[From the U.S. Government Printing Office, www.gpo.gov]





                                                                                TASK I. A. 3
                                                                                NA90AA-D-CZ441








           WISCONSIN
                COASrAL
                   EMENT                                        CROSS-CHANNEL DEEP HOLE
                                                                   DESIGN INVESTIGATION
              RUCIMM
                                                                    NORTHWEST REGIONAL
                                                                  PLANNING COMMISSION





                                                                       SEPTEMBER 1991

                                                                        czic COUNIM



                                                             This project was funded inpart
                                                             with a grant under the Coastal
                                                             Zone Management Act of 1972,
                                                             as amended, from the U.S.
                                                             Department of Commerce, Office
                                                             of Ocean and Coastal Resource
                                                             Management, Wisconsin Coastal
                                                             Management Program






         M      TC      ARTMENT
                187
                        PTRATION
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                A53     iOX 7868
                1991    W153707
                        ?66-8234









                        SUPERIOR HARBOR
                CROSS CHANNEL DEEP HOLE


                         Design Investigation


                               SEPTEMBER, 1991




                           US Department of Commerce
                        NOAA Coastal Services Center Libraz7
                            2234 South Hobson Avenue
                             Charjestoi4 SC 2940&2413



              THE NORTHWEST REGIONAL PLANNING COMMISSION
     bO

                                     By:
                              Stephen C. Andrews

                              Anthony A. Wilhelm




        FINANCIAL ASSISTANCE PROVIDED BY: STATE OF WISCONSIN, BUREAU OF
        COASTAL MANAGEMENT, DEPARTMENT OF ADMINISTRATION, AND THE
        COASTAL ZONE MANAGEMENT IMPROVEMENT ACT OF 1980, AS AMENDED,
        ADMINISTERED BY THE OFFICE OF COASTAL ZONE MANAGEMENT,
        NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION. LOCAL SHARE
        WAS CONTRIBUTED BY:     THE NORTHWEST REGIONAL PLANNING
        COMMISSION, SPOONER, WISCONSIN.









                                      SUPERIOR HARBOR
                                 CROSS CHANNEL DEEP HOLE
                                   Design Investigation Report

                                    TABLE OF CONTENTS



       CHAPTER                                                              PAGE



           1.      INTRODUCTION


                  A. Historical Perspective   ........................           I



                   EXISTING CONDITIONS


                  A. Geographic Setting   .....................         09#.. 5
                  B. Transportation Systems    ......................          0 5
                  C. Topography and Geology      ......................          9
                  D. Climate   .................................               12
                  E. Flora and Fauna     ..........................            13
                  F. Land Use     ...............................              18



         Ill.      DESIGN REPORT


                  A. Habitat Creation Criteria    ....................         20
                  B. Application of Habitat Criteria to Study Site   .......   23
                  C. Engineering Criteria   ........................           24
                  D. Application of Engineering Criteria  to Study Site  ....  25
                  E. Estimate of Quantities    ......................          28
                  F. Construction Cost Estimate    ...................         29
                  G. Study Findings   ............................             30
                  H. Recommendations     ..........................            31










            IV.    BIBLIOGRAPHY


                   References




            V.     APPENDICES


                   Appendix A. List of Wildlife Species
                   Appendix B. Wilhelm Engineering Co., Inc. Report
                   Appendix C. Estimate of Quantities
                   Appendix D. GME Consultants, Inc. Report
                   Appendix E. Boring Logs, U.S. Army Corps of Engineers


            VI.    LIST OF PLATES & DRAWINGS SUBMITTED SEPARATELY


                 Base Map with Depths                                        11x17"
                 3-Dimensional View of Study Area                            11x17"
                 Trial Plan 1--Breakwater Islands                            240611
                 Trial Plan 1--Cross-section of Breakwater Island            11x17"
                 Trial Plan 2--Crescent & Plover Islands                     240611
                 Trial Plan 2--Cross-section of Crescent Island              11x17"
                 Trial Plan 3--Cross-section of Plover Island (type 2)       11x17"
                 Trial Plan 5--Semi-final Plan                               240611
                 Final Drawing--Integrated Habitat & Engineering Plan        2406"



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               I. INTRODUCTION

                  A. HISTORICAL PERSPECTIVE
                      The original harbor construction project for Superior, Wisconsin was authorized in
                      1867 and for Duluth, Minnesota in 1871. The ports were combined in 1896 and
                      have been expanded and modified by more than ten River and Harbor Acts.
                      Maintenance of the Federal Project areas have been the responsibility of the U.S.
                      Army Corps of Engineers (USCOE) while private portions of the harbor are
                      maintained by their owners. Maintenance of the harbor is generally confined to
                      three types of work: 1. Maintenance and expansion of the navigation channels,
                      including dredging and the disposal of dredged materials; 2. Maintenance of aids to
                      navigation; and, 3. Maintenance and expansion of shoreland infrastructure related
                      to recreation and commodity movement.


                      During the 1970's the State of Wisconsin expressed serious concerns about
                      contamination of dredged materials and the deposition of pollutants in the Great
                      Lakes. The State recognized that small amounts of pollutant materials could have
                      harmful effects on the human health.      In 1975 the State, in keeping with its
                      commitment to a high quality environment, requested that all open water dumping
                      of dredged material in the adjacent waters of the state be stopped. Based on this
                      request and others, in-water disposal was stopped in Wisconsin Great Lakes waters.


                      In the early 1980's the Governor requested that the Wisconsin Coastal Management
                      Council define dredging needs and problems of Great Lakes harbors and to report
                      on the impact of federal dredging policies upon the economic status of those

                      harbors.



                      Since the Wisconsin Department of Natural Resources prohibition of in-water
                      disposal, the Erie Pier Contained Disposal Facility has been receiving approximately


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                      150,000 cubic yards of dredged materials per year from public maintenance dredge
                      activities in the combined harbor. Since the site has only two or three years of
                      capacity remaining, new sites must be identified that may meet the requirements
                      of current and proposed state and federal dredge and disposal regulations. In
                      addition, the disposal needs of private slip owners must also be recognized.


                      While many valid research reports have already been completed on the combined
                      harbor during the late 1970's and early 1980's, no recent attempt has been made to
                      fill the gaps in the existing information. Nor were those existing reports responsive
                      to the current or proposed level of permit regulations in Wisconsin.



                  B.  PREVIOUS WORK

                      In 1988 the NWRPC proposed a harbor dredged materials disposal study project to
                      the Wisconsin Coastal Management Program to identify information gaps on three
                      potential sites for disposal of dredged materials. The project was funded in 1988
                      and completed in late 1989.


                      One finding of that report was that consideration be given to Cross-Channel Deep
                      Hole and Interstate Island as a demonstration or pilot project. Its potential for
                      multiple habitat creation (wildlife refuge, wetland creation, fish habitat) as well as
                      a dredged material disposal site is a unique opportunity.


                C.    CURRENT PROJECT STATEMENT

                      The current Deep Hole design investigation work was devised to feasibility of island
                      creation as a means to safely dispose of dredged material and create new habitat.



                      1. Problems:





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                           Construction of harbor facilities has reduced available fish habitat in the

                           Duluth/Superior Harbor. Over the years, construction of man-made facilities has
                           continually eroded the availability of fish habitat as well as wetlands and other
                           natural habitat. This is typical of all estuary harbors.


                           Erie Pier, the only contained disposal facility (CDF) in the Duluth/Superior
                           Harbor, has 1-2 years of remaining capacity. Additional capacity will be needed
                           by 1992 or 1993 if a maintenance dredging program is to continue.
                           Approximately 150,000 yards of dredged material is disposed of annually by the
                           Corps of Engineers maintenance dredging program. Further, not all the material
                           is sufficiently polluted to require CDF disposal by EPA/Corps standards, yet
                           there are no other disposal facilities available. There is a need for additional
                           disposal methods.


                           Further, there should be a variety of disposal alternatives; such as beach
                           nourishment, upland, in-water contained, as well as CDF disposal.


                           This study addresses both of these problems simultaneously by preparing
                           alternative preliminary designs for the creation of fish and wildlife habitat, and
                           wetlands through the utilization of dredged materials.


                           Further, construction activities in the Harbor, such as replacement of highway
                           ramps and bridge decks, produce waste materials. This demolition material has
                           potential as shore protection rip-rap and fish habitat material.       Recrushed
                           concrete could provide material for fish spawning beds and concrete aggregate.


                           While dredged material may be considered a waste material, it can also be

                           considered a material of construction.        Once viewed as a material of

                           construction, there is an opportunity to shape and form materials into desirable

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                          earth forms--whether that be filling of mainland areas, creation of islands, or
                          filling of abandoned mined holes or abandoned slips and channels.


                          The opportunities to use other waste materials for construction was explored.
                          The nearby 1-535-Blatnik Bridge is scheduled for bridge deck replacement. The
                          old concrete bridge deck has potential to be recycled as rip-rap for fish habitat
                          and shore protection. Recrushed concrete has potential for concrete aggregate
                          and fish spawning beds. An opportunity exists at Interstate Island and Cross-
                          Channel Deep Hole located in the Duluth/Superior Harbor to examine the
                          potential of waste materials as construction materials.


                          The Cross-Channel Deep Hole has been identified as a potential dredged
                          material disposal site in a number of reports. Interstate Island is a man-made
                          island created out of dredged spoils. The island currently shows promise as a

                          tern habitat.



                          Design investigations for multiple enhancement of habitat in conjunction with
                          dredged material disposal operations. The design investigation is driven by
                          natural resource considerations rather than dredging considerations.

















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                      EXISTING CONDITIONS


                      A. GEOGRAPHIC SETTING

                          Duluth-Superior Harbor is located within the two cities and occupies roughly 32
                          square miles with over 100 miles of waterfront. The harbor is protected by a
                          natural sand and gravel spit six miles in length that was formed by the deposits
                          of the St. Louis and Nemadji Rivers as they outlet to Lake Superior. This
                          protecting spit is penetrated by the Duluth Ship Canal and Superior Entry. The
                          bar is known as Minnesota Point north of the Superior Entry and Wisconsin
                          Point south of the entry. Two inner spits, Rice's and Connor's Points, divide
                          the twin ports into inner and outer harbors. The outer harbor consists of
                          Superior and Allouez Bays while the inner harbor is St. Louis Bay and upstream

                          on the St. Louis River.



                          The harbor is located in the estuary of the St. Louis River which originally
                          covered an estimated 11,500 acres. Development of the harbor has resulted in
                          dredging of approximately 4,000 acres and filling of an additional 3300 acres.



                      B.  TRANSPORTATION SYSTEMS

                          Water Transportation
                          The water transportation system is contained wholly         within the harbor
                          boundaries.    The system consists of      channels, aids to navigation, and
                          navigational structures. The primary water channels are owned and maintained
                          by the public to be utilized for any appropriate transportation use in the same
                          manner as the public highways. They are, however, perceived by the public as
                          necessary extensions of the water commerce industry. This is reinforced by the
                          almost total lack of water borne passenger service. Nearly all trips on the
                          system consist of an origin or destination outside the harbor for the movement
                          of commercial goods.



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                         Following is a brief description of the major public and private channels:


                         Superior E= - The Superior entrance to the harbor between Wisconsin and
                         Minnesota Points is protected by two rubble mound breakwaters which form a
                         stilling basin.


                         Allouez Bay Channel - The channel aids in accessing two docks.


                         Superior Harbor Basin - Provides an anchorage and maneuvering area. It serves
                         the Burlington Northern ore dock areas and the mouth of the Nemadji River.


                         Superior Front Channel - Serves Superior's eastern waterfront.


                         Duluth Ship Canal - The Duluth entrance to the harbor dug in 1871; crossed
                         by the Aerial Lift Bridge.


                         Duluth Harbor Basin - Provides an anchorage and maneuvering area. Serves

                         Duluth's Railroad Street and eastern Rice's Point.



                         East Gate & West Gate Basins - These lie on opposite sides of the gateway
                         between the outer and inner harbors. The John Blatnik (High) Bridge arcs

                         overhead.



                         St. Louis Bav North Channel - Serves the Duluth waterfront from Rice's Point

                         to Erie Pier.



                         Twenjy-First Avenue West Channel - Serves the 21st Ave. West slip, but is not
                         currently maintained to project depth.



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                         St. Louis Bav South Channel - S  erves the Superior waterfront.


                         Cross Channel - Facilitates shipments from the DM & IR docks and provides
                         maneuvering room.


                         Howards Bay - Serves both sides of Howards Bay and the Fraser Shipyards.


                         Upper Channel - Provides a connecting link with the North and South Channels

                         and the Minnesota Channel.



                         Minnesota Channel - Provides access to docks in West Duluth.



                         St. Louis River Natural Channel - Non-maintained portion of the river upstream

                         to Fond du Lac.



                         Except for the St. Louis River channel, these channels and structures are
                         publicly maintained. Branching off these primary channels are many privately
                         maintained channels serving harbor users.


                         Most of the harbor is maintained at a 27 foot project depth. Current proposed
                         modifications of the Cross Channel, Upper Channel and Minnesota Channel
                         to greater depth and width will enable vessels to carry larger cargos at
                         enhanced maneuvering speeds; both of which represent          savings in vessel
                         operating costs and enhanced economic benefit to the region.


                         Ground Transportation
                         The ground transportation network serving the harbor is a diverse system of
                         railroads, highways and airports     influenced by the configuration of the

                         waterfront.


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                            Major railroads serve the area to handle the bulk of traffic to the region. Major
                            cargos are: grain, coal, iron ore, general freight and bulk commodities. Within
                            the harbor area, access to rail service is generally good with most existing or
                            potential industrial sites having ready access.         The area also has railroad
                            classification yards to facilitate cargo routing. Street and highway networks are
                            generally good although some bottlenecks occur during the summer tourism
                            season and the grain harvesting/shipping season which are usually local in nature

                            and effect.



                        C. TOPOGRAPHY AND GEOLOGY

                            1. General

                                The appearance of the present landscape is due largely to the effects of
                                Wisconsin glaciation and to postglacial events during which several ice sheets
                                advanced and retreated over the area, filling valleys, gouging out lakes and
                                forming ridges and hills. The present shoreline of Lake Superior was shaped
                                largely during the Great Ice Age.


                                The north shore of Lake Superior is underlain by Keweenawan lava flows
                                that form the Laurentian Upland, rising 500 to 1,000 feet above the lake.
                                These flows occupy an area along the shore that extends inland for 10-20
                                miles. This area is bordered on the north by the Duluth Gabbro which

                                extends from Duluth to Grand Marais.



                                A number of short streams drain the Superior upland; most of which cascade
                                in falls and rapids almost directly to the lake, resulting in a scarcity of good
                                harbors along the north shore. This is due to a north-to-south tilting of the
                                Lake Superior basin, which is also responsible for creating "natural" harbors
                                along the south shore of the lake as a result of the drowning of river mouths.



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                              Duluth-Superior Harbor occupies the drowned river mouth of the St. Louis

                              River.



                              The City of Duluth stands at the head of Lake Superior, where a series of
                              rock formations converge. An escarpment rises sharply above the harbor on
                              the Duluth side and is composed of the Duluth Gabbro.


                              In contrast to the rocky bluffs above Duluth, which are typical of most of the
                              north shore, low plains of lacustrine red clay dominates the shoreline around
                              the City of Superior and extend several miles inland. These contain the
                              watersheds of the Nemadji and Pokegama Rivers, and a number of smaller
                              streams tributary to the harbor. Bedrock formations in this area are buried
                              beneath a heavy mantle of glacial lake sediments.


                          2.  St. Louis River Sub-Basin
                              The St. Louis River has a drainage area of 3,647 square miles. The river is
                              used extensively for hydroelectric power generation, iron ore processing, and
                              pulp and paper manufacturing. Average annual runoff for the area is about
                              9 inches with a surface water storage capacity of approximately 340,000 acre-

                              feet.



                              The sub-basin can be divided in two distinct portions. Upstream from
                              Cloquet, the river water is generally of high quality. Flow variations are
                              seasonal and vary greatly. Low flow along the upper segments may pose
                              problems because of the many municipalities and extensive industrial use.
                              Below Cloquet, the river flows through the scenic gorge of Jay Cooke Park
                              before entering St. Louis Bay. Prior to the on-line operation of the Western
                              Lake Superior Sanitary District the lower portion of the river was in poor


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                              condition due to the stream's ability to handle waste discharges. However,
                              recently the river has steadily been improving in water quality.


                              While the river flows through erodible red clay soils, much of the sediment
                              generated is trapped by the numerous hydroelectric facilities present. Below
                              Fond du Lac however the riverbanks are subject to catastrophic erosion
                              during periods of unstable flow.


                              Streams of the upland clay soil areas in the sub-basin have sediment yields
                              estimated by the U.S.G.S as high as 500 tons per square mile per year. In
                              the past however, only suspended sediment has been monitored. Transport
                              studies to identify suspended and bed load contributions generally have not
                              been undertaken.       Usage of the USGS estimated sediment yield is
                              inappropriate for estimation of dredging quantities since it does not take into
                              account the high rate of catastrophic stream bank erosion common to the
                              region.


                              For the purposes of this report, a more reliable method of estimating future
                              dredge quantities is to examine historical dredging activities and make
                              assumptions about the reliability of the data.      It is recognized that this
                              approach does not address sediment entering the harbor area and being
                              deposited outside the arbitrary dredge project limits.


                          3.  Nemadji River Sub-basin
                              The Nemadji River sub-basin comprises 460 square miles in Minnesota and
                              Wisconsin. Clayey soils make up 40% of the area. Land use consists mainly
                              of forest lands (90%) with the balance in agriculture and urban use.




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                              The sub-basin is essentially a level plain into which the rivers and streams
                              have become deeply incised and meandered. The depth of the incision and
                              meandering has caused bank instability along most of the length of the river's
                              main stem and primary tributaries located in the clay zone.


                              In 1975, a streambank erosion inventory was conducted on the main stem
                              and the two primary branches of the Nemadji which identified 154 major sites
                              of channel erosion or massive bank losses over the 60 mile channel length
                              not including the many smaller tributaries.


                              A major man-made source of sediment in the clay zone is roadside erosion
                              which in most cases is caused by inappropriate maintenance and construction
                              activities. In 1975, an inventory of all sub-basin roadside erosion sites was
                              conducted. The result indicated a need for treatment of nearly thirty acres
                              of roadside ditches and berms and the need for nearly twenty flow and

                              sediment control structures.



                              As in the case of the St. Louis sub-basin, no major transport studies have
                              been conducted to determine the actual contributions of the Nemadji system
                              to the Duluth-Superior Harbor.


                              Again as in the case of the St. Louis sub-basin, historical dredging quantities
                              will be used for the estimation of future dredging needs.



                        D.    CLIMATE
                              The climate in the harbor area is greatly influenced by a succession of high
                              and low pressure systems that continually cross from west to east. Lake
                              Superior, the largest and coldest of the Great Lakes, also influences the
                              weather especially in the spring and summer. Often the effects of the winds

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                              and the lake cause sharp temperature differences even within several miles

                              of the lake.



                              Winds are primarily easterly in the summer and generally from the northwest
                              in the other months. The average annual temperature is 39 F with January
                              the coldest month and July the warmest month. Temperatures along the
                              lakeshore may vary greatly during any one day. Over the period of record,
                              temperatures have ranged from a low of -41 F to a high of 106 F.



                          E. FLORA AND FAUNA
                              This section is summarized from a number of reports and environmental
                              impact statements prepared for a variety of projects within the harbor area.



                           1. Habitat



                              Fifteen major habitat types have been identified in or adjacent to the harbor.
                              They are described briefly as follows:


                              Open Water


                              Mitdflats. Unvegetated or sparsely vegetated areas characterized by silty,
                              muddy substrates. The size of the area is dependant on fluctuations of

                              water levels.


                              Emergent Aq'uatic. Nonpersistent hydrophytic vegetation that grows above

                              the water surface.   Plants fall to the surface of the substrate at the end of

                              the growing season.




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                             Cattail-Sedge Marsh. A wetland dominated by the two plants which remain
                             standing until the beginning of the next growing season.


                             Woody Marsh. A wetland dominated by woody vegetation types: broad-
                             leaved deciduous, needle-leaved deciduous, broad leaved evergreen, and
                             needle-leaved evergreen species.


                             Sandy Beach. Unvegetated or slightly vegetated areas consisting of sloping
                             land forms generated by waves and current which are composed
                             predominately of unconsolidated sand, gravel, or cobbles usually continuous

                             with the shore.



                             Tree Sapling. Consisting of young trees, usually birch or aspen.


                             Grass Meadow. Land covered with grasses and other narrow leaved plants.


                             Weedy Field. Land predominately covered with broad-leaved herbaceous
                             plants.


                             Shnib. Land covered with low, woody vegetation generally between 1 and
                             3 meters high.


                             Hardwood-Deciduous Forest. Land covered by at least 10% tree crown
                             coverage and dominated by aspen, birch, maple and other broad-leaved

                             deciduous trees.



                             Mixed Deciduous-Coniferous Forest. Land covered by at least 10% tree crown
                             coverage on which both coniferous and deciduous trees occur and neither
                             predominates.

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                             Coniferous Forest. Land covered by at least 10% tree crown coverage and
                             dominantly forested with needle leaf species.


                             ResidentiaL Land used for dwelling units.


                             InditstriaL Land that has been developed for commercial or industrial uses.


                             Of these habitat types in the area, those that are more important as fish
                             and wildlife habitat are the emergent aquatic vegetation, cattail-sedge
                             marshes, grassy-weedy areas, upland forest, sand areas and open water areas.


                             Open water areas, which comprise the largest habitat type within the harbor,
                             consist primarily of dredged shipping channels greater than 20 feet deep and
                             shallow water areas from 0-6 feet deep. The majority of the latter areas do
                             not have established beds of aquatic vegetation because of wave action or

                             lack of suitable substrate.



                             In the reports used for this section no endangered or threatened taxa were

                             noted.



                         2.  Birds

                             The location of the harbor makes it an excellent location for nesting and a
                             stopping place for a large bird population. This is because Lake Superior
                             is the end of a continuous pathway from the Atlantic Ocean for the
                             movement of ocean species; migrating birds from the north and south avoid
                             crossing large bodies of water and are directed around Lake Superior past
                             the harbor; and, the presence of many unique habitats. Over 236 species
                             have been identified in the area. Excluding colonial bird nesting areas, the
                             most heavily used areas include the Allouez Bay-Wisconsin Point area,

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                           4. Reptiles and Amphibians
                              Amphibians and reptiles are not abundant in the region with only about a
                              dozen species noted.



                           5. Fish

                              Thirty-nine species of fish inhabit the nearshore or harbor areas of Lake
                              Superior; among them are herring, whitefish and cisco, trout, smelt, suckers,
                              perch, sculpin, walleye, northern pike, bass and bullhead. The game species
                              present in significant numbers are northern pike, walleyes and yellow perch.
                              Major forage species include bullheads, spottail shiners, emerald shiners,
                              juvenile perch, white and longnose suckers and rainbow smelt.             Water
                              temperatures and oxygen concentrations apparently preclude the use of the
                              harbor by salmon or trout although they have been noted as spawning in the
                              Nemadji River system.


                              Gill net catches have reported showing a tendency for all food species,
                              except burbot, to inhabit shallow areas. This tendency to concentrate in
                              shallow water is of special significance to the problem of dredged material
                              disposal. Disposal of sediments has created artificially shallow areas which
                              are favorable habitat with respect to food, light conditions and temperature.
                              Heavy metals in the sediments may subsequently promote the direct uptake
                              of potentially toxic compounds by fish attracted to the area, as well as bottom
                              feeding organisms which serve as fish food.


                              Both yellow perch and northern pike are well distributed throughout the

                              shallow areas of the harbor and both overwinter in the harbor area. The

                              perch utilizes living beds of emergent vegetation for spawning habitat.
                              Northern pike typically spawn over dead grass and sedges flooded by spring
                              high water, however with a lack of this habitat due to water levels, they

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                              appear to utilize submerged aquatic vegetation in Allouez Bay, along Grassy
                              Point and other emergent wetlands.


                              Walleye appear to spend late summer, fall and winter off the Wisconsin
                              shore of Lake Superior. Studies indicate that walleyes begin entering the
                              harbor in late February on their spawning run up the St. Louis River to the
                              first rapids. After spawning they may either return immediately to Lake
                              Superior or spend time feeding on the abundance of forage fishes in
                              Superior and Allouez Bays. By mid-July, the majority of adults have returned
                              to Lake Superior.


                              Walleye fry drift down to the harbor area shortly after hatching and spend
                              most of the summer within the harbor feeding first on zooplankton before
                              switching to perch fry as the latter become available. Planktonic algae and
                              zooplankton production is limited to the depth of the photic zone, normally
                              about four to seven feet in the system. Consequently, good perch and
                              walleye nursery habitat is comprised of an abundance of open, shallow water
                              areas protected from strong wave action.         Such areas are scattered
                              throughout the lower harbor exclusive of slips and navigation channels.


                              Other Lake Superior fish species entering the harbor for spawning include
                              rainbow smelt, emerald and spottail shiners, longnose suckers, white suckers,

                              silver redhorse and burbot.



                              There are no citations of Federally endangered or threatened fish species
                              in the harbor. Two recently introduced species (white perch and the river
                              ruffe) are of concern to area fisheries specialists because of unknown
                              populations and impacts.



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                      F. LAND USE

                          The present day land use pattern in the harbor is a result of a 100 year process
                          of change which continues to be dynamic; continually adjusting to local needs
                          and the national economy. The following table summarizes the composition of
                          current uses found in the harbor. A 1989 Harbor Land Use map is found in
                          the pocket page.


                          Naturally water comprises the vast bulk of the harbor area although only a
                          portion of the area is used for transportation. Of the land uses open space is
                          the largest category consisting of parks and municipal forests.


                          Shipping is the most significant land use. The elevators, ore and coal docks,
                          and general cargo facilities cover sizeable portions of the waterfront.



























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                    DESIGN REPORT


                  A. HABITAT CREATION

                        1. Criteria for the Creation of Aquatic Wetlands
                            Interviews and meetings were held with Wisconsin Department of Natural
                            Resources personnel and Minnesota Department of Natural Resources
                            personnel to establish criteria for creation of aquatic wetlands, fish habitat

                            and waterbird habitat. Personnel involved were:

                               Fred Strand, Wildlife Manager, Wisconsin DNR;
                               Dennis Pratt, Fish Biologist, Wisconsin DNR;
                               Richard Schaefer, Wildlife Manager, Minnesota DNR;
                               and John Chell, Regional Administrator, Minnesota DNR.


                            It was determined from the interviews and meetings that the best approach
                            to wetland creation would be to create or re-establish the types of wetlands
                            lost in the middle harbor area. Those were determined to be deep and
                            shallow marshes, containing submergent as well as emergent vegetation.
                            Those areas in the middle harbor--particularly along north channel and south
                            channel--have had a significant loss of important wetlands over the past 120
                            years to establishment of lines, bulkheads, docks and other marine terminal
                            and transfer facilities. The most desirable action is to replace that type of
                            habitat lost with a similar habitat. It is felt that in the Duluth/Superior
                            harbor, little, if any, wetland vegetation grows below a depth of 6 feet.
                            Therefore it is felt desirable to have depths no greater than 6 feet and
                            preferably no greater than 3 feet.


                            It was determined that wetland vegetation does not re-establish itself where
                            there are moderate to heavy wave energy forces.




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                            Research of the literature did not identify information indicating at what
                            particular wave heights wetland vegetation could survive. However, those
                            interviewed seemed to feel that wave heights should be maintained below
                            the one and one-half feet. Therefore, the following criteria was developed:
                            areas of wetland creation should be in no greater than six feet of water
                            depth; and preferably no greater than three feet of water depth. Second,
                            wave heights should be less than one and one-half foot, preferrably less than

                            one foot.



                            Further, interview with Don Reed, wetland biologist, confirmed the opinion
                            of the wildlife and fish management personnel of the two DNRs. Mr. Reed
                            indicated that slopes of less than 8 to 1 or less are desirable for creation of
                            wetland vegetation. Further that flat slopes allow a variety of vegetation.
                            Further Mr. Reed recommended planting of wetland vegetation in order to
                            accelerate the growth process. He recommended native species existing in
                            the harbor be used and that at least two separate species be identified for
                            each water depth or each specific location. The criteria for the creation of
                            aquatic wetlands was then expanded to include the following criteria. That
                            slopes, if possible, would be 8 horizontal to I vertical or flatter. That
                            plantings be utilized to accelerate the establishment of wetland vegetation.
                            That two or more species known to be locally adapted should be planted.


                        2.  Criteria for the Creation of Waterfowl Habitat and Mi'QratojY Waterfowl

                            Waterbird Habitat

                            A number of species were discussed, including the piping plover. Minnesota
                            DNR felt it would be desirable to try to create an island specifically to re-
                            establish the piping plover in the Duluth/Superior Harbor. They further
                            thought it would be desirable to create tern habitat. Experience on the



                                                           21








                             Interstate Island refuge indicated that the terns and plovers when they did
                             occupy the island, preferred a sparsely vegetated site, windy with relatively
                             flat slopes. In order not to be over run with ringed-bill seagulls, it was felt
                             desirable to have a relatively small separate island. Criteria for plover islands
                             was to have a small island, perhaps two acres in size, somewhat separate
                             from other islands with open faces toward the wind (northwest or east), and
                             sparsely vegetated. The criteria for desirable waterfowl habitat, particularly
                             migratory waterfowl, is to have some open water, semi-protected and
                             protected, adjacent to wetlands for foraging.



                         3.  Criteria for Fish Habitat

                             It was felt desirable to create forage areas for juvenile fish. The immediate
                             study area appeared to be too warm for spawning of game fish, although it
                             was felt that riprap may encourage rock bass. Wisconsin DNR felt that the
                             project should not to try to be specie specific in the creation of fish habitat
                             but rather to build habitat suitable for juveniles of all species.


                             Dennis Pratt, fish biologist, recommended that creation of aquatic wetlands
                             was the most desirable way of improving fish habitat. Therefore, it is
                             presumed that the criteria for creation of aquatic wetlands are also the
                             criteria for providing juvenile fish habitat. The interviewed parties indicated
                             that we should not limit our investigations to only deep hole and interstate
                             island. They thought the entire submerged flat area contained between south
                             channel, north channel, cross channel, and west gate area provided a great
                             opportunity to expand the potential. It was further recommended that this
                             study not be State specific. Based on the recommendation of the natural
                             resource professionals, NWRPC expanded the study area to cover the entire
                             submerged flat area. It is essentially quadrupled the study area.



                                                            22








                    B. Application of Habitat Criteria to Study Site
                        A review of the depths of the study area (see base map) indicate that there
                        were no depths greater than six feet. More specifically, six feet below datum
                        of 600 (IGLD 1955). During high water periods, there may be some depths over
                        six feet. There are extensive areas with depths ranging from two to five feet.
                        Therefore, the study area depths were suitable to meet the depth criteria. The

                        wave climate in the location does not lend itself to wetland creation. The area

                        was open to wave attack from numerous directions. The report in Appendix B
                        indicates for study purposes that wave heights of 2.5 feet from the northeast
                        and 2.0 feet from southwest could easily attack any potential wetland vegetation
                        in the entire area. Therefore, protective breakwaters are needed to be planned
                        to reduce wave height. Trial plan 1 shows the application of a series of islands
                        called breakwater islands in this study. The purpose was to primarily to break
                        the flat area and create a quiescent area in the center of the flat area. Wave
                        studies indicated that by closing the opening between islands to approximately

                        a maximum of 100 feet that attack waves could be controlled and reduced within

                        the flat area.



                        In order to create a variety of depths, it seemed logical that the protected side
                        of the artificial islands have the desirable slope to support emergent wetland
                        vegetation. The slope of 10 to 1 was selected in order to insure that at least
                        8 to 1 would be reached--presuming there may be some irregularities from

                        construction activities.



                        Breakwater islands, however, did not meet the criteria for the plover or tern
                        habitat. Therefore, an addition type of island--a small circular island--named a
                        plover island for the study was developed. Trial plan 2 shows the prototype of
                        plover island, as well as a crescent island. The crescent island was developed


                                                         23








                         using the experience on the Mississippi River, where this shape has been
                         successful. It also permits the curved tips of the crescent to provide better
                         protection to the desirable 10 to 1 slopes on the protected side of the island.


                   C.    Engineering Criteria

                         Soil Mechanics
                         A number of engineering criteria were evaluated for this design investigation.
                         In the general field of soil mechanics, slope stability was investigated.       Slope
                         stability with the safety factor of 1.5 was set as a criteria for this investigation.
                         Of great concern was the additional load placed by the potential islands on the
                         submerged flat. This additional island surcharge load will increase the shear
                         stress on the channel sides.



                         Wind & Waves

                         For the purposes of this study, a 20-year recurrence interval was determined to
                         be adequate for wind and wave analysis. From the study of U.S. Weather
                         Station in Duluth, U.S. Coast Guard Station at Minnesota Point, the wind
                         velocity and direction were determined. 20-year wind was determined to be
                         42 m.p.h. For comparison, a 5-year wind velocity is 35 m.p.h. and a 40-year
                         wind velocity is 45 m.p.h.


                         The design wind velocities were applied in all directions. Wind driven wave
                         forecasts in 10 degree increments were done for 5-year, 20-year, and 40-year
                         reoccurrence intervals. The two highest design waves were from asmith 900 if
                         (east) and asmith 2200 (southwest). Wave heights were 2.5 feet and 2.6 feet,
                         respectively, for the 40-year currents, 2.4 feet and 2.5 feet, respectively, for the
                         20-year currents and 1.9 foot and 2.0 feet for the 5-year currents interval. For
                         the preliminary design of shore protection a design wave of 2.5 feet was selected.


                                                            24









                         Appendix B further details wind, wave, ice, structural and slope stability design

                         criteria.



                   D.    Application of Engineering Criteria to Study Site.

                         Soil Mechanics

                         One of the findings of the engineering study was that the submerged flat soil
                         tended to be weak and poorly consolidated.            Information is indicated in
                         Appendix E, Boring Logs. The slope stability analysis indicated that the slope
                         from the toe of the channel to the island location should be approximately at
                         a rate of 8 horizontal to 1 vertical (8:1). This necessitated relocating the islands
                         to a some what more central location on the flat area, in order to maintain a
                         safety factor of 1.5 in slope stability.



                         Wind and Wave Forces

                         Wave analysis indicated that with openings of 250 feet or more between islands
                         2.5 foot waves could come through with little or no attenuation of wave height.
                         The extension of Interstate Island, shown as item G in the Final Plan, should
                         be lined with riprap in order to act as a energy dissipation area for wind driven

                         waves from the east.



                         The wave analysis shows a 1.9 foot wave will build within the submerged flat
                         area during design wind conditions; therefore, it was necessary to divide the flat
                         into sub areas in order to reduce wave heights to the established design criteria.


                         The wave facing side of the islands utilize a two-layer riprap armor system.
                         The riprap amour system on a 2 horizontal to 1 vertical (2:1) slope. Two to one
                         is based on engineering judging and experience in the Lake Superior area. It
                         provides a safe slope which is relatively efficient in quantities of construction



                                                            25









                        materials. Top elevation of the riprap was set at 606.0 based on a calculated
                        runup elevation of 605.4. This is also consistent with the armor utilized on Erie
                        Pier CDF and other structures subject to similar wave attacks.


                        In addition to wind driven waves, there is potential for wake waves and
                        displacement waves caused by commercial vessels. The COE analysis of Eric
                        Pier indicated a 2.5 foot design wake wave. Since this is the same size as the
                        wind driven waves, no separate analysis was made for wake waves.


                        Demolition material from the Blatnik Bridize. The use of demolition material
                        from the Blatnik Bridge deck replacement project was evaluated. That material
                        was considered for potential riprap armor. Contacts were made with William
                        Kline, P.E., and Robert McFarlin, P.E. of the consulting engineering firm of
                        Parsons, Brinkerhoff, Quaid and Douglas Company, Inc. of Minneapolis,
                        Minnesota, Minnesota DOT's consulting engineer for the Blatnik bridge deck
                        replacement. Information from that firm indicated that because of the relatively
                        thin deck (6") and heavy re-enforcement in the deck that the demolition particle
                        sizes would be too light to meet the weight requirements for the armor layer or
                        the under layer. Use of bridge demolition material was eliminated for further
                        consideration in this design investigation.


                        Surface Slgpe
                        A top slope on the islands is shown as desirable at 2% (50:1). A 2% slope will
                        provide drainage; however, eggs of waterbirds will not roll on a 2% sand slope.


                        Island Volume

                        Island size were selected to be approximately 50-60,000 c.y. volume. This size
                        is preferred because it would allow the completion of an entire island of one



                                                         26









                       construction season. The annual maintenance dredging in the Duluth/Superior
                       Harbor typically ranges from 120,000 c.y. to 150,000 cy. per year. Presuming
                       that approximately one-half of the dredged material would be suitable for island
                       construction, then 60,000 c.y. makes a reasonable size for construction in one
                       year. Obviously, there is a multitude of other island size alternatives, as well as
                       potential of constructing an island over two or more construction seasons.


                       Appendixes B and C further provide further insight into the engineering

                       evaluation.



                       The final drawing incorporate these engineering criteria.




























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                     E. Estimate of Quantities


                         Island Shoreline Lengths -- at elevation 600.00


                             Breakwater                                                 2,500 feet

                             Crescent                                                   2,635 feet

                             Plover                                                     1,257 feet




                                    Volurne* of Fill

                             Breakwater Islands                                        61,600 c.y.

                             Crescent Island                                           63,800 c.y.

                             Plover Island                                             57,100 c.y.

                             Cross-Channel Deep Hole                                 970,000 c.y.
                             at elev. 594.0




                                    Total Volume* Final Drawing

                             3-Breakwater Islands                                    184,800 c.y.

                             3-Crescent Islands                                      191,400 c.y.

                             2-Plover Islands                                        114,200 c.y.

                             1-H island                                               20MOO C.Y.

                             Addition to
                              Interstate Island                                       50,000

                             Deep Hole @ 594.0                                       970,000 c.y.

              Total Volume Final Plan                                             1,530,400 c.y.
                                    say ... 1.5 million cubic yards

              *no adjustment applied for swell
               or compaction.
                                                                                                     N)WRPC
                                                                                                     Sept. 91

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                        F. Construction Cost Estimate

                           Breakwater Island


                             Earthwork                  61,600 c.y. @       $5.00               $308,000
                             Armor Layer                 2,978 c.y. @       35.00                 104,230
                             Under Layer                 1,915 c.y. @       20.00                  38,300
                             Geotextile                 6,382 sq.yd. @        3.00                 19,146
                             Total Construction Cost each                                       $469,676


                            Crescent Island


                             Earthwork                  6300                $5.00               $3191000
                             Armor Layer                 3@200              35.00                 112P0
                             Under Layer                 2,060              20.00                  41,200
                             Geotextile                  6,870                3.00                 20,610
                             Total Construction Cost each                                       $492@810


                            Plover Island (Type 1) No sheet pile


                             Earthwork                  571100              $5.00               $285,500
                             Armor Layer                 27613 c.y.         35.00                  91,455
                             Under Layer                 1,680 c.y.         20.00                  33)600
                             Geotextile                  5,600 sq.yd.         3.00                 16,800
                             Total Construction Cost each                                       $426X5


                            Deep Hole


                             Earthwork                  9701000 C.Y. @      $2.25              $2,182,500





                                                                                                NY,/RPC
                                                                                                Sept. 91



                                                         29









                  G.    Study Findings
                        1. The depths, size and configuration of the submerged flat area near Interstate
                           Island, located in near the center of the Duluth/Superior Harbor west of the
                           main span of the Blatnik Bridge, does provide a feasible location for the

                           construction of manmade islands.



                        2. The construction of these islands have great probability of increasing the
                           value of natural habitat, specifically to:


                           a. Create 50-100 acres of aquatic wetlands to support of juvenile fish of
                               approximately 50 species.


                           b.  Creation of up to four miles of additional new shoreline, which would
                               replace much of the shoreline lost from manmade activities over the past
                               100 years.


                           c.  Provide potential habitat for the piping plover, an endangered specie.


                           d.  Provide a nesting area for terns and other waterbirds.


                           e.  Provide temporary resting and feeding area for migratory waterfowl.


                        3. The site can provide for beneficial reuse of dredged material.           Both
                           contaminated and uncontaminated dredged material have potential to be used
                           economically at this site.


                        4. The utilization of demolition material from the Blatnik Bridge deck
                           replacement project as riprap armor does not appear feasible.



                                                         30










                  H. Recommendations

                        1. Investigation into construction of artificial islands and the filling the Deep
                           Hole should be continued into a design stage.


                        2. Substantially more sub-surface exploration is needed in both the submerged
                           flat area, as well as candidate dredged material.


                        3. Environmental studies, including an environmental assessment, should be
                           prepared.


                        4. A title search and stub abstract should be prepared for the Wisconsin portion
                           of the area to determine riparian owners and rights, if any.


                        5. U.S. Army Corps of Engineers should take the lead in further detailed
                           evaluation of the potentials of this site. Since the site is located in two
                           states and the COE maintenance dredging program is a likely implementor
                           of this project, it seems logical that the COE should take the lead with the

                           states of Minnesota and Wisconsin.
























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                 IV. BIBLIOGRAPHY



                 1.  Andrews, S.A. and Wilhelm, A.A., "Superior Harbor Dredged Materials Disposal
                     Report" 1989. Northwest Regional Planning Commission, Spooner, Wisconsin.

                 2.  Bartos, M.J., Jr., "Classification and Engineering Properties of Dredged Material," TR
                     D-77-18, 1977, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

                 3.  Bond, R.R., "Ecological Distribution of Breeding Birds in the Upland Forests of
                     Southern Wisconsin," Ecoloizical. Monograph, Vol. 27, No. 4, pp. 351-384, 1957.

                 4.  Buckman, H.O. and Brady, N.G., The Nature and Properties of Soils, MacMillan
                     Publishers, New York, NY, 1960.

                 5.  Burks, S.L. and Engler, R.M., "Water Quality Impacts of Aquatic Dredged Material
                     Disposal: Laboratory Investigations," TR DS-78-04, 1978, U.S. Army Engineer
                     Waterways Experiment Station, Vicksburg, MS.

                 6.  Chaney, R.L., et a]., "Recommendations for Management of Potentially Toxic
                     Elements in Agriculture and Municipal Wastes," Tractors Involved in Land
                     Applications of Agricultural and Municipal Wastes, 1974, National Program Staff,
                     Soil, Water and Air Sciences, Beltsville, MD.

                 7.  Chapman, S.B., Ed. Methods in Plant Ecolo , John Wiley and Sons, New York, NY,
                     1976.


                 8.  Chen, K.Y., Gupta, S.K., Sycip, A.Z., Lu, J.C.S., Knezevic, M., and Choi, W.W.,
                     "Research Study on the Effect of Dispersion, Settling, and Resedimentation on
                     Migration of Chemical Constituents During Open-Water Disposal of Dredged
                     Material," CR D-76-1, 1976, U.S. Army Engineer Waterways Experiment Station,
                     Vicksburg, MS.

                 9.  Coastal Zone Resources Corporation, "Identification of Relevant Criteria and Survey
                     of Potential Application Sites for Artificial Habitat Creation," CR D-76-02, Vols. I
                     and 11, 1976, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

                10.  Coastal Zone Resources Division, "Handbook for Terrestrial Wildlife Habitat
                     Development on Dredged Material," TR D-78-37, 1978, U.S. Army Engineer
                     Waterways Experiment Station, Vicksburg, MS.











                                                                                                NWRPC
                                                                                             April, 1991

               11.   Cole, J. and Brainard, M., "Evaluation of Laws and Regulations Impacting the Land
                     Use of Dredged Material Containment Areas," TR D-78-55, 1978, U.S. Army
                     Engineer Waterways Experiment Station, Vicksburg, MS.

               12.   Davis, T. and G.J. Niemi. 1979. "Larid Breeding Populations at the Western Tip
                     of Lake Superior." Loon 52(l):3-14.

               13.   Eckert, J.W., Giles, M.L., and Smith, G.M., "Design Concepts for In-Water
                     Containment Structures for Marsh Habitat Development," TR D-78-31, 1978, U.S.
                     Army Engineer Waterways Experiment Station, Vicksburg, MS.

               14.   Environmental Laboratory, "Wetland Habitat Development with Dredged Material:
                     Engineering and Plant Propagation," TR DS-78-16, 1978, U.S. Army Engineer
                     Waterways Experiment Station, Vicksburg, MS.

               15.   EPA/CE Technical Committee on Criteria for Dredged and Fill Material, "Ecological
                     Evaluation of Proposed Discharge of Dredged Material into Ocean Waters;
                     Implementation Manual for Section 103 of PL 92-532," 1977, U.S. Army Engineer
                     Waterways Experiment Station, Vicksburg, MS.

               16.   Green, C.E. and Rula, A.A., "Low-Ground-Pressure Construction Equipment for Use
                     in Dredged Material Containment Area Operation and Maintenance: Equipment
                     Inventory, TR D-77-1, Vol 1, 1977, U.S. Army Engineer Waterways Experiment
                     Station, Vicksburg, MS.

               17.   Gysel, L.W. and Lyon, L.J., "Habitat Analysis and Evaluation," Wildlife Management
                     Techniques Manual, The Wildlife Society, Washington, DC., pp. 305-328.

               18.   Hammer, D.P. and Blackburn, E.D., "Design and Construction of Retaining Dikes for
                     Containment of Dredged Material," TR D-77-09, 1977, U.S. Army Engineer
                     Waterways Experiment Station, Vicksburg, MS.

               19.   Hayden, M.L., "Prediction of Volumetric Requirements for Dredged Material
                     Containment of Areas," TR D-78-41, 1978, U.S. Army Engineer Waterways
                     Experiment Station, Vicksburg, MS.

               20.   Hunt, L.J., Landin, M.C., Ford, A.W., and Wells, B.R., "Upland Habitat Development
                     with Dredged Material: Engineering and Plant Propagation," TR DS-78-17, 1978,
                     U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.











                                                                                                     NWRPC
                                                                                                 April, 1991

                21.   Johnson, J.L., Franklin, J.F., and Krebill, R.G., ed., Research Natural Areas: Baseline
                      MonitorinQ and Management, Proc. Symposium in Missoula, MT, 1984, USDA Forest
                      Service General Technical Report INT-173, Ogden, UT, 84 pp.

                22.   Kendeigh, S.C., "Measurements of Bird Populations," Ecological Monographs, Vol.
                      14, No. 1, pp. 68-106, 1944.

                23.   Kershaw, K.A., Quantitative and Dynamic Plant Ecolo , American Elsevier
                      Publishing Company, New York, NY, 1973.

                24.   Landin, M.C., "Building and Management of Dredged Material Islands for North
                      American Wildlife," Proc. 9th World Dredging Conference, Vancouver, BC, Canada,
                      28 pp., 1980.

                25.   Landin, M.C., "Habitat Development Using Dredged Material," Proc. Dredging and
                      Dredged Material Disposal, ASCE Conference, Tampa, FL, 1984, pp. 907-918.

                26.   Lee, C.R., Engler, R.N., and Mahloch, J.L., "Land Application of Waste Materials
                      from Dredging, Construction, and Demolition Processes," MP D-76-05, 1976, U.S.
                      Army Engineer Waterways Experiment Station, Vicksburg, MS.

                27.   Lee, C.R., "Beneficial Uses of Dredged Material," 1987, EM 1110-2-25026, U.S. Army
                      Corps of Engineerings, Washington, DC.

                28.   Lee, C.R., Smart, R.M., Sturgis, T.C., Gordon, R.N., and Landin, M.C., "Predicition
                      of Heavy Metal Uptake by Marsh Plants Based on Chemical Extraction of Heavy
                      Metals from Dredged Material," TR D-78-06, 1978, U.S. Army Engineer Waterways
                      Experiment Station, Vicksburg, MS.

                29.   Little, A.D., Inc., "A Feasibility Study of Lawn Sod Production and/or Related
                      Activities on Dredged Material Disposal Sites," CR D-75-1, 1975, U.S. Army Engineer
                      Waterways Experiment Station, Vicksburg, MS.

                30.   Lunz, J.D., Diaz, R.J., and Cole, R.A., "Upland and Wetland Habitat Development
                      with Dredged Material: Ecological Considerations," TR DS-78-15, 1978, U.S. Army
                      Engineer Waterways Experiment Station, Vicksburg, MS.

                31.   Mann, R., Niering, W.A., Sabbatina, R., and Wells, P., "Landscape Concept
                      Development for Confined Dredged Material Sites," CR D-75-05, 1975, U.S. Army
                      Engineer Waterways Experiment Station, Vicksburg, MS.











                                                                                                  NWRPC
                                                                                              April, 1991

               32.   Metropolitan Interstate Committee, "Interstate Island Management Plan, Phase I,"
                     July 85, Arrowhead Regional Development Commission, Duluth, MN.

               33.   Metropolitan Interstate Committee. 1978. "Land Use and Management Plan for the
                     Duluth-Superior Harbor." Duluth, MN. 82 pp. and appendices.

               34.   Montgomery, R.L., Ford, A.L., Poindexter, M.E., and Bartos, M.J., "Guidelines for
                     Disposal Area Reuse," TR DS-78-12, 1978, U.S. Army Engineer Waterways
                     Experiment Station, Vicksburg, MS.

               35.   Newling, C.J., and Landin, M.C., "Long-Term Monitoring of Habitat Development
                     at Upland and Wetland Dredged Material Disposal Sites: 1974-1982," TR D-85-5,
                     1985, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

               36.   Niemi, G.J., T.E. Davis, J. Kotar, and P.B. Hofslund. 1977. "Assessment of Habitat
                     Types and Bird Populations in the Duluth-Superior Harbor."           Report to the
                     Metropolitan Interstate Committee, Duluth, MN. 75 pp. and appendices.

               37.   Office, Chief of Engineers, Department of the Army, "The Unified Soil Classification
                     System," Standard 619, 1960, Washington, DC.

               38.   Palermo, M.R., Montgomery, R.L., and Poindexter, M.E., "Guidelines for Designing,
                     Operating, and Managing Dredged Material Containment Areas," TR DS-78-10, 1978,
                     U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

               39.   Pullen, E.J. and Naqui, S.M., "Biological Impacts on Beach Replenishment and
                     Borrowing," Shore and Beach, Vol. 51, 1983 (Apr), pp. 27-31.

               40.   Scharf, W.C. 1978. "Colonial Birds Nesting on Man-Made and Natural Sites in the
                     U.S. Great Lakes." U.S. Army Corps of Engineers Technical Report D-78-10.
                     136 pp. and appendices.

               41.   SCS Engineers, "Feasibility of Inland Disposal of Dewatered Dredged Material: A
                     Literature Review," TR D-77-33, 1977, U.S. Army Engineer Waterways Experiment
                     Station, Vicksburg, MS.

               42.   Schemnitz, S.D., Ed., Wildlife ManaQement Techniques Manual, The Wildlife Society,
                     Washington, DC, 1980, 686 pp.

               43.   Skjei, S.S., "Socioeconomic Aspects of Dredged Material Disposal: The Creation of
                     Recreation Land in Urban Areas," CR D-76-06, 1976, U.S. Army Engineer
                     Waterways Experiment Station, Vicksburg, MS.











                                                                                                NWRPC
                                                                                            April, 1991

               44.  Smith, H.K., "Introduction to Habitat Development on Dredged Material," TR DS-
                    78-19, 1978, U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

               45.  Soots, R.F., Jr., and Landin, M.C., "Development and Management of Avian Habitat
                    on Dredged Material Islands," TR DS-78-18, 1978, U.S. Army Engineer Waterways
                    Experiment Station, Vicksburg, MS.

               46.  Souder, P.S., Jr., Tobias, L., Imperial, J.F., and Mushal, F.C., "Dredged Material
                    Transport Systems for Inland Disposal and/or Productive Use Concepts," TR D-78-
                    28, 1978, U.S.Army Engineer Waterways Experiment Station, Vicksburg, MS.

               47.  Spaine, P.A., Llopis, J.L., and Perrier, E.R., "Guidance for Land Improvement Using
                    Dredged Material," TR DS-78-21, 1978, U.S. Army Engineer Waterways Experiment
                    Station, Vicksburg, MS.

               48.  Thorhaug, A., "Seagrasses in the Gulf of Mexico, Florida, and Caribbean Including
                    Restoration and Mitigation of Seagrasses," Proc. U.S. Fish and Wildlife Service
                    Workshop on Coastal Ecosystems of the Southeastern United States, pp. 161-178,
                    1981.


               49.  Thorhaug, A., "Large Scale Seagrass Restoration in a Damaged Estuary," Marine
                    Pollution Bulletin, Vol. 16, No. 2, pp. 55-62, 1985.

               50.  Walsh, M.R. and Malkasian, M.D., "Productive Land Use of Dredged Material
                    Containment Areas: Planning and Implementation Considerations," TR DS-78-20,
                    1978@ U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.



I
I
I
I
I
I                             V. APPENDICES
I
I
I
I
I
I
I
I
I
I
I
I
I



I
I
I
I
I
I                    Appendix A.
I                  List of Wildlife Species
I
I
I
I
I
I
I
I

M












'A










                       State of Wisconsin          DEPARTMENT OF NATURAL RESOURCES
                      Brule Area Headquarters                                              carroll D sesadny
                      P.O. Box 125
                      Brule, WI 54820-0125                                                       Secrelaty
                      715/372-4866                                                 File Ref:
              January 24, 1991                             0                                  2300
                                                                  @,E TA                   SLR/WCM
                                                                   4
              Anthony A. Wilhelm
              Northwest Regional   Planning Commission   NGFIVI@iElllj I'EGIU@JAI. PIANNINS
                                                               ,-, (- " -,' !,.!. i
              302 Walnut Street
              Spooner, WI 54801




                     RE:   WCMP: Cross Channel Deep Hole - Interstate Island Design
                           Investigations

              Dear Tony:

              Here is the wildlife information you requested regarding the above project,

              The wildlife species listed are those which could Rotentially benefit from the
              creation of certain types of habitats in the St. Louis River.      The
              interpretation of "benefit" is very broad. The species listed are ones which
              might, at sometime, use the created habitats. Use of the created habitats
              would vary greatly by species from breeding and young rearing, to feeding, to
              resting and shelter, etc.

              Since the types and amounts of habitats, as well as their distribution that
              would be created under this proposal has not yet been determined, it is very
              likely that some of the species on these lists may not benefit from the
              proposal, should it be implemented, and that some species not on this list
              might benefit. The species list is based on the creation of the following
              types  of habitats:

              1.)    Islands with sand/pebbly substrate and only sparse vegetation.

              2.)    Islands vegetated with a wide variety of herbaceous and shrubby woody
                     vegetation.

              3.)    Shallow water are as with submergent, floating, and/or emergent aquatic
                     vegetation.

              4.)    Mud flats, sand flats, and sandy beaches.

              Endangered and threatened species are denoted by (E) and (T(
              respectively.


                                                                                    ,k RT H EAR






                                                                                   I S C 0 N S I N
                                                                                       %Foi n1 $ 9 0











             TO: Anthony A. Wilhelm
             January 24, 1991
             Page 2.




             If you have any questions about this information, please contact me.

             Sincerely,




             Fred Strand
             Area Wildlife Manager

             FCS:b



             WM8Bl522.FCS














             BIRDS:


             Horned Grebe                                Short-billed Dowitcher
             Eared Grebe                                 Long-billed Dowitcher
             Pied-billed Grebe                           Stilt Sandpiper
             Double-crested Cormorant                    Common Snipe
             Least Bittern                               American Woodcock
             American Bittern                            Ruddy Turnstone
             Black-crowned Night-heron                   Red Knot
             Green-backed Heron                          Dunlin
             Great Egret (T)                             Sanderling
             Great Blue Heron                            Semipalmated Sandpiper
             Tundra Swan                                 Western Sandpiper
             Trumpeter Swan (E)                          Least Sandpiper
             Snow Goose                                  White-rumped Sandpiper
             Canada Goose                                Baird's Sandpiper
             Mallard                                     Pectoral Sandpiper
             American Black Duck                         Buff-breasted Sandpiper
             Gadwall                                     Franklin's Gull
             Green-winged Teal                           Bonaparte's Gull
             American Widgeon                            Ring-billed Gull
             Northern Pintail                            Herring Gull
             Northern Shoveler                           Common Tern (E)
             Blue-winged Teal                            Forster's Tern (E)
             Ruddy Duck                                  Black Tern
             Wood Duck                                   Caspian Tern (E)
             Canvasback                                  Bald Eagle (T)
             Redhead                                     Northern Harrier
             Ring-necked Duck                            Rough-legged Hawk
             Greater Scaup                               Merlin
             Lesser Scaup                                Peregrine Falcon (E)
             Common Goldeneye                            Gyrfalcon
             Bufflehead                                  Rock Dove
             Common Merganser                            Mouring Dove
             Red-breasted Merganser                      Short-eared Owl
             Hooded Merganser                            Great Horned Owl
             Virginia Rail                               Snowy Owl
             Sora                                        Common Nighthawk
             Yellow Rail                                 Belted Kingfisher
             American Coot                               Eastern Kingbird
             Piping Plover   (E)                         Least Flycatcher
             Semipalmated Plover                         Alder Flycatcher
             Killdeer                                    Horned Lark
             Black-billed Plover                         Tree Swallow
             Lesser Golden Plover                        Northern Rough-winged Swallow
             Marbled Godwit                              Cliff Swallow
             Hudsonian Godwit                            Barn Swallow
             Whimbrel                                    Blue Jay
             Willet                                      Cray Jay
             Greater Yellowlegs                          American Crow
             Lessor Yellowlegs                           House Wren
             Solitary Sandpiper                          Marsh Wren
             Spotted Sandpiper                           Sedge Wren
             Wilson's Phalarope                          Eastern Bluebird












             BIRDS (continued)



             American Robin                             Painted Turtle
             Loggerhead Shrike (E)                      Eastern Garter Snake
             Northern Shrike
             American Pipit
             Golden-winged Warbler
             Chestnut-sided Warbler
             Northern Waterthrush
             Wilson's Warbler
             Indigo Bunting
             American tree Sparrow
             Song Sparrow
             Field Sparrow
             Dark-eyed Junco
             White-throated Sparrow
             Swamp Sparrow
             Lapland Longspur
             Snow Bunting
             Yellow-headed Blackbird
             Red-winged Blackbird
             Brewer's Blackbird
             House Sparrow
             American Goldfinch
             Common Redpoll
             Hoary Redpoll

             Mammals:


             Water Shrew
             Short-tailed Shrew
             Star-nosed Mole
             Snowshoe Hare
             Eastern Cottontail Rabbit
             Beaver
             White-footed Mouse
             Meadow Vole
             Muskrat
             Norway Rat
             House Mouse
             Raccoon
             Long-tailed Weasel
             Mink
             Striped Skunk
             Otter


             Amphibians and Reptiles:


             Mudpuppy
             American Toad
             Green Frog
             Leopard Frog
             Snapping Turtle                            WM8Bl522.FCS
















                                       Appendix B.

                               Wilhelm Engineering Report





























                          PRELIMINARY ENGINEERING REPORT
                                            FOR
                               CROSS CHANNEL DEEP HOLE
                                   INTERSTATE ISLAND
                                DESIGN INVESTIGATIONS













                                    WEC Project No. 7009
                               Date of issue: September 20, 1991


















                                        Prepared by

                              WILHELM ENGINEERING COMPANY, INC.
                                    707 Main Street West
                                  Ashland, Wisconsin 54806
                                        715/682-8175
                                      FAX 715/682-3911












                                  PRELIMINARY ENGINEERING REPORT
                                                       -for
                                       CROSS CHANNEL DEEP HOLE
                                            INTERSTATE ISLAND
                                         DESIGN INVESTIGATIONS


                   INTRODUCTION


                 The purpose of this report is to analyze preliminary,design concepts for
                 wildlife    habitat    enhancement     near    Interstate    Island    in     the
                 Duluth/Superior harbor. The design concept consists of man-made               low
                 profile islands constructed from dredged materials. These islands would
                 surround and shelter a shallow wetland of approximately 140 acres, as
                 shown in Figures 3 and 4.



                   SCOPE OF INVESTIGATION



                 Wilhelm Engineering prepared this report as a sub-consultant to Northwest
                 Regional Planning Commission. Tasks performed by Wilhelm Engineering
                 were:0     Analysis of site wind and wave climate.

                      0     Review island cross section design, including riprap sizing,
                            wave runup, and slope stability.

                      0     Slope    stability analysis of adjacent dredged            navigation
                            channels.



                   STUDY    TECHNIQUES



                 DESIGN DRAWINGS


                 Drawings for this report were produced using AutoCAD rel. 10 computer-
                 aided drafting software. Base drawings of the project site and proposed
                 layouts were provided in AutoCAD format by NWRPC and edited as required.


                 DESIGN WAVE ESTIMATES


                 Wave height, length, and period were estimated using the formulas and
                 charts presented in the U.S. Army Corps of Engineers SHORE PROTECTION
                 MANUAL (SPM) 1984. Design waves were based on simple fetch distances and
                 wind-stress factors.



                 ESTIMATION OF SURFACE WINDS FOR WAVE PREDICTION

                 The simplified wave prediction formulas require an estimate of surface
                 windspeed, direction, and duration which will provide the energy needed
                 to develop the wave field.


             WEC-7009RFRT-09/20/91-JAS/ROF/cad                                          Page 1











                 The U.S. Weather Station is located at the Duluth International Airport.
                 This location is six miles from the harbor and 880 feet above lake level.
                 Winds recorded at this station are not representative of the conditions
                 in the harbor.


                 The National Oceanic and Atmospheric Administration (NOAA) publication
                 SUMMARY OF SYNOPTIC METEOROLOGICAL OBSERVATIONS FOR GREAT LAKES AREAS,
                 (SSMO) Volume 4, Lake Superior, is frequently used as a source of wind
                 and wave data for Lake Superior sites. Data in this publication was
                 collected and compiled for the western part of Lake Superior during the
                 Period 1963 through 1973 from observations made by ships in passage, This
                 data covers a large area of the open waters of Lake Superior and so was
                 considered not representative of the conditions within the confines of
                 the Duluth harbor.


                 Wind velocities recorded by the U.S. Coast Guard Station on Minnesota
                 Point   from    1954 through 1971 are considered to be             the     best
                 representative data available for this site. Therefore this data was
                 used to forecast waves for the project site (Figure i).

                 WAVE DIFFRACTION AND BREAKING WAVES


                 Waves are a major factor in determining layout geometry, and structural
                 design of protective islands in the harbor. Characteristics of wave
                 mechanics, diffraction, and breaking waves were established using the
                 methods and techniques found in Chapter 2, MECHANICS OF WAVE MOTION of
                 the SHORE PROTECTION MANUAL published by the Coastal Engineering Research
                 Center, Department of the Army, Corps of Engineers.

                 WAVE FORCES AND STRUCTURAL DESIGN

                 The preliminary design and performance of the rubble-mound                slope
                 protection was established using the methods and techniques found in
                 Chapter 7, STRUCTURAL DESIGN: PHYSICAL FACTORS of the SHORE PROTECTION
                 MANUAL published by the Coastal Engineering Research Center, Department
                 of the Army, Corps of Engineers. The following design factors were
                 included; wave characteristics, wave runup, overtopping and transmission,
                 breaking and non-breaking wave forces, stability of rubble structures,
                 stability of rubble foundations and toe protection.

                 SLOPE STABILITY


                 Stability of the     navigation channel side slopes was evaluated to
                 determine how close the islands could be placed to the navigation
                 channels.   These calculations were done by the Method of Slices using a
                 Lotus 123 spreadsheet. Based upon sail boring data provided by the Corps
                 of Engineers, the soils in the channel side slopes and beneath the
                 proposed islands were assumed to be silty sand (SM) or Silt (ML) soils.
                 Saturated density was assumed to be 120 pcf, buoyant density to be about
                 58 pcf and friction angle to be a maximum of 25 degrees.           Figures 5
                 through 8 depict four slope stability calculation trials representative
                 of the assumed conditions.





             WEC-7009RPRT-09/20/91-JAS/ROF/cad                                        Page 2












                  STUDY RESULTS AND DISCUSSION



                DESIGN RECURRENCE FREQUENCY


                The selection of a design recurrence frequency is primarily based an the
                potential for failure of the type of structure proposed as well as the
                potential for damage to property shoreward of the structure. There are
                no man-made structures or facilities susceptible to storm damage proposed
                for this project, and therefore the potential for 'property damage is
                minimal.    Rubble mound type shore protection is proposed for this
                project.    History has shown that when structures of this type are
                subjected   to unusually large wave forces, greater than the design
                recurrence interval for which they are intended, the potential for
                catastrophic failure is minimal. Repairs are relatively simple and low
                cost, by relocating or replacing displaces armor units. It is therefore
                acceptable to design the shore protection for a more frequent storm event
                than if a more rigid type of shore protection structure was proposed.

                Design recurrence frequencies of five years (20% exceedence frequency)
                and twenty years (5% exceedence frequency) were selected to represent an
                acceptable range of risk.



                ESTIMATION OF SURFACE WINDS FOR WAVE PREDICTION


                From the U.S. Coast Guard wind data in Figure 1, a 5 year wind velocity
                is 35 MPH, and a 20 year wind velocity is 42 MPH. For comparison, a 40
                year wind velocity is 45 MPH.

                Storm records available from the records of the U.S. Weather Station when
                it was located in downtown Duluth (1915-1951) indicate the predominant
                storm directions were northeast and northwest. Minor storm occurrences
                were from the west, southwest, and north. The south through east
                directions were relatively free of major storms. These records also show
                that the most frequent storm winds occurred during the months of November
                through April. During much of this period the harbor is covered by ice
                and is not susceptible to wind-driven waves.

                For the design shown in Figure 2, a 20-year recurrence interval was used.



                DESIGN WAVE ESTIMATES


                For the purposes of this preliminary evaluation, the design wind
                velocities were applied to all directions. The effects of ice cover were
                neglected. Tables 1, 2 and 3 present shallow water wind-driven wave
                forecasts in 10 degree increments for 5-year, 20-year and 40-year
                recurrence intervals.









            WEC-7009RPRT-09/20/91-JAS/ROF/cad                                         Page 3











                  In addition to wind-driven waves, this site is also subject to the wake
                  waves from passing watercraft, ranging from large (600' to 1000' long)
                  bulk cargo vessels to tugboats and tourist cruisers to smaller pleasure
                  craft. In addition to wake waves, the 1000 foot bulk cargo vessels
                  frequenting this harbor generate a displacement wave, even when moving
                  slowly.


                  An engineering design report prepared by the U.S. Army Corps of Engineers
                  for the Erie Pier Confined Disposal Facility determin      'ed that the maximum
                  ship generated wave height in the Duluth harbor is 2.4 feet, and that
                  this wave would occur in phase with and augment wind driven waves. This
                  wave height seems reasonable, but there are other factors that should be
                  considered. While wake waves could at times occur in phase and with the
                  same period as wind-driven waves, they would most often be out of phase,
                  and have a different period. It must also be recognized that a ship
                  generated wave is of very short duration, usually a single large wave
                  followed by a few waves of successively lesser height.            Therefore, we
                  conclude that combining ship generated waves with wind-driven waves is
                  not appropriate for rubble mound shore protection design on this site.



                  SELECTION OF DESIGN WAVES


                  The two highest design waves were from azimuth 90 degrees (east) and
                  azimuth 220 degrees (southwest). Wave heights were 2.5' and 2.61
                  respectively    for a 40-year recurrence interval,            2.4'    and     2.5'
                  respectively for a 20-year recurrence interval, and 1.91 and 2.01
                  respectively for a 5-year recurrence interval. For design of rubble-mound
                  shore protection, a design wave height of 2.51 was selected.

                  As a general rule, a wave begins breaking at a water depth of 1.3 times
                  the wave height. Waves approaching this site all travel across a
                  navigation channel in excess' of 25 feet deep. Sounding data from the COE
                  shows   that the side slopes of these channels range from approximately
                  two horizontal for each vertical unit of distance (2h:lv) to 8h:lv.
                  There would be a short reach (100 feet or less) of shallower water
                  between the toe of the structure and the upper edge of the channel
                  excavation. According to the Duluth harbor chart and soundings provided
                  by the U.S. Army Corps of Engineers, this depth immediately in front of
                  the structures would be 5 to 6 feet. Maximum unbroken wave height would
                  be (51 / 1.3) = 3.8', which is 50% higher than any design wave for this
                  site. We therefore conclude that any design wave reaching the proposed
                  structures will be unbroken.



                  DESIGN STILL-WATER ELEVATION


                  Lake Superior is subject to a consistent seasonal rise and fall in water
                  surface elevation. The amount of this seasonal fluctuation varies from
                  year to year. For the period 1900 to 1970, the average fluctuation was
                  1.10 feet. For the period 1900 to 1986, the record maximum monthly mean
                  water level was elevation 602.2 I.G.L.D. and the record minimum monthly
                  mean water level was 598.0 I.G.L.D.




              WEC-7009RPRT-09/20/91-JAS/ROF/cad                                           Page 4









                In addition to annual fluctuation, there are also short term oscillations
                generally referred to as wind setup and seiche, or simply as short term
                rise.   These oscillations are caused by the differential atmospheric
                pressures and by the tractive force of the wind blowing over the water
                surface. Changes of this type can be up to 2 feet but seldom exceed I
                foot above or below the normal level.

                In :1901, the U.S. Lake Survey adopted reference planes for use in it's
                charts. The planes were called "standard low water" and were selected so
                that their elevations would be lower than any stage that might be
                expected to occur during the navigation season. These planes are now
                called the "low water datums" (LWD). For Lake Superior, the level is set
                at 600.0 International Great Lakes Datum, 1955 (I.G.L.D. 1955).
                For the recording station at Duluth, the 20 year design maximum water
                surface level was computed in the following manner:

                          5 Year Mean Monthly Level           601.9
                        + 4 Year Short Term Rise              + 1.4


                                                              603. 3 ( I . G. L. D.

                The design minimum water surface level is low water datum 600.0
                (I.G.L.D).



                RUBBLE-MOUND DESIGN

                A three-layer section design of the rubble-mound shore protection was
                used. This type of design consists of a core or bedding layer, covered by
                a secondary underlayer, covered by the primary armor layer. All of these
                layers are composed of rough, angular quarrystone carefully placed in
                such a manner that the stones interlock. The underlying layers of rock
                are sized to prevent pulling through the overlayer by wave action. The
                stones of the primary armor layer are of sufficient mass to resist
                displacement by wave action.

                Figure 2 shows the recommended sizing and thickness of the stone layers.
                In place of the core layer, we recommend using a geotextile filter fabric
                to prevent the dredged material core from washing through the rock.


                WAVE RUNUP AND OVERTOPPING

                Wave runup on the proposed 2:1 rubble-mound slope was calculated using a
                design wave height of 2.5 feet, and the design maximum still water
                elevation of 603.3 feet. The calculated runup     elevation    is 605.4',
                which is 0.6' below the structure crest elevation of 606.0.







            WEC-7009RPRT-09/20/91-JAS/ROF/cad                                     Page 5
            Cross ChannPI nppn Hnlp- Tr%*-+n+n 1cl-A n--














               ICE FORCES


               Normally, shore structures are subject to wave forces comparable in
               magnitude to the maximum probable pressure exerted on the structure by an
               ice sheet. Since maximum wave forces and maximum ice pressure cannot
               occur at the same time, no special allowance is usually made for
               stability to resist ice thrust.


               Floating ice fields when driven by strong winds or currents can pile up
               against a structure in large ice packs. On a sloped rubble-mound
               structure these ice packs can by driven up the slope and overtop the
               structure.


               In isolated incidents ice formations can cause minor damage to rubble-
               mound structures, by displacing a few of the armor stones. However, the
               effects of ice are more often found to be beneficial. In most cases ice
               build-up does no harm to the structure and actually provides protection
               against severe winter waves.


               WAVE DIFFRACTION


               Diffraction Is the reduction in wave height and bending of waves crests
               that occurs when water waves pass into the lee of a barrier. Figures 3
               and 4 show calculated diffraction patterns in the project area for the
               two worst-case approach wave conditions. Note that the lines shown in the
               figures are lines of equal wave height and do not represent direction of
               wave crests.



               DREDGED CHANNEL SLOPE STABILITY


               Sounding data provided by the Corps of Engineers showed that channel side
               slopes vary from 2h:lv to Sh:lv. These two slopes were evaluated to
               analyze the range of existing conditions. The Stability Trial I sketch
               in Figure 5 shows a 2h:lv slope. The calculated factor of safety is 0.54
               for a friction angle of 25 degrees and a 60' radius failure surface. The
               Stability Trial 2 sketch in Figure 6 shows a 8h:1v slope. The factor of
               safety is 2.44 for a 25 degree friction angle and 200' radius failure
               surface. Sensitivity analysis showed that if the assumed friction angle
               is reduced to as low as 15 degrees, the 8h:lv slope still has a 1.40
               factor of safety.     This is close to the value of 1.5, normally
               recommended as a minimum factor of safety for slope stability on designed
               projects.

               After analyzing the range of stability for existing conditions, the
               proposed man-made island was placed at the top of an assumed 8h:1v slope,
               as shown in the Stability Trial 3 sketch of Figure 7. This resulted in a
               safety factor of 1.57 for a 25 degree friction angle and a 2501 failure
               surface radius. If the angle is reduced to 20 degrees, the safety factor
               is only 1.23.







            WEC-7009RPRT-09/20/91-JAS/ROF/cad                                    Page 6









                In order to further evaluate the proposed design concept, the proposed
                island was placed at the top of a 5h;Jv slope, as shown by the Stability
                Trial 4 sketch in Figure 8. This results in a safety factor of 1.08,
                which is too low. Sensitivity analysis demonstrated that the friction
                angle would have to be in the range of 32-33 degrees to yield a safety
                factor of 1.5. Typically, the dredge materials in this harbor are not
                very likely to have that high of friction angle.

                These preliminary stability analyses indicate that the      channel side
                slopes will probably need to be about 8h:lv in order to be stable with
                the proposed man-made island in place. We conclude t'hat the outside toe
                of the islands will need to be about 150' to 175' back from the toe of
                the channel side slopes. Actual site specific soil borings and test data
                in the deposits under the proposed island sites must be done to verify
                the soil parameters assumed for this conceptual analysis. Revised soil
                parameters may lead to changes in these preliminary conclusions and
                recommendations.



                 CONCLUSIONS



                In summary this preliminary study has shown that the proposed design
                concepts to improve wildlife habitat near Interstate Island in the
                Duluth/Superior Harbor appear to be technically feasible, based upon data
                available at this time. More specifically, we have determined:

                    0     A design recurrence frequency in the range of 5-20 years is
                          adequate.

                    0     A design wave height of 2.51 for a 20-year recurrence interval.

                    0     The proposed rubble-mound share protection is a proven, easily
                          maintained type of structure with a natural appearance.

                    0     The calculated wave runup elevation is 605.41.

                    0     The rubble-mound shore protection crest elevation should be at
                          least 606.0'.


                    0     Channel side slopes on the order of 8h:lv appear to be
                          necessary in order to be stable with the proposed man-made
                          islands in place.



                 LIMITATIONS OF STUDY AND REPORT



                This report represents a preliminary engineering concept analysis      and
                design evaluation and should not be the basis for actual construction. It
                is recommended that if this project proceeds to design, a consultant be
                retained to review the findings of this study, perform a detailed
                engineering analysis of the preferred design, and prepare detailed
                construction plans, specifications, and estimates.



            WEC-7009RPRT-09/20/91-JAS/ROF/cad                                    Page 7
            Cross Channel Deep Hole, Interstate Island Design Investigations









                The conclusions and recommendations contained herein were based upon the
                applicable standards of our profession at the time this report was
                prepared. Copies of this report are furnished only to provide the factual
                data summarized in the report.

                This report, consisting of 7 pages, tables, figures, and letter of
                transmittal has been prepared for the exclusive use of Northwest Regional
                Planning Commission and Wisconsin Coastal Management Program for specific
                application to the Cross Channel Deep Hole - Interstate Island Design
                Investigations.



                                       E N D    0 F    R E P 0 R T












































            WEC-7009RPRT-09/20/91-JAS/ROF/cad                                    Page 8
            Cross Channel Deep Hole, Interstate Island Desi-gn Investigations










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                                                                                        t                                                                   U. S.    COAST GUARD DATA
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                                   NOTE; WIND DURATIONS ARE                       3 HOUR       PERIODS (MIN.)                                                   ST   PAUL, MINN. DISTRICT
                                                                                                                                                       FILE NO. LS38-R-5/22













                      a 11 ca w w a t e r w a v e @-a r e c a .5 t

                    ros -
                                -hannel Deep Hole Oesiqn Inve@-::tiQatian


                                   Reru-t                 7 'er
                                                 -ence     m- -val
                  Wind zzoeed                    Z5 MPH
                  Wind-stre=-=- factor                          46.5 NPH


                             I tll-;e     simp I e                 AV c; . 1                Wave                wave                 Min.                W a," e
                      z I I- n u t h             Fe +:ch         Depth                 He ioh t             Period         Du ra t ion              L-2nQth
                        (der.;.                  f t              (ft.)                     ft.                                                        (f


                                                 4 27                    22 2@                 1    22            1 , U-:l            C, * 22            1 CS, 6
                                                                         25                    1.1                1.7
                                                                                                                                                         14. 8
                                                                                               1. C)              1.6                 o.


                                4 ci                                                           C
                                   -                                     25
                                50                                       '25                   1).Q               1.5
                                61)              26 5                                          1.                 1.6
                                -7 ('*.
                                                                         2 5                   1.o                                    o.                 [email protected]
                                                                                                                  1.6
                                8 CI             @7                      -@5                   J.o                1.6                 o . 2              1@.    1
                                9C               11175                   7 (-1                 1.9                      4
                                                                                                                                                         @7     j
                                i                                                                                 1.7
                                                                                                                                      C).                14.
                                1                @17=                                                             1.6
                                                                                               1.5
                             1 ZT 0              2 F1 i                  2 0
                                                                                               1, C)
                             14C                 2-46o                   '7=                   o
                                                                                                .9
                             I=C
                                ,j -)            '2775                                                            1.6                                    17. 1
                             1 0@6                                       22 5  1               C.9                1.=                 C). 1              11.5
                             17()                27-. C) C)              2 5                   0.9                1.5                       1            11. 5
                             18'o                24..5                   5                     0.9                1.=                 C', . 1            11.5
                             19(",                                       2 5   1               1. C               1.6
                                                                         2 5                   1.cI               1.t@                ('.'7              1,17. 1
                                                                                               1,                 1.7
                             410                 -3,950                                                                                                  14.8
                             4-')                1815C)                  10                                       -.7                 o.6
                                                 11225                   1     i               1.3                2. 4                0. 5
                                                 12425                   7                                              5
                                                 4825                                                             1.8                 0,                 16.6
                                   J                                     -5
                                                 7 5 C 0                                       1.1                1.7                 o.,7               14.3
                                                                                                                  1.7
                                                                                                                                                         I      S
                                                                         2 5                   0.3                                                       1
                                                                                               1. C,                                                     11.=
                                                 6    -7                                                                              0.
                             Z 1 (j              4 (D'25;                      i               1 . 0                                                     14.8
                                                 3775                    5                     1.0                1.7                                    i4.3
                                                 7P=C                                                             1,7                 (1, 27             14* 11
                                                 4
                                                 M
                                                 7('()                   5                     1.1                1.8                 o. 2               16.6
                                                 5 4 cC'                 10    1               1.7                1 . q               0.7                18.5











                   TA9LE 22
                   Shallow water wave forecast
                   Cross-channel Deeo Hole Des,gn lnvos:ti@ation


                             eat- F,-,::,,_.tr,-enc:=_ Interval
                   Wind -Qeed = 42 '!F'H
                   Wind-streEs fz-c-tor                                56.4 MPH


                              True            53 1 .-n Q i e              HVQ .                       W --A v e              Wave                   Min.                  W -a v e
                      H7imuth                       -',ch               Dec)th                   Heioht                F er io d         Dur-ation                  Len ci t h
                           d_-Q.                                         (ft.                       (f t.               k Hec.              k hou rs                   (tt.


                                                             0
                                    1                                                                     1.4                     1.8
                                                                                                                                  1.8                 o.    1             16.6
                                    C)                                                                                            1.-17               0.    1             14.6
                                    4C                4-5                                                                         1.7                 o.1                 14.8
                                                                                                                                    -7

                                    6C.             2 6275                                                1.                      1.9                       1             16.
                                    7(-             @C-5                         -@=    :                 i . 7                   l.e                 0. 1                16.6
                                                      J
                                    IC.             -,@@o
                                                                                                          1.4                     1.8                 C) .                16.6
                                                                                                                                                                          34.6
                                    qo                                                                    2. 4                                        C.4
                                    I C@O           @Kcz
                                                                                                          i . 5                   1.9                                     1 a . 15
                                    11 Cl             1 7.=                                               i                       1.E                       1             16.6
                                                             J
                                    17C                                                                                                                     7
                                                      7                                                   l.e                                               .1            -2 4 . 8
                                    1C1                                                                                                                     1             14.8
                                    140                      C)                                           1.7                     1.6                       1             17. 1
                                    11C             -775                         c                        1.@                     1.8                 o.    1             16.
                                    ,j
                                    1 bC,             2 -2 5                                              1.1                     1.6                 C).   I             [email protected]
                                                    -C C                                                  1
                                                                                 2 5                                              1.6                 Q.    I             [email protected]
                                    16C)            Z 427 5                             1                 1                       1.7                       1             14.8
                                    I C? C)           7-15                                                                        1.8                       1             16.6
                                                        C' C,
                                                                                                          1.71                    I.e                 0.    1             16.6
                                    'lo
                                                        5                                                                         1.9                 0.2                 18.5
                                                    1 S 15 C                     10     1                                         .9                  o.5                 [email protected]
                                                                                 15     1                                         .6                        4             @4.6
                                    24o             1 4 2 5                                                                                           o.4                 37.7:1
                                                    4e7=:                                                 1.5                     ?.o
                                    60                                                  1                 1.0,                    7.0                                     20. 5
                                                                                                          1.4                     1.8                                     16.6
                                    2
                                                    -_@,j _j j                   15     1                 1.4                     1.9                       -             16.6
                                                                                 -7,                      1 . C,                  i                   C). 1               11.5
                                    I "I C.         22 61 257                    205
                                                                                                          1                       1*2                 0,    1             16*6
                                    10              4 C', 2 5                    -_j                                              1.8                 J                   16.6
                                    7-C.            =75                                                                           1.8                                     16.6
                                                    Z   5 CJ                     5                        1,7                     1,9                 C , 2               16,6
                                    7);                                                                                                               .1
                                    -4(-.                                        5                        1.4                     1.9                                     IG.F
                                    50                4 15 o                     10     i                 1.6











                 [email protected] 7,
                 -@hallow water wave forerast
                 Cro=s-channel Deea Hole Des:on InvestiQation


                         @ear Recurrence Inte@lval
                    . f
                 Wind sQeed = 45 NFH
                 Wind-si-.ress factor                           6Z.b tT,.'.::H


                            i t'Ue        S i I-n P I e           Av r4                     Wave               W -aV e             M i n               W a      e
                   A
                        i.--n u t h         Fe tch               Depth                 He,.cjht             Feriod         Duration                 L-noth
                       (deQ.)                 f                    -f t                   (ft."             (=-ec.)           (hours                   (ft.)


                                              4-W                                             1                                       o..
                                  I C)        7 C7                                            1.5                  1.9
                                                                                                                                                       18 . 15
                                              2c;('10                  25                     1.4                                                      16 .
                                                                                                                                           1           14.6
                                  4C)                                                         1.@                  1.7                     1           14.8
                                  5 C)        -qn=                                            1                    1.7                0.   1           14.8
                                  6C
                                              22 6                                                                 1.7                0.   1           14.8
                                  -7c)                                 '71c'                  1.4                  1.8                0.   1           16.6
                                  SO          7@=                      ZZ 5                                        1.9                     -           18 . 15
                                                                                                   CZ
                                  9C.)      11 17=                     70                                          2. 7                    4           @7 7
                            10 0                112 5                                         1,5                  1 , 1?             0* 2             18 , 55
                            11 C,I            7 17 5                                                               1.8                     1           16.6
                                                                       25                          J                                                     7. 1
                            1 Zo 0            '2 e c)                  2 o                    1.4                  1                  C.). 1           14.8
                                  I
                            14C.              22 4 C,                  '7'c@                                       1.7                C    1           14.2
                            1=C
                                              2 7 7 5'                                        1.4                  1.9                0.   1           16.6
                            16o                                                               1                    1.6                0.   1           [email protected]
                            170               27-7(o
                                                                                                                   1.6                     1
                            I eo              '24 2 5                  22 5                                        1.7                0.   1           14.3
                            19o               2725                     '7=                         7                                       1           14.8
                                                   @_,j                --                     1 .                  1.7
                            2 0                 1 (,C                  2 5
                                                                                              1,4                  1,13                    1           1@,'
                                  10          795C                     2 5                    1.6                                     o
                                                                                                                                                         J Q
                                            16150                      10                                                                              47'. 1
                                            11225                                             -2 . 5               2 . 6              (-.).4           @-4.6
                                  4         1 '2425                                                7               2.13               C,
                                                                       @U                                                             .1.4             4 C', . 1
                                  5CII        4 G 2) -5                                                            '2 . I
                                                       1                                                                                                        5
                            26o               4 Z. 5 C.                - -                    1.6
                                                                       '75                    1.5                  1.9                C).              le.c'
                            IE3C
                                                                                                                   1.9                                 19.5
                                                                                              1    2               1.6                C), 1            [email protected]
                            --C)C)              6 2                                           1.@                  1                  0.1              14.e
                            Z 10              4 02 5                                                               1.9                                 is. O@
                                                                                              1.4
                                                                                              1.@                                     o
                                              717775                                                                                                   16.6
                                                                                                                   I . e
                                                                         5                    1    Cz              2  0
                                                                                                                                                          J.
                                              5 4 5 0                  1 Q                    1.7                                                      22. 6


















                                          MAX. DESIGN WAVE                                        3'
                                          H=2.5' L=43.1' T=2.9 SEC.           EL. 606.0 201J.
                                                    MAX. S.W.L. 603.3

                                                                                  2
                150' - 175'                                      L.W.D. 600.0                          DREDGED
                TO TOE OF                                                                      12"     MATERIAL)
              CHANNEL SLOPE
                                EL. 594ï¿½
      SL-13PE V ARIES                                                                     PRIMARY ARMOR LAYER
                                                                                          130# - 80# QUARRYSTONE
                                           EXISTING              GEOTE TILE            UNDERLAYER
                                           HARBOR                                      14# - 7# QUARRYSTONE
                                           BOTTOM




                   10         0         10         20

                   SCALE                       FEET


     CROSS CHANNEL DEEP HOLE
                                                                                       WILHELM ENGINEERING
     INTERSTATE ISLAND DESIGN INVESTIGATION                                            COMPANY, INC.
     RUBIBLE-MOUND SLOPE PROTECTTON                                        ME


















                                                                                                       110' OPENIN(
                   C3                                                              1.9' 2.4
                                                                             7-4-


                                                     MINN.                     INTERSTATE          LITH
                                                                                                  IHT    2.@-f
                                                     Wisc.                            ISLAND        EAR     RRENCI


                   4;                   cr
                  cS                                           0.
                                                                                 0.
                                               N@ 44.                           1.09
                                                               1.01     1.4
                                                                                        2.

                                                                                                       ,el



 WAVE APPROACH
,A-ZIMUTH 220-
 HEIGHT = 2.5'
 20-YEAR RECURRENCE              130'-OPENING

                   500         0        500        1000

                    SCALE                        FEET
     CROSS CHANNEL DEEP HOLE
                                                                                       WILHELM ENGINEERINC
 ;o      RSTATE ISLAND DESIGN INVESTIGATION
     INTE                                                                              COMPANY. INC.
     WAVF T)TFPlRACTTON T)TAGRAMS - TRTAT, PT AN                  I
















                                                                                              320' OPENING

                                                                                                            NNI
                                                                         At -
               cy@ -eci
                   C3                                                   2.   .5' 2.4'

                                                                       19
                                                                       1:4
                            43                                              INTERS7ATE              R   H
                                                   MINN.                                       UTH 9 (T.
                                                            's,                               iHT = 2.
                                                                                   ISLAND
                                                                                            2   EAR     RRENCE



                                       43


                                                                  1.01 1.4
                                                                 1.01                2.







 WAVE APPROACH
AlIMUTH 220*                   PE N                           215' OPENING
 HEIGHT = 2.5'
 20-YEAR RECURRENCE
            @p
         doe
                  500        0        500        1000

                   SCALE                      FEET
    CROSS CHANNEL DEEP HOLE                                                        WILHELM ENGINEERING
    INTERSTATE ISLAND DESIGN INVESTIGATION                                         COMPANY, INC.
    WAVP T)TIFFIRACTTON DIAGRAMS - TPTAT, PTAN                 P        vjF



























                                           6
                                                                       LVD. 600.0
                 594




                                                                       574
                                                            /EXISTING
                                                              HARDER
                                                              BUTT[IM


                                        SCALEs 1" 301










    CROSS CHANNEL DEEP HOLE                                            WILHELM ENGINEERINC
    INTERSTATE ISLAND DESIGN INVESTIGAMON                              COMPANY, INC.
    CHANNEL SLOPE STABILITY ANALYSIS            TRIAL I                ASHLAND, WISCONSIN






















                                              2 *R
           "DAT                                                                                  L.W.D. 600.0
`594
                   E30
                              @7
                                    15  M
                                                                                                574
                                                                                       L/EXISTING
                                                                                         HARBOR
                                                                                         BOTTOM



                                           SCALEo 1"  301
                                               rill










    CROSS CHANNEL DEEP HOLE
                                                                                  WILHELM ENGINEERING
     INTERSTATE ISLAND DESIGN INVESTIGAMON                                        COMPANY, INC.
     CHANNEL SLOPE STABILITY ANALYSTS                   TWAT,                     A.15H1^tqn wisrotisw




















    PROPOSED
    MAN-MADE
    ISLAND                                  2 'R
.606-
                                                                                          L.W.D. 600.0
.594                   ar
                                 15


                                                                                          574
                                                                                  1EXISTIM
                                                                                   HARBOR
                                                                                   BOTTOM
                                        SCALEo 1*  301
                                               I
                                           lip                  J4'




    CROSS CHANNEL DEEP HOLE                                                 WILHELM ENGINEERING
    INTERSTATE ISLAND DESIGN INVESTlGATION                                  COMPANY. INC.
    CHANNEL SLOPE STAlRITUTY ANATYSTS               TRTAT, S


















          PROPOSED
          MAN-MADE
          ISLAND                            15'R
      606

                                       _-T
                                                        -7  7-                              L.W.D. 600.0
      594
                                    13
                                        ie


                                                                                            574
                                                                                L/EXISTING
                                                                                 HARBOR
                                                                                 BOTT13M
                                            SCALEi V   301
                                       j
                                            151
                                              _I
                                        ile


                                                 -LLLLLLL














    CROSS CHANNEL DEEP HOLE
                                                                                   WILHELM ENGINEERING
    INTERSTATE ISLAND DESIGN INVESnGA11ON                                          COMPANY, INC.
     CHANNEL SLOPE STABILITY ANALYSIS                   TRIAL 4                   ASHLANb. WISCONSIN



 I
 I
 I
 I
 I                                      Appendix C.
 I                                 Estimate of Quantities
 I
 I
 I
 I
 I
 I
 I
 I
 I
 I
 I
 I
 'I



  Wilhelm Engineering Company, Inc.                                     Consulting Engineers
IIIII
 M707 Main St. W. Ashland, Wisconsin 54806               (715) 682-8175 - FAX (715) 682-3911





                                                                               . . .... .....-
                                                                                                      IA zPc-
                                                                -O'E -D
                        /Oxf @--'


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                                                  SO, P                     6, 0 (11




                                           145,4-5
                              4G71        Z13@-760            Z                 Z 7
                                                                                                     1 Lap






                                                                                                 -----------







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           ':;@-'.o) L/ i@7 -Ie-- JSL-pdj@:)



                                   -7 7 P 7                 L3-



                                                                                          ST7


  I
   ROJEcr-:@F@'@@                                                                 PROJ. NO.
   UBJECT                                                                        CLIENT

   OMP BY            DATE Z/1 0      CKD BY           DATE                                    SHEET           OF
                                                                                                                   Pnmng Mus. AshW-4. VA



 rilhelm Engineering Company, Inc.                                    Consulting Engineers
  707 Main St. W. Ashland, Wisconsin 54806             (715) 682-8175 - FAX (715) 682-3911









              <vfZF-AC4r--`     AIZ@


              L11 r@ I [email protected] 0--



              A ZM5!Zn--L,"




























                                                7-
  R
   ROJEcT                                                                      PROJ. No.  70o9
   UBJECT                                                                      CLIENT


   OMP BY           DATE 10        CKDBY            DATE                                   SHEET           OF
                                                                                                               Pnmng Pius. Ashland, Wl



 rilhelm Engineering Company, Inc.                                      Consulting Engineers
  707 Main St. W. Ashland, Wisconsin 54806               (715) 682-8175 - FAX (715) 682-3911









                                                                                                    SO







              AR no








                                 LZ

                                                                                 G





































                                          . . . . . . . . . .








 R
   ROJEcr                                                                        PROJ. No.    700?
   UBJECT                                                                        CLIENT
 1OMP BY,--174-.!>   DATE            CKD BY           DATE                                    SHEET           OF
                                                                                                                   Pnn" P" Ashland. W1



INilhelm Engineering Company, Inc.                        Consulting Engineers
  707 Main St. W. Ashland, Wisconsin 54806    (715) 682-8175 - FAX (715) 682-3911 V%E

         IQ   CF. T-?-- LS L A+. I 7D-:


                                            -.-A;r-!FL1. 6PI-0                 40,- E7,














                  I Z 4-o@ X 40- U t@,                                  L/ D@-














IROJECT                                                          PROJ. NO. 7009
  SUBJECT                                                        CLIENT

M
11OMP BY        DATE 12///
                             CKD BY        DATE                            SHEET        OF
                                                                                            P-ting Plus. Ashland, %AA



            mmm m
















                  CEN-TRUID

                                               31
                               EL. 606.0 2011
                                      2
                     L.W,D. 600.0                 @DREDGED
                                                    MATERIAL



                                           PRIHAR@' ARMOR LAYER
                                           t30# - 80# QLJARRYSTO@IE
                                                4P,-C-A
                    C-iF-0 TEXT ILE  UNDERLAYER
                    40 L-1m. r-T.    1414 - 71f QUARRYSTEINE
                                       AP-EA 3L, SQ.FT.



I


I
I
I                    Appendix D.
I                    GME Report
I
I
I
I
I
I
I
I
I
I
I
I
I



























                          PRELIMINARY FEASIBILITY ASSESSMENT OF
                             ARTIFICIAL ISLAND CONSTRUCTION
                               CROSS CHANNEL DEEP HOLE AND
                                 SUBMERGED FLATS IN THE
                                 DULUTH-SUPERIOR HARBOR
                          DULUTH, MINNESOTA/SUPERIOR, WISCONSIN
                                      SUBMITTED TO
                       THE NORTHWEST REGIONAL PLANNING COMMISSION
                                           BY
                                  GME CONSULTANTS, INC.
                                 GME PROJECT NO. D-1417
                                   SEPTEMBER 30, 1991































                                        Copyright, 1991 - GME Consultants, Inc.






                                      GNIE CONSULTANTS, INC.







                                         INTRODUCTION



          As stated in the document of November, 1989, prepared by the Northwest
          Regional Planning Commission (-NWRPC) and titled "Superior harbor
          Dredged Material Disposal Report," the existing Contained Disposal
          Facility (CDF) for the Duluth-Superior Harbor has a limited life. in
          19890, it was estimated that this sole       operational CDF, located in
          Duluth (Erie Pier), had approximately 1 to 2 years of remaining life
          expectancy, and that no CDFs were under design at that time.             To.
          maintain commercial shipping, the Ports of Duluth and Superior would
          require approximately 150,000 cubic yards of dredging annually, meaning
          that 150,000 cubic yards of dredged materials must be disposed of per

          year.



          Current Wisconsin law and current Minnesota practice, require that
          dredged material be confined on land, and not disposed of in open
          water. The NWRPC has recommended that new sites or new methods must be
          identified which would meet the requirements of current and proposed
          State and Federal dredgings disposal regulations, in order to permit
          continued dredging. one alternative which is under consideration, is
          to fill the Cross Channel Deep Hole which lies to the southwest of
          Interstate Island, with dredged spoils.        We understand that it is
          possible that this hole resulted from past dredging ("hydromining") to
          generate fill for the Seaway Port Authority of Duluth Marine Terminal.
          The volume of the hol a has been computed at approximately 970,000 cubic
          yards. In addition to filling this hole with dredgings, the proposal
          f urther considers- constru@_ ctio'n of -artif icial islands in. the  f lats
          around the hole, for occupation    by water  fowl and fish habitat.



                                         OME Coriam rawrq 1wr





         Mr. Anthony Wilhelm                 2                 September 30, 1991
         GME ProiGCt No. D-1417


         As outlined in our contract, the elements of this study are to include
         the following.


              A.    Conduct a literature search on the placement of dredging.for
                    island construction within Minnesota and Wisconsin Agency
                    jurisdiction

              5.    Recommend construction methods for placement dredged material
                    on 2:1 underwater slopes, and provide an estimate of the
                    underwater natural angle of repose
              C.    Provide preliminary estimates of settlement of man-made
                    islands constructed of dredged material
              D.    Discuss the use of geotabrics in containment of buried layers
                    in the Deep Hole
              E.    Discuss the effectiveness of a cap of unpolluted materials to
                    contain contaminated materials placed deep in the cross
                    Channel Hole




         The purpose of this report is to identify topics which must be
         addressed pursuant to a design plan for island construction.         This
         report is not to be construed as a design document of itself.



                              A. AGENCY LITERATURE   SEARCH



         We contacted the Wisconsin Department of Natural Resources (WONR), the
         Minnesota Department of Natural Resources (MDNR) , and the Minnesota
         Pollution Control Age ncy (MPCA), to inquire about literature available
         regarding the placement of dredged spoils in open water areas, and for
         island construction in open water areas- It is our understanding that






         Mr. Anthony Wilhelm                3                 September 30, 1991
         GME Project No. D-1417


         the MPCA currently has no literature in terms of technical papers or

         position papers, regarding the use of dredging spoils placed in open

         water areas or for island construction.




         We understand that in Minnesota, while the law does not currently

         completely forbid the placement of dredging spoils in open water areas,

         the current practice of the MPCA is not to allow this method of

         disposal.   We were told there are no specific position papers or

         technical literature from the MDNR dealing with this topic.



         In Wisconsin, since 1975, the placement of dredging spoils in open

         water areas has been prohibited by law and we understand there is no

         current literature available to indicate that this would.change. Man-

         made islands were recently constructed in backwater areas of the

         Mississippi River near Winona, Minnesota, as part of a program to

         improve wildlife habitat.     This was done under corps of Engineers

         jurisdiction.



                           B.--..-UNDERWATER SLOPES OF DREDGINGS



         The placement of granular soils underwater results in a slope

         configuration which is dependent upon a number of factors.        Primary

         determinants in the slope are the gradation of the material and the

         amount material passing the No. 200 sieve.     The placement method can
         also affect. the slope.     These slopes can'  range f rom as steep as

         approximately 2:1 (2 units horizontal to 1     unit vertical) for very





          Mr. Anthony Wilhelm                4                 September 30, 1991
          GME Project No. 0-1417


          clean (less than about 2% pass  ing the NO. 200 sieve) medium sand or
          sand and gravel, to as flat as 25:1, which would typically be expected
          for silty dredgings. The slopes could also be affected by the water

          currents in the area,



          The writer has had experience with the use of fine to medium sand with
          less than 1% passing the No. 200 sieve, for placement as artificial
          island in backwater areas and in river currents.       We have measured
          actual underwater slopes on the order of 3:1 to 5:1 in these conditions
          (Weaver Bottoms on the Mississippi River and in nearby backwater areas
          near Winona, Minnesota).


          In order to construct a 2:1 underwater slope, it first would be
          necessary to determine the gradation of the dredgings to be placed. If
          the material is too fine, the construction of underwater slopes at the
          desired angle could require the placement of riprap embankments around
          the perimeter of the area where the dredgings are to be placed, in
          order to contain the dredgings. It would also be feasible to use a
          starter dike below the water, plaQe the dredging in layers, and raise
          the dike elevation by bulldozing over the previous and over the
          dredgings.    We strongly recommend that a geotechnical exploration
          program, with soil   borings, laboratory testing,. and analysis, be
          carried out to determine the stability ot  embankments built on or near
          the edge of the Hole.






         Mr. Anthony Wilhelm                5                September 30, 1991
         GME Project Mo. D-1417


         Above the water level, the dredgings would reach an eventual slope

         equal to the angle of repose. However, hydraulically placed dredgings

         could run out to an initial slope flatter than the angle of repose.

         The slope above water ran be shaped by conventional earth moving
         equipment such as bulldozers or front loadersf after completion of the

         placement.




                     C. SETTLEMENT OF MAN-MADE DREDGINGS ISLANDS



         Four mechanisms control the volume change (densification) of dredgings

         placed undenqater.     These four mechanisms are in the order of


         occurrence:



              1.   Discrete settlement

              2.   Flocculent settlement

              3.   Zo.na settlement

              4,   Compression settlement, which transitions to consolidation


         The factors controlling the post-placement settlement of the islands
         are those which effect the relative density to which the dredges spoils

         are placed. The more granular the dredgings are and the less amount of
         silt or clay content, the higher the initial relative density that is
         obtained without compaction. The grada  tion will also effect the rate

         at which the consolidation occurs.






          Mr. Anthony Wilhelm                6                  September 30, 1991
          GME ProjeCt No. D-1417


          For preliminary estimating purposes, we estimate that a fine sand or

          fine to medium sand with less than about 3% passing the No. 200 sieve

          could consolidate as much as 50% of the original height under its own

          weight, particularly when the dredgings break to the surface and the

          moist unit weight, as opposed to the buoyant unit weight, of dredgings

          is applied. A loosely deposited silty sand or sandy silt can become

          reduced in thickness, as much as half of its original height under its

          own weight. Water currents can also impact the amount of consolidation

          and the rate of consolidation of the dredgings.



          There are methods available for underwater consolidation of granular

          soils which would be applicable to dredgings. "Surcharge," that is,

          building an island up above the planned final grade, could be used to

          force consolidation of the deeper dredges. Other alternatives would
          include vibro compaction which consists of lowering a large diameter

          vibratory probe into the granular soil below the water level, and

          dynamic compaction, which consists of repeated. dropping of a heavy
          weight on the exposed surface.     Dynamic compaction was successfully

          used to consolidate the soils of Barkers Island in Superior Harbor, an

          old dredgings disposal site, for the support of the hotel on a

          conventional   spread   f ooting  foundation.      This  procedure was

          successfully achieved under the direction of the writer in 1979.



          The densification of the dredgings would assist with the long-term
          volumetric disposal'problem.. Typically, a silty dredging spoil would
          require approximately 2 to 3 times the disposal volume as the in-place





 J






          Mr. Anthony Wilhelm               7                 September 30, 1991
          GME Project No. D-1417


          volume. For a granular dredging, up to 1.5 times the original in-place

          volume would he needed for disposal.      Thus, consolidation of the

          dredgings in-place can provide for a longer term disposal operation.



                             D.. GEOTEXTILES FOR CONTAINMENT



          The use of geotextiles in containing dredgings disposed of underwater,

          has not been extensively studied or -used in the United States. From

          personal contact with engineers involved in the manufacture ot

          geofabrics and at the corps of Engineers Waterways Experiment Station,

          we understand that there are a few contractors in Europe who have the

          expertise, but they have not yet shared the available information

          regarding the use of geotextiles because of the proprietary   nature of

          their work.   We understand that, at the present time, there is no

          literature available on the use of geofabrics for containing dredgings

          underwater.




          The concepts being studied at the Waterways Experiment Station include

          the fabrication of geofabric "pillows" or "tubes" which ara then filled

          with dredgings.   To date, we understand they have not yet been used

          underwater for island construction. We understand that an experiment

          is currently underway at Gaylord Island in Mobile, Alabama, by the

          Corps of Engineers, for the use of these tubes to increase the height

          of dikes.   Geofabrics placed above the water level would require UV
          stabilization.  We understand that ACZ Marine in The'Neth'erl  ands has





          Mr. Anthony Wilhelm                 8                 September 30, 1991
          GME Project No. D-1417


          issued some schematic drawings of underwater "geotube" placement of
          dredgings but it is not yet known whether there have actually been
          installations of these tubes.


          The concept of a "geaQontainer" has been developed in Europe.        This
          consists of lining the bottom of a bottom-dump, barge with geofabric,
          filling the barge with dredgings, sewing the fabric over the top, and
          then dumping the entire unit into water. We understand that the water
          content of dredged materials has been a problem in the use of this

          technique.


          It is our understanding that there has not been any use of layered
          geotabrics for underwater dredging disposal beyond the concept of the
          sewn pillows.    It is likely that the geofabrics would not serve an
          extensive function in containing the migration of contaminants out of
          contaminated dredgings, although some types of geofabrics may have an
          affinity for some contaminants by adsorption.


          If a geofabric were to be used, it is likely that a polyester would be
          necessary, since. its specific gravity is about 1.36.      The specific
          gravity of polypropylene is less than 1, and it would obviously have
          the tendency to float.













                                       C.MF CONatJLTfi=T5t INO






          Mr. Anthony Wilhelm                9                  September 30, 1991
          GME Project No. D-1417


                            E. CAPPING CONTAMINATED DREDG114GS




          The environmental impact of dredgings disposed of in open-water depends

          on the amount and type of contaminants present, and the mobility of

          these   contaminants   by   biological   or   hydrodynamic     processes.

          Redeposition of dredgings into water may not change the dredgings

          chemistry significantly,   as opposed to upland disposal under dry

          conditions. There must be control and/or treatment of contaminants for

          restricted open-water disposal. The objective of these controls is to

          place the material accurately and in a discrete area, with controlled

          spreading and minimal turbidty in the upper water column over the short

          term. Over the long term, the object of control is the stability of

          the material after placement.



          The concept of disposing of contaminated dredgings underwater in open-

          water areas, is currently under study by the Corps of Engineers at the

          waterways Experiment Station. The efficiency of capping contaminated

          sediments in-place underwater is also under study.       Capping is the

          addition of a layer of some type of material over the -mass of dredgings

          at the disposal site, to isolate the dredgings from the environment.

          The long term impacts associated with soluble diffusion, convective

          transport, and bioturbation are reduced when a capping control measure

          is used. Physical stability of the dredgings may also be increased by

          capping although short term instability may be a problem if the capping

          material is applied too. rapidly over weak dre'dgin s which have not been
                                                            .9

          allowed to consolidate.




                                        r.MF rnMR111 TAWTO IMI






          Mr. Anthony Wilhelm                10                September 30, 1991
          GME Project No. D-1417


          In the past, there has been a significant amount of research regarding
          cover materials for burial of hazardous spills in lakes and waterways
          and this research would also apply to capping contaminated dredged
          materials.    The materials that can be used to cover contaminated
          dredged materials are in three categories: inert, chemically active,
          and sealing agents. Inert materials include coarse grained and fine
          grained soils.     Research is currently underway to determine the-
          thicknesses of inert materials required to inhibit bioturbation of
          contaminated material and to retard leaching of contaminants into the

          water column.



          At the present time, field studies conducted by the Corps of Engineers
          have been inconclusive regarding the efficiency of capping to prevent
          contaminant uptake by water column and organisms. Before capping of
          contaminated dredgings becomes a practical alternative technology, the
          physiQal, chemical, and biological impacts of capping must be better
          understood.    Research conducted to date has indicated that, in
          particular, hydrophobic organic compounds probably would eventually
          break through various soil capping materials. The use of geofabrics
          would not impede this break through.


          Other capping materials which are available, chemically active and
          sealing agents, could neutralize or otherwise decrease the toxicity of
          dredgizgs.








                                       GMJ CnNSULTANTS. INC






          Mr. Anthony Wilhelm                11                September 30, 1991
          GME Project No. D-1417


          Another consideration which must be addressed in the use of capping, is

          the stability of the cap under the hydrodynamics of the system. The

          cap must be protected from wave action and currents in the water, since

          disturbance of the cap may displace and redistribute contaminated

          material.



          One method of disposing 0 f contaminated dredgings underwater is called

          shallow-water confined  (depths of about 10 to 60 feet), which would be

          applicable in the Deep Hole. A thicker cap is needed in this design as

          compared to deep-water confined disposal. The pathways of escape for

          contaminants are increased over deep water designs due to currents

          induced by convection of soluable fractions. Further, bioturbation and

          leaching into the underlying soils are of more concern in the shallow

          water environment than in deep water.



          It is our opinion, based on review of available information and our

          experience with island construction in other settings, that the matter

          is technically feasible. In this report, we have discussed specific

          topics which must be addressed in determining the feasibility of open-

          water disposal of dredging spoils and the construction of islands from
          dredging spoils in Duluth-Superior Harbor. It would require add   itional

          study, including site specific studies of the geotechnical properties

          of the harbor bottom soils at the proposed island locations as well as

          through study of the dredgred materials to be   used.








                                        amr Cn4Wq111 Talo7q INC.






         Mr. Anthony Wilhelm                12                September 30, 1991
         GME Project No. D-1417



                                        REFERENCES


         1.   Department of the Navy, Naval Facilities Engineering Command,
              Design Manual     7.2  -   "Foundations   and   Earth    Structures"
              (Alexandria, Virginia, 1982)
         2.   Department of the Navy, Naval Facilities Engineering Command,
              Design Manual 7.3 - "Soil Dynamic Deep Stabilization, and special
              Geotechnical Construction" (Alexandria, Virginia, 1983)
         3.   Department of the Navy, Naval Facilities Engineering command,
              Design Manual 38.2 - "Weight Handling Equipment and Service Craft"
              (Alexandria, Virginia, 1981)
         4.   Cullinane, John et al. Contaminated Dredged Material: control,
              Treatment and Disposal Practices (Noyes Data Corporation, Park
              Ridge, New Jersey, 1990)
         5.   Salomon, Ward and Rorstner, U. , editors. Chemistry -and Biology of
              Solid Wastes: Dredged- Materia1 and Mine Tailings (Springer -
              Verlag, New York, 1988)
         6 .  Government Accounting Office Report B-221499, "Legislation needed
              to extend the life of CDF" (Washington, D.C., August, 1986)
         7.   Personal contact with Dr. Jack Fowler, Geotechnical Engineer,
              Corps of Engineers Waterways Experiment Study, Geotechnical Branch
              (Vicksburg, missippi)
         8.   Personal contact with Mr. Joel Sprague, Manager of Engineering
              Services, Nicolon Corporation (Norcross, Georgia)
         9.   Personal contact with Mr. John Jaschke, Area Hydrologist,
              Minnesota Department of Natural Resources (Duluth, Minnesota)
         10.  The Northwest Regional Planning commission, "Superior Harbor
              Dredged Materials Disposal Report" (Spooner, Wisconsin, November,
              1989)
         11.  Wang, X-Q., Thibodeaux, L.J., Valsaraj, K.T. and Reible, D.D.
              "Efficiency of Capping Contaminated Bed Sediments In Situ"
              Environmental Science Technology, Volume 25, No. 9, 1991, pp.
              1578 to 1584)




         WCK:smc
 


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 I                                       Appendix E.
 I                                       Boring Logs
                                U.S. Army Corps of Engineers
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  @@6






                 01SPOSA   IL                                                                                                     W    I S C 0 N S I N
                          A                                                      INTERSTATE                                                                                                          ESCAKASA@'
               AREA                         I-SIM                                   HIGHWAY                MINNEAPOLIS                                                                   RAN49
                                                                                    BRIDGE
                                                                                                              IT PAUL                                   LOCATION           MA                                      0
                                                                                                                                                    as      0    25 so             *3
                                                                                                                                                            SC A L E IN  MiLES
               6                                                              FOR   CA8LE
                                                                              LOCATION Sit DEPTH
                                                                                SEE DWG.LS-P-60/14
                                                                                               INTERSTATE COMBINED HIGHWAY- RAILWAY BRIDGE
                                    N.P Ry.    BRIDGE
                              MINNESOTA DRAW                     8,_ @O                      FAsr GArr                      I IN A C T I V E
                                                - .*: . %,:..             61- 6M                  BASIN
               58-16M

            DISPOSAL
            AREA                                                      r   G A rrrA
                                                              W.
       1?M                                                        BASIN
                                                                                                           SOO LINE RAILROAD D



                                                                                                 C,
                                                                                                    04,    `-7
                                                                                                      +0
                                                                                                  .:..     `P     * %                            , 4
             41              V4                                                                                                              \,4@
                                                                                                              J,

                                                                                                                                                            VS,
                                                                                                                      0                                   31
                                                                                                                         /4,


                                                               ELEVATORS'-
                                                            z
                                                            'A                                                                                                4(%N

                                                         T NORTHERN
                                                    GREA
                                                 FIX CO. MERCHANDISE
                                                 DOCK & ELEVATORS.'                FARMERS UNION
                                               NORTHWESTERN-                       GRAIN TERMINAL
                                               HANNA FUEL CO.                         ASSOCIATION          FRASEIIi NELS
                                                                                           DOUGLAS         SHIPS
                                   SHELL OIL CO.                                                                 YUILDING
                                                                                            COUNTY            DR D CK   C  0.
                                                                                             DOCKS
                        @GREAT    LAKES COAL       DOCK CO.

                       STANDARD OIL CO.
                                                                                                                                                          -LEGEND
                    8ER*IND FUEL CO.
                                                                                                                                                         EXISTING HARBOR LINE
             REISS COAL CO.                                                                                                                              PROJECT LINE
                                                                                                                                                         AREA TO BE DREDGED

                                                                                                                                                         DISPOSAL AREA

                                                                                                                                                         BORING LOCATION & NUMBER
                                                                                                                                     ---------           SUBMERGED CABLE OR PIPELINE CROSSING






     or no fines                                                                                                            NOTES:
                                                                                                                                  1. PROJECT DEPTHS AND SOUNDINGS ARE REFERRED TO
                                                                                                                            LWO 600 FEET ABOVE MWL AT FATHER POINT.QUEBEC 0GLD
 It less than     50.                                                                                                       1955) (INTERNATIONAL GREAT LAKES DATUM 1955), (LWO
     it greater than 50.                                                                                                    ELEVATION 600.0 1GLD a LW D ELEVATION 601.6 ABOVE MEAN
                                                                                                                            TIDE AT NEW YORK CITY).
                                                                                                                                  2.FOR TYPICAL SECTION, SEE DRAWING: LS-P-60/15.
                                                                                                                                  3.FOR DISPOSAL AREA PLAN SEE DRAWING: LS-P-60/16
  .1 by the letter F Numbers to the
    he number of blows required to
      split tube sampler I foot using                                                                                                                                                                     V
      drop.
1PL ( Plastic Limit) are Shown
                                                                                                                                                                 MGM

                                                                                                                                           U. L ARM                   111111STRWo ST. PAUL
                                                                                                                                                       cxxvs CW R11410114111=111111
                                                                          THIS DRAWING HAS BEEN     REDUCED                                            Irr. PAU1_ 1101111HINIMOTA
                                                                          TO ONE-HALF THE ORIGINAL SCALE                            L. 0.                             LAKE SUPERIOR
                                                                                                                                  VT.C.         OULUTM-SUPERIOR HARBOR                  MINNESOTA-WISCONSIN
                                                                                                                                  W.R.S.                 DREDGING NORTH CHANNEL
    SCALE                                                                                                            SIUSIMITTM BY:                               PROJECT PLAN
                        -40               0200                                                                                                                                           DAMt
        0 7'03 7                          .0029'                                                                                                                                               MARCH 1966
                 $AND                                FINES
                                                                                                                      APPPROVED:
  :our$&     mediuF7-tint                         silt or clay                                                                                                               AS'SHOWN        VA_Cr3?-6S-S-OD44
                                                                                                                                                                                     0"WING mumem
                                                                                                                         77c-oLcoitpj or F.Nolf4teRs                                LS-P-60/13
                                                                                                                                                                           SHIWr I OF 4



                                                                                                                                                                                                             .....  Np

                                       W WILLIAFASON-JOMNSON                   E
                                                    MINNESOTA


                                                        AIRPORT
                                        ZZ-                                                                                                                                         A ERICAN DOCK&                                                             Al @k
                                                                                                                                                                           \w.      WMAREHOUSE CO INC.

                                                                                                                                                                                                                                                                             01)
                                                             S





                                                                                                                                                                                                                                                      14
                                                                                                                                                                                                                                              U
                                                                                                                                                                                          MINN. POWER 8 LIGHT CO.
                                            PREVAILING WINDS                                                                                                                             (STEAM ELECTRIC STATION)
                          TH S CHART REPRESENTS THE AVERAGE DAILY VELOCITY
                              4
                             16                                                                                                                                                   ..'.
                          AN     AVERAGE DURATION IN DAYS PER YEAR OF WIND
                          FORYEARS1950 TO 1960 INCLUSIVE. WIDTH OF RADIATING                                                                                                     .%
                          LINES INDICATES AVERAGE            DAILY VELOCITY IN M-RM                                                                                                                                      -40
                                  0 TO 7      MILES PER      HOUR
                                         I     I
                                 1: TO   38  M,LES PER       HOUR
                                     TO   1  0 LES PE        R"OUR
                                 32 TO   38  M, LES PER      No      UR                                                                                                                         POWER AN
                                 39 TO 46    MILES PER       HOUR                                                                                                                        COMMUNICATION            LES                          POWER CABLE
                                 47OVER      MILES PER       HOUR
                                                                                                                                                                                                 FUEL CO:
                            LENGTH OF RADIATING LINES INDICATES AVERAGE                                                                                                              BERWIND FUEL CO:
                                         RECURRENCE IN DAYS PER YEAR                                                                                                                                                                                                         sl!@ S
                                      10       0                     ;@P__ ko    40
                                                    SCALE    IN DAYS                                                                                                                                                                                  PROJECT PLAN
                                                                                                                                                                                                                                               IOPO   59?-..Y           1000         2"
                                                             58-16M                       58-17M                         58-18M                           58-ISM                           58-20M                                                          SCALE IN FEET
                                                      14 NOV. 1958                    14 NOV. 1958                     14 NOV 1958                     14 WV. 1958                     15 NOV. 1958



                                                                                                                                                                                                             0                                                              LEGEN
                            0     @WD 6Q2 0                                                                                                                                                                                                                       SP    Poorly graded

                                                                                                                                                                                                                                                                  SM    Silty sands
                                                   G.S,-8-8                        G.&_79                         GS,-9.2                                                                                    -10!
                                                                                                                                                   6.S-12.3                                                                                                       ML    Inorganic silts,
                                                             ML                                                                                                                     G.S-144
                                                                                                                                                                                                                                                                  MH    Inorganic silts
                                                                                                                                                                    Peaty
                                                                     LL PL                  SIP                                                                                              MH    Peaty                                                                Peat
                                                             MH      70L3 38.8              Sm  4  F                                                                                                         20
                         -20P -- - -                         -           __                     -                   -           - ---                                                                                                                             H     Water
                                                             SIR     4F                     ML  3  Sandy                                                          5                          ML   3                                                               Note: * - Field c
                                                                                                                                                                                                                                                                        Fine sand is
                                                             ML                       @29.3     2                    -29.3      1                     -29.3       4F                 -_M.    L-J4                                                                 right of the borin@
                                                    _=i8_9           3                                                                                                                                       -30P                                                 drive a 2' I.D. anc
                        -30F                                                                                                                                                                                                                                      a 250 lb. hornm@r
                                                                                                                                                                                                                                                                        LL ( Liquid L
                                                  61-7M                           61-8m                            61-91111                         61-IOM                                                                                                        to Ih 0 right of the
                                              13 OCT. 1961                     Is OCT.   196,                   16 OCT. 1961                     17 OCT.    1961


                                                                                                                                                            L.W.D. 600.0   0
                                    0




                                                                                                                                                                           - lop

                                                                                                                                                                                                                                                                               GRAII
                                                                                                                                                                                                                                                                        r






















































                                                                                                         C%S-204                                                                                                                            3cr          6*       21            3/4!
                                 __2d                  T- -JJ-21.4                                                                                                                                                           BOULDERS          Xmw"'
                                                                                                                                                                                                                                                 .IgM cobbles               GRAVEL
                                                    ML                                                              m                                                                                                                                                                  f,
                                                                                                                                                                                                                                                                        course
                                                                                    ML                                   2
                                                                                                                         Decaywl wood
                                                                                                                    m    fragments          -30.0         1                       BORING LOGS
                                 _30r      -30@O         3                   -31.0      2                    -31.        2                                                 _30!



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