vicinity of the breakwater since the data would be contaminated by wave 

 reflections. A nondirectional pressure wave gauge also would be installed adjacent 

 to the dock to measure wave conditions inside the harbor. These values would be 

 compared to model test results. In addition, an electromagnetic current meter would 

 be installed inside the harbor to measure wave-induced current magnitudes. These 

 values would be compared to those predicted in the three-dimensional model 

 investigation for measured incident wave conditions. 



Collection of wave runup and overtopping data 



Graduations would be painted at certain locations up the breakwater's armor 

 stone face and videotape footage would be obtained periodically during the course 

 of the monitoring effort to record wave runup. To determine wave overtopping 

 rates, a collection box would be prefabricated and shipped to St. Paul for assembly 

 on site. Overtopping volumes would be measured with flow transducers. For mild 

 overtopping, rates were to be calculated based on flow through a trench on the lee 

 side of the breakwater. 



Bathymetric data collection 



Bathymetric data were available both prior to and after breakwater construction. 

 Another set of data was to be obtained near the end of the monitoring effort to 

 determine if bathymetric conditions had appeared to stabilize. 



Ground-based surveys 



Targets were to be located along the crest of the main breakwater and elevation 

 data obtained periodically during the monitoring effort to determine if settlement of 



Chapter 2 Monitoring Program 1 ' 



