Table 32 



Port Washington Harbor Structures 



Port Washington, Wisconsin 



Date(s) Construction and Rehabilitation History 



1934 Construction of a 2,537-f t-long north breakwater was completed (Fig- 

 ure 80, Sections A-E) . The shoreward portion of the breakwater was 

 composed of single-wall steel sheet piles installed at an el of 

 +7.0 ft Iwd with riprap placed on both sides to a 0.0-ft Iwd el (Fig- 

 ure 81, Section E) . The next lakeward 990-f t-long portion of the 

 north breakwater (Section D) was constructed on stone-filled cellular 

 sheet-pile structures (arch cell type) . Capstone was grouted in 

 place at an el of +7.5 ft Iwd. The structure ranged from about 14 ft 

 in width to over 22 ft. Riprap was placed along both sides of the 

 structure (Figure 81, Section D) . The lakeward portion of the break- 

 water consisted of a concrete superstructure on a rubble-mound base 

 (Figure 81, Sections A, B, and C) . The width of the superstructure 

 was 6.2 ft, and the crest el was +8.0 ft Iwd. The rubble-mound por- 

 tion had side slopes of 1V:1.5H. The outer 54 ft of the north break- 

 water consisted of two rectangular caissons. 



1936 Construction of the 1 ,006~f t-long south breakwater was completed 



(Figure 80, Sections A, I, and J). The lakeward 392.5-ft portion of 

 the breakwater consisted of a concrete superstructure on a rubble- 

 mound base similar to the outer end of the north breakwater (Fig- 

 ure 81, Section A). The remaining structure was of rubble-mound 

 construction with a crest el of +8.0 ft Iwd and a crest width ranging 

 from 6 to 7 ft. Side slopes were constructed 1V:1.5H (Figure 82, 

 Sections I and J) . 



1940 Construction of the north pier was completed (Figure 80, Sections F 

 and G) . The structure included timber cribs with woodpiling on the 

 channel side with an el of +8.0 ft Iwd (Figure 82, Sections F and G) . 

 The structure was capped with sand and earth fill (Section F) and 

 stone fill (Section G) . 



1950 Because storm waves caused damage to harbor facilities and because of 

 difficulties to navigation since breakwater construction, the harbor 

 was modeled (Fortson 1951) . Model tests for improving wave condi- 

 tions involved placement of rubble-wave absorbers at critical loca- 

 tions in slips, placement of rubble on the lakeside of the north and 

 south breakwaters, construction of a small-boat basin for pleasure 

 craft, and extension of the lakeward end of the north breakwater. 



1976 Model tests involving the use of Igloo wave absorber units (Bottin 

 1976) were conducted to determine if wave heights in the inner slip 

 areas of the harbor could be significantly reduced, if the Igloos 

 could be substituted for rubble-mound structures in the proposed 

 small-boat harbor, and if the absorbed units could be used as an 

 alternative to rubble absorbers proposed for the small-boat harbor. 



(Continued) 

 134 



