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                                                        Inner Harbor Improvements Interim Report
                                                        Evaluation of Wave Protection Alternatives
                                                        Port Washington, Wisconsin





                                                        Prepared for:
                                                        The City of Port Washington
                                                        100 W. Grand Avenue
                                                        Port Washington, W1 53074





     ICY-,

                                                        Prepared by:
                                                        W.F. Baird & Associates, Ltd.
                                                        2981 Yarmouth Greenway
                                                        Madison, W1 53711










                                                              US Department of Commerce
                                                         NOAA Coastal Services Center Library
                                                               2234 South Hobson Avenue
                                                               Charleston, SC 29405-2413




                                                        October 28, 1993
 


















                                                  Acknowledgment




               Financial assistance for this ResearchIStudy Project was provided by the Coastal Zone Management
               Act of 1972, as amended, adminstered by the Office of Ocean and Coast Resource Management,
               National Oceanic and Atmospheric Administration pursuant to Grant #NA270OZO356-01 and the
               Wisconsin Coastal Management Program.


               The Wisconsin Coastal Management Program, part of the Wisconsin Department of Administration,
               and overseen by Wisconsin Coastal Management Council, was established in 1978 to preserve,
               protect and develop the resources of the Lake Michigan and Lake Superior coastline for this and
               future generations. The Wisconsin Coastal Management Program analyzes state policy on Great
               Lakes issues, coordinates government programs that affect the coast, and provides grants to stimulate
               better state and local coastal management.


               This study is the first phase of a larger project entitled "Inner Harbor Improvements - Port
               Washington, Wisconsin". The project is being performed by W.F. Baird & Associates, Ltd. (Baird)
               for the City of Port Washington. In addition to the work under this study, the project includes
               physical model testing and preliminary engineering design of wave protection solutions. The project
               is funded by the City of Port Washington and the Wisconsin Waterways Commission in addition to
               this portion funded by Wisconsin Coastal Zone Management. A design report which includes the
               information contained in this report and presents the findings of the model testing and preliminary
               design will be prepared upon completion of the project.








                                                                        TABLE OF CONTENTS







               1.0   INTRODUCTION            ...............................................................................................................................................1


               2.0   ESTABLISHING PROJECT CRITERIA                          .........................................................................................................2
                     2.1 Project Criteria                                                                                                                   2
                     2.2 Basis for Project Criteria                                                                                                         3
                     2.3 Conflicting Objectives and Constraints                                                                                             3


               3.0 SITE ANALYSIS           ............................................................................................  ......................................................4
                     3.1  Location/Condition of Existing Structures                                                                                         4
                     3.2  Offshore Wave Climate                                                                                                             5
                     3.3  Harbor Wave Climate                                                                                                               7
                     3.4  Water Levels                                                                                                                      8
                     3.5  Combined Occurrence of Waves and Water Levels                                                                                    10
                     3.6  Circulation of Cooling Water                                                                                                     11
                     3.7  Soil Conditions                                                                                                                  12
                     3.8  Sedimentation                                                                                                                    12


               4.0   CONSTRUCTION CONSIDERATIONS                          ...................................................................................................... 13
                     4.1 Structure Types                                                                                                                   13
                     4.2 Materials Availability and Delivery                                                                                               13
                     4.3 Construction Methods and Unit Costs                                                                                               14



               5.0   PRELIMINARY DESIGN DEVELOPMENT                            ................................................................................................ 16
                     5.1 New Alternatives Designs                                                                                                          16
                     5.2 Alternatives Evaluation                                                                                                           18
                     5.3 Shipping Company Rankings                                                                                                         19


               6.0 CONCLUSIONS             ................................................................................................................................................ 20


               7.0 RECOMMENDATIONS                   ................................................................................................................................... 20


               Figures
                   Harbor Configuration Map
                   Project Base Map


               Appendices
                   Appendix A Wave Climate Statistical Summary
                   Appendix B New Alternatives
                   Appendix C Past Alternatives
                   Appendix D Alternatives Evaluation












              1.0 INTRODUCTION


              Port Washington Harbor is an extremely valuable asset to both the City of Port Washington and
              the State of Wisconsin. Functionally, the harbor has facilitated beneficial industry such as
              shipping in the past, and commercial fishing, power generation and recreational boating which
              continue today. Aesthetically, the harbor and town that has grown up around it have a unique
              maritime flavor. The related waterfront experiences are a great benefit to the residents of the
              community and a significant tourist attraction. The harbor has special historical importance for
              the State in that it is the oldest man-made harbor in North America created in a non-natural

              harbor setting.


              Preservation and development of this resource is threatened by the inner harbor's unique
              configuration (Figure 1). The north and west slips am defined by steel sheetpile walls along their
              entire perimeter. East-southeast waves which propagate through the outer harbor entrance and
              directly into the inner harbor produce reflected and standing waves in the slips. The resulting
              damage to the perimeter walls and landside facilities has been costly in the past. Future damage
              could be even more costly, given the aging condition of the walls. The wave action in the slips
              also creates navigation and mooring conditions that are unacceptable to most boaters.


              The problem at the inner harbor has been studied in the past (U.S. Army Corps of Engineers,
              1976 and Warzyn Engineering Inc., 1987) and a number of conceptual solutions have been
              proposed. This study expands upon the past studies by:


              1) establishing the criteria for successful protection of the slips;
              2) refining and updating the site environmental conditions based on state-of-the-art analytical
                  tools and recent information;
              3) djeveloping a current understanding of construction methods and costs;
              4) and reviewing, revising and developing proposed engineering solutions.


              This interim report pr-ovides a recommended strategy for physical model testing of proposed
              solutions, and documents the activities above which form the basis for the recommended strategy.










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              2.0    ESTABLISHING PROJECT CRITERIA


              An important first step in developing a solution to any problem involves establishing criteria
              which proposed solutions can be measured against. Ideally, a solution to the wave problems in
              the inner slips would meet all elements of the four criteria presented below.


              2.1    Project Criteria


              Criteria 1: reduce the wave climate in the north and west slips to manageable levels.
              During a 20 year storm event (a storm of severity which on average would occur once in 20
              years) there should be no damage to the perimeter walls in the slips, or to adjacent facilities.
              Wave heights should not exceed one foot during a 20 year storm event occuring during the
              boating season, to allow for safe navigation and mooring.


              Criteria 2: control the power plant cooling water discharge.
              Proposed structures should maintain the de-icing and flushing benefits associated with the
              cooling water discharge flowing into the slips and through the marina. Access to the discharge
              for fishing should also be maintained. However, the discharge should be deflected to minimize
              navigation impacts, and reduce the quantity of floating debris from Sauk Creek entering the slips

              and marina.



              Criteria 3: minimize the impacts to existing facilities.
              Implementing the proposed solution should not alter or damage the existing facilities elsewhere
              in the harbor. Access to and function of the City's park should be enhanced, or at least
              maintained in its present condition. Marina infrastructure and operations should not be
              negatively impacted. Wisconsin Electric Power Company's (WEPCO) dock should remain
              detached and inaccessible to the public. Proposed structures should not interfere with WEPCO
              coal boat unloading procedures. Current use of the slips for commercial and charter fishing
              should not be disrupted. Siltation and related dredging requirements should not increase in the

              harbor.













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               Criteria 4. do not impede future opportunities related to the harbor.
               Proposed solutions must recognize the host of opportunities associated with the harbor.

               ï¿½  available land for sale around the west slip represents potential new downtown waterfront area;
               ï¿½  a stable, attractive waterfront can attract downtown development and produce related
                  economic benefits;
               ï¿½  the infrastructure and institutional framework are in place to allow boating opportunities to
                  expand with minimal difficulty;
               ï¿½  transient boating demand is high, and transient experience is positive and profitable in Pon
                  Washington;
               ï¿½  existing vertical walls allow boat mooring and preserve space;
               ï¿½  the inner harbor is dredged to a depth that allows the largest of pleasure craft as wen as
                  commercial boats and specialty craft;
               ï¿½  excellent shore fishing exists within the harbor;
               ï¿½  WEPCO is both cooperative and interested in the project.


               A successful protection solution will also allow the City to capitalize on these possibilities.


               2.2    Basis for Project Criteria


               The project criteria were established based on review of past studies of the problem, experience
               with typical performance criteria for similar facilities, and workshop meetings and discussions
               with representatives of the City, WEPCO, and Mr. Philip Keillor of the University of Wisconsin
               Sea Grant Institute. Mr. Keillor initially worked with the City in 1985 to begin the process of
               developing solutions to the wave problems at the inner harbor. Additional input was received at
               an open meeting of the Port Washington Harbor Commission on August 30, 1993.


               2.3 ., Conflicting Objectives and Constraints


               The ideal criteria set presented in Section 2.1 contains several conflicting objectives and criteria
               with different levels of importance. The situation at the inner harbor is further complicated by
               additional constraints.

               ï¿½  Space for coastal structures is limited.
               ï¿½  Deep water increases the costs of these structures.
               ï¿½  Funds for construction are limited.
               ï¿½  The inner harbor is part of a federally authorized navigation project.


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               Structures capable of protecting the inner harbor are very likely to fall within the federal project
               limits. De-authorization of the affected pan of the harbor through an act of Congress will
               probably be required. However, the City's Lakebed Grant from the State of Wisconsin should
               provide more flexibility with respect to land form alterations than would be possible without this

               grant.


               As is the case with virtually any public project, the successful solution will necessitate
               compromise. It is important,to note that two key parties, the City and WEPCO, have expressed a
               common goal of improving the harbor and surrounding area, while minimizing impacts to
               existing facilities and operations.


               3.0    SITE ANALYSIS


               Existing data for the harbor was gathered and analyzed to develop an understanding of the inner
               harbor and the technical factors that will affect the performance of proposed protection solutions.
               Limited field data collection and observations were undertaken to support this analysis when
               existing data was not available.


               3.1    Location/Condition of Existing Facilities


               A base map of existing conditions was developed for the study (Figure 2). Site features were
               digitized from a Southeastern Wisconsin Regional Planning Commission (SWRPC) topographic
               map of section 28, township 11 north, range 22 east dated September, 1991. Bathymetry was
               digitized from a U.S. Army Corps of Engineers condition of channel survey dated September 21,
               1992.



               The following additional existing information was obtained for purposes of laying out the
               physical model:

               ï¿½  construction drawings for the existing marina;
               ï¿½  an oblique aerial photograph of the site;
               ï¿½  I" = 400' aerial photograph of the site dated March, 1990;
               ï¿½  detailed drawings of the WEPCO emergency intake and cooling water discharge.





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               A field visit was conducted to verify stone sizes and structure dimensions for the existing
               rubblemound breakwaters, and to photograph a structures related to the inner harbor.


               3.2     Offshore Wave Climate


               A detailed description of the offshore wave climate at Port Washington has been developed using
               the results of the Great Lakes Wave Information Study (WIS), which was recently completed
               (1991) by the Waterways Experiment Station (WES) of the U.S. Army Corps of Engineers
               (USACOE). The WIS hindcast study utilized a state-of-the-an two dimensional wind-wave
               hindcast model to simulate the generation of waves on each of the Great Lakes. The resulting
               data, archived at locations around the perimeter of each lake, consist of a 32 year long time series
               (with data every three hours) of wave height, period and direction.


               WIS Station M I I is the closest station to Port Washington, and these data were obtained on
               diskette from the USACOE for detailed review and analyses. A detailed statistical summary of the
               wave climate at this location is included in Appendix A. Given the layout and exposure of Port
               Washington harbor, the critical wave directions with respect to wave agitation in the inner harbor
               are from the East through Southeast. This fact is confirmed by the results of a previous physical
               model investigation of this harbor undertaken by WES (1977). For this reason, the analyses of
               the WIS hindeast wave data focused on waves from these directions only.


               For example, wave height distributions were estimated for the full year, as well as for three
               different "boating seasons". Table I on the following page summarizes the percent exceedance
               of selected wave heights at a location offshore of Port Washington, considering waves from the
               East through Southeast only (azimuth range from 79 to 146').


               The tesults in Table I illustrate the increase in the severity of the wave climate when one considers
               longer boating seasons. For example, during a typical boating season, waves come from the East
               through Southeast directions approximately twelve per cent of the time. Assuming a boating
               season which extends from May I to October 15, these waves exceed a height of 1.6 ft
               approximately one-third (33.3 %) of the time; this exceedance drops to approximately one-
               quarter (26.5%) of the time assuming a June I to September 15 boating season.







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                                                            Table 1

                                                   Wave Height Exceedances
                                                       WIS Station M 11
                                                (E through SE directions only)

                Significant
                Wave Height                                           Percent Exceedance
                     (ft)           Full Year       Apr. I - Nov. 15 May 1 - Oct. 15       Jun. I - Sep. 15

                     0.0               100.0               100.0              100.0               100.0
                     0.8               80.3                74.6               70.4                65.2
                     1.6               51.2                40.0               33.3                26.5
                     2.5               29.9                18.1               12.4                7.8
                     3.3               19.8                9.9                5.5                 2.6
                     4.1               12.1                4.8                1.9                 0.6
                     4.9               7.7                 2.4                0.8                 0.2
                     5.7               4.6                 1.0                0.3                 0.1
                     6.6               3.1                 0.6                0.1
                     7.4               1.6                 0.2                0.1
                     8.2               0.9                 0.1
                     9.0               0.5
                     9.8               0.3


                Total Per Cent
                These Directions       10.6                12.0               12.3                12.3




                A review of this statistical description of the long term wave climate at Pon Washington will be
                used to define physical model test conditions for the assessment of wave agitation levels in Port
                Washington's inner harbor under existing conditions as well as with proposed improvement
                alternatives in place.


                A peak over threshold extreme value analysis of the WIS wave data was also undertaken to define
                extreme wave conditions to be considered in the design of harbor improvement structures. In this
                analysis, storms with wave heights above a selected threshold were identified and ranked, and the
                resulting data series was tested for fit against several extreme value distributions. A summary of
                the results of this analysis for the full year and the three boating seasons is presented in Table 2.
                Again, these results represent waves from the East through Southeast directions only.










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                                                            Table 2

                                                    Extreme Wave Heights
                                                       WIS Station M I I
                                                (E through SE directions only)

               Return Period                            Significant Wave Height (ft)
                  (years)          Full Year       Apr. I  - Nov. 15    May I - Oct. 15     Jun. I - Sep. 15

                     2                9.5                  6.2                5.0                 3.9
                     5                10.5                 7.2                5.7                 4.5
                      10              11.2                 7.8                6.4                 4.9
                      20              11.8                 8.5                7.0                 5.3
                      50              12.7                 9.3                7.7                 5.8
                     100              13.3                 10.0               8.4                 6.3




              Based on these analyses, an offshore wave condition of Hs = 11.8 ft, Tp = 9 s from the ESE (20
              year return period) was selected to assess the stability of harbor improvement structures. As
              noted earlier, the ESE direction is critical with respect to wave agitation in the inner harbor due to
              the layout and exposure of the existing harbor. Larger waves can occur from more northerly and
              southerly directions (due to the longer fetches in these sectors), but the existing harbor structures
              provide substantial protection from these wave directions. In contrast, waves from the ESE
              propagate directly into Port Washington harbor through the harbor entrance.


              These results also indicate the decrease in severity of extreme wave conditions in the boating
              season versus the full year (which includes winter storms) and as one considers shorter boating
              seasons (thus dropping off spring and fall storms).


              3.3     Harbor Wave Climate


              The design of the physical model is such that the wave generator is located in the gap between the
              North and South harbor breakwaters. The orientation of the wave generator simulates the critical
              ESE wave direction. The existing conditions within Port Washington harbor, including the
              existing harbor and marina breakwaters, basin perimeter walls and water depths, are all accurately
              simulated in the physical model, such that the wave conditions within the harbor are correctly
              modeled.








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               3.4     Water Levels


               Maximum and minimum water levels recorded by NOAA at Milwaukee, Wisconsin are
               summarized in Table 3.



                                                             Table 3

                                                 Extreme Recorded Water Levels
                                              Milwaukee, Wisconsin (1900 - 1990)
                                                        (reference LWD)*

                       Duration                    Maximum                            Minimum

                     Instantaneous               +6.11 ft (Mar./87)                -2.69 ft (Jan.23/26)
                     Daily Mean                  +5.41 ft (Oct.4/86)               -1.92 ft (Jan.23/26)
                     Monthly Mean                +5.05 ft (Oct./86)                -1.42 ft (Feb./64)
                     Annual Mean                 +4.34 ft (1986)                   -1.08 ft (1964)

               *I" (low water datum), or chart datum (CD) for Lake Michigan is 576.84 ft IGLD 1955
               (International Great Lakes Datum 1955) (576.84 ft IGLD = 0.00 ft LWD)




               A review of the monthly mean water levels since 1900 was completed to determine the number of
               times the monthly mean water level exceeded specified values. This analysis was completed for
               both the summer and winter seasons; the results are summarized in Table 4.



                                                             Table 4

                                           Exceedance of Monthly Mean Water Levels
                                                      Milwaukee, Wisconsin
                                                          (1900 - 1990)

               Monthly Mean            Number of Exceedances              Average Frequency of Exceedance
                 Water Level
                  (ftLWD)
                                   Summer               Winter              Summer                Winter
                               (May I-Sept.30)      (Oct.1-Apr.30)       (May I-Sept.30)      (Oct.1-Apr.30)

                     +2                50                38                1 year in 1.8        1 year in 2.3
                     +4                 5                 2                1 year in 17.6       1 year in 44.0
                     +6                 0                 0                      NA                   NA











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             It is important to note that water levels during storms may be significantly higher than the
             monthly mean levels, due to short term wind and wave induced setups along the shoreline; the
             magnitude of this storra "surge" depends on the severity of the storm. The results of a peak over
             threshold extreme value analyses for storm surge based on the Milwaukee water level data are
             summarized in Table 5.



                                                        Table 5

                                        Extreme Value Analysis for Storm Surge
                                                 Milwaukee, Wisconsin
                                                     (1906 - 1997)

                            Return Period (years)                       Storm Surge (ft)

                                    2                                          0.92
                                    5                                          1.32
                                    10                                         1.63
                                    20                                         1.93
                                    50                                         2.33
                                    100                                        2.64




             The U.S. Army Corps of Engineers (1998) have estimated extreme water levels on each of the
             Great Lakes based on statistical analyses of recorded water level data. At Port Washington, the
             estimated extreme water levels (peak instantaneous levels) are summarized in Table 6.


                                                        Table 6

                                                  Extreme Water Levels
                                                Lake Michigan - Reach G
                                                 (from USACOE, 1988)

                             Return Period                   Peak Instantaneous W.L.
                                (years)                              (ft LWD)

                                    10                                 +4.7
                                   50                                  +5.8
                                  100                                  +6.2













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                In order to determine an extreme water level appropriate for the design of the rubblemound
                structures, three scenarios were considered, specifically:


                1)   A combination of the maximum monthly recorded mean water level of +5.1 ft LWD at
                     Milwaukee and the 20 year storm surge of 1.9 ft (estimated using a peak over threshold
                     analysis) at the same location to obtain a design water level of +7.0 ft LWD).
                2)   The maximum recorded instantaneous water level of +6.1 ft LWD at Milwaukee.
                3)   The USACOE (1988) estimated 100 year peak instantaneous water level of +6.2 ft LWD.


                Based on these three scenarios, a water level of +6.2 ft LWD was selected as the extreme water
                level for the structural design of harbor improvement structures and for damage assessment to the
                perimeter facilities within the slips. Data regarding harbor agitation levels at this extreme water
                level will be obtained from the physical model test. However, more frequently occurring water
                levels (+2 to +4 ft LWD) will be selected to meet the defined agitation criteria in terms of inner
                harbor dockage and operations.


                3.5     Combined Occurrence of Waves and Water Levels


                Table 7 provides a general indication of the probability of combined occurrence of severe east
                through southeast wave conditions at extreme water levels.


                                                                  Table 7

                                          Occurrence of Extreme Environmental Conditions

                                          Offshore Significant Wave Height (ft) - E through SE Directions
                                                        [Corresponding Return Period (years)]

                Water Level                       9.5                      10.5                    11.8
                  (ft LWD)                        (21                      [5]                     [20]

                    +4                      frequent                frequent                    probable within
                                                                                                project life

                    +5                      probable within         probable within             possible within
                                            project life            project life                project life

                  >+6                       possible within         possible within             unlikely within
                                            project life            project life                project life







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               3.6    Circulation of Cooling Water

               The cooling water discharge represents a significant variable in the development of design
               alternatives for the slips protection. The advantages and disadvantages of the discharge are clear.
               In a positive sense, circulation helps de-ice and flush the existing marina and north and west slips.
               However, it also pushes floating debris from Sauk Creek toward these areas, and creates
               navigation difficulties at the entrance to the slips.


               Several factors make it very difficult to develop a quantitative understanding of how this
               discharged water flows through the harbor and affects navigation, ice formation and water,
               quality.


               1) At present, the discharge varies from negligible to 440,000 gallons per minute dependent
                   upon what capacity the plant is operating at. The plant is currently used for peaking
                   purposes only, so there are frequent periods of negligible discharge. WEPCO staff indicate
                   that future operations scenarios project that the discharge from the plant could range
                   anywhere from 0 gallons per minute (if the plant is closed down) to 550,000 gallons per
                   minute (if it is returned to baseload plant status).
               2)  The flow is very difficult to simulate numerically. It is turbulent due to its velocity, and three
                   dimensional due to the temperature difference between the discharged water and the lake

                   water.
               3)  The navigation impacts of the discharge are a function of many variables including flow
                   direction and speed, vessel draft and hull shape.


               The discharge will be simulated to scale in the physical model, which should result in an
               improved understanding of the flows through the harbor. However, this information will still be
               limit9d because the water temperature difference cannot be simulated in the model. Field
               measurements of currents in the harbor at different flow conditions were obtained to improve the
               current understanding of circulation through the inner harbor, and to calibrate the model. This
               data will be presented along with the model testing results in the design report.











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                3.7    Soil Conditions


                For the purposes of this study, soil boring logs from three different projects in the vicinity of the
                north and west slips were used to make inferences as to the potential suitability of the harbor
                bottom soils for bottom resting coastal structures.

                ï¿½ The Harborside Inn Addition by Geo-Technology Inc. dated April 9, 1992.
                ï¿½  Construction at WEPCO Plant by Milwaukee Testing Laboratory dated February, 1966.
                ï¿½  Construction of Existing Marina by Corps of Engineers date June, 1970.


                These boring logs indicate general agreement that the soils to be encountered at depths similar to
                the north and west slip bottom should be dense sands and gravels, and/or low plasticity stiff clays.
                They are also consistent with past observations by members of the Harbor Commission, which
                indicated extreme resistance during pile driving projects in the harbor. This information implies
                that significant special construction considerations or settlement allowances for proposed coastal
                structures am not required. However, alignment-specific borings will be necessary for final
                design of bottom resting or pile driven structures.


                3.8    Sedimentation


                Sedimentation does not appear to be a significant issue with respect to protecting the inner
                harbor. Review of the Corps of Engineers condition of channel surveys from July, 1983 to
                August, 1993 indicate that, within the range of error for this type of survey (approximately ï¿½0.5
                ft.), there has been no consistent change in depths in the slips, at the entrance to the inner harbor,
                or along WEPCO's dock. During a phone conversation, Doug Zande of the Operations and
                Maintenance Division at the Corps of Engineers Detroit District Office confirmed that no
                maintenance dredging had been performed by the Corps over that same time period.


                This information is consistent with observations related to Sauk Creek, which would be the key
                source of sedimentation to the inner harbor. The creek has a submerged weir where it discharges
                into the harbor that, in effect, creates a sediment trap. Observations indicate that the area behind
                the weir is not full of sediment, as would be expected if the discharge were contributing sand or
                gravel size particles into the harbor. City staff do not clean this area of sediment nor are they
                aware that anyone else does. However, it is possible that waves and/or currents in the area remove
                this material from time to time. The cloudy nature of the discharge when Sauk Creek is flowing




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              with stormwater indicates the presence of silt and clay size particles. The flow of the creek
              combined with the cooling water discharge likely disperses particles in this size range well into the
              outer harbor before they come out of suspension.


              4.0     CONSTRUCTION CONSIDERATIONS


              In order to develop comparative statements of probable construction cost for the proposed design
              alternatives, different structure types, materials availability and transport, construction methods,
              and unit costs were investigated.


              4.1     Structure Types


              Rubblemound breakwaters, rubblemound revetments, and steel sheetpile jetties were the primary
              structures considered for protecting the slips. Rubblemound structures were considered due to
              their wave absorbing characteristics and relatively low cost. Steel sheetpile jetties may be
              attractive at this site because they can be used to separate the navigation channel from the
              discharge flows, and require less space in an area that is already constrained.


              Igloo wave absorbers have been evaluated in detail in past studies of the inner harbor (WES,
              USACOE, 1976; Nippon Tetrapod Co., Ltd., 1976). They are attractive in that they have similar
              wave absorption characteristics to high porosity rubblemound revetments, yet require
              substantially less space.


              Bottom resting binwalls were not considered for any of the protection alternatives. While they
              offer similar space-saving advantages to the sheetpile jetty, they are not as stable in the relatively
              deep water found at the inner harbor. In addition, they would be less resilient to impact by a coal
              boat Oan either a rubblemound structure or a steel sheetpile jetty. Floating structures were also
              ruled out due to the fact that the width required to attenuate the waves that propagate into the
              inner harbor would likely exceed the available space.


              4.2     Materials Availability and Delivery


              Review of our files from similar past projects and conversations with local marine contractors
              indicates an abundant supply of quarried stone for rubblemound structures in the vicinity of Port
              Washington. Valders Stone and Marble in Valders, Wisconsin has several hundred thousand tons



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               of residual stone stockpiled from past armor stone and cut stone production. Material from this
               stockpile was recently processed to produce stone in the 0 to 5 ton range for the breakwaters at
               the new Harbor Centre Marina in Sheboygan, at a substantial cost savings to the city. The stone
               in the marina breakwaters at Port Washington is from this source, and appears to be performing
               well to date. Delivery from Valders would likely be by truck, with a one way haul distance of
               approximately 60 miles.


               Dempsey quarry in Waterloo, Wisconsin has an abundant supply of I to 2 ton, and 2 to 5 ton
               armor stone stockpiled. This material is extremely durable quartzite, and was recently used for
               the breakwater rehabilitation project at Reefpoint Marina in Racine. This material could be
               delivered by rail, subject to arranging an off loading point in Port Washington. The one way haul
               distance is approximately 80 miles if delivered by truck. Halquist Stone Company in Sussex,
               Wisconsin has also provided armor stone up to 5 tons for past projects in the region. Their
               representative indicated that they would have to blast new stone specifically for this project. The
               haul distance is similar to Valders' and would likely be delivered by truck.


               Other potential suppliers of quarried stone for the project include: local aggregate producers who
               might furnish core stone and/or smaller rip rap products with substantially lower hauling costs
               than the above sources; granite producers in the central portion of the state; and a variety of
               quarries in the upper peninsula of Michigan. Large hauling distances by rail or barge for the
               central state and Michigan quarries, respectively could hinder their ability to be cost competitive
               for this project.


               4.3     Construction Methods and Unit Costs


               Method of construction is an important consideration in the design of coastal structures. Marine-
               based construction typically allows for relatively narrow, quantity-minimizing designs. Narrow
               structures are beneficial in the inner harbor given the space constraints. Also, reducing the
               quantity of materials also tends to reduce the overall cost of the structure. However, narrow
               structures may require larger, specially-produced armor stone (rubblemound) or deeper, heavier
               steel sheets Oetty) to be stable. Marine-based construction is also subject to down time due to
               wave conditions. These factors can increase the unit costs considerably, and may offset the
               savings associated with quantity minimization.





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               Land-based construction requires wider structures to allow for equipment access. Rubblemound
               structures built in this manner are often much wider because they are designed to use smaller
               armor stones in deep, porous layers. The smaller armor stone is more likely to be readily
               available in the vicinity of the project, and is easier for land-based equipment to handle. Thus,
               use of smaller stone typically creates a distinct unit cost advantage. Down-time due to wave
               action is reduced substantially if construction is land-based. A disadvantage of this approach with
               respect to the inner harbor is that additional space will be consumed by the structures in an area
               where space is already limited. In addition, equipment access across the existing park, the
               property on the south side of the west slip, and/or the WF.PCO dock would have to be negotiated.
                                                                         I


               The assumptions presented below have been made for purposes of comparative cost analysis of
               the alternative designs in the subsequent section of this report.


               ï¿½   Rubblemound breakwater cross sections are of similar crest height, crest width, stone sizes,
                   and layer thicknesses to the east breakwater recently constructed in Sheboygan, given the
                   common location within a federal harbor and the similarities in wave climate. Likely in-place
                   costs for armor stone and core stone are $26/ton and $17/ton, respectively. This translates into
                   costs ranging from $2,000 to $2,600 per lineal foot of breakwater in place, depending on
                   water depth at the structure.
               ï¿½   Rubblemound revetment cross sections are relatively deep and consist of armor stone only,
                   based on the need for high wave absorption. Using an anticipated armor stone unit cost of
                   $26/ton in-place, the revetments should cost on the order of $1,300 per lineal foot.
               ï¿½   Steel sheetpile jetties are 20 feet wide and of similar height to the existing perimeter dockwalls
                   at the park and WEPCO dock. They are defined by a cross-tied double wall of PZ27 sheets
                   with an embedment depth equal to the height above the lake bottorn. The jetties are filled
                   with crushed stone, capped with a concrete surface, and have no other special surface
                   tteatments. Probable construction cost for these structures is on the order of $3,500 per lineal
                   foot.


               The physical model test will be used to determine how wide, how high, and how long the
               structures should be to provide the desired protection to the slips. It will also be used to
               determine the size of the individual armor stones, and the thickness of the armor stone layer.
               Input and feedback with respect to the construction considerations presented in this section will
               be an important element in this process.




                                                      Baird & Associates
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              A cost benefit analysis of using igloos will be included in the design report if the physical model
              testing demonstrates a need for absorptive structures at the ends or sides of the slips. Actual costs
              from a past similar application of igloos in Milwaukee Harbor were obtained from Mr. Roger
              Mauer of the Milwaukee Metropolitan Sewerage District. Unit costs for igloos on this project
              were on the order of $2,000 per lineal foot in 1985 dollars. Adjusted to today's dollars, this
              would be approximately twice the cost of rubblemound revetments.


              5.0     PRELIMINARY DESIGN DEVELOPMENT


              Five new alternative protection designs (Alternatives I - IV) were prepared during this study based
              on the considerations and activities discussed in Sections 2.0 through 4.0 of this report. These
              alternatives are presented in Appendix B and described briefly below. It is important to note that
              the thick solid lines shown on the alternative drawings represent the structure crest, and the thick
              dashed lines represent the toe of structure at the lake bottom. Therefore, much of what is seen in
              these plan views would be beneath the water surface.


              The new alternatives, along with preferred alternatives from past studies, were evaluated with
              respect to the criteria presented in Section 2.0. The preferred alternatives from past studies are
              included for reference in Appendix C. Also, the shipping companies who deliver coal to WEPCO
              were provided the opportunity to review, rank and comment upon the new alternatives in the
              context of their operations. The results of these evaluations are summarized and discussed in
              Sections 5.2 and 5.3.



              5.1     New Alternative Designs


              Alternative I


              Alternative I consists of three rubblemound structures. The east breakwater is intended to reduce
              the wave energy entering the inner harbor area, and provide additional protection to the park.
              Special treatments could be added to the crest of this structure to provide access from the existing
              footbridge to the steel sheetpile cell for fishing and pedestrians. The structure is positioned to
              provide 135 feet in width for coal boat access.


              The revetment/breakwater combination along the south edge of the park is proposed to absorb
              the waves propagating past the east breakwater. It will also define the north limits of the entrance



                                                    Baird & Associates
                                                            16











               channel to the slips. The west breakwater is intended to provide protection to the west and north
               slips, define the southern limits of the entrance channel, and deflect the current away from the
               entrance channel. The entrance itself would be 75 feet wide at navigable water depth. A
               footbridge and special treatments to the west breakwater crest could be added to provide access
               for fishing.


               Alternative II



               An east breakwater extending from WEPCO's dock across the entrance to the inner harbor is the
               key element of this alternative. Dredging would be required to provide sufficient depth at the
               new entrance. The deeper water conditions at the new entrance would in turn necessitate
               improvements to the park revetment to minimize damage to the park.


               Alternative III


               Alternative III is similar to Alternative 1, except a steel sheetpile jetty replaces the park
               revetment/breakwater. This provides a vertical-walled channel to the slips that is isolated from the
               cooling water discharge currents. The channel would be approximately 80 feet wide, allowing
               135 feet for the coal boat. Some circulation through the slips and marina would be encouraged
               by leaving a gap between the west end of the west breakwater and the existing sheetpile edge.
               Again, a footbridge could provide access across this gap for fishing.


               A small breakwater would extend from the east end of the jetty to provide a protected entrance.
               Dredging and improvements to the park revetment would be required as was the case for
               Alternative II.



               Alte M'ative IV


               This alternative would use two rubblemound breakwaters to reduce wave energy at the inner
               harbor entrance. The channel would be seventy five feet wide at navigable water depth. The
               north breakwater crest could be treated to provide additional park space.









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               Alternative V


               Alternative V would protect the slips area by overlapping an east and west rubblemound
               breakwater at the immediate entrance to the slips. Similar to the other alternatives, the entrance
               width would be 75 feet. The discharge would likely be split between the slips area and the outer
               harbor.



               5.2    Alternatives Evaluation


               The table in Appendix D presents a qualitative evaluation of the new alternatives, as well as the
               preferred alternatives from past studies. Each of these alternatives is ranked against the criteria
               identified during the study. An opinion of probable construction cost for each alternative is also
               provided in the table. This tabulation was presented and discussed in detail at an open meeting of
               the Port Washington Harbor Commission on August 30, 1993. Key points of discussion are
               highlighted below.


               ï¿½  The criteria differ in importance . Alternatives must provide adequate wave protection and
                  safe navigation. Damage to landside facilities is both costly and unacceptable. Similarly, an
                  incident leading to boat damage or injury due to currents at the entrance or wave action
                  within the basin will ruin the reputation of the facility, and discourage future use. However,
                  there is likely to be some flexibility with respect to disrupting existing facilities and WEPCO
                  operations, water quality/de-icing circulation, shore fishing opportunities, and trash from Sauk
                  Creek. Furthermore, some of these criteria could change in the future if WEPCO modifies its
                  operations significantly.


               ï¿½  Different criteria are evaluated with different levels of confidence at this point in the project.
                  Whether the alternatives will disrupt existing facilities or impact WEPCO operations can be
                  stated conclusively. To the contrary, the complex issues of wave protection, safe navigation in
                  currents, and water quality/de-icing benefits of circulation are very difficult to evaluate at this
                  point. The physical model testing will provide detailed quantitative data with respect to wave
                  protection. It should also improve the qualitative understanding of currents and circulation
                  through the harbor. Navigation through these currents will remain an intuitive issue which
                  may be best addressed by relying upon the experience of local boaters.







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                                                             18











                   There is not an obvious "best alternative". Alternative 111, which appears to best satisfy the
                   range of criteria, has a high probable construction cost. Conversely, past Alternative B, and
                   new Alternatives IV and V, which are relatively inexpensive to construct, are questionable in
                   terms of the fundamental criteria of wave protection and navigability.


               ï¿½   Other options should be considered. The Harbor Commission believes they have a
                   responsibility to investigate an alternative which would provide protection to the north slip
                   only, given uncertainty with respect to future property ownership around the west slip. Also,
                   it is possible that the physical model study may demonstrate that only the most costly
                   alternati@es provide suitable wave protection and safe navigation. This would indicate that
                   another alternative should be considered which closes off the inner harbor and provides
                   access to the slips through the existing marina.


               ï¿½   Permitting will be required. Each of the alternatives will require the City to file a joint permit
                   application with the State of Wisconsin Department of Natural Resources (WIDNR) and the
                   USACOE under Section 404 of the U.S. Congress Clean Water Act, which regulates the
                   discharge of dredged and fill material into U.S. waters. As previously discussed, federal
                   harbor de-authorization will likely be required given that portions of the structures under
                   each alternative fall within the federal project limits. In addition, alternatives showing
                   dredging will necessitate application to WIDNR for a Wisconsin Pollutant Discharge
                   Elimination System (YYTDES) permit. This could include sampling and testing soils to be
                   dredged to demonstrate that they are not contaminated. Special disposal procedures may be
                   required if they are.


               5.3     Shipping Company Rankings


               Drawings of Alternatives I - V were forwarded for review and comment to contact persons
               provided by WEPCO for the two shipping companies who deliver coal to the Port Washington
               Plant. Specifically, Mr. Stuart Southern of American Steamship Company and Mr. Dick Feldtz
               of Columbia Transportation Company were contacted. These individuals offered the following
               comments after reviewing the alternatives.









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                                                              19











                Mr. Southern ranked the alternatives from best to worst as follows: Alternative V (best); 111; 1; IV;
                and II (worst). He added that Alternatives V and III are the most preferable, but they can adjust
                their unloading operations to make any of the alternatives "do-able" if essential to the project's
                feasibility.


                Mr. Feldtz stated his company's preference for Alternatives IV or V. He indicated that
                Alternatives 1, Il and III present difficulties due to constricted access (restricted for Alternative II)
                to the western end of the WEPCO dock. He seemed somewhat more reluctant to modify their
                current unloading operations at the Port Washington plant than Mr. Southern did.


                6.0    CONCLUSIONS


                There are three general categories of wave protection alternatives under consideration for Port
                Washington's inner harbor.


                1) Alternatives which modify the entrance to the west slip.
                2) Alternatives which protect the north slip only.
                3) Alternatives which close off the north and west slips and require a new entrance to be cut
                   from the existing marina through to the north slip.


                The "best" alternative is not obvious. Physical model testing will allow the City to identify which
                alternatives meet the basic performance criteria. Prioritization and compromise with respect to
                the project criteria, combined with further analysis of related future downtown development will
                be required to select the "best" alternative.


                7.0    RECOMMENDATIONS


                Physical model testing should be performed in an incremental, flexible and interactive manner.


                ï¿½  Alternatives should be constructed one structure at a time, with testing after each structure is
                   in place, to form the basis for cost-benefit analyses. For example, in the case of Alternative I
                   the relative improvement in wave agitation by first adding the west breakwater, then the
                   revetment, then the east breakwater could be assessed.

                ï¿½  Alternatives should be modified in the tank based on observations and intermediate results
                   during testing to better meet the project criteria.




                                                      Baird & Associates
                                                              20











              ï¿½  Members of the Port Washington Harbor Commission and other interested parties should be
                 invited to participate in a modeling workshop, so that their observations, experiences and
                 insights may be considered and added to the testing program.
              ï¿½  Modeling should be conducted at a scale that allows quantitative analysis of both wave
                 agitation and structure cross sections, as well as qualitative assessment of circulation and

                 currents.



              As preliminary engineering of wave protection alternatives proceeds, the City should begin to
              establish a downtown waterfront development strategy. Those wave protection alternatives which
              meet the performance criteria set forth in this study should be carried forward until this strategy is

              better defined.
















































                                                   Baird & Associates
                                                           21





                                                 I










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                                                                                                                                                                                                                                                                                 Port Washington Harbor
                                                                                                                                                                                                                                                                                 Port Washington, Wisconsin

                                                                                                                                     COAL STORAGE AREA                                                                                                                           Prepared For
                                                                                                                                                                                                                                                                                 City of Port Washington


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                                                      Appendix A -
                                   Wave Climate Statistical Summary








                                                               STATION Mll                                          43.27N 87.68W AZIMUTHSDEGREESL- 0.0
                                                               PERCENT OCCURRENCE (X1000) OF HEIGHT AND PERI D BY DI CTION
                                  HEIGHT(KETRES)                                                                    PEAX PERIONSECONDS)                 TOTAL
                                                               <3.0 3.0-                                            4 0- 5 0- 6 0- 7 0- a 0- 9 0- 10 a- 11 0-
                                                                                                                    3.9 4.9 K9 6.9 ).9 6.9 ï¿½.9 16.9 L6NGER
                                  0 00-0.24                    280                                                  18187                               476
                                  0:25-0.49                    63                                                   585 53 52                           761
                                  0 50-0.74                                                                         489 511 81 392                      1J22
                                  0:75-0.99                                                                         17 398 149 22 10
                                  1.00-1.24                                                                         306 402 36 12                       79566
                                  1 25 1 49                                                                         36 348 4071                         432
                                  1:50:1:74                                                                         2333 14292                          488
                                  1 75-1.99                                                                         25 22241                            252
                                  2:00-2.24                                                                         6241 143                            264
                                  2 25:2 449                                                                                                            106
                                  2:50 2:7                                                                          '555 1581                           114
                                  2.75-2.99                                                                         1386   2                            47
                                  3 00-3.24                                                                         716                                 77
                                  3:25-3.49                                                                         165                                 21
                                  3.50+                                                                             34     12  1                        55
                                  TOTAL                        343  1272                                            1314 1401 90i 2608 58 151           0
                                  MEAN HS(M)      1.1          LARGEST HS(M)-                                       5.8 MEAN TP(SEC)- 4.4 NO. OF CASES- 5229,


                                                               STATION                                              Mll 43.27N 87.68W AZIMUTH(DEGREESL- 22.5
                                                               PERCENT OCCURRENCEM1000) OF HEIGHT AND PERIOD BY DI CTION
                                  HEIGHT(METRES)                                                                    PEAX PERIOD(SECONDS)                TOTAL
                                                               <3.0 3.0-                                            4 0- 5 0- 6 0- 7 0- 6.0- 9.0- 10.0- 11.0-
                                                                                                                    3.9 4.9 1.9 6.9 ).9 a.9 9.9 10.9 LONGER
                                  0.00-0.24                    379                                                  177 143                             573
                                  0.25-0.49                    83                                                   833 79 55                           1053
                                  0.50-0.74                                                                         528 852 95 342                      1511
                                  0.75-0.99                                                                         8498 243 202                        771
                                  1.00-1.24                                                                         281 463 298                         781
                                  1.25-1.49                                                                         12 272 9041                         379
                                  1.50-1.74                                                                         183 1443                            330
                                  1.75-1.99                                                                         16 12043                            143
                                  2.00-2.24                                                                         1149 11                             161
                                  2.25-Z.49                                                                         47 23                               70
                                  2.50-2.74                                                                         13 71                               84
                                  2.75-2.99                                                                         381                                 39
                                  3.00-3.Z4                                                                         322                                 34
                                  3.25-3.49                                                                         98                                  17
                                  3.50+                                                                             538    2    i                       46
                                  TOTAL                        46i                                                  154@ 1736 133i 646 212 5321         0
                                  MEAN HS(m)       o.9         LARGEST HS(M)-                                       5.9 MEAN TP(SEC)- 4.2 NO. OF CASES= 5623.


                                                               STATION Mll                                          43.27N 87.68W AZI14UTH(DEGREES) - 45.0
                                                               PERCENT OCCURRENCEM000) OF HEIGHT AND PERIOD BY DIRECTION
                                  HEIGHT(METRES)                                                                    PEAX PERIOD(SECONDS)                TOTAL
                                                               <3.0 3.0-                                            4.0- 5.0- 6.0- 7 0- 8.0- 9.0- 10.0- 11.0-
                                                                                                                    3.9 4.9 5.9 6.9 i.9 8.9 9.9 10.9 LONGER
                                  0.00-0.24                    491                                                  283 16 131                          804
                                  0.25-0.49                    100                                                  1096 90 773                         1366
                                  0.50-0.74                                                                         535 761 114 26                      14 38
                                  0.75-0.99                                                                         4365 199 164                        588
                                  1.00-1.24                                                                         204 382 256                         617
                                  1.25-1.49                                                                         11 180 914                          286
                                  1.50-1.74                                                                         168 15Z12                           .323
                                  1.75-1.99                                                                         13 11331                            130
                                  2.00-2.24                                                                         154 10                              164
                                  2.25-2.49                                                                         78 24                               102
                                  2.50-2.74                                                                         14 792                              95
                                  2.75-2.99                                                                         250                                 52
                                  3.00-3.24                                                                         35                                  35
                                  3.25-3.49                                                                         203                                 23
                                  3.50+                                                                             528                                 35
                                  TOTAL                        59i 1916 140                                         1146 67@ 243 3620                   0
                                  MEAN HS(M)        0.8        LAR= RS(M)=                                          6.1 MEAN TP(SEC)- 4.1 NO. OF CASES- 5686.



                                                               STATION Mll                                          43.27N 87,68W AZMMUTH(DEGREES) - 67.5
                                                               PERCENT OCCUR REM CEM000) OF HEIGHT AND PERIOD BY DIRECTION
                                  HEIGHT(METREs)                                                                    PEAX P M OD(SECONDS)                TOTAL

                                                               <3.0 3.0- 4 0- 5 0- 6.0                              -7 0- 8.0- 9.0- 10.0- 11.0-
                                                                                                                    3.9 4.9 @.g 6.9 @.g 8.9 9.9 10.9 LONGER

                                  0.00-0.24                    290                                                  126 125                             433
                                  0.25-0.49                    62                                                   551 71 424                          730
                                  0.50-0.74                                                                         260 353 44 19i                      677
                                  0.75-0.99                                                                         3154 10881                          274
                                  1.00-1.24                                                                         59 165 121                          237
                                  1.25-1.49                                                                         267 60                              129
                                  1 io:l 74                                                                         52 86                               140
                                  1: 5 1:99                                                                         2583                                63
                                  2.00-2.24                                                                         719                                 80
                                  2.25-2.49                                                                         ..358                               43
                                  2.50-2.74                                                                         -7 32                               39
                                  2.75-2.99                                                                         14                                  14
                                  3.00-3.24                                                                         12                                  12
                                  3.25-3.49                                                                         3                                   4
                                  3.50+                                                                             4                                   4
                                   TOTAL                       351                                                  946 65i 48@ 366 86566               6
                                  MEAN HS(M)         0.8       LARGMST HS(M)-                                       3.6 MAN TP(SEC)- 4.0 NO. OF CASES-  2711.

                                                                                                                    A63











                                                STATION Mll                               43.27N 87.68W AZIKrM(DEGREES) - 90.0
                                                PERCENT OCCURRENCE M1000) OF HEIGHT AND PERIOD BY DIRECTION
                          HEIGHTMETRES)                                                   PEAX PERIOD(SECONDS)   TOTAL
                                                <3.0 3.0-                                 4.0- 5 0- 6 0- 7 0- a 0- 9.0- 10.0- 11.0-
                                                                                          3.9 4.9 @.9 6.9 @.g 6.9  9.9 10.9 LONGER

                          0.00-0.24             336                                       132 176                       491
                          0.25-0.49             79                                        512 53 59                     708
                          0 50-0.74                                                       210 313 35 13                 571
                          0:75-0.99                                                       125 1062                      238
                          1.00-1.24                                                       57 171 is2                    248
                          1.25-1.49                                                       269 601                       132
                          1.50-1.74                                                       40 754                        120
                          1.75-1.99                                                       24461                         53
                          2.00-2.24                                                       57 14                         71
                          2.25-2.49                                                       287                           35
                          2.50-2.74                                                       121                           22
                          2.75-2.99                                                       6                             6
                          3.00-3.24                                                       6                             6
                          3.25-3.49                                                       1                             2
                          3.50+                                                                                         1
                          TOTAL                 411                                       854 50 496 30 714 666

                          MEAN HS(M) - 0.7      LARGEST HS(M)-                            3.5 MEAN TP(SEC)- 3.9 NO. OF CASES-  2545.


                                                STATION Mll                               43.27N 87.68W AZIMUTH(DEGREES) -112.5
                                                PERCENT OCCURRENCE CX1000) OF HEIGHT AND PERIOD BY DIRECTION
                          HEIGHTMETRES)                                                   PEAX F M OD(SECONDS)    TOTAL
                                                <3.0 3.0-                                 4.0- 5.0- 6.0- 7.0- 8.0- 9.0- 10.0- 11.0-
                                                                                          3.9 4.9 5.9 6.9 7.9 8.9  9.9 10.9 LONGER

                          0.00-0.24             333                                       134 1341                      485
                          0.25-0.49             102                                       545 56 484                    755
                          0 50-0.74                                                       328 290 25                    651
                          0:75-0.99                                                       3137 89                       232
                          1.00-1.24                                                       66 141 23                     230
                          1.25-1.49                                                       564 82i                       152
                          1.50-1.74                                                       42 621                        105
                          1.75-1.99                                                       3141                          36
                          2.00-2.24                                                       36 16                         53
                          2.25-2.49                                                       129                           21
                          2.50-2.74                                                       211                           13
                          2.75-2.99                                                       9                             9
                          3.00-3.24                                                       81                            9
                          3.25-3.49                                                       21                            3
                          3.50+                                                                                         0
                          TOTAL                 435 1010                                  567 41@ 265 6i6  6

                          MEAN HS(M)   0.7      LARGEST HS(M)-                            3.3 MEAN TP(SEC)- 3.7 NO. OF CASES-  2591.



                                                STATION Mll                               43.27N 87.68W AZIMUTH(DEGREE 135.0
                                                PERCENT OCCURRENCE M000) OF HEIGHT AND PERIOD BY DRERION

                          HEIGHT(METRES)                                                  PEAX PERIOD(SECONDS)     TOTAL
                                                <3.0 3 0-                                 4.0- 5.0- 6 0- 7 0- 8.0- 9.0- 10 0; 11.0-
                                                                                          @.g 4.9 5.9 &.9 1.9 8.9 9.9 16. LONGER
                          0.00-0.24             467                                       205 17 12-                    7 01
                          0.25-0.49             156                                       887 103 502                   1198
                          0.50-0.74                                                       632 674 65 19                 1391
                          0.75-0.99                                                       14 241 20861                  470
                          1.00-1.24                                                       172 285 50                    507
                          1.25-1.49                                                       9112 90                       212
                          1.50-1.74                                                       63 8951                       158
                          1.75-1.99                                                       441 21                        66
                          Z.00-2.24                                                       34 23                         57
                          2.25-2.49                                                       11 142                        27
                          2.50-2.74                                                       2141                          17
                          2.75-2.99                                                       62                            a
                          3.00-3.24                                                       62                            8
                          3.25-3.49                                                       14                            5
                          3.50+                                                           9                             9
                          TOTAL                 625 1736 121@                             79ï¿½ 344 9i 2166   6
                          MEAN HS(M)     0.7    LARGEST HS(M)-                            3.8 WAN TP(SEC)- 3.8 NO. OF CASES-  4538.


                                                STATION Mll                               43.27N 87.68W AZn-fUTH (DEGREES) -157.5
                                                PERCENT OCCURRENCE (X1000) OF HEIGHT AND PERIOD BY DIRECTION
                          HEIGHT(METRES)                                                  PEAX PERIOD(SECONDS)          TOTAL

                                                <3.0 3.0-                                 4.0- 5 0- 6.0- 7.0- 8 0- 9 0- 10.0- 11.0-
                                                                                          3.9 4.9 @.9 6.9 7.9 6.9 ï¿½.9 10.9 LONGER
                          0.00-0.24             478                                       587 73 315                    1174
                          0.25-0.49             146                                       2004 486 210 27               2873
                          0.50-0.74                                                       836 1722 526 115i             3201
                          0.75-0.99                                                       52 495 642 1007               1296
                          1.00-1.24                                                       315 496 204 23                1038
                          1.25-1.49                                                       20 194 17061                  391
                          1.50-1.74                                                       1122 100 251                  329
                          1.75-1.99                                                       14 91 39                      144
                          2.00-2.24                                                       71 471                        119
                          2.25-2.49                                                       21 225                        48
                          2.50-2.74                                                       3345                          42
                          2.75-2.99                                                       2123                          17
                          3.00-3.24                                                       122                           14
                          3.ZS-3.49                                                       15                            6
                          3.50+                                                           7                             7
                          TOTAL                 624 3474 311i                             223@ 98b 236 3066 6
                          MEAN HS (M) - 0. 7    LARGEST RS(M)-                            3.8 MEAN TP(SEC)- 4.0 NO. OF CASES-  10025.



                                                                                          A64











                                                            STATION Mll                           43.27N 87.68W    AZEMM(DEGREES) -180.0
                                                            PERCENT OCCURRENCEM000) OF HEIGHT AND PERIOD BY DIRECTION
                                 HEIGHTMETRES)                                                    PEAX PERIOD(SECONDS)                                 TOTAL
                                                            <3.0 3.0-                             4.0- 5 0- 6 0- 7.0- 8.0- 9 0- 10.0- 11.0-
                                                                                                  3.9 4.9 K9 6.9   7.9 8.9 6.9 10.9 LONGER
                                 0.00- .24                  681                                   709 95 316                                           1522
                                 0.25-0.49                  195                                   2150 598 168 33                                      3145
                                 0.50-0.74                                                        1758 1603 499 82 4                                   3946
                                 0.75-0.99                                                        241 1124 799 136 31                                  2331
                                 1.00-1.24                                                        784 791 389      45                                  2012
                                 1.25-1.49                                                        120 432 385      192                                 958
                                 1.50-1.74                                                        19 394 358       412                                 814
                                 1.75-1.99                                                        44 241           513                                 339
                                 2.00-2.24                                                        4253             965                                 358
                                 2 25:2 49                                                        68               864                                 Ise
                                 2:50 2:74                                                        19 136           3                                   158
                                 2.75-2.99                                                        1                655                                 71
                                 3 00-3.24                                                                         114
                                                                                                                   91                                  52
                                 3:25-3.49                                                                         8                                   27
                                 3.50+                                                                             2481                                51
                                 TOTAL                      876                                   4858 4343 3161 197i 634 971 6
                                 MEAH HS(M)       0.8       LARGEST HS(M)-                        4.9 MEAN TP(SEC)- 4.2 NO. OF CASES-       14928.


                                                            STATION Mll                           43.27N 87.68W    AMUTS (DEGR]MSjaFZT202. 5
                                                            PERCENT OCCURRENCEM000) OF HEIGHT AND PERIOD BY D                         ION
                                 HEIGHT(METRES)                                                   PEAK PERIONSECONDS)                                  TOTAL
                                                            <3.0 3.0-                             4.0- 5.0- 6.0- 7 a- 8 0- 9 0- 10.0- 11.0-
                                                                                                  3.9 4.9 5.9 .9   t.2 Ko Co 10.9 LONGER,

                                 0.00-0.24                  474                                   270 34 193                                           800
                                 0.25-0.49                  175                                   1338 86 89 18                                        1706
                                 0 50-0.74                                                        2175 312 26 37                                       2557
                                 0:75-0.99                                                        183 827 427                                          1059
                                 1.00-1.24                                                                         i                                   654
                                 1.25-1.49                                                        2'976' '506 3'31 1                                   367
                                 1.50-1.74                                                        59 165 55                                            279
                                 1.75-1.99                                                        136 36                                               78
                                 2.00-2.24                                                        20 47            11                                  78
                                 2.25-2 49                                                        216              10                                  28
                                 2.50-2:74                                                        15               16                                  zz
                                 2.75-2.99                                                                         51                                  6
                                 3.00-3.24                                                        1                114                                 16
                                 3.25-3.49                                                                         32                                  5
                                 3.50+                                                                             10                                  10
                                 TOTAL                      649                                   3966 2186 516 26ï¿½ 71 18

                                 MEAN HS(M) - 0.7           LARGEST HS(M)-                        4.8 MEAN TP(SEC)- 3.5 NO. OF CASES-                  7198.


                                                            STATION Mll                           43.27N 87.68W    AZIK=(DEGREESaE
                                                                                                                                   JE4225.0
                                                            PERCENT OCCURRENCEM000) OF HEIGHT AND PERIOD BY D                          ION
                                 HEIGHT (11ETRES)                                                 PEAK PERIOD(SECONDS)                                 TOTAL
                                                            <3.0 3.0-                             4.0- 5.0- 6.0- 7 0- 8.0- 9.0- 10.0- 11.0-
                                                                                                  3.9 4.9 5.9 6.9  @A 8.9 9.9 10.9 LONGER
                                 0.00-0.24                  510                                   224 29 133                                           779
                                 0.25-0.49                  159                                   952 69 112 32    5                                   1327
                                 0.50-0.74                                                        2023 207 17 35   5                                   7287
                                 0.75-0.99                                                        177 602911       4                                   803
                                 1.00-1.24                                                        46221                                                465
                                 1.25-1.49                                                        2222                                                 224
                                 1.50-1.74                                                        32 124                                               156
                                 1.75-1.99                                                        142              1                                   44
                                 2.00-2.24                                                        28i                                                  29
                                 2.25-2.49                                                        32                                                   5
                                 2.50-2.74                                                        3                                                    3
                                 2.75-2.99                                                        1                                                    1
                                 3.00-3.24                                                        3                                                    3
                                 3.25-3.49                                                        1                                                    1
                                 3.50+                                                                                                                 0
                                 TOTAL                      60 337t                               1624 35i 95      ii1 6       6            6

                                 MEAN HS(M) - 0.6           LARGEST BS(M)-                        3.4 MEAN TP(SEC)- 3.3 NO. OF CASES-                  5741.



                                                            STATION Mll                           43.27N 87.68W    AZIMUTH(DEGREES) -247.5
                                                            PERCENT OCCURRENCEM000) OF HEIGHT AND PERIOD BY DIRECTION
                                 HEIGHT(METRES)                                                   PEAX PERIONSECONDS)                                  TOTAL
                                                            <3.0 3.0- 4.0- 5.0- 6.0- 7 0- 8.0- 9.0- 10.0- 11.0-
                                                                                                  3.9 4.9 5.9 6.9  1.9 8.9 9.9 10.9 LONGER

                                 0.00-0.24                  1440                                  175 26 275       1                                   674
                                 0.25-0.49                  190                                   852 57 120 54    3                                   1276
                                 0.50-0.74                                                        1480 55 45 70    181                                 1669
                                 0.75-0.99                                                        189 330 16 11    7                                   553
                                 1.00-1.24                                                        23855            42                                  25
                                 1.25-1.49                                                        901                                                  91
                                 1.50-1.74                                                        32 24                                                57
                                 1.75-1.99                                                        9
                                 2.00-2.24                                                        12                                                   192
                                 2 23-2 49                                                        12                                                   3
                                 2:50-2:74                                                        2                                                    2
                                 2.75-2.99                                                        1                                                    1
                                 3.00-3.24                                                                                                             a
                                 3.25-3.49                                                        i                                                    2
                                 3.50+                                                                                                                 0
                                 TOTAL                      636                                   269t 826 25ï¿½ 15@ 354  0       0           0
                                 MEAN HS(M)          0.6    LARGEST HS(M)-                        3.4 W-0 TP(SEC)- 3.3  NO. OF CASES-                  4319.


                                                                                                  A65











                                                                                    STATION Mll 43.279 87.68W AZnlEM(DEG=S) -270.0
                                                                                    PERCENT OCCURRENCE (X1000) OF HEIGHT AND PERIOD BY DIRECTION
                            HEIGHT(METRES)                                          PEAX PERIOD(SECONDS)                          TOTAL
                                                                                    <3.0 .3.0- 4.0- 5.0- 6.0- 7 0- 8 0- 9.0- 10.0- 11.0-
                                                                                    3.9 4.9 5.9 6.9 @.g Eg 9.9 10.9 LONGER

                            0.00-0.24                                               480 163 28 216                                698
                            0.25-0.49                                               263 1067 105 144 771                          1658
                            0 50-0.74                                               1781 59 77 143 20                             2080
                            G:75-0.99                                               325 381 14 44 331                             79B
                            1.00-1.24                                               255611        64                              282
                            1.25-1.49                                               961           2                               99
                            1.50-1.74                                               41 18         1                               61
                            1.7S-l.S%                                               12                                            12
                            2.00-2.24                                               1                                             1
                            2 25:2 49                                                                                             0
                            2:50 2:74                                                                                             0
                            2.75-2.99                                                                                             0
                            3.00-3.24                                                                                             0
                            3.25-3.49                                                                                             0
                            3.50+                                                                                                 0
                            TOTAL                                                   74i 333& 96 29i 281 64

                            MEAN SS(M)    0.6                                       LARGEST HS(M)- 2.2 MEAN TP(SEC)- 3.3 NO. OF CASES- 5333.


                                                                                    STATION Mll 43.27N 87.68W AZIMUT96DEGMEESAEM2.5
                                                                                    PERCENT OCCURRENCEM000) OF HEIGHT AND PERI 0 BY DI  TION

                            frEIGHT(HX'TRES)                                        PFAX PERIOD(SECONDS)                          TOTAL
                                                                                    <3.0 3 0- 4 0- 5 0- 6.0- 7.0- 8 0- 9.0- 10.0-  11.0-
                                                                                    5.9 4.9 3.9 6.9 7.9 Eg 9.9 10.9 LONGER

                            0.00-0.24                                               362 1518162                                   539
                            0.25-0.49                                               192 1128 74 114 481                           1557
                            0 50-0.74                                               2378 142 72 161 21                            2774
                            0:75-0.99                                               297 731 38 73 51                              1190
                            1.00-1.24                                               507 13 17     47 14                           598
                            1.25-1.49                                               222           86                              236
                            1.50-1.74                                               44 4@         52                              96
                            1.75-1.99                                               14            4                               18
                            2.00-2.24                                               8             2                               11
                            2.25-2.49                                                             2     3                         5
                            2.50-2.74                                                                                             0
                            Z.75-2.99                                                                                             0
                            3.00-3.24
                            3.25-3.49                                                                                             00
                            3 50+                                                                                                 0
                            tOTAL                                                   554 3954 1726 326 301 13i 3646                6
                            MEAN HS(M)    0.7                                       LARGEST HS(M)- 2.4 MAN TP(SEC)- 3.5 NO. OF CASES- 6585.


                                                                                    STATION Mll 43@VN 87.68W AZIMUTH8DEGREESaE-315,0
                                                                                    PERCENT OCCURRENCE (X1000) OF HEIGHT AND PERI D BY DI CTION
                            IMIGHMETRES)                                            PEAX PEMONSECONDS)                            TOTAL
                                                                                    <3.0 3.0- 4.0- 5.0- 6.0-7 0- 8.0- 9.0- 10.0- 11.0-
                                                                                    3.9 4.9 5.9 6.9 @.g 8.9 9.9 10.9 LONGER

                            0.00-0.24                                               262 126 11 10                                 409
                            0.25-0.49                                               60 684 70 87' 37                              935
                            0.50-0.74                                               2164 309 91 89 16                             2663
                            0.75-0.99                                               142 903 87 96 431                             1272
                            1.00-1.24                                               753 80 38     656                             942
                            I.Z5-1.49                                               390 29 16     29 11                           475
                            1.50-1.74                                               54 166 18     17 14                           269
                            1.75-1.99                                               1248          416                             54
                            2.00-2.24                                               910           518                             42
                            Z.Z5-2.49                                               z             5                               9
                            2.50-2.74                                                                   4                         4
                            2.75-2.99                                                                   1                         3
                            3.00-3.24                                                             2     1                         3
                            3.25-3.49                                                                   1                         2
                            3.50+                                                                                                 1
                            TOTAL                                                   32i 3116 249i 58i 311 174 74 id 12            6
                            MEAN HS(M) - 0.8                                        LARGEST HS(M)- 3.5 MEAN TP(SEC)- 3.8 NO. OF CASES- 6648.


                                                                                    STATION Mll 43.27N 87.68W AZIMUTH(DEGREES) -337.5
                                                                                    PERCENT 00CURRENCEM1000) OF HEIGHT AND PERIOD BY DIRECTION
                            HEIGHT(METRES)                                          PEAX PERIOD(SECONDS)                          TOTAL

                                                                                    <3.0 3.0- 4,0- 5 0- 6 0- 7 0- 8.0- 9.0- 10.0- 11.0-
                                                                                    3.9 4.9 @.9 @.g @.g 8.9 9.9 10.9 LONGER
                            0.00-0.24                                               172 10652                                     285
                            0.25-0.49                                               39 419 41 42 11                               552
                            0.50-0.74                                               788 286 69 62                                 1211
                            0.75-0.99                                               33 434 81 58  23                              629
                            1.00-1.24                                               268 185 35    392                             529
                            1.25-1.49                                               109 157 19    113                             299
                            1.50-1.74                                               14 168 55     105                             252
                            1.75-1.99                                               124 63        62                              96
                            2.00-2.24                                               572           42                              83
                            2.25-2.49                                               27            11                              29
                            Z.50-Z.74                                               23            141                             38
                            2.75-2.99                                               1             14                              is
                            3.00-3.24                                                             13                              16
                            3.25-3.49                                                             1                               2
                            3.50+                                                                 7z                              9
                            TOTAL                                                   21i 134@ 1156W42t 149 zo  6                   6
                            tlEAN HS(M) - 0.9                                       LARGEST HS(M)- 3.7 MEAN TP(SEC)- 4.1 NO. OF CASES- 3804.


                                                                                    A66










                                          STATION Mll     43.27N 87.68W         FOR ALL DIRECTIONS
                                     PERCENT OCCURRENCEMOO) OF HEIGHT AND PERIOD FOR ALL DIRECTIONS
                       HEIGHT(METRES)                            PEAK PERIOD(SECONDS)                           TOTAL
                                             <3.0  3.0-  4.0-   5 0-  6 0-      7 0;  8io; 960- 1?60- 11.0-
                                                     3.9  4.9    1.9   6.9      1.          .9      .9 LONGER

                       0.00-0.24             644   375    41     22      3                                       1065
                       0.25-0.49             207   1561  210    147    37                                        2163
                       0.50-0.74                   1837  845    188    95       10                               2975
                       0.75-0.99                    169  775    284    62       22                               13 12
                       1.00-1.24                         532    365    91       26     3                         1017
                       1 25-1.49                         162    198   114       9      2                           4a5
                       1:50-1.74                          30    211   142       12     3                           398
                       1.73-1.99                                 28   107       15     3                           153
                       2.00-2.24                                     9120       26     3                           158
                       2.25-2.49                                       44       22     2
                       2.50-2.74                                       is       49     1                           6
                                                                                                                   656
                       2.75-2.99                                                26     2                           28
                       3.00-3.24                                                25     2                           27
                       3.25-3.49                                                6      5                           11
                       3.50+                                                    2                                  21
                        TOTAL                851   394i  259@   1451  836       251  412    11    6      6
                       MEAK HS(M)- 0.8     LARGEST HS(M)- 6.1        MEAN TP(SEC)-  3.8   TOTAL CASES-   93504.















                            STATION It
                         43.27N, 87.68 W
                          93504 CASES







                                                                     0                                        0
                                     OVER 3.0 M                           0                            0

                                     2.5-2.9 M


                                     2.0-2.4 M


                                     1.5-1.9 m



                                     1.0-1.4 m



                                     0.5-0.9 M



                                     0.0-0.4 M




















                                                                          A67













                                                      Appendix B -
                                                  New Alternatives







                                                                                                                                                                                                                   Dair'd



                                                                                                                         4.0



                                                                                                                                                       12
















                                                                                                                                                                                                                      PROJECT NORTH
                                                                                MOUND                                                                                      X@' -@e
                                                                         RUBBLEMOU
                                                                         BREAKWATER


                                                                                                                                    REVETMENT


                                                                                                                                                               @qP
                                                                                                 WATER DEPTH                                                                                                       D-,"p
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                                                                                                                                                                                       __A F@R

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                                                                                              STEEL SHEETP,   CELL
                                                                                                                                                                                                                   ALTERNATIVE I


                                                                                                                                    RUBBLE  UND
                                                                                                                                    2



                                                                                                                                    0
                                                                                                                                     EAKWT
                                                                                                                                    R      TER








                                                                                                                                                                                                                                                                                                                                                                                                                                                                              77-
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                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                               IMPROVED REVETMENT










                                                                                                                                                                                                                                                                                                                       RUBBLEMOUND
                                                                                                                                                                                                                                                                                                                       BREAKWATER                                                                                                                                                                                                                                                                                                                    W49, t



                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                DREDGED
                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                               ENTRANCE

                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                           ALTERNATIVE 11







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                                                                                                                                                                                                                              ENTRANCE
                                                                                                                                                                                                                                                                                  ALTERNATIVE III
                                                                                                                                                                                                   7



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                                                                                WATER DE










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                                                                          BREAKWATERS
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                                                                                                                                                                                         ALTERNATIVE IV







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                                                                                                                 -BREAKWAITERS                                                                                                            v



                                                                                             el                 7 7
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                                                                  WATER DEPTH









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                                                                                                                                                                                                                            ALTERNATIVE V



                                                                                                                                                                                                                                          Yj




 A









                                                         Appendix C -
                                                     Past Alternatives





























                            NORTH SLIP









                                                                                       OUTER HARBOR AREA





                                                                    NEW BREAKWATER




                                              NEW 13REAKWATER   135'                            LEGEND
                                                                                                         PROJECT DREDGING DEPTH LINE
             WEST SLI P                                      COAL STORAGE AREA
                                                                                                         BREAKWATER WATER LINE
                                   FOO   RIDGE AND                                                       BREAKWATER CREST LINE
               SAUK CR@E           T SH SCREEN
                                 POWER PLANT                             WARZYN                   ALTERNATIVE     B
                                 DISCHARGE                               1ww             WAVE PROTECTION ALTERNATIVE STUDY
   (ORIGINAL SEA GRANT OPTION B)                      SCALE I"=20d                          PORT WASHINGTON INNER HARBOR
                              D                           DAIE  Vp-
    DWN  Al         ;a1r@C_APP-                                    01   2 5193 - A2          PORT WASHINGTON, WISCONSIN







                                                LjL-j

















                           NORTH SLIP









                                                                                    OUTER HARBOR AREA










                                                   NEW BREAKWATER



                              @IGLOO WAVE   90'                                              LEGEND
             WEST SLI P         ABSORBER                   COAL STORAGE AREA                          PROJECT DREDGING DEPTH LINE
                                                                                                      BREAKWATER WATER LINE

                                                                                                      BREAKWATER CREST LINE
               SAUK CREEK


                                POWER PLANT                           WARZYN                    ALTERNATIVE F
                                DISCHARGE                             1ww             WAVE PROTECTION ALTERNATIVE STUDY
   (ORIGINAL SEA GRANT OPTION F)            4        SCALE   I"=20d                      PORT WASHINGTON INNER HARBOR
    DUN ALH-- I CHK'D&fC- I APP-D                       DATE           5193 - A6          PORT WASHINGTON, WISCONSIN




























                               NORTH SLIP









                                                                                              OUTER HARBOR AREA




                                                                                       NEW BREAKWATER




                                                            Cte@@L, S, D   230*
                     NEW BREAKWATER                   130' BINWALL OR
                                                     I I   SHEET PILE                                   LEGEND
               WEST SLI P                                         COAL STORAG@E AREA                             PROJECT DREDGING DEPTH LINE
                                                                                                                 BREAKWATER WATER LINE

                                                                                                                 BREAKWATER CREST LINE
                  SAUK


                                    POWER PLANT                                                           ALTERNATIVE G
                       C R
                                    DISCHARGE                       ;@ol      WARZYN            WAVE PROTECTION ALTERNATIVE STUDY
    (ORIGINAL SEA GRANT OPTION G)                          SCALE    I"=20d    1ww                  PORT WASHINGTON INNER HARBOR
     DVN  ALH I CHK'D(;,fe I APP-D                            DATE            25193 - A7.           PORT WASHINGTON, WISCONSIN
























                             NORTH SLIP








                                                                                         OUTER HARBOR AREA







                                                            LIGHT





                      NEW BREAKWATER

                                                                                                  LEGEND
              WEST SLI P                                      COAL STORAGE AREA                            PROJECT DREDGING DEPTH LINE
                                                                                                           BREAKWATER WATER LINE

                                                                                                           BREAKWATER CREST LINE
                SAUK


                                                                                                     ALTERNATIVE H
                                  POWER PLANT                             WARZYN
                     CR


                                  DISCHARGE                                                WAVE PROTECTION ALTERNATIVE STUDY
   (ORIGINAL SEA GRANT EXPANSION PRWOSAL 1L             SCALE I"=200'     1ww                 PORT WASHINGTON INNER HARBOR
    DWN  M- t CHK' D           D                              (a        i 2 519 3 - AS         PORT WASHINGTON. WISCONSIN
          LH                 APP'i                         DAIE






























                           NORTH SLIP










                                                                                      OUTER HARBOR AREA
                           SHEET ME      100'
                                                             LE
                                                         RUBB @ROTECTION

                                                  NEW BREAKWATER


                                                                                               LEGEND
            WEST SLIP                                       COAL STORAGE AREA                           PROJECT DREDGING DEPTH LINE
                                                                                                        BREAKWATER WATER LINE

                                                                                                        BREAKWATER CREST LINE
               SAUK
                                POWER PLANT                            WARZYN                     ALTERNATIVE'K
                   CR          DISCHARGE                    @01 v
                                                                       1ww              WAVE PROTECTION ALTERNATIVE STUDY
                                                     SCALE I"=200'                         PORT WASHINGTON INNER HARBOR
   DWN  AL                APP'D_((                       DA7 E         25193 -Al I          PORT WASHINGTON, WISCONSIN




























                              NORTH SLIP









                                                                                             OUTER HARBOR AREA

                                                                                NEW BREAKWATER






                                              lOO*


                                                                                200'
                                                     NEW BREAKWATER                                    LEGEND
              WEST SLI P                                         COAL STORAGE ARE IA                            PROJECT DREDGING DEPTH LINE
                                                                                                                BREAKWATER WATER LINE

                                                                                                                BREAKWATER CREST LINE
                 SAUK


                                                                                                       ALTERNATIVE M
                                   POWER PLANT                               WARZYN
                      CR


                                   DISCHARGE                                                   WAVE PROTECTION ALTERNATIVE STUDY
                                                          SCALE I"=200'                           PORT WASHINGTON INNER HARBOR
                                                              DME           12
     DVN  ALH       p GRC                                                      5193 - A13          PORT WASHINGTON, WISCONSIN
               _Tc 7HK        APP-D &L                      I




        ---










                                                       Appendix D -
                                              Alternatives Evaluation





                                                         PORT WASHINGTON INNER HARBOR IMPROVEMENTS                                                                                                         ALTERNATIVES kiEVIEW


                                                       ... ....... .. ..... . . .... ............... I--- ...............................................................I.......................                 ...........................
                                                                             ............ ---  ... . .......................        ................... ........ ........   ..................I............                                   . ......                                   ......
                                         ....                                        .......  ......I........ -- .................................  ......... ......
                                                                                                                                                                                                                     ..............                                       ....
                                                                                                                                                                                                                      .............
                                                                                     ..............................                                                            A or .:::.::a                                        -,.an
                                                                                        .........          ..... ...........................        ........... : .                                                                                    r
                                                                                                                                     ............    ..........
                                                                      ....              ....................... ...............                       ...... .
                                                                                             ....................................
                                                                                                                                         ... ..                                                                                                            '6d            -'Aln
                                                                                     ................ ........ ......... .........  .......  ....
                                                                        ....................
                                                                                                _:,:.XX-:-:.-:                                                                        OU                                                                                         vElM.  .
                                       . ............                                                                            @, - - -....C                                        ".. '.
                                                                                                                                       da                      tta"'. 00
                                        ...............I........       kob"a         .....
                                           ....................                                                                                                                                              T"  "h
                                                                         ...................... ...............
                                                                                                             ....... ............  ...................                                   .....................  ..........                . ...... .................... ...............
                                                                                                                     . ...........I.......              .......          .......                                                                                                    ......
                                                                                                                                                                                                                                                                                 @ac:,
                                                                                                                                                                                                        n.
                                                                                     ......  ....
                                                                                                                                                                                                                                                                              tt*
                                                                                                                        ................
                                                                                                                                                                                                                                                                         ........... ..... ........... ... .
                                                                        ................                                                             ... ... ... ....                    ......
                                                                                     ......... ...... .. .                                                                                                                                                     V-    .....................
                                           .............                             ........  .....
                                       ..................                 -tru
                                                                            bbtb'.
                                                                                                                                                                                                                                                                                 .............. .......
                                         ...........                                                       .................  ........ ..........................   ... ........... .........  ....................... .............  ........
                                                                                                                ::::::X X       ...........                                              .......
                                                                                                                                                                         ...... ...                                   ............                    @pw
                                                                                                                                                                                                                      ...........
                                                                                                                                                                                  rcu: 016h                    10s   ...........
                                                                                                         ..........
                                                                                                        ..........
                                                                                                         .........              .....  0.: rence
                                                                                     to
                                                                                                                                                                                                                               0 N54            ......
                                                                                                                                                                                                                                                          41U.1711. I             u
                                                                              .n                                                       ..de                                                                          -.--                                                        1 . @... -..1-`.`
                                                                                                                                                    ?                                                   hd                        -`V                                                  Of
                                                                                 O-Y@-_.%.i@i@@i@@p .0                     on:
                                                                                                                    A                                                                                                                                                               Ire.


                                       Past Studies:

                                           B - (3)               $1,400,000                                                                no                  yes                  yes                   yes                     no                                             no

                                           IF * (2)              $2,000,000                                                                no                  yes                  yes                   yes                     no                      minor                  no

                                           G (1)                 $3,100,000                                                                no                  no                   yes                   yes                     no                       no                    yes

                                           H (4)                 $3,200,000                                                                no                  no                   yes                   yes                     yes                      no                    yes

                                           K *                   $1,900,000                                                                yes                minor                 yes                   yes                     yes                      no                    yes

                                           M *                   $1,900,000                                                                no                 minor                 yes                   yes                     no                      minor                  yes


                                       This Project:

                                                                 $2,250,     000                                                           no                  yes                    es                  yes                     no                       es                    no
                                                                                                                                                                                    Y                                                                     Y

                                                                 $1,500,000                                                                yes                 no                   yes                   yes                     no                       no                    yes
                                           111                   $3,100,000                                                                no                  no                   yes                   no                      no                      Le S                   no
                                           IV                    $1,600,000                                                                no                  yes                  yes                   yes                     no                      'minor                 yes

                                           V                     $1,400,000                                                                no                  no                   yes                   yes                     no                      yes                    n o




                                       Notes:
                                           Bold italicized items represent a "positive" situation.
                                            denotes alternative recommended for hydraulic model study by Warzyn Engineering, 1987.
                                           (#) denotes City's preference after past studies.
                                           Costs for past studies prepared by Warzyn Engineering, 1987 have been adjusted to 1993 dollars assuming 4% inflation per year.
                                           Costs for Alternatives I - IV include a 25% contingency.


                                                                                                                                                                                                                                      Prepared for discussion at the 8130/93 Harbor Commission Meeting












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