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

                TASK 4                                                        Appendix
                TR-.4NSMISSION MAIN
                DES16N

                Eagle River Water Resource Study

                Municipality of Anchorage
                Water ari'd Sewer Utilities

        N@      CH2M:1HlLL                                                   December 1981

                                                                                  1 ",3

                                                                          Appendix
              TASK 4
              TRANSMISSION MAIN
              DESIGN

                                                                                 I Ig
              Eagle River Water Resource Study
     A

              Municipality of Anchorage
              Water and Sewer Utilities

     'A\,

            OQ

             LU

                                                           US Department of Commerce
                                                       NOAA Coastal Services Center LibrarY
                                                            2234 South Hobson Avenue
                                                             Charleston, SC 29405-2413
              CH2M::HILL                                                  December 1981

                      Cover photo by: Air Photo Tech, Inc.

                                                   OF ALq
                                                  eve

                                                FLOY J DAMR0141

                      This report was prepared under the supervision of a registered
                      professional engineer.

                      The  preparation of this report was financed in part by funds
                      from the Office of Coastal Zone Management, National Oceanic and
                      Atmospheric Administration, U.S. Department of Commerce, admin-
                      istered by the Division of Community Planning, Alaska Department
                      of Community and Regional Affairs.

                                                 K13765.El

                    No
                    00 PREFACE

                    To pursue the recommendations for further study that were pre-
                    scribed in the Metropolitan Anchorage Urban St d      completed by
                    the U.S. Corps of Engi      rs in 1979, the Muni ipa ity of Anchor-
                    age engaged CH2M HILL to conduct the Eagle River Water Re-
                    source Study.    The purpose of the study is to investigate the
                    potential sources of water supply from the Eagle River Valley.
                    The original scope of the work comprised four tasks:

                         Task 1          Well Drilling Program
                         Task 2          Preliminary Damsite Investigation
                         Task 3          Flour Water Treatment Study
                         Task 4          Transmission Main Design

                    Task 5, Eklutna Lake Alternative Water Source Evaluation, was
                    added to the scope after the completion of the first four tasks.

                    The report for each task is bound separately as an appendix to
                    the Executive Summary of the entire study. This Appendix IV is
                    the report for Task 4, Transmission Main Design.

                            ACKNOWLEDGMENTS

                     CH2M HILL would like to express its appreciation to the Anchor-
                     age Water and Sewer Utilities staff for their assistance throughout
                     this project.    They provided input at weekly meetings, updated
                     the    scopes   of  tasks,   and    provided    general    administrative
                     assistance.

                     The following provided invaluable assistance throughout the
                     project:

                            �   Alaska Department of Environmental Conservation

                            �   Alaska    Department     of   Transportation     and     Public
                                Facilities

                            �   Chugach Electric Association

                            �   Habitat Protection, Alaska Department of Fish and Game

                            �   Anchorage Municipal Light and Power

                            �   Alaska Gas and Service Company

                            �   U.S. Bureau of Land       Management, Anchorage District
                                Office

                            �   Facilities Engineering, Fort Richardson, Alaska, HQ
                                172nd Infantry Brigade

                            �   Harding-Lawson Associates

                            �   Air Photo Tech, Inc.

                            �   Lounsbury & Associates

                            �   Eklutna, Inc., for providing ready access to its prop-
                                erty and pertinent input at weekly meetings

                                                           v

                     No
                     00 SUMMARY AND CONCLUSIONS

                     The objective of Task 4 of the Eagle River Water Resource Study
                     was to prepare the preliminary design for the proposed water
                     transmission main from the Eagle River to the Municipal Water
                     Treatment Plant.     During the preliminary design of the Task 4
                     transmission main, it was not known if the final source of water
                     would be groundwater or surface water.

                     The standards used in the preliminary design are in accordance
                     with commonly accepted standards for the design of large-diameter
                     pipelines located in cold.climates.    These standards served as a
                     basis for the formulation of alternative pipeline alignments and for
                     the preparation of cost estimates.     The accompanying table lists
                     the representative criteria.

                                                DESIGN CRITERIA

                             Design Capacity                57.8 mgd a

                             Pipe Size                      48-i nch-d ia meter

                             External Loads

                                  Depth of Cover            7 feet for most areas

                                  Backfill                  Determined by "Marston
                                                            Load Theory"

                                  Live Loads                Standard H-20 wheel load
                                                            except where greater loads
                                                            are anticipated

                                  Thrust Restraint          Thrust blocks or restraining
                                                            joints

                             Rights-of-Way

                                  Construction
                                    (temporary)             Approximately 100 feet

                                  Operation  and Main-
                                    tenance  (permanent)    Approximately 20 to 25 feet

                     aA total of 70 mgd      wdul&' be diverted from the Eagle River,
                      12.2 mgd for the pipeline that will divert flows north to the
                      Eagle River-Chugiak-Eklutna area and 57.8 mgd to the Anchor-
                      age Bowl.    The transmission main for the communities north of
                      Eagle River was not designed as a part of Task 4.

                                                         vii

                            Three separate pipeline alignments were formulated and evaluated:

                                  Alternative 1   Glenn Highway Alignment

                                  Alternative 2   Eklutna Powerline-Glenn Highway Alignment

                                  Alternative 3   Alaska Railroad Alignment

                            Alternative 3, Alaska Railroad alignment, was eliminated during
                            initial screening because of high construction costs, environmental
                            constraints, and the potential difficulties associated with its imple-
                            mentation.    Following a more detailed review of Alternatives 1
                            and 2, Alternative I was selected as being the most cost-effective
                            and the easier to implement.

                            The soils along the selected Alternative 1 alignment were tested at
                            the depths at which. pipe would be laid.         These tests measured
                            the soils' corrosion-causing potential on the three types of pipe
                            material that appear most practical for the project:       ductile iron,
                            concrete cylinder, and welded steel.       The soils were found to be
                            relatively noncorrosive to metallic pipe materials.       Cathodic pro-
                            tection is probably unnecessary for pipe coated with material such
                            as coal tar epoxy, coal tar enamel, or cement mortar or concrete.

                            Fifteen test pits along the selected pipeline alignment were exca-
                            vated with a backhoe during field tests.        The soils were visually
                            classified, and pocket penetrometer tests were made on selected
                            strata in the test pit side walls.     In addition to field testing, the
                            geotechnical study included an analysis of seismic-induced loading
                            and displacement effects on the pipeline, clewatering requirements,
                            and sloping and/or temporary shoring requirements of the excava-
                            ted trench wall.

                            During the preliminary design process, the Municipality of An-
                            chorage; Eklutna, Inc.; the U.S. Army; and the State of Alaska
                            Department of Transportation reviewed the selected pipeline align-
                            ment.   Based on this review and additional engineering data from
                            the corrosion  and geotechnical studies, the alignment was partially
                            modified.

                            The selected alignment, incorporating the modifications, is de-
                            picted in the   accompanying figure. The alignment parallels Glenn
                            Highway for    the majority of the route and will require about
                            41,000 linear  feet of 48- inch-clia meter pipe and 1,200 linear feet of
                            30-inch-cliameter pipe to convey the water from the Eagle River to
                            the Municipality's existing water treatment plant.

                            The selected project will require one stream crossing as well as
                            encroachments into existing easements and rights-of-way.            Agen-
                            cies that will require permits prior to construction are documented
                            in this report.

                                                                 viii

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                                                                                                                                                        a.

                                                                                                                                           SCALE: V= I MILE

                                                                                                               Modified Alternative 1
                                                                                                              Alignment

                           The preliminary cost estimate for the construction of the project
                           is $19,959,000, including engineering, legal, and administrative
                           costs and allowances for contingencies.       The cost estima  -te is
                           based on November 1981 dollars and is intended only as an
                           order-of-magnitude estimate, with an expected accuracy of +50 to
                           -30 percent.

                                                           x

                        CONTENTS

                                                                                           Page

                                Preface                                                       iii

                                Acknowledgments                                                v

                                Summary and Conclusions                                     vii

                                        Part 1.   Alternative Pipeline Alignments

                        1       Introduction                                                1-1
                                      Background                                            1-1
                                      Purpose and Scope                                     1-4
                                      Site Description                                      1-5
                                      Limitations                                           1-6

                        2       Design Criteria and Considerations                          2-1
                                      Hydraulics                                            2-1
                                      Staged Construction                                   2-4
                                      External Loads and     Restraints                     2-5
                                      Rights-of-Way                                         2-9
                                      Additional Design Considerations                     2-11

                        3       Evaluation of Pipeline Materials                            3-1
                                      Evaluation Parameters                                 3-1
                                      Availability                                          3-2
                                      Comparison                                            3-3
                                      Recommendation                                        3-4

                        4       Evaluation of Alternative Pipeline Alignments               4-1
                                      Initial Evaluation of Alternatives                    4-5
                                      Detailed Analysis of Alternatives 1 and      2       4-10
                                      Recommendation                                       4-16

                                         Part 11.   Selected Pipeline Alignment

                        5       Corrosion Study                                             5-1
                                      Field Test Procedures and Results                     5-1
                                      Review of Water Quality Data                          5-2
                                      Summary and Recommendations                           5-5

                        6       Geotechnical Exploration                                    6-1
                                      Information Collection and Synthesis                  6-1
                                      Subsurface Exploration                                6-6
                                      Recommended Design Considerations                     6-8

                                                            xi

                              7       Summary of Preliminary Design and
                                         Specifications                                            7-1
                                            Preliminary Plans                                      7-1
                                            Special Conditions                                     7-5
                                            Survey Information                                     7-6
                                            Preliminary Technical Specifications                   7-7

                              8       Preliminary Cost Estimate                                    8-1
                                            Cost Estimate                                          8-1
                                            Bases for Cost Estimates                               8-1

                              9       Permit Acquisition Process                                   9-1
                                            United States Bureau of      Land Management           9-1
                                            Chugach Electric Association                           9-2
                                            Alaska Gas and Service Company                         9-2
                                            Anchorage Municipal Light and Power                    9-2
                                            Bureau of Indian Affairs                               9-2
                                            Alaska Department of Environmental
                                              Conservation                                         9-3
                                            Alaska Department of Transportation                    9-3
                                            Alaska Department of Fish and Game                     9-4

                              10      Recommendations for Final Design Work                       10-1
                                            Final Design                                          10-1
                                            Preparation of the Final Contract
                                              Documents                                           10-5

                              11      Bibliography                                                11-1

                              EXHIBITS

                              Exhibit  A.   Preliminary General Plans
                              Exhibit  B.   Earthquake Data
                              Exhibit  C.   Test Pit Logs
                              Exhibit  D.   Sample Permits
                              Exhibit  E.   Preliminary Plans
                              Exhibit  F.   Preliminary Technical Specifications

                                                                  xii

                       TABLES

                                                                                        Page

                       2-1     Projected Study Area Water Demand Increase                2-1

                       3-1     Pipeline Material Cost Estimates                          3-4

                       4-1     Estimated Capital Costs for Alternative
                                 Pipeline Alignments                                     4-7

                       5-1     Soil Resistivity                                          5-2

                       5-2     Chemical Analysis of Soil Samples                         5-3

                       5-3     Earth Potential Measurements                              5-4

                       6-1     Historic Seismicity                                       6-5

                       8-1     Eagle River Water Supply Transmission Main,
                                 Preliminary Cost Estimate                               8-2

                                                          xiii

                      FIGURES

                                                                                     Page

                      1-1    Vicinity Map                                             1-2

                      1-2    Projected Water Demand Increase 1980-2025                1-3

                      2-1    Construction Right-of-Way Requirements                  2-10

                      4-1    Alternative 1, Glenn Highway Alignment                   4-2

                      4-2    Alternative 2, Eklutna Powerline-Glenn Highway
                               Alignment                                              4-3

                      4-3    Alternative  3, The Alaska Railroad Alignment            4-4

                      4-4    Pipeline and Casing Cost                                 4-8

                      4-5    Alternative 1, Vertical Profile                         4-13

                      4-6    Alternative 2, Vertical Profile                         4-17

                      6-1    Known Faults                                             6-3

                      6-2    Thrust Block                                            6-12

                      7-1    Modified Alternative 1 Alignment                         7-2

                                                        xv

                                               j

     I  I                                                        I
        I

                                         Part I
                                         Alternative Pipeline
                                         Alignments

                      No Chapter 1
                      EN INTRODUCTION

                      BACKGROUND

                      The population and, thus, the water supply needs of the metro-
                      politan Anchorage area are rapidly growing.      Presently, water to
                      Anchorage is principally supplied by surface water from Ship
                      Creek and by groundwater wells in the Anchorage Bowl.            How-
                      ever, if present growth trends continue, these sources will not
                      meet future needs.

                      In 1974 the United States Congress authorized the U.S. Army
                      Corps of Engineers to perform the Metropolitan Anchorage Urban
                      Stud   (MAUS), which was completed fn 1979. The purpose of tRe
                            was "to evaluate the adequacy of the developed water sup-
                      ply in the metropolitan Anchorage area, to determine future water
                      demands, to assess sources for water supply development, and to
                      formulate water supply plans to meet the increased future de-
                      mand"   (U.S. Army Corps of Engineers, 1979). The MAUS study
                      area comprised the Anchorage Bowl and the area northeast-to the
                      town of Eklutna (Figure 1-1).

                      The projected future water demand increases, determined in the
                      MAUS, are shown in Figure 1-2.      It is expected that by the year
                      2025 an additional 81.5 million gallons per day (mgd) of water will
                      be needed to meet the increased demands in the area.

                      The MAUS report identified many potential sources of supply:
                      Eagle River Valley groundwater; Anchorage Bowl groundwater;
                      and surface water from Campbell Creek, Ship Creek, Eagle River,
                      and Eklutna Lake.     Two plans were recommended by MAUS for
                      future study.   Plan IV, which ranked first environmentally and
                      socially, included a combination of supply from Ship Creek, An-
                      chorage Bowl groundwater, and Eklutna Lake.          Plan VI, which
                      ranked first on an economic basis, included an increased supply
                      from Ship Creek, winter diversion from Eagle River, further de-
                      velopment of Anchorage Bowl groundwater, and exploration for
                      Eagle River Valley groundwater.

                      To increase the existing water supply sources within the Anchor-
                      age Bowl, the Municipality recently constructed a 36-inch supply
                      main to its water treatment -plant from the military diversion facil-
                      ity on Ship Creek.    Other developments are expected to include
                      new wells to increase groundwater supply and the expansion of
                      the Municipal Water Treatment Plant facilities.    However, rapidly
                      growing demands in Anchorage require development of a new
                      source outside the Anchorage Bowl within the next 10 years.
                      The Eagle River-Chugiak-Eklutna area, northeast of Anchorage,
                      needs a new source now.

                   0190
                                             4b

                            0 op -P

                                                                                              KNIK

                                                               EK,L-LITNA              GLENN
                                                                                 OLD

                         oo

                                              BIRCHWOOD          PETERS
                                                                 CREEK                             EKLUTNA
                                                           CHUGIAK                                   LAKE

                                                  TOWN OF
                                                  EAGLE RIVE@
                                            RR    -AMPGROUN'6
                                          BRIDGE             ..P`IP LIN
                                                                TtRM   *INU
                              FORT
                              RICHARDSON
                     ELMENDORF                                                  EAGLE RIVER
                    !AIR FORCE BASE                                             VALLEY
                                          PIPELINE B           INNIN..
                                           M NICIPAL'           ATER         o
                                          T      A      NT      LANT)                                   EKLUTNA
                                                                                                        GLACIER
                              ANCHORAGE

                                                                                                         CHUGACH
                                                                                                         MOUNTAINS

                                                                                                     EAGLE
                                                                                                     GLACIER

                              0    Miles   5

                                                                              Figure 1-1
                                                                              Vicinity Map
                                                                     1-2

                    0
                    c

                                                                                    WATER DEMAND INCREASE (mgd)

                    0

                                                         1980
                                  0
                    rn
                                  m

                    CD            :3                     1985

                                  CD

                                                         1990
                                  CL
                                  0

                                                         1995 -

                                  CD                     2000
                                  3

                                                         2005

                 -0 -n                                   2010
               00

                                                         2015

                 M
                 CL                                      2020
              co *
              Go

                                                         2025

                 CL

                          As a result of the MAUS findings, the Municipality decided to
                          investigate potential sources outside the Anchorage Bowl that
                          could supply 70 mgd of water.     On the basis of the MAUS popu-
                          lation projection, this diversion would satisfy the demands of the
                          entire study area through the year 2012. The increases in water
                          supply capacity that are expected to be developed within the An-
                          chorage  Bowl will delay the need for the full 70-mgd capacity of
                          the new water source outside the Bowl until approximately the
                          year 2020 or longer.

                          To investigate possible sources of water supply outside the An-
                          chorage Bowl, the Municipality engaged CH2M HILL to conduct the
                          Eagle River Water Resource Study.       This original scope of the
                          study comprised four separate tasks to investigate the Eagle River
                          Valley as a potential source of municipal and industrial water
                          supply:

                               0     Task 1, a well drilling program to study the feasibility
                                     of developing the Eagle River Valley as a groundwater
                                     source

                               0     Task 2, a preliminary damsite investigation to determine
                                     the feasibility of developing the Eagle River as a sur-
                                     face water source

                               0     Task 3 was a study to determine if glacial rock flour in
                                     the Eagle River water could be easily removed

                               0     Task 4, a preliminary design of a pipeline to transport
                                     groundwater or surface water from the Eagle River
                                     Valley to Anchorage

                          Each task  was conducted independently.

                          The results of the first four tasks clearly indicate that a substan-
                          tial dam. and reservoir are required to develop Eagle River as a
                          water source.   Before committing itself to this dam and reservoir
                          project, the Municipality of Anchorage increased the study scope
                          to include Task 5, Eklutna Lake Alternative Water Source Evaluat-
                          ion.  Task 5 analyzed the capability of Eklutna Lake to supply
                          the 70 mgd of water to the area.     The lake is 30 miles northeast
                          of downtown Anchorage and 16 miles northeast of the Eagle River
                          (Figure 1-1).

                          The report of each task appears as an appendix to the Executive
                          Summary of the entire study. This Appendix IV is the report for
                          Task 4, Transmission Main Design.

                          PURPOSE AND SCOPE

                          The objective of Task 4 was to prepare the preliminary design for
                          the proposed water transmission main from the Eagle River to the
                          Municipal Water Treatment Plant.

                                                          1-4

                    The total scope of work for Task 4, in accordance with the Muni-
                    cipality of Anchorage's contract for professional services with
                    CH2M HILL, is to prepare the following:

                         0    Predesign plans showing alternative pipeline alignments

                         0    Design criteria

                         0    Soils analyses

                         0    Corrosion analyses

                         0    Environmental assessments

                         0    Alternative materials evaluation

                         0    Preliminary technical specifications

                         0    Preliminary design drawings

                         0    Cost estimate

                         0    Additional information that may be requested by the
                              Municipality

                         0    Conclusions and recommendations

                    The purpose of the preliminary design report, the preliminary
                    plans, and the technical specifications is to establish design cri-
                    teria and resolve major questions pertaining to design concepts.
                    This effort represents approximately 30 to 40 percent of the de-
                    sign effort required to prepare construction contract documents.
                    The remaining 60 to 70 percent of the design should be accom-
                    plished during the final design phase.

                    The scope does not include the design of a transmission main to
                    the communities north of the Eagle River.

                    Appendix 11, the report for Task 2, Preliminary Damsite Investi-
                    gation, contains an assessment of the area's environment.       This
                    report for Task 4 addresses all the other items in the scope of
                    work, concluding with a discussion of the permit acquisition pro-
                    cess and recommendations for final design work. The contents of
                    the report will provide the basis for the preparation of final con-
                    tract documents, which is not a part of this scope of work.

                    SITE DESCRIPTION

                    The pipeline was designed to receive water at a proposed pump
                    station (Appendix 11, Preliminary Damsite Investigation) approxi-
                    mately 1 mile upstream of the Eagle River Campground (Fig-
                    ure 1-1).  The 8 miles between this point and the Municipal Water

                                                    1-5

                           Treatment Plant is occupied by Fort Richardson (6.5 miles) and
                           land owned by Eklutna, Inc., (1.5 miles).

                           That section of the pipeline located on Fort Richardson would fol-
                           low existing roads and utility rights-of-way, where possible, to
                           minimize the impacts to the environment.       Although the area is
                           heavily wooded with spruce and aspen and is spotted with marshy
                           areas, most of the alignment avoids excessive clearing and dis-
                           turbance to the marshes.     North of Fort Richardson to the Eagle
                           River the pipeline alignment follows a jeep trail immediately east
                           of the old Eagle River dump.     In order to provide sufficient work
                           area,  some clearing of this heavily wooded area would be
                           required.

                           The selected route avoids railroad, stream, and major road cross-
                           ings, except it does cross Ship Creek.           Special construction
                           methods would be used to minimize the impacts to the creek.

                           Typically, the selected alignment crosses deep unconsolidated de-
                           posits of glacial and alluvial surficial soils.    In a few isolated
                           areas, bedrock may exist at or near the ground surface.           Near
                           Hiland Drive, the pipeline crosses the Knik Fault Zone.            The
                           Knik Fault Zone was probably the site of major crustal activity in
                           the past; it is not known to have exhibited        movement recently
                           (within the past  �10,000 years).

                           LIMITATIONS

                           This report has been prepared for the use of the Anchorage
                           Water and Sewer Utility for specific application to the Eagle River
                           Water Resource Study, Transmission Main Design, in accordance
                           with generally accepted engineering practices.        No other war-
                           ranty, expressed or implied, is made.          In the event of any
                           changes to the conditions considered under this study, the con-
                           clusions and recommendations contained in this report will not be
                           considered valid unless the changes are reviewed and the conclu-
                           sions or recommendations are modified or verified in writing by
                           CH2M HILL.

                           Numerous supply options are possible, each of which may affect
                           the alignment of sections of the proposed pipeline.      The prelimi-
                           nary design was limited by the following assumptions:

                                0     The transmission main design will begin at the existing
                                      Municipal Water Treatment Plant, near Oilwell Road

                                0     The transmission main design will terminate at the south
                                      side of the Eagle River, approximately 1.4 miles up-
                                      stream of Glenn Highway

                                0     Horizontal alignments between the water treatment plant
                                      and the Eagle River will generally follow the highway
                                      and existing utility rights-of-way to reduce environ-
                                      mental impacts
                                                            1-6

                             Chapter 2
                             DESIGN CRITERIA AND CONSIDERATIONS

                        The preliminary design of the water transmission, pipeline was
                        prepared using commonly accepted standards for the design of
                        large-diameter pressure pipelines located in cold climates.               The
                        purpose of this chapter is to identify those standards and to
                        discuss their application to specific project conditions.

                        Many variables were unknown during the preparation of the
                        design criteria, such as the source of supply, the location of the
                        treatment and storage facilities, the requirements for connecting
                        to the Municipality's distribution system, and the method of and
                        location of facilities for pumping.       For the purpose of preparing
                        the design criteria, certain assumptions were made.              These as-
                        sumptions are mentioned in the sections pertaining to specific
                        criteria.

                        HYDRAULICS

                        Projected Study Area Water Demands

                        The MAUS study concluded that the Anchorage Bowl and Eagle
                        River area would need 81.5 million gallons per day (mgd) more
                        water in the year 2025 than in 1977.            Potential sources of this
                        additional supply have been identified as groundwater from either
                        the Anchorage Bowl or the Eagle River Valley and surface water
                        from Campbell Creek, Ship Creek, Eagle River, and Eklutna Lake.
                        These sources would be transported to the Anchorage Bowl and
                        the Eagle River-Chugiak-Eklutna area.           Table 2-1 summarizes the
                        increased demands and shows the effect          of these variables on the
                        demands.

                                                         Table 2-1
                                               PROJECTED STUDY AREA
                                              WATER DEMAND INCREASE

                                                           Demand Increase Over 1977 (mgd)
                                    Area                   1990    2000      2010     2020      2 0
                        Entire Water Study Area     a      23.4    45.4      66.5     79.4      81.5

                        Anchorage Bowl Only                20.9    38.6      55.2     65.3      66.9

                        Eagle River-Chugiak-
                          Eklutna                           2.5       6.8    11.3     14.1      14.6

                        aMAUS, Volume 2, Water Supply. 1979.

                                                             2-1

                             Design Flows

                             The scope of work developed by the Municipality of Anchorage for
                             Task 2, Preliminary Damsite Investigation, requires a water diver-
                             sion from Eagle River of 70 mgd.          At a meeting in October 1980,
                             representatives from the U.S. Army Corps of Engineers, CH2M
                             HILL, and the Municipality of Anchorage decided that a portion of
                             this flow would be diverted north to the Eagle River-Chugiak-
                             Eklutna    a rea  and the remainder of the flow south to the
                             Anchorage Bowl area.        This Task 4 considers only the pipeline to
                             the Anchorage Bowl.

                             The conservative assumption was made that no additional ground-
                             water would be developed in the Anchorage Bowl and that the
                             increased water demand would be proportioned between the
                             Anchorage Bowl and the Eagle River-Chugiak-Eklutna area based
                             on population projects.        With these assumptions and the water
                             demand projections in Table 2-1, a diversion of 70 mgd would
                             satisfy the entire study area water demand through the year
                             2012,   approximately.       The   Eagle    River-Chugiak-Eklutna area
                             would represent approximately 12.2 mgd, 17.5 percent of the total
                             study area demand.          Thus, approximately 57.8 mgd would be
                             diverted south to Anchorage        and 12.2 mgd north.         If additional
                             supplies    are developed      from   either   groundwater or surface
                             sources, a 57.8-mgd-capacity pipeline may have the capacity to
                             serve the Anchorage Bowl area to the year 2025.

                             According to the MAUS report, water would be delivered from the
                             Eagle River only during the winter months until 1992.             It is as-
                             sumed that this winter flow would be treated at the existing
                             Municipal Water Treatment Plant.           After 1992, water from the
                             Eagle River would be needed by the Municipality of Anchorage on
                             a year-round basis.       Also, it is assumed that this supply, which
                             would include Eagle River "flour" water during the summer
                             months, would be treated in the Eagle River area and would then
                             be transported south to Anchorage and north to the Eagle River-
                             Chugiak-Eklutna area.

                             Therefore, the preliminary design capacity of the pipeline would
                             be 57.8 mgd from the Eagle River to the vicinity of the Municipal
                             Water Treatment      Plant.   A  lower-capacity pipeline would connect
                             this line to the Municipal       Water Treatment Plant to carry the
                             pre-1992 flows.     After 1992, this reach of pipe may not be neces-
                             sary except for     emergency    use, and, possibly, a new reach of
                             pipe would lead directly to the Anchorage distribution system.
                             Summertime diversions from Eagle River would require extensive
                             treatment for sediment and flour removal before being piped to
                             the distribution system (Appendix 111, Flour Water Treatment
                             Study).

                             Based on the design flow of 57.8 mgd, pipe diameters in the
                             range of 48 to 54 inches were considered when discussing other
                             design criteria.

                                                                 2-2

                      Design Velocities

                      Raw water from Eagle River, transported to the existing water
                      treatment plant until 1992, would contain settleable solids.      To
                      avoid sediment buildup in the pipeline, a minimum self-cleaning
                      velocity of 2 feet per second is desirable.   To obtain this veloc-
                      ity, a flow of 16 mgd in a 48-inch-diameter pipe is necessary,
                      and a flow of 20.5 mgd in a 54-i nch-d ia meter pipe.  For sediment
                      control, we recommend a 48-inch-diameter pipe.      Frequent clean-
                      ing of the pipeline may be required until the area reaches a
                      16-mgd demand.

                      High velocities can cause excessive head loss, damaged pipe lin-
                      ings, and severe water hammer problems.       Therefore, the maxi-
                      mum velocities through the pipeline should be limited to 7 to
                      10 feet per second.

                      Depending on the selected pipeline alignment, water either will be
                      pumped the entire distance from Eagle River to Anchorage or be
                      pumped part of the way, with flow by gravity the remainder of
                      the distance.

                      Commonly, design velocities ranging from 5 to 7 feet per second
                      are considered to be economical for force-main-type pipelines.
                      The economical pipeline size for pumped water must be determined
                      by comparing the present worth of future power cost savings to
                      the cost of installing a larger pipe.    A larger pipe will reduce
                      friction losses and consume less power to pump the water.

                      Based on the above criteria, a 48- or 54-inch-diameter pipe
                      appears to be the most cost-effective for a pumped flow of
                      57.8 mgd.   Once the final alignment and pipe material have been
                      selected, the analysis of pipe size or combinations of pipe size
                      can be refined.

                      Design Pressures

                      Design pressures will vary depending on the pipeline route se-
                      lected, the location of the water source, and the hydraulic char-
                      acteristics of the system.   Unless a high dam is constructed or
                      the dam is located considerably farther upstream than discussed
                      in MAUS, the water will have to be pumped to the Municipality of
                      Anchorage.    The selected alignment and point of delivery will
                      determine if the water must be pumped its entire length or
                      whether it may be pumped to a midpoint, with sufficient head to
                      flow the remaining distance by gravity.

                      The pipeline will be subjected primarily to static pressure, pres-
                      sure necessary to overcome friction losses, and surge pressures.
                      The static pressure is related to the differences in elevation be-
                      tween a point on the pipeline and the hydraulic gradeline at no-
                      flow conditions.  The pressure necessary to overcome friction is

                                                      2-3

                            the head that must be added to the water to make it flow through
                            the pipeline.    Surge pressures are caused by rapid changes in
                            flow such as quick opening or closing of valves or by pump
                            startup or shutdown without special control devices.

                            Friction Loss

                            The Hazen-Williams formula was used for the design of the trans-
                            mission main:
                                       Q  = 1.318 CR  0.63S 0.54A
                                  where
                                       Q  = flow, in cfs (cubic feet per second)
                                       C  = roughness coefficient
                                       R  = hydraulic radius, feet
                                       S  = energy loss per foot of pipe
                                       A  = cross-sectional area, square feet

                            The roughness coefficient varies with the type and size of pipe
                            material, the water velocity, and, particularly, the age of the
                            pipe.   Assuming a pipeline life of 40 to 50 years and that sedi-
                            ment removal within the pipeline will be provided, a roughness
                            coefficient "C" of 120 should be used to size the pipeline.           Ini-
                            tially, the "C" factor for the pipeline may be approximately
                            140 because the pipe will be clean and smooth.

                            Surge Analysis

                            Valve closure, pump shutdown, and pump startup cause transient
                            pressure waves (water hammer or surges) in pipe systems.                 If
                            not properly considered in the design by including a surge al-
                            lowance, such operations can cause major damage to the system.

                            To select the required pipe strength or class for preliminary
                            design purposes, a surge allowance of 50 psi is assumed.              This
                            surge allowance is selected on the basis of the assumption that
                            surges will be controlled to 50 psi by the installation of surge
                            tanks or other methods of surge control.

                            When the preliminary design is completed, including the pump
                            station, surge tanks, and regulating reservoir, a computer anal-
                            ysis of surge conditions will be conducted to solve hydraulic tran-
                            sient problems.

                            STAGED CONSTRUCTION

                            The possibility of constructing two 36-inch-diameter, 29-mgd pipe-
                            lines in two stages was-considered.       If additional groundwater is
                            developed in the Anchorage Bowl, a 36-inch pipeline would meet
                            the additional water supply needs of Anchorage until approxi-
                            mately the year 2000.      At that time, a second pipeline could be

                                                               2-4

                      installed.   The two pipelines would offer greater reliability and
                      operational flexibility than a single pipeline.        In addition, the
                      useful life of half of the pipeline capacity could be extended by
                      20 years because of its later construction.

                      The advantages and disadvantages of staged construction were
                      reviewed with the staff of the Municipality of Anchorage.          Staged
                      construction was eliminated from further study because of higher
                      annual and capital costs and the potential difficulty in obtaining
                      encroachment permits and rights-of-way for the construction of
                      the second pipeline.

                      EXTERNAL LOADS AND RESTRAINTS

                      Depth of Cover

                      The depth at which the pipeline is installed will affect the amount
                      of backfill load that will cover the pipeline.       A deep pipeline is
                      subjected to more backfill load than a shallow pipeline and, as a
                      result, must be either stronger, installed in a higher class of
                      bedding, or both.

                      The cover provides the pipe with its prime source of protection
                      against freezing, unforeseen surface point loads, future con-
                      struction activities, and unauthorized excavations.          A standard
                      practice in the Anchorage area is to install small-diameter water
                      pipes at a depth of approximately 10 feet, providing a range of
                      7 to 10 feet of cover.      This depth generally provides adequate
                      protection against freezing.    However, because the proposed pipe-
                      line will be in the range of 48 inches to 54 inches in diameter,
                      7 feet of cover would be adequate for normal conditions. This is
                      consistent with the depth of the recent 36-inch pipeline installed
                      near the existing water treatment plant.       Special conditions, such
                      as creek crossings and natural gas line crossings, may require
                      insulation, extra cover, or both.

                      Backfill Loads

                      The Marston theory is the most commonly used method for calcu-
                      lating soil loads on pipelines. This theory and the formulas based
                      on this theory were used to calculate the backfill loads for this
                      pipeline. This includes formulas for calculating the loads on rigid
                      pipes, flexible pipes, conduits in tunnels, and positive projecting
                      conduits.   ASCE Manuals and Reports on Engineering Practice No.
                                          -       E_7__ _ _ _ _                            -
                      37 (WPCF Manuaf of Pra       tice ffo. 9)  is one of many sou          for
                      information on the Marston theory.

                      In the absence of more specific data on the properties of the local
                      soils, it is recommended that a minimum of 125 pounds per cubic
                      foot be used as the unit weight of soil and that a K            value of
                      0.110 be used in determining the cohesion coefficieriv (C ) of
                      overburden soil.     Further geotechnical explorations may Aicate

                                                         2-5

                          that less conservative values may be used, which will result in a
                          more economical design.     The cohesion coefficient can vary from
                          zero for loose dry sand to 1 000 for hard clay.       A determination
                          of the soil type and its coefficient of cohesion must be made at
                          each proposed tunnel location.

                          Live Loads

                          Unless it is known that live loads will not be allowed to pass over
                          the pipeline, a live load allowance should be added to the backfill
                          load prior to determining the required pipe strength. The usual
                          live load that is considered in pipeline design is that imposed by
                          H-20 truck wheel loadings.     However, the proposed pipeline may
                          be subjected to live loads from trains, military tanks, and other
                          off-highway vehicles.    At locations where loads greater than the
                          standard H-20 truck wheel load may be imposed on the pipeline,
                          the greater loads must be considered in the design.

                          It is recommended that the H-20 truck wheel load be used to
                          determine pipe strength and necessary backfill at all other loca-
                          tions along the pipeline.     It appears from discussions with the
                          military that H-20 loading criteria will be adequate. During final
                          design, the military should again be contacted to verify that
                          loading conditions have not changed.

                          The value that is usually used for the concentrated load in the
                          H-20 wheel loading is 16,000 pounds, which also meets local regu-
                          lations.  An effective length, L, of 3 feet should be used for all
                          pipe sections longer than 3 feet.

                          Values for load coefficients and impact factors used to calculate
                          live loads on the pipeline vary depending on certain parameters.
                          These values are listed in various textbooks and handbooks, in-
                          cluding ASCE Manuals-Report on Engineering Practice No. 37.

                          Allowable Loads

                          The ability of a pipe to perform satisfactorily under the load con-
                          ditions to which it will be subjected depends on the pipe itself
                          and on conditions surrounding the pipe.

                          The pipe materials considered for this project are ductile iron,
                          concrete cylinder, and welded steel. These are flexible and semi-
                          flexible pipes that derive at least part of their load-carrying abil-
                          ity from passive soil pressure (lateral support).    Passive pressure
                          is generated as the top of the pipe deflects downward, forcing
                          the sides to move outward against the backfill material.

                                                           2-6

                      Two very important factors must be considered in this type of
                      design:   the amount of deflection at the top of the pipe that is
                      tolerable or acceptable and the modulus of soil reaction, El, of
                      the backfill material that surrounds the pipe.

                      The amount of deflection that is acceptable depends upon the type
                      of pipe and the type of pipe lining.           For cement mortar-lined
                      ductile iron and welded steel pipe, a maximum deflection of
                      2-1/2 percent is recommended.         The recommended maximum de-
                      flection for concrete cylinder pipe is 0.00025 times the square of
                      the diameter.

                      Published values of El vary from zero to 3,000.           This factor is
                      dependent upon properties of the initial backfill material, degree
                      of compaction, trench conditions, and the native soil.            Because
                      these factors are difficult to determine accurately through labor-
                      atory testing, recommended values of El for various bedding ma-
                      terials and compaction requirements must be determined by field
                      studies or by experience and judgment.         In addition, the design
                      specifications must be compatible with the El values selected.           A
                      more complete discussion of this subject can be found in an ar-
                      ticle by A. K. Howard titled "Modulus of Soil Reaction Values for
                      Buried Flexible Pipe," published in the Journal of the Geotechni-
                      cal Engineering Division, ASCE, Volume 103, @Fo_. 771, January
                      1977, pp. 33-43.      Usually, an El value in the range of about
                      700 to 1,000 is selected.

                      Different methods for determining allowable pipe loads have been
                      developed for each type of pipe.         The methods to be used for
                      this project can be found in the following design references.

                         Type of Pipe                       Design Reference

                      Ductile Iron               AWWA     Standard    C-150,    published     by
                                                 tFe-Am`eF1_c_an__Wa1Fe_rWorks Association

                      Concrete Cylinder          A    Method   of   Determining      Permissible
                                                 -Earth Co er Loads on Concrete Cylin-
                                                 der    Pipe, Ameron FFgi-neering Library
                                                 No. 1-1,    published    by    Ameron      Pipe
                                                 Products Group

                      Welded Steel               Welded Steel Pipe, Steel Plate Engineering
                                                 ga-ta- Wo_1umJ__3, Fu-blished by American
                                                 Iron and Ste@41 Fnstitute

                      Thrust Requirements

                      All pipe bends, deadends, junctions, size changes, closed valves,
                      and other appurtenances will develop unbalanced thrust forces
                      caused by static and dynamic pressures.

                                                          2-7

                           Unbalanced thrust forces can occur in either the horizontal plane,
                           the vertical plane, or a combination of both.

                           Calculation of Thrust Forces

                           The horizontal thrust force on a bend caused by static pressures
                           can be calculated from the formula:
                                                T = 2 PA sin    ()
                                                                2

                                 where:

                                      T         resultant thrust force in pounds

                                      P         operating    pressure    plus   surge     pressure
                                                or test pressure, whichever is greater in psi

                                      A         pipe cross-sectional area in square inches

                                      0         angle of deflection at bend in degrees

                           The thrust force on a bend caused by dynamic pressures would
                           be the result of the change in pressure as water travels around
                           the bend.     Normally, this force is small in comparison to that
                           caused by static pressure.

                           The dynamic thrust forces generated at bends, size changes,
                           partially closed valves, and other appurtenances can be deter-
                           mined by using the formulas for minor losses contained in such
                           references as King and Braters' Handbook of Hydraulics.             The
                           static thrust forces can be determined tFr-ough the raws of
                           statics.

                           Thrust Restraint

                           To protect the system, unbalanced thrust forces must be coun-
                           teracted through thrust restraint, which is achieved by using
                           either thrust blocks or restraining joints.

                           Thrust blocks used for forces in the horizontal plane or for
                           downward forces in the vertical plane are bearing blocks that
                           depend upon the load bearing capacity of the surrounding soil.
                           (Refer to Chapter 6, Geotechnical Exploration, for a discussion of
                           allowable soil-bearing pressures.)       Thrust blocks for upward
                           forces in the vertical plane must be gravity-type blocks that
                           resist the force strictly through the weight of the block itself.

                           The restrained-joint method involves tying joints together back to
                           a point so that the unbalanced force is totally transmitted to the
                           surrounding soil through friction and passive soil resistance.

                                                             2-8

                     Various references are available for the details on the methods of
                     designing thrust restraint for either method.      Pamphlets and data
                     distributed by the Cast Iron Pipe Research Association deal quite
                     thoroughly with this type of project.

                     Obstacles and severe changes in the right-of-way alignments will
                     require fittings and proper thrust restraint.      In such cases, the
                     change in alignment should be made so that standard fittings can
                     be used.

                     RIGHTS-OF-WAY

                     Construction Requirements

                     A sufficient working area must be provided to allow the con-
                     tractor to install the pipeline in the most efficient manner pos-
                     sible.   Enough space must be provided for the trench; storage
                     for the excavated spoil, bedding material, pipe, and fittings; and
                     room to efficiently move men and equipment during the excava-
                     tion, pipe placing, and backfilling processes.

                     Figure 2-1 illustrates that the working area required to install a
                     48- to 54-inch-diameter pipe in a 12-foot-deep trench could easily
                     amount to 90 to 100 feet in width.      In the event that the pipe is
                     to be installed at a greater depth, even more working area would
                     be required.

                     It is recommended that    a minimum of 100 feet be made available to
                     the contractor for the    installation of the pipeline.   Special con-
                     siderations should be    given to areas such as creek crossings,
                     utility crossings, bore pits, and areas where the trench depth
                     will be greater than 10  to 12 feet.

                     The working space can be obtained as a permanent right-of-way
                     or as a combination of permanent right-of-way and temporary
                     easement.

                     Operation and Maintenance Requirements

                     After the pipeline is installed, access must be available for
                     operation and maintenance purposes.       In addition, it is desirable
                     to have control of a strip of ground on each side of the pipeline
                     to prevent encroachment of other facilities that might hinder
                     future operation and maintenance work or that might otherwise
                     endanger the pipeline.

                     A permanent right-of-way 25 feet wide would meet the needs of a
                     single pipeline.

                                                       2-9

                                                                            93'

                                                                                                                           BEDDING
                              SPOIL STORAGE                   TRENCH AREA                CLEAR WORKING AREA               STORAGE
                                   25'                            28.5'                          24'                5.61      10,

                   NOT TO SCALE

                                                                                                   Figure 2-1
                                                                                                   Construction Right-of-Way
                                                                                                   Requirements

                      ADDITIONAL DESIGN CONSIDERATIONS

                      Pipe Access

                      Manholes should be provided at convenient intervals to allow
                      access during construction and during subsequent maintenance
                      operations.    Recommended minimum spacing is 2,500 feet.            Also,
                      at least one access manhole should be installed between any two
                      adjacent isolation valves.

                      Isolation Valves

                      Isolation valves should be installed at intervals of approximately
                      1 mile to aid in the operation and maintenance of the pipeline.
                      Isolation valves will allow partial draining of the pipe for main-
                      tenance purposes.

                      Air/Vacuum Valves

                      Air release and vacuum release valves must be installed at all
                      summits, at all abrupt downward changes in grade, and at the
                      downstream side of all isolation valves.        These valves must be
                      installed so they will operate at any time, even during the coldest
                      winter.   Thus, they must be protected and located in a controlled
                      environment with ready access to large volumes of air.

                      Blowoff/Drain Valves

                      A blowoff/drain valve should be installed at all sag points and at
                      other locations between isolation valves so that they can effec-
                      tively drain the pipeline.      Because sections of the main pipeline
                      located in flat terrain will not be under pressure during draining
                      operations, it may be necessary to design the blowoff assembly as
                      the suction header for a portable pump.            Gravity-type drains
                      would be used in areas where the discharge or drain pipeline can
                      be installed on a descending grade and daylighted into an exist-
                      ing drainage area.

                      A 1-mile section of 48-inch-diameter pipe has a volume of approx-
                      imately 500,000 gallons.     Because of the quantity of water that
                      these valves can handle, they must be properly sized and located.
                      A rough rule of thumb is to provide 2 inches of blowoff size for
                      every foot of pipe diameter.      The valves also must be located so
                      that flooding or poncling problems will not be created when the
                      pipeline is drained.

                      Hydrostatic Testing

                      The pipeline should be hydrostatically tested at the line pressure
                      and at a fixed pressure for surge.         Generally, this fixed pres-
                      sure would vary from 50 to 100 psi.       Normally, a water line would

                                                         2-11

                          be tested in short sections, 1,000 to 3,000 feet.   Because mechan-
                          isms for testing a large-diameter pipeline with bulkhead can be
                          extremely expensive and difficult to install, it is suggested that
                          the pipeline be tested between the isolation valves, which are
                          recommended to be at intervals of 1 mile.

                          Providing water for testing may be a problem, depending on the
                          contractor's sequence of operation.       An efficient construction
                          procedure, from a standpoint of testing, would be to start con-
                          struction at the existing water treatment plant and then to pro-
                          ceed north.   Water is available with sufficient head to supply the
                          entire length of the proposed alignment.      The highest point on
                          the preliminary designed pipeline is 20 feet below the surface of
                          the Ship Creek reservoir.

                                                          2-12

                              Chapter 3
                              EVALUATION OF PIPELINE MATERIALS

                        This chapter discusses the various pipeline materials that might
                        be available for this project, evaluates their applicability, and
                        recommends one or more that are suitable.

                        EVALUATION PARAMETERS

                        A number of parameters usually are considered in the evaluation
                        of various pipe materials.       Although these parameters are associ-
                        ated primarily with conditions of senvice, they also include other
                        considerations,    such    as availability.      In this section, these
                        parameters     are    discussed     in    relation   to   specific    project
                        requirements.

                        Flow Conditions

                        Under peak flow conditions, the majority of the pipeline will
                        operate under a pressure of zero to 120 psi, not including surge
                        pressures.     It is assumed that a section of the pipeline normally
                        will act as a gravity system, except when surge occurs. There-
                        fore, including a controlled surge allowance of 50 psi, the design
                        pressures will vary from 50 to 170 psi.          Flow velocities at design
                        conditions will be in the range of 5 to 7 feet per second.

                        Strength Requirements

                        The pipe must be able to provide reliable service under subarctic
                        conditions and will be installed with a minimum of 7 feet of cover.
                        However, depth of cover will vary and may be as great as 20 feet
                        at isolated locations.     In addition to carrying the backfill dead
                        load, the pipeline must also be able to withstand the superimposed
                        live load from at least an H-20 truck load.         The internal pressure
                        to which the pipeline will be subjected should not be used to
                        reduce the strength requirements caused by external loads.

                        The pipe also must be able to withstand stresses induced by
                        minor earth movements such as small to moderate earthquakes or
                        frost heaving.     The seismicity of the area dictates the following
                        considerations:

                              �    Short joint spacing, 10 to 20 feet in fault zone areas

                              �    Joint type:    bell and spigot

                              �    Special    provisions     fo r  connections     to   appurtenant
                                   structures

                                                            3-1

                            Handling Characteristics

                            The pipe material for this project might be manufactured a long
                            distance from the construction site, be handled several times, and
                            be stored in between handlings.        The pipe material must be able
                            to withstand this handling, shipping, and exposure to the
                            elements.

                            Installation Requirements

                            The pipeline will be installed in a cold climate with a relatively
                            short construction season.       Therefore, it must be easy to as-
                            semble and install. Jointing procedures should not require highly
                            specialized equipment or skills.

                            Estimated Cost

                            The cost of pipe material in any pipeline project can be a signif-
                            icant factor, but it is not the only factor that should be consid-
                            ered for material selection.     Total installation cost plus operation
                            and maintenance cost should be considered in evaluating alterna-
                            tive pipe materials.

                            AVAILABILITY

                            Several kinds of pipe materials are available for small-diameter
                            pipelines.   However, many, such as PVC and fiberglass rein-
                            forced pipe, are not available in the sizes required for this
                            project.   Other materials are very costly and do not provide any
                            advantage     in   installation,  operation     and    maintenance,     or
                            reliability.

                            After reviewing the kinds of pipe materials that are available, it
                            was concluded that only four types of pipe should be given fur-
                            ther consideration.    They are ductile iron pipe, concrete cylinder
                            pipe, welded steel pipe, and reinforced concrete pressure pipe.

                            Ductile iron pipe will conform to AWWA Standard C 151, with a
                            cement mortar lining conforming to AWWA Standard C 104. The
                            standard outside coating on ductile iron pipe is a bituminous
                            coating approximately I mil thick.       Ductile iron pipe is available
                            in a number of thickness classes, and several types of restrained
                            and unrestrained joints are available.        The pipe is available in
                            nominal lengths of 18 and 20 feet.

                            Concrete cylinder pipe will conform to AWWA Standard C 303.
                            The pipe is available in various pressure classes.            Joints are
                            usually bell and spigot, with O-ring rubber gaskets. The pipe is
                            available in 32-foot lengths.

                                                                3-2

                      Welded steel pipe will conform to AWWA Standard C 200, with a
                      cement mortar lining conforming to AWWA Standard C 205 and a
                      coal tar enamel ' coating conforming to AWWA Standard C 203.
                      Welded steel pipe has the greatest variety of joint types, in-
                      cluding welded joints, bell and spigot with O-ring rubber gasket
                      joints, and mechanically coupled joints.       The pipe is usually fur-
                      nished in 40-foot lengths, but can be furnished in 48-foot
                      lengths.

                      Reinforced     concrete    pressure    pipe    (RCP),    conforming      to
                      ASTM C 361, minimum Class 125 (rated 125 feet), is an acceptable
                      pipe material in those areas where the design pressure is less
                      than 54 psi.     Assuming a surge allowance of 50 psi, RCP would
                      be an acceptable alternative only in those areas where the static
                      pressure could not exceed 125 feet if the downstream isolation
                      valves were closed near the treatment plant.        If this event should
                      oc'Cur, RCP would be unacceptable for approximately 65 percent of
                      the pipeline length.     Because of the limited area where RCP can
                      be used and because using a low-pressure pipe limits the possi-
                      bility of increasing the design flow and head of the system in the
                      future, RCP is not considered further in this initial evaluation.
                      Following completion of a surge analysis of the complete system,
                      the use of reinforced concrete pressure pipe may merit consider-
                      ation in sections of the system.

                      COMPARISON

                      Ductile iron, concrete cylinder, and welded steel pipe can be de-
                      signed to satisfactorily meet the flow and installation conditions of
                      this pipeline.    Concrete cylinder and welded steel pipe are manu-
                      factured in the Oregon-Washington area and ductile iron pipe is
                      manufactured in Alabama.        Because the pipe for a project of this
                      type is not a standard item, all three types are equally available.

                      Chapter 5, Corrosion Study, includes a discussion of the recom-
                      mended linings and coatings for each type of pipe material.              In
                      general, standard coatings and linings are acceptable for ductile
                      iron pipe and concrete cylinder pipe.          For welded steel pipe, a
                      coal-tar epoxy coating and either a coal-tar epoxy or concrete
                      lining are recommended.

                      Ductile iron pipe is fairly rigid and gets most of its load-
                      supporting strength from the pipe itself.         Pipe bedding and the
                      backfill around the pipe are not as critical to a successful instal-
                      lation as they are for the other two types of pipeline material.

                      Concrete cylinder pipe is considered a semirigid pipe.         Part of its
                      load-supporting strength comes from the pipe and part comes from
                      the support provided by the bedding and backfill around the
                      pipe.    Proper pipe bedding and initial backfill are critical to a
                      successful installation of this type of pipe.

                                                          3-3

                                             Welded steel pipe Is a flexible pipe.                                   Very little of its load sup-
                                             porting strength comes from the pipe itself.                                                    Its strength is
                                             developed by the lateral support of the soil as its horizontal
                                             diameter increases under load and by the soil arch formed over
                                             the pipe as its vertical diameter decreases.                                            There are limits to
                                             the vertical deflection, beyond which the pipe will collapse.
                                             Proper bedding and initial backfill are even more important to a
                                             proper          flexible         pipe         installation           than         to a          semirigid pipe
                                             installation.

                                             Table 3-1 contains prices for several different sizes and classes
                                             of these pipe materials.                          The material costs in the table include
                                             shipping charges to Anchorage.                                   For future reference, the Sep-
                                             tember 1980 national average ENR CC] was 3336.                                                  As can be seen
                                             from the table, costs for welded steel pipe are considerably lower
                                             than those for ductile iron and concrete cylinder pipe.                                                     However,
                                             the more stringent backfill requirements that are required for
                                             welded steel pipe will drastically reduce the difference when the
                                             installed cost is considered.

                                                                                       Table 3-1
                                                                 PIPELINE MATERIAL COST ESTIMATES                                          a
                                                                                  (Dollars Per Foot)

                                                                        b                     Concrete        c                                             d
                                                Ductile Iron Pipe                        Cylinder Pipe                               Welded    Steel Pipe
                                             P i p`e___C'I`5-s s     class        class        Class          class                        "     5/161-       3/8"
                                             Size         50            52         100           125          150          Wall         Wall       Wall        Wall

                                             4211        74.50        91.52         82.00         87.00       93.00       52.49      62.38         72.23

                                             4811        92.75       115.59       120.00       123.00         130.00                 65.71         77.13        88.38

                                             5411       121.85       154.03       130.00       136.00         145.00                 90.04        103.00      115.64

                                             a September 1980 prices,             f.o. b.   Anchorage, Alaska.
                                             b AWWA C-151, cement mortar lined, tyton joints.
                                             CAWWA C-303, bell and spigot joints.
                                             d AWWA C-200, cement mortar lined, coal-tar enamel coating, welded joints.

                                             RECOMMENDATION

                                             Ductile iron pipe,                   concrete cylinder pipe, and welded                                  steel pipe
                                             can meet the project's design requirements. Ductile iron pipe has
                                             been used extensively in the Anchorage Water and Sewer Utilities
                                             system and has proven itself to be a reliable pipe material for the
                                             area.        Ductile iron is, in fact, one of two types of water pipe
                                             materials allowed in the Municipality's standard specifications.

                                                                                                        3-4

                      The other type of water pipe material allowed in the standard
                      specifications is concrete cylinder pipe.   Concrete cylinder pipe is
                      usually not competitive with ductile iron pipe in this area, par-
                      ticularly in the smaller sizes and the lower classes.       Therefore,
                      there has not been extensive use of this material in the local

                      area.

                      Welded steel pipe has had little or no recent use in local water
                      works; however, it does offer a potential for reduced initial
                      costs.

                      We recommend that the above three types of pipeline materials be
                      considered as alternatives for this project.

                                                       3-5

                           Chapter 4
                           EVALUATION OF ALTERNATIVE PIPELINE ALIGNMENTS

                     In determining the horizontal and vertical alignments, certain as-
                     sumptions were made on the basis of information presented in the
                     MAUS report, the Request for Proposal from the Municipality of
                     Anchorage, and discussions with the management staff of the
                     Municipality of Anchorage.   The assumptions critical to the align-
                     ment study are:

                           0   A total flow of 70 mgd would be diverted from the Eagle
                               River at a point about 1.4 miles upstream of the inter-
                               section of the Eagle River and the Glenn Highway.
                               Approximately    17.5 percent of this flow would be
                               diverted north to the Eagle River-Chugiak-Eklutna area.
                               The remainder of the flow would be pumped south to
                               the Anchorage Bowl.

                           0   The annual     flow,  70 mgd,    would remain constant
                               throughout the year.

                           0   The new water treatment plant would be located in the
                               Eagle River Valley.

                           0   A regulating reservoir, if required, would be designed
                               in conjunction with the pump station supplying the
                               pipeline.

                           0   The beginning point of the transmission main would be
                               the existing municipal water treatment plant, near
                               Oilwell Road.

                     Initially, three horizontal alignments were reviewed:

                     1.    From Eagle River to Hiland Drive and parallel to and east of
                           the Glenn Highway to the existing water treatment plant.

                     2.    Along the Eagle River to the Eklutna powerline right-of-way,
                           along this powerline right-of-way to the Glenn Highway, and
                           southwest along the east side of the Glenn Highway to the
                           existing water treatment plant.

                     3.    Along the Eagle River to the Alaska Railroad, through Fort
                           Richardson, and south to the existing water treatment plant.

                     The   basis for the formulation of Alternatives 2 and 3 was to re-
                     duce the energy requirements associated with Alternative 1.      Al-
                     ternative 1, although shorter, results in the highest pumping lift.
                     The three alternative alignments are shown on Figures 4-1,
                     4-2, and 4-3.

                                                     4-1

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                     To screen the alignments to the most viable, each alternative was
                     evaluated for capital costs and environmental and institutional
                     constraints.   Subsequently, the two remaining alternatives were
                     then evaluated in more detail based on the following criteria:

                          0     Capital costs

                          0     Annual costs, including annualized capital costs and
                                O&M and energy costs

                          0     Environmental constraints

                          0     Flexibility and reliability

                          0     Ability to implement, permits required

                          0     Ease of construction

                          0     Utility conflicts and relocation

                          0     Other (traffic control, future service)

                     INITIAL EVALUATION OF ALTERNATIVES

                     Alignment Comparison

                     Alternative 1

                     Alternative 1, the Glenn Highway Route, generally follows the
                     route shown in the MAUS report for Alternative 5, Eagle River
                     diversion.   From the Municipal Water Treatment Plant, Alterna-
                     tive 1 alignment proceeds north and then northeast along a route
                     in the Glenn Highway right-of-way to Arctic Valley Road.           From
                     Arctic Valley Road, the pipeline follows a frontage road to the
                     Fort Richardson Rifle Range and parallels the eastern right-of-
                     way of the Glenn Highway.         Leaving the Glenn Highway, the
                     pipeline traverses an area that is forested by birch and spruce
                     and is accessible from a jeep trail to a high point located
                     3,000 feet south of the intersection of the Glenn Highway and
                     Hiland Drive.    The pipeline descends along the jeep trail to the
                     pipeline's terminus at Eagle River, approximately 1.4 miles up-
                     stream from the Glenn Highway.       The distance between the high
                     point and the terminus of the pipeline is 10,000 feet.

                     This pipeline route measures approximately 43,000 feet (8.14
                     miles) in length.   No Glenn Highway crossing is necessary; how-
                     ever, a water crossing at Ship Creek is required, as with all
                     alternatives.

                                                        4-5

                             Alternative 2

                             An alternative route that reduces the static head associated with
                             Alternative I by 100 feet was formulated.          Alternative 2 follows
                             the same route as Alternative 1 from the water treatment plant to
                             a point about 3,000 feet south of the Fort Richardson Special
                             Weapons Shop.     Alternative 2 then travels north across the Glenn
                             Highway along the Eklutna powerline right-of-way and northeast
                             through  a heavily forested area along Fossil Creek. The pipeline
                             crosses  the Glenn Highway just north of the State Correctional
                             institute and follows Eagle River east through heavily wooded
                             areas to the same point of diversion described for Alternative 1.

                             The Alternative 2    route is approximately 50,500 feet (9.56 miles)
                             long.   Roughly 50   percent of this pipeline is located in timbered
                             land that requires   clearing.   This route involves two Glenn High-
                             way crossings and    one crossing at Ship Creek.

                             Alternative 3

                             A route following Alaska Railroad rights-of-way was selected for
                             study to provide a route that results in a minimum static lift of
                             58 feet from the Eagle River (elevation 320) to the Municipal Water
                             Treatment Plant (elevation 378).         This route is approximately
                             68,000 linear feet (f2.88 miles) in length. Beginning at the water
                             treatment plant, the pipeline parallels the Glenn Highway to Arctic
                             Valley Road, turns northwest along Arctic Valley Road to Loop
                             Road, then west to the Alaska Railroad.        The pipeline then turns
                             northeast and parallels the Alaska Railroad.       It then follows along
                             the south side of Eagle River to the west side of Glenn Highway.
                             From the intersection of the Eagle River and Glenn Highway, the
                             Alternative 3 alignment follows the same route described for Al-
                             ternative 2 to the same terminus as described for Alternatives 1
                             and 2.

                             The Alternative 3 route would require a substantial amount of
                             clearing, pavement replacement, two Glenn Highway crossings,
                             and two railroad crossings. The pipeline for this alignment would
                             be approximately 6 inches greater in diameter than the other al-
                             ternatives to accommodate its length and to produce a smaller
                             pumping head requirement than for Alternatives 1 and 2.

                             Cost Comparison

                             Capital Cost Estimates

                             The capital cost estimates for each alignment are presented in
                             Table 4-1.

                                                                4-6

                                                             Table 4-1
                                                    ESTIMATED CAPITAL COSTS                      a
                                            FOR ALTERNATIVE PIPELINE ALIGNMENTS

                                                               Alt. 1           Alt. 2           Alt. 3
                                     Item                   (43, 000 If)     (50, 500 If)      (68,000 If)

                         Pipeline                           $ 9,700,000       $11,900,000      $18,360,000
                         River or Creek Crossings                 50,000          275,000          225,000
                         Clearing                                 70,000          170,000          230,000
                         Pavement Replacement                 1,000,000           900,000          500,000
                         Pump Station                         5,750,000         5,000,000        4,000,000
                         Highway & Railroad
                           Crossings                                  -0-         205,000          300,000
                         Pipeline AppurteTnces                    970,000       1,190,000        1,840,000
                         40% Contingencies                    7,016,000         7,855,000        10,182,000

                         Total                               $24,556,000      $27,495,000      $35,637,000

                         Notes: Ri'ghts-of-way purchase costs were not considered.                   Mobil-
                                   ization costs and costs for a possible flow-regulating res-
                                   ervoir are not included because they would be essentially
                                   equal for all alternatives.
                         aIn September 1980 dollars for the Anchorage area.
                         bIncludes construction contingencies and engineering, adminis-
                          trative, and technical services.

                         Capital Cost Estimating Curves

                         Capital cost estimating curves were developed for pipelines and
                         pump stations using bid summaries for recently bid projects in
                         Anchorage, past project experience, and U.S. Bureau of Recla-
                         mation (USBR) estimating guides.

                         Pipeline Cost Estimating Curve.            The    pipeline    cost estimating
                         curve, Figure 4-4, inE-ludes the cost for all work necessary to
                         install the pipe in place.       Costs for clearing and grubbing, pave-
                         ment replacement,        highway undercrossings, and miscellaneous
                         items such as air valves and blowoff valves were calculated sep-
                         arately.    Items of work included in the pipeline costs and the
                         assumptions that were used to prepare the costs are as follows:

                               0     Trench excavation will require a minimum of blasting (I
                                     percent of trench or less) and a minimum of dewatering
                                     for an assumed trench depth of 12 feet.

                               0     Imported backfill, 90 percent compacted, will be used as
                                     bedding and pipe zone material to 1 foot above the
                                     pipe's outside diameter.         The remainder will be native

                                                                  4-7

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                                             PIPE DIAMETER (in)

                              LEGEND

                                 CASING (EXCLUDES CARRIER PIPE)

                       w,AwAvArAwAv PIPELINE

                                                      Figure 4-4
                                                      Pipeline and Casing Costs
                                                4-8

                                material compacted from 90 to 95 percent in roadways
                                and 80 percent in easements.

                           0    Pipe is assumed to be concrete cylinder pipe, welded
                                steel pipe, or ductile iron pipe with an average minimum
                                working class of 150 psi.

                           0    Miscellaneous costs included in the pipe prices are for
                                pioneering access roads, mobilization, pipe testing,
                                cleanup and grading, and landscape restoration.

                     Other pipeline-related costs are as follows:

                           0    Pipeline crossing of the Glenn Highway         will require
                                boring and jacking or tunneling.      It was assumed that
                                the diameter of the casing or tunnel liner would be
                                12 inches greater than the carrier pipe. This cost was
                                estimated on the basis of the cost estimating curve
                                shown on Figure 4-4 and includes pits for jacking
                                equipment, casing, and material removal.

                           0    Pavement replacement costs were based on a structural
                                section of 12 inches of aggregate base and 3 inches of
                                asphalt.   It was assumed that an average 12-foot width
                                of pavement would be replaced at an estimated cost of
                                $2 per square foot.      Wherever possible, the pipeline
                                would be located at the edge of the roadway rather
                                than in the center to avoid pavement destruction and
                                replacement.

                           0    Clearing and grubbing costs were estimated at $2,000
                                per acre along existing roads and $3,000 per acre for
                                other areas, based on a clearing width of 90 feet.

                           0    Ten percent of the pipeline cost was added to the esti-
                                mated construction costs to cover miscellaneous items
                                such as thrust blocks, air valves, and blowoff valves.

                           0    River crossings were estimated based on each individual
                                site.  The costs included excavation, pipe placement,
                                and concrete encasement of the pipe.

                     Pump Station Estimated Costs.      Pump station costs are order-of-
                     magFIR-udecosts based on the assumption that the pump station
                     will be designed in accordance with Hydraulic Institute standards
                     and that it will include the following:

                           0    Rotating drum screens to protect the Eagle River
                                fishery

                                                       4-9

                                0     Trashrack

                                0     Vertical-type pumping units

                                0     Standby pumps and power

                                0     In-line flow measuring devices

                                0     Housed pumping units

                           Conclusion

                           Alternative 3, the Alaska Railroad route, was eliminated from
                           further study because of the high construction costs, the envi-
                           ronmental constraints, and the potential difficulties in implement-
                           ing this proposed project.    It would be difficult to obtain rights-
                           of-way for the portion of the route that traverses Fort Richardson
                           along Loop Road.     Also, based on past experience, permits re-
                           quired for longitudinal access to railroad rights-of-way are ex-
                           tremely costly to obtain, and, therefore, it would probably be
                           necessary to locate the pipeline on military property adjacent to
                           the railroad.

                           DETAILED ANALYSIS OF ALTERNATIVES 1 AND 2

                           Aerial photographs were made on August 4, 1980, of Alterna-
                           tive 1  and 2   routes   fo r the   purpose   of preparing    1 11=4001
                           photoplans.

                           These preliminary general plans, shown in Exhibit A, depict the
                           proposed routes, rights-of-way, property boundaries, ownerships,
                           and existing utilities.   The station designations in this chapter
                           refer to the stations in the photoplans.     It should be emphasized
                           that the routes shown are general corridors and do not represent
                           final alignments.

                           Horizontal Alignments

                           I nterferences

                           Alternative 1 . The centerline of the transmission main would pass
                           along the uphill edge of a sanitary landfill between Stations 472+00
                           and 480+00.   This area may have deposits of toxic materials that
                           could be hazardous to the construction crew, the public, and the
                           operation and maintenance staff of the pipeline.    The underground
                           conditions will be investigated during the geotechnical and corro-
                           sion studies, and the alignment will be adjusted to avoid potential
                           problems.

                           At Stations 402+00 and 397+00, the pipeline would pass within
                           50 feet and 30 feet, respectively, of the State of Alaska, Depart-
                           ment of Transportation Weigh Station and a structure known as

                                                            4-10

                        the Fort Richardson Rifle Range.          Construction activities should
                        not result in any damage, provided that the contractor is re-
                        stricted to the working easement.

                        Alternative 2. The centerline of the transmission main would pass
                        through. M_eChugach State Park and near the State Correctional
                        Institution.   Although we anticipate no damage to any existing
                        structures during construction, the contractor's working hours
                        may be restricted by the permitting agencies because of con-
                        struction noise.

                        Utilities

                        Conflict with existing gas, water, sewer, and electrical utilities
                        would not be significant with either alternative.            The Alterna-
                        tive 1 alignment would cross several existing utilities in the vicin-
                        ity of the Fort Richardson Special Weapons Shop, Station 370+00,
                        which are largely avoided by the Alternative 2 alignment.                 In
                        general, the Alternative 2 alignment would result in less utility
                        conflict than the Alternative 1 alignment.        Utilities are addressed
                        in more detail in Chapter 10, Recommendations for Final Design
                        Work.

                        Soils

                        Based on existing geologic maps and a field review of the alter-
                        native routes, the soils encountered in the Alternative 1 route
                        would present fewer construction problems than those associated
                        with the Alternative 2 route.       Problems with groundwater will be
                        greater with 'the Alternative 2 route, particularly along Eagle
                        River and Fossil Creek, than with the Alternative 1 route.

                        Easements and Permits

                        Both alternatives would require permits from the same number of
                        agencies.    However, because Alternative 2 is longer and follows
                        an alignment through a more environmentally sensitive area, per-
                        mits would be more difficult to obtain. These sensitive areas are
                        the section of the route near the Chugach State Park campground
                        immediately adjacent to Eagle River and the section adjacent to
                        the Eklutna powerline.      A list of the agencies that potentially will
                        require permits is included in Chapter 9, Permit Acquisition
                        Process.

                        One crossing of Ship Creek is required for both the Alternative 1
                        and 2 alignments.      Stream crossings of Eagle River may be re-
                        quired if Alternative 2 is constructed, depending on the final
                        alignment near the dam.

                        Public Interface

                        Problems caused during construction by noise, dust, traffic con-
                        trol, and interruption of public and governmental access would be

                                                            4-11

                           minimal for each route.    Public inconvenience, particularly caused
                           by noise and access difficulties, may be a problem for Alterna-
                           tive 2 construction in the vicinities of the Chugach State Park
                           campground and the State Correctional Institute, Stations 500+00
                           to 532+00.

                           Traffic control along the Glenn Highway frontage road would be
                           required during construction of both Alternatives 1 and 2.        Along
                           this frontage road, which is paralleled by an electrical transmis-
                           sion main, alternating one-way traffic in one lane, with traffic
                           control, probably would be necessary during daytime construc-
                           tion.  Normal two-way traffic flow would be restored after work-
                           ing hours.

                           Each alternative would require close coordination with Fort Rich-
                           ardson, the State of Alaska, and Eklutna, Inc., to minimize dis-
                           ruption of their services.   Although neither route will cause major
                           disruptions to the public, Alternative 1 appears to provide the
                           least public inconvenience.

                           Operation, Maintenance, and Accessibility

                           To permit either routine maintenance or special maintenance, the
                           pipeline must be accessible.     Of the two alternative alignments,
                           Alternative I would offer better accessibility.      It follows Glenn
                           Highway and frontage roads. The northern terminus of the pipe-
                           line is relatively accessible from Hiland Drive and a jeep trail.
                           Construction of a maintenance road along the jeep trail route,
                           Station 462+00  to   530+00,  should be considered during final
                           design.

                           Vertical Alignments

                           To compare the annual costs of each alternative route it was
                           necessary to develop a vertical profile of each route.       The ver-
                           tical profile and the design criteria generated in Chapter 2 were
                           used to size future pumping facilities and to determine energy
                           costs.

                           Alternative 1

                           As shown on Figure 4-5, a pump station located at the Eagle
                           River would require a static lift of approximately 240 feet.       This
                           is based on a peak flow of 57.8 mgd and a total dynamic head
                           (TDH), less surge, of 273 feet.       Based on this TDH, the ex-
                           pected power requirement of the pump station is approximately
                           4,300 horsepower.

                           The required pipeline diameter is estimated to be 48 inches, based
                           on maximum allowable velocities of 5 to 7 feet per second and a

                                                             4-12

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                       flow of 57.8 mgd.      For preliminary estimating purposes, the pipe-
                       line is assumed to require, on the average, Class 150 pipe.             Fol-
                       lowing a surge analysis in the final design, the class of pipe will
                       be determined on a station-to- station basis.          Depending on the
                       head conditions in the various reaches, the pipeline will probably
                       vary from Class 100 to Class 200.

                       Alternative 2

                       The profile of Alternative 2 is shown on Figure 4-6. This align-
                       ment has a static head of approximately 140 feet and a TDH of
                       223 feet, assuming a peak flow rate of 57.8 mgd and neglecting
                       surge.   Based on the TDH of 223 feet, the pump station requires
                       3, 500 horsepower.     Thus, the Alternative 2 alignment, although
                       greater in length than Alternative 1, has a TDH that is 50 feet
                       less and requires 800 fewer horsepower to operate at peak flow.

                       The pipeline varies in size from 54 inches from Station 100+00 to
                       378+00 to 48 inches from Station 378+00 to 605+00.         Accounting for
                       surge in the same manner as for Alternative 1, the average class
                       of the pipe is assumed to be Class 150.

                       CIomparison of Annual Costs

                       An annualized cost comparison of the two alternatives was made
                       on the basis of the capital costs shown in Table 4-1 and the fol-
                       lowing assumptions:

                            �     Economic life of 40 years

                            �     Interest rate of 7 percent

                            �    'Mechanical and electrical components of the pump station
                                  initially sized for year 2005 flows, with replacement or
                                  addition to these components in year 2005 to accommo-
                                  date year 2025 flows

                            �     20-year     life   fo r  machinery;      costs    include    one
                                  replacement

                            �     Present power costs

                       The electrical costs are based on the average daily water flows
                       projected in the MAUS        report.    The present power rates fur-
                       nished by the Matanuska      Electric Association are:

                                  Demand Charge (September 1980)
                                              0-50 kW per month                 $0.00
                                              Over 50 kW per month              $4.19/kW

                                                              4-15

                                    Energy Charges
                                               0-500 kWh                       14.20kWh
                                               500-2,000 kWh                   5.20kWh
                                               2,000-10,000 kWh                3.90kWh
                                               10,000-200,000 kWh              2.91/kWh
                                               Over 200,000 kWh                2.N/kWh

                          Maintenance costs were calculated at .25 percent of the associated
                          construction costs.   This percentage cost represents the average
                          cost of maintenance over a long period.       The annual costs for
                          each alternative were calculated to be approximately $2,400,000
                          per year.*

                          RECOMMENDATION

                          The information presented in this chapter was reviewed with the
                          Municipality of Anchorage on October 1, 1980.      At that time, the
                          Alternative 1 alignment was selected as the recommended alignment
                          because it had fewer environmental constraints and appeared to
                          be easiest to implement from a standpoint of obtaining permits and
                          rights-of-way.

                          The selection of the Alternative 1 alignment represented a recom-
                          mended alignment corridor and not a specific route selection.
                          Subsequent to further studies by CH2M HILL along the selected
                          alignment and to review of the alignment by various agencies, a
                          more specific alignment was formulated.      A discussion of these
                          studies and of the specific alignment is in the following chapters.

                          *Chapter 6 of Appendix V, Eklutna Lake Alternative Water Source
                           Evaluation, has a more detailed discussion of project energy re-
                           quirements and costs, including an annual cost summary for the
                           Eagle River dam and reservoir project.         Future  increases in
                           power supply may be supplied from coal-fired thermal plants with
                           generation costs of about 8.66 cents per kWh (1981 prices).

                                                           4-16

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                                                                                                                                                                           RIPELI)VE STATIONS

     I

        I                                                       I
                                        Part 11
                                        Selected Pipeline
                                        Alignment

                    ON Chapter 5
                    ME CORROSION STUDY

                    This chapter presents the procedures for and the results of field
                    tests for the corrosion study along the selected (Alternative 1)
                    pipeline alignment from Eagle River to the Municipal Water Treat-
                    ment Plant.    Certain areas along the approximately 8.2-mile-long
                    pipeline route were surveyed to determine the corrosivity of the
                    soil toward the pipe material alternatives.      In addition, existing
                    water quality data were reviewed to estimate the corrosivity of
                    Eagle River water.

                    Recommendations based on this study are included at the end of
                    this chapter.    However, this was a preliminary corrosion study;
                    further investigation should be undertaken during the final design.

                    FIELD TEST PROCEDURES AND RESULTS

                    The field portion of this study consisted of several tasks:

                          0    Measurement of the soil resistivity along the selected
                               alignment

                          0    Inspection, sampling, and chemical analysis of the soils
                               at test pits along the route

                          0    Measurement of stray electrical current in the earth at
                               selected locations

                    Soil Resistivity

                    The process of corrosion is electrochemical in nature because it
                    includes a transfer of electrical energy and one or more chemical
                    changes.    On buried metal structures, electrochemical cells can be
                    formed in which metallic ions leave the structure and flow into the
                    soil.  This chemical change of the metal results in the formation
                    of iron oxide (i.e., the familiar red rust).

                    A soil's ability to conduct electricity is one of the most important
                    factors controlling the rate of corrosion.        The lower the soil
                    resistivity, the better the electricity is conducted and the faster
                    metal corrodes; the higher the resistivity, the slower it corrodes.

                    The relationship of the corrosivity of a soil to its resistivity is as
                    fol lows:

                          Less than 30 ohmmeters                    Very corrosive
                          Thirty ohmmeters to 100 ohmmeters         Moderately corrosive
                          Over 100 ohmmeters                        Mildly corrosive

                                                      5m-i

                                         During this survey, the electrical resistivity of the soil along the
                                         pipeline route was measured by the Wenner Four-Pin Method at
                                         selected depths of 2.5, 5, 7.5, 10, and 15 feet.                                    The average soil
                                         resistivity from the ground surface to each selected depth was
                                         calculated, along with the resistivity of the soil layers between
                                         test depths. These data are listed on Table 5-1. The lowest soil
                                         resistivity measured (147 ohmmeters)                              was the 5.0- to 7.5-foot-
                                         depth layer at Station 490+00.                              All other measurements were
                                         higher, indicating that the soil is only                          mildly corrosive.

                                                                                         Table 5-1
                                                                                  SOIL RESISTIVITY

                                                           Average Resistivity (ohmmeter)                          Layer   Resistivity (ohmmeter)
                                                    -            From  Grade to De2th                                         at Depth
                                                                                                               2.5-5.0     5.0-7.5    7.5-10      10-15
                                         Station    2. 5 ft     5.0 ft     7. 5 ft      10 ft        15 ft        ft         ft          ft         ft

                                         102+00      2,885       4,060       3,840       3,480       2,628      6,850      3,464      2,716       1,705
                                         113+00         875        942       1,044       1,206       1,242      1,020      1,197      2,792       1,321
                                         139+00         535        749         877       1,066       1,215      1,248      1,336      2,998       1,686
                                         150+00         565        764         999       1,084       1,254      1,179      2,596      1,455       1,827
                                         164+00      5,050       1,620       1,605       1,218       1,071         965     1,576         707         863
                                         170+00      1,575       2,220       2,340       1,992       1,527      3,760      2,624      1,377       1,041
                                         118+00 a    2,725       2,390       1,935       1,480       1,548      2,128      1,401         868
                                         142+00a     1,005       1,460       1,770       1,730       1,971      2,668      3,076      1,620       2,732
                                         153+00         238        404         552         580         699      1,320      2,065         684      1,185

                                         180+00         263        376         547         686         888         656     6,238      2,845       2,160
                                         202+00         885        814         613         622         438         753       411         649         275
                                         215+00      1,030         843                     876         870         713       912         912         854
                                         230+00         670        657         693         580         585         644       778         389         298
                                         250+00      2,130       1,350       1,905       1,242       2,814         988     1,072         608
                                         265+00      1,150       1,800       2,460       2,580       2,391      4,140      9,225      3,022       2,085
                                         281+00         640        822                   1,112       2,667      1,149      1,718      1,718
                                         295+00         427        698         879       1,008       1,257      1,910      1,826      1,801       2,844
                                         310+00      6,450       1,000       6,750       6,840       6,030     22,241      4,091      7,125       4,875
                                         327+00      1,030       1,240       1,285       1,470       1,548      1,557      1,387      2, 582      1,732
                                         347+00      5,800       5,420       5,760       4,600       5,340      5,087      6,586      2,867       7,873
                                         356+00     10,250      10,700       8,445       7,060       5,640     11,191      5,941      4,732       4,022
                                         372+00      5,360       8,210       7,395       7,580       6,600     17,532      6,170      8,195       5,244
                                         384+00     10,010       9,840       8,430       6,180       6,300      9,676      6,522      3,432       6,554
                                         402+00      8,800       8,430       7,530       8,000       5,940      8,090      6,205      9,843       3.921
                                         425+00      5,650       7,610       7,485       7,740       7,200     11,652      7,247      8,621       6,318
                                         435+00      1,435       1,480       1,545       1,820       2,367      1,528      1,694      3,905       5,934
                                         455+00     17,950      19,900       13,470     11,980       24,720    22,325      8,182      8,995
                                         465+00         920        703         967         880       1,428         569     3,909         692
                                         475+00      4,995       4,320       2,910       2,780       1,860      3,806      1,761      2,451       1,119
                                         478+00      2,135       1,580       1,161         784         816      1,254        759         397         888
                                         490+00      1,560         433         261         356         558         251       147         326         326
                                         496+00      8,500      11,500       7,710       7,240       9,120      1,777      4,647      6,121       1,897
                                         510+00         670        561         553         488       1,368         482       539         360
                                         520+00         337        320         472         436         558         327     3,076         354      1,267
                                         529+00      8,200       8,430       7,560       7,100       6,090      8,673      6,266      6,004       4,741

                                         aAlternative route parallel to Glenn Highway.

                                                                                               5-2

                         Chemical Analysis of Soil

                         Water-soluble chemicals that release chloride and sulfate ions are
                         especially detrimental to steel and concrete, respectively.            The
                         pH value of a soil indicates whether it is acidic (pH less than 7)
                         or alkaline (pH greater than 7).       Soils that are highly acidic can
                         be detrimental to metallic and concrete pipe.

                         Soil samples were taken at 10 locations.        The results of the soil
                         analyses are shown in Table 5-2. The quantitative analyses indi-
                         cate that the pH of the soil ranges from slightly alkaline to
                         slightly acidic, and the amounts of soluble chloride and sulfate
                         are very small.    On the basis of these tests, little corrosion of
                         proposed pipe materials is expected from the chemical composition
                         of the soil.

                                                       Table 5-2
                                       CHEMICAL ANALYSIS OF SOIL SAMPLES
                         Station             pH a          Chloride b             Sulfateb

                         113+00c           6.03                 3                      5
                         118+00            6.46                 3                      4
                         164+00            7.84                 3                      3
                         170+00            7.41                 3                      5
                         425+00            6.57                 3                      3
                         490+00            6.82                 3                      3
                         496+00            6.88                 3                      5
                         510+00            6.90                 3                      7
                         520+00            7.06                 3                      29
                         529+00            7.10                 15                     3

                         a100-gram soil sample   mixed with    300 milliliters of distilled water.
                         bMilligrams per kilogram of dry soil.
                         CAlternative route parallel to Glenn Highway.

                         Stray Electrical Current

                         Stray electrical current can accelerate pipeline corrosion.           Stray
                         current measurements were made at selected locations by placing
                         two copper/copper sulfate (Cu/CuSO ) electrodes SO feet apart
                         and in contact with the earth.        Eart@ current between the elec-
                         trodes causes a potential or voltage difference directly propor-
                         tional to the magnitude of the current between them. The polar-
                         ity and magnitude of the potential between the electrodes were

                                                               5-3

                            measured with a high impedance voltmeter.         These "earth poten-
                            tial measurements" are listed in Table 5-3.      The measurements are
                            very low values, indicating negligible amounts of stray current.
                            There will be no effect on metal pipe materials under present and
                            anticipated future conditions.

                                                        Table 5-3
                                             EARTH POTENTIAL MEASUREMENTS
                            Stationa          Direction               Potential (millivolts)

                            118+00          North-South               0.1 (south electrode +)
                                            East-West                 0.0
                            170+00          North-South               0.1 (north electrode +)
                                            East-West                 0.0
                            360+00          North-South               0.0
                                            East-West                 0.1 (west electrode +)

                            aStation references are taken from Exhibit A, Preliminary
                             General Plans (Alternative 1).

                            REVIEW OF WATER QUALITY DATA

                            Water  quality data from CH2M HILL studies and from the MAUS
                            report were reviewed to estimate the corrosivity of Eagle River
                            water toward metallic pipe materials'.       The MAUS report stated
                            that water from Eagle River "should be fairly stable (neither
                            aggressive nor corrosive)."      Our analysis of the data indicates
                            that the alkalinity and hardness of the water vary significantly on
                            a seasonal basis and that the water could be somewhat corrosive
                            during times of low alkalinity and hardness. The water may also
                            tend to leach cement and cement mortar under these conditions.
                            When the water has higher alkalinity and hardness, our analysis
                            indicates that it is stable.

                            SUMMARY AND RECOMMENDATIONS

                            Ductile Iron and Steel Pipe

                            The soil at the depth at which the pipe will be laid is of high
                            electrical resistivity and is composed mainly of sands and gravels.
                            Therefore, it is noncorrosive to ductile iron and mildly corrosive
                            to steel.

                            Because of the relatively noncorrosive nature of the soil to ductile
                            iron, cathodic protection of a ductile iron pipeline is unnecessary.

                                                               5-4

                      Also, no supplemental external coating or polyethylene encasement
                      of the ductile iron pipe should be required, except possibly in
                      the area of the old Eagle River dump.

                      All metallic pipe materials should be lined to minimize the potential
                      for internal corrosion.   Linings that provide acceptable corrosion
                      resistance are coal-,tar enamel and coal-tar epoxy.     Cement mortar
                      or concrete linings may undergo some seasonal leaching when the
                      water is soft but should provide adequate protection for pipe
                      metal.

                      Although all the soils along the route are of high resistivity, the
                      various soil groups tested differ in resistivity by one or two
                      orders of magnitude.     This difference could cause corrosion on a
                      continuous pipeline installed through several soil horizons or
                      boundaries.    For this reason, the joints of the ductile iron pipe-
                      line should be rubber-gasketed       rather than bonded to stop the
                      flow of corrosion currents caused    by differences in soil resistivity
                      in large areas along the pipeline.

                      Welded steel pipe and fittings       require an external coating of
                      coal-tar enamel (AWWA C203) or       coal-tar epoxy (AWWA C210) to
                      reduce the amount of corrosion       caused by the variation in soil
                      resistivity.  The pipeline should    also be equipped with test wires
                      for future corrosion monitoring.      Steel pipe with unbonded me-
                      chanical joints is not recommended because electrical continuity of
                      the pipeline would be required if cathodic protection is ever
                      needed.

                      Electrical measurements indicate that no significant stray direct
                      current is present in the earth at the locations tested.            The
                      present operation of Alaska Gas and Service, Company's cathodic
                      protection systems for its gas lines is, therefore, not expected to
                      cause corrosion in the proposed pipeline.          However, measures
                      should be included in the design to mitigate interference on the
                      pipeline by the operation of possible, future, rectifier-operated
                      cathodic protection systems constructed closer to the pipeline.

                      Concrete Cylinder Pipe

                      Chemical tests of soil samples from the pipe route indicate mild
                      corrosivity toward concrete cylinder pipe.     The tests indicate that
                      the soil is mildly acidic and would react with some of the alkaline
                      hydrated cement in concrete.       However, the acidity of the soil is
                      sufficiently low that no significant deterioration of concrete cyl-
                      inder pipe is expected.

                                                         5-5

                     So Chapter 6
                           GEOTECHNICAL EXPLORATION

                     A geotechnical exploration was performed to aid in the preliminary
                     design and construction of the selected Alternative 1 alignment of
                     the Eagle River Pipeline.

                     The scope of work included:

                           0     Collection and synthesis of available information on
                                 subsurface conditions along and near the selected
                                 alignment

                           0     Subsurface exploration using backhoe-excavated test
                                 pits

                           0     Geotechnical engineering analysis

                     The geotechnical exploration was conducted with the understanding
                     that additional geotechnical work will be performed for final
                     design.     Recommendations for additional work appear in Chap-
                     ter 10.   Should differing subsurface conditions be encountered
                     during subsequent geotechnical work or during construction,
                     CH2M HILL should be notified, so it can be determined whether
                     the recommendations of this report need to be reevaluated.

                     INFORMATION COLLECTION AND SYNTHESIS

                     Some of the subsurface information used in the geotechnical
                     exploration was originally prepared for other purposes and without
                     the specific knowledge of this project (generalized geologic maps,
                     planning    reports,   state highway reports).        This information
                     therefore has limited application and must be complemented during
                     final design by additional exploration (borings, test pits, labora-
                     tory tests).

                     Regional Geology

                     The selected alignment lies in the Cook Inlet-Susitna Lowland
                     section of the Pacific Troughs Physiographic Province (Roberts,
                     1976).   This section was part of a deep oceanic trench that was
                     filled with sediments during Mesozoic and early Tertiary times (30
                     to 225 million years ago) and then folded and faulted downward.
                     Subsequently, the area was partially filled with Tertiary and
                     Quaternary (less than 65 million years old) sediments (Hunt,
                     1974) and is now a structural trough between uplifts of the
                     Alaska Range to the north and the Chugach Mountains immediately
                     to the southeast.

                                                        6-1

                           Local Geology

                           Interpretation of the local geology is based on generalized geologic
                           maps (Schmoll, et al., 1980; Schmoll and Dobrovolny, 1972;
                           Magoon, et al.,    1976) except as cited by specific reference.      Five
                           distinct periods of glaciation have been identified in the area.

                           Typically, the     selected alignment crosses glacial and alluvial
                           surficial soil.    The unconsolidated surficial deposits vary in
                           thickness along   the alignment.    Variations in thickness occur, at
                           times, over short distances.

                           In general, bedrock outcrops of the Chugach Mountains are within
                           2 miles of the route.     The existing geologic information indicates
                           bedrock may exist at or near the ground surface in two isolated
                           locations.   Most of the selected alignment, however, crosses deep
                           unconsolidated deposits.

                           Bedrock underlying the surficial deposits consists of two distinct
                           groups separated by the Knik Fault Zone (see Figure 6-1).             The
                           Knik Fault Zone trends northeast and crosses the selected align-
                           ment at approximately Station 425+00.        (For locations of stations
                           mentioned in this chapter, refer to the Alternative 1 alignment
                           stationing shown in Exhibit A, Preliminary General Plans.)           From
                           the water treatment plant to approximately Station 425+00, the
                           pipeline is on the southwest side of the Knik Fault, and bedrock
                           consists of soft sedimentary rocks of the Kenai Group of late
                           Tertiary age (2 to 38 million years old).          Rocks of the Kenai
                           Group are exposed near the town of Eagle River.           Soil depth to
                           bedrock of the Kenai Group along the selected alignment was not
                           determined during,the geotechnical     'exploration; however, general-
                           ized geologic mapping indicates depth to bedrock may be over
                           100 feet (Zenone, et al., 1974).

                           From approximately Station 425+00 to Eagle River        (northeast side
                           of the Knik Fault), bedrock consists of rocks           of the McHugh
                           complex.    The McHugh complex contains weakly metamorphosed
                           sedimentary and related igneous rocks of Jurassic       and Cretaceous
                           age (85 to 185 million years old).      Large outcrops of the McHugh
                           complex are typically 1 to 1.5 miles from the selected alignment.
                           Generalized mapping (Schmoll, et al., 1980) shows an outcrop for
                           the McHugh Formation at approximately Station 520+00.                 The
                           outcrop, however, could not be located during the field explora-
                           tion.   Approximately 0.1 mile south of Station 500+00, an outcrop
                           of gabbro was tentatively mapped (Schmoll, et al., 1980).            This
                           outcrop also could not be located during the field exploration.
                           Approximately 0.1 mile north of Station 500+00, the USGS has
                           conducted deep resistivity measurements that indicate bedrock is
                           over 300 feet deep (the USGS report is preliminary, and the
                           reference cannot be cited).       Well exploration drilling by CH2M
                           HILL indicates bedrock in the upper reaches of Eagle River Valley
                           is at least 700 feet deep (see Appendix 1, Well Drilling Program).

                                                              6-2

                                                                                   moor-
                                        R. 3 W.                  R. 2 W.                @'R. I W.                       R. I E.

                               T."I 8 N.                     0

                                        0
                                          0

                               T. 17 N.

                                                                          41

                                                                                    0

                               T. 16 N.

                               1'. 1.5 N
                                                                                                                                      C3

                                                                                                          C-3

                                                                                                                        0
                                                                                    PUMP
                                                                                 S TATION

                               T. 1

                                        LECTED PIPELINE
                                        ALIGNMENT                                                                             :%

                                        MUNICIPAL
                                        TREATMENT                                            0  It,
                                        PLANT -                S,.'                        11@0
                               T. 13 N..                                                                 .......
                                                                                    %
                                                                                                                  Jet
                                                         AGE
                                                      :R                                                                                    N

                                   . ..........

                                                                                                                             SCALE       1'    4 MILES

                               SOURCE: MAGOON, ET AL, 1976
                                                      LEGEND                                                       Figure 6-1
                               -A-&-& THRUST FAULT, SAWTEETH ON UPPER PLATE                                        Known Faults
                                        R,3W,
                               T. 1 F8N

                                           FAULT, SOLID WHERE EXPOSED,
                                           DOTTED WHERE CONCEALED                         6-3

                              Historic Seismicity

                              Anchorage and its vicinity are in an area of historically high
                              seismicity.   Most earthquakes occur at considerable depth (30 to
                              50 kilometers) and do not produce surface rupture.             Records of
                              historic earthquakes have been compiled by the National Oceanic
                              and Atmospheric Administration (NOAA 1975; NOAA, 1976a and
                              1976b) and are available for search on CH2M HILL's DECsystem-10
                              computer.    Two searches were performed for this report:

                                   �     100-kilometer search radius for earthquakes with magni-
                                         tude 3 or greater

                                   �     300-kilometer search radius for earthquakes with magni-
                                         tude 6 or greater

                              The searches were performed for a radius from a given point.
                              The point selected was the approximate midpoint stationing of the
                              selected alignment.

                              The search records are shown in Exhibit B.             A summary of the
                              records is shown in Table 6-1.           Table 6-1 clearly depicts the
                              high seismicity of the area and indicates the need for a detailed
                              analysis to select the design earthquake(s).

                              The historic earthquake producing the most damage along the
                              selected alignment was the Prince William Sound earthquake of
                              March 27, 1964 (largest earthquake shown in Table 6-1).                This
                              earthquake and its resulting damage in the vicinity of the selected
                              alignment are well documented.        The Prince William Sound earth-
                              quake should be considered the minimum design level earthquake
                              for the pipeline.      Additional studies during final design may
                              indicate a larger design earthquake is warranted.

                              Known Faults

                              Known faults in the vicinity of the selected alignment are shown
                              on Figure 6-1.

                              The closest known active fault is the Castle Mountain Fault
                              (Brogan et al.,       1975), approximately 25 miles (40 kilometers)
                              north of the pipeline at its closest point.

                              The pipeline route crosses the Knik Fault Zone at approximately
                              Station 425+00.    (The fault zone location is inferred at this loca-
                              tion. )  The Knik Fault Zone is believed to consist of steeply
                              dipping to vertical parallel faults.

                              The Eagle River Thrust Fault passes approximately 1.5 miles
                              (2.4 kilometers) east of the proposed pump station location, its
                              closest point to the pipeline.      The upper plate of the fault is to
                              the northwest and the lower plate to the southeast.

                                                                   6-4

                                                               Table 6-1
                                                       HISTORIC SEISMICITY

                                                                                                     b    Closest
                                         Search         Number               a   Calculated Number        Recorded
                          Richter        Radius           of           Years       of Occurrences         Epicenter
                         Magnitude (kilometers)       Occurrences Recorded         Per 100 years        (kilometers),

                         3-3.99           100             145       1964-1979            gio                 20t

                         4-4.99           100             70        1963-1979            410                 25t

                         5-5.99           100             14        1963-1979            82                  15t

                         6-6.49           100               7       t1930-1979           14                  30�
                                          300             31        �1930-1979           62                F100

                         6.5-6.99         100               1       t1910-1979             1.4               95t
                                          300             11        t1910-1979           16                F100

                         7-7.49           100               3       t1910-1979             4.3               60�
                                          300               8       �1910-1979           11                F100

                         7.5-7.99         300               0       �1910-1979

                         8.0-8.24         300               1       �1910-1979             1.4               105�

                         aFirst year of   record taken as   that year appropriate for      return period analysis.
                         bCalculated number of occurrences per 100 years = number of occurrences divided
                          by number of years of record times 100 (see "all above).

                         The Knik Fault Zone and the Eagle River Thrust Fault were
                         probably the sites of major crustal activity in the past but are
                         not known to have exhibited recent movement (within the past
                         �10,000 years).         There is a small possibility that renewed activity
                         may occur along the Knik Fault Zone (Zenone et al., 1974).
                         While references indicate the Knik Fault Zone should be considered
                         inactive, the significance of renewed activity on pipeline perfor-
                         mance warrants further exploration during final design.

                         The pipeline may cross or pass close to other unidentified faults
                         that are concealed by the thick glacial and alluvial deposits.
                         Additional information concerning the seismicity of the area can
                         be found in Appendix 11, Preliminary Damsite Investigation.

                         Glenn_Highway

                         Subsurface *explorations were performed by the Alaska Department
                         of Highways for upgrading Glenn Highway immediately adjacent to
                         the selected alignment approximately between Stations 120+00 and
                         420+00.      These explorations were performed from 1967 through
                         1972 and are summarized in reports dated 1970 and 1974 (see
                         references).

                                                                     6-5

                           The Department performed 115 test borings using truck-mounted,
                           continuous-f light auger rigs.    The borings, which typically were
                           terminated before a 10-foot      depth, were situated between the
                           vicinity of the Municipal Water Treatment Plant and Station 420+00.
                           Some of the findings were: !

                                0     Variable soils above  the 5-foot depth, ranging from peat
                                      to sandy gravel with cobbles and boulders

                                0     Mixtures of sand and gravel with varying amounts of
                                      cobbles and boulders (NSF or F-1 frost susceptibility
                                      classification) were typical of soils below 5 feet

                                0     No groundwater in some borings; near the ground
                                      surface in others

                                0     One glacial erratic, 20+ feet in maximum dimension was
                                      found (the summary reports mention the possibility of
                                      other glacial erratics)

                                0     Approximately one-third of the borings indicated refusal
                                      at maximum depth

                           SUBSURFACE EXPLORATION

                           Test Pit Procedures

                           The subsurface exploration performed for this report consisted of
                           15 test pits, excavated and backfilled October 22 and 23, 1980.
                           A rubber-tired Case 580B backhoe equipped with a 2-foot-wide
                           bucket was used for the work.       Test pits were located in relation
                           to noticeable topographic features; the approximate locations are
                           shown in Exhibit A.

                           It is important to note that the subsurface exploration typically
                           did not penetrate to the depth required to lay the pipe (approxi-
                           mately 12 feet).    Important observations of subsurface conditions
                           (especially groundwater) at invert depth and pipeline foundation
                           conditions were not directly made.

                           Soils encountered in the test pits were visually classified by a
                           geotechnical engineer from CH2M HILL in approximate accordance
                           with American Society for Testing and Materials (ASTM) Standard
                           D 2488, "Description of Soils (Visual-Manual Procedure)."           Soil
                           classification using this standard helps establish a uniformity in
                           nomenclature, but does not ensure an exact classification.        Judg-
                           ment is still the primary factor, especially in field classification.

                           In addition, the natural variability in soil deposits creates a
                           complex picture of the subsurface if precise descriptions are
                           employed for each stratum encountered.       Soil descriptions for this

                                                             6-6

                     exploration have, therefore, been simplified for purposes of
                     interpretation .

                     Pocket penetrometer tests were performed on selected strata in
                     the test pit side walls.      No sampling or laboratory tests were
                     performed.     Test pit logs and pocket penetrometer results are
                     shown in Exhibit C.

                     Summary   of Test Pit Observations

                     The soils encountered in the test pits primarily consist of zero to
                     2. 5 feet  of organic surficial soil underlain by predominantly
                     granular   soils.  The organic material usually is peat or roots,
                     grasses,   and leaves in various stages of decomposition.           The
                     granular   soils typically are silty sand, sand, and mixtures of
                     sand and   gravel containing varying amounts of cobbles and boul-
                     ders.   The granular soils vary from loose to dense in consistency
                     and typically are medium-loose to medium-dense.

                     Some fine-grained strata (sandy     silt and clayey sandy silt) were
                     encountered within 3 feet of the    ground surface.     Test Pit No. 9
                     was excavated in a landfill, and partially decomposed refuse was
                     encountered.

                     The major difficulty in excavating the test pits was the removal of
                     boulders and large    cobbles.   In two test pits, the backhoe could
                     not excavate them. The largest boulder observed in the test pits
                     was approximately      3 feet in maximum dimension.          Occasional
                     boulders also were observed on the ground surface adjacent to
                     the pipeline route;   the largest was approximately 5 feet in maxi-
                     mum dimension.     Bedrock was not encountered in any of the test
                     pits.

                     Groundwater was encountered in 4 of the 15 test pits at depths of
                     approximately 3 to 9 feet. Where encountered, the inflow into the
                     test pit was very rapid, decreasing the stability of the sidewalls
                     and preventing excavation more than about 1.5 feet below the
                     groundwater table.      Soils above the groundwater table were
                     generally moist to slightly wet.

                     Frost-susceptible materials were encountered at various locations.
                     These materials typically consist of mixtures of silt and sand with
                     various amounts of clay and gravel.       Where groundwater is also
                     present, these soils may present frost problems.

                     Nonfrost-susceptible material was encountered at many locations
                     along the selected alignment, consisting typically of clean mix-
                     tures of sand and gravel.      This material is prevalent along most
                     of the alignment from the Municipal Water Treatment Plant to
                     Hiland Drive, but from Hiland Drive to the proposed pump station
                     limited amounts were encountered.

                                                        6-7

                           Sloughing of the test pit sidewalls was observed in all but four
                           test pits and consisted generally of material gradually falling from
                           the sidewalls as the test pit was excavated.    No massive blocks of
                           material sloughed into the test pits.

                           RECOMMENDED DESIGN CONSIDERATIONS

                           The following design considerations are based on limited informa-
                           tion.  Changes and additional refinement should be anticipated
                           during final design.

                           Alignment

                           The pipeline alignment should bypass marsh and landfill deposits.
                           The selected alignment does this.

                           Crossings of active faults should be made at an alignment that
                           will elongate the pipeline based on expected fault displacement.
                           Thrust blocks and other pipeline "anchors" should be remote from
                           the location of potential rupture.    Potential areas of earthquake-
                           induced liquefaction and slope instability were not explored and
                           may affect the pipeline alignment.

                           Dewatering

                           Positive measures should be implemented along portions of the
                           alignment to control groundwater during excavation, pipe laying,
                           and backfilling.  These measures should primarily consist of well
                           points because of the large amounts of groundwater anticipated.
                           Pumping from sumps located outside the pipeline area may be an
                           appropriate measure if the stability of the pipe foundation or
                           excavation  is not endangered by this method.        Soils containing
                           appreciable amounts of silt and sand or those loose in consistency
                           should not be clewatered by sump pumping.

                           Design of the dewatering system should account for potential
                           settlement of adjacent areas and removal of fines by piping.

                           Excavation

                           Conventional equipment, such as a large track-mounted backhoe,
                           should be suitable for pipeline excavation.       Isolated areas may
                           require blasting to aid in excavating large boulders or bedrock.

                           Sloped excavations and/or temporary shoring will be necessary for
                           safe excavation.    Proper clewatering will aid in the safety of
                           excavations.  Applicable governmental regulations, such as OSHA
                           regulations, may dictate the sloping and/or temporary shoring
                           requirements.

                                                            6-8

                      Pipe Zone Material and Backfill

                      Large amounts of foundation stabilization material should not be
                      necessary for installation of the pipe.      Additional deep explora-
                      tion is necessary@to verify this, however.

                      Pipe zone material (from approximately 6 inches below the pipe to
                      approximately 6 inches above the pipe) should conform to Class C
                      bedding as specified in the Standard Specifications for the Munici-
                      pality of Anchorage.      In addition to the requirements in the
                      Standard Specifications, pipe zone material should be reasonably
                      well graded from coarse to fine, should have a minimum sand
                      equivalent of 30 and a maximum liquid limit of 25, and should be
                      rounded, not angular.      Rounded particles will aid in compaction
                      below the spring line and reduce pipe corrosion at individual
                      contact points with the soil.     Limited quantities of suitable pipe
                      zone material were encountered during the subsurface exploration.
                      If excavated material is to be used for pipe zone material, it
                      should be processed, especially to remove oversize particles.

                      Pipe zone material should be placed in horizontal lifts less than
                      8 inches in loose thickness and compacted to at least 90 percent
                      relative compaction.   Relative compaction is defined as the ratio,
                      in percent, of the as-compacted dry density to the maximum dry
                      density as determined by ASTM D 1557.         Special attention should
                      be given to placement of pipe zone material below the spring line
                      to help ensure uniform pipe support and to prevent pipe damage
                      and displacement.     Care should be taken when depositing and
                      compacting backfill above the pipe zone to avoid damaging or
                      displacing the pipe.

                      Backfill above the pipe zone should consist of excavated material
                      that is reasonably well graded from coarse to fine, contains
                      sufficient fines to aid in compaction, and is free from organic and
                      deleterious material.  Material suitable for backfill above the pipe
                      zone was encountered in many of the test pits.          Some material
                      processing should be anticipated to remove oversize particles.

                      Backfill above the pipe zone should be divided into two classes
                      depending on the allowable settlement (settlement refers to settle-
                      ment above the pipe zone only).

                      Where settlement should be kept to a minimum (road crossings,
                      for example), compaction requirements should be specified for
                      maximum particle size, maximum loose lift thickness, and minimum
                      relative compaction.    All these requirements should be verified
                      through field inspection and testing during construction.

                      Where settlement is not important, consideration should be given
                      to developing a method of specification for placement and compac-
                      tion of backfill.    The areas where settlement is not important
                      should be crowned to account for future settlement, and when

                                                        6-9

                           these areas are delineated, plans for the area should be studied
                           so that possible future construction over the pipeline (a future
                           roadway for example) is taken into account.

                           For both pipe zone material and backfill above the pipe zone,
                           compaction moisture content should be as close as practical to
                           optimum to aid compaction.       Also, compaction should be accom-
                           plished by   mechanical means; flooding and jetting should not be
                           allowed.

                           Ship Creek  Crossing

                           It appears that the only feasible method of constructing the
                           crossing is  under water (versus jacking or dewatering).       The top
                           of the pipe  zone should be I to 2 feet below the depth of scour
                           to resist uplift and exposure of the pipe.        Additional study is
                           necessary to determine the depth of scour.

                           Partial lowering of the groundwater table during construction of
                           the crossing should not be allowed because this would tend to
                           loosen or uplift the foundation material.    Also to resist uplift, the
                           pipe should be concrete encased with a suitable tremie concrete.
                           It is recommended that reinforcement be provided perpendicular to
                           the axis of the pipe and that riprap and riprap bedding be placed
                           along the streambanks at the crossing to minimize erosion of
                           backfill.

                           Thrust Blocks

                           The allowable soil-bearing pressure is dependent upon many
                           factors that must be addressed during final design.        For prelimi-
                           nary sizing of thrust blocks, the allowable bearing pressure has
                           been calculated using the following assumptions:

                                0     Ground surface is horizontal

                                0     Moist soil unit weight = 125 pcf

                                0     Saturated unit weight = 135 pcf

                                0     Effective soil friction angle = 35 degrees

                                0     Effective soil cohesion = 0

                                �     Cover = 4 feet (ground surface to top of block)

                                �     Height of block = 6 feet

                                �     Design groundwater table = 6 feet

                                �     Steady-state pipeline flow conditions (no surge or cyclic
                                      loads)

                                                             6-10

                            0     Factor of safety = 1.25

                            0     Thrust block poured neat against an undisturbed ver-
                                  tical soil face

                      The Rankine passive earth pressure fheory was used to calculate
                      the ultimate passive pressure; the resulting allowable bearing
                      pressure is    shown on Figure 6-2.         Allowable passive pressures
                      are used for preliminary design only        and should not be used for
                      final design.

                      The ground      surface configuration influences the amount of soil
                      within the passive zone.      Thrust blocks on sloping hillsides where
                      the pipeline thrust is directed out from the slope face deserve
                      special consideration.      These blocks should be placed well into
                      the slope, a minimum of 3 feet, so that a full passive zone is
                      mobilized or the allowable passive pressure should account for the
                      reduced passive zone.       In addition, the pipeline thrust should act
                      between the midpoint and the lower-third-point of the thrust
                      block (see Figure 6-2).       This will aid in making the thrust force
                      and soil resistance colinear.

                      Some thrust blocks cannot be poured neat against undisturbed
                      vertical soil-bearing surfaces.        In such cases, it is anticipated
                      that the thrust block will be poured neat on a sloping soil face,
                      or the thrust block will be formed and subsequently backfilled
                      against.    Selection of allowable bearing pressures should account
                      for these and other probable methods of construction.

                      Frost Susceptibility and Frost Penetration

                      With a minimum cover of 7 feet over the pipe, frost effects should
                      be minimal on the pipe itself and no special design considerations
                      are necessary.      Specifically, no significant lateral or heave loads
                      are anticipated for the pipe.

                      Appurtenant structures such        as blowoffs, access manholes, or air
                      valves will require special        consideration during final design.
                      From a geotechnical standpoint, backfill around and under-
                      neath these appurtenant structures should consist of nonfrost-
                      susceptible material.

                      In addition, road crossings and other areas where surface heave
                      cannot be tolerated will require special consideration during final
                      design.    Nonfrost-susceptible backfill will be necessary in these
                      locations, also.

                      Further exploration and laboratory testing are necessary to define
                      the location and amount of nonfrost-susceptible material along the
                      alignment.    Refer to Chapter 10 for recommendations for explora-
                      tion during final design.

                                                            6-11

                                          I                                I

                                                             p(A -PP
                                                               RPM
                             NO-

                                                        H/2.
                                                                               RESISTING
                                                                               EARTH PRESSURE
                                          Thrust
                                                      rH/3

                                                  LINE OF THRUST

                                                                       \\\711\\Yl' IAAVII@@

                                                                  -1475 af

                                                                    2215 ef
                                                                                 AVERAGE
                                                                                 PRESSURE
                                          ... .4.                                  2375 psf
                                                           CL
                                                           LU
                                                                  48
                             N                                      3070 pef
                                                             10L--w

                                                                  0 1000 2000 3000 4000
                                                            Allowable Bearing Pressure (psf)

                                         ALLOWABLE BEARING PRESSURE

                                                               Figure 6-2
                                                                  *-A

                                                                  4*14 "* a'
                                                                  2=2 1 @58 f

                                                               Thrust Block
                                                       6-12

                      no Chapter 7
                            SUMMARY OF PRELIMINARY DESIGN AND SPECIFICATIONS

                      During the preliminary design process, the selected Alternative 1
                      pipeline alignment was reviewed by the Municipality of Anchorage,
                      Eklutna, Inc., the U.S. Army, and the Alaska State Department
                      of Transportation.      Based on this review process, as well as
                      additional engineering data, the alignment was modified in some
                      reaches of the pipeline.

                      This chapter summarizes the preliminary pipeline design and
                      discusses the modifications to the selected Alternative 1 alignment.
                      It also contains special conditions and general survey information
                      that are associated with the preliminary design and a summary of
                      the preliminary technical specifications.

                      Final preparation of plans and specifications associated with final
                      design will cover the legal conditions, permit and rights-of-way
                      stipulations,   electrical  requirements,     telemetry and      controls,
                      subsurface soil information, funding agency requirements, and
                      modifications of the draft specifications.

                      PRELIMINARY PLANS

                      General Alignment

                      Figure 7-1 depicts the selected Alternative 1 general alignment
                      with modifications.    The pipeline begins just east-northeast of the
                      existing Municipal Water Treatment Plant.           From that point, it
                      continues north to the right-of-way of the Glenn Highway.               At
                      that point, it turns northeast and parallels the Glenn Highway to
                      a point about 1,200 feet east of Arctic Valley Road.        The pipeline
                      then leaves the Glenn Highway right-of-way and is routed to the
                      east approximately 600 feet, where it turns back to the northeast
                      and parallels the Eklutna powerline right-of-way.              Once the
                      pipeline route passes the road into the main gate to Fort Richard-
                      son, it continues along a parallel route with the frontage road,
                      the Eklutna powerline, and the Glenn Highway in a northeasterly
                      direction to the Department of Transportation Weigh Station on
                      the Glenn Highway.       Approximately 1,200 feet to the northeast of
                      the weigh station, the pipeline route leaves the Glenn Highway
                      and follows an access road to Hiland Drive, crosses Hiland Drive,
                      and then follows a jeep trail down to Eagle River.           The end of
                      the pipeline is in the immediate vicinity of Eagle River where the
                      proposed pump station would be built.

                      Specific Alignment Comments

                      The preliminary plans, which appear in a reduced-size version in
                      Exhibit E, show the pipeline alignment and its appurtenances in

                                                         7-1

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                      detail.  All the stations referred to in this chapter can be found
                      in the preliminary plans.

                      The stationing for the Eagle River water transmission pipeline
                      begins at a     point (Station 180+80)     near the Municipal Water
                      Treatment Plant.     Details showing the pipeline connection to the
                      treatment plant are not included because of the uncertainty asso-
                      ciated with the future plant expansion.

                      At Station 192+40, a special fitting provides for a change in the
                      direction of the pipeline to parallel the Glenn Highway.           Along
                      the Glenn Highway axis of the fitting, a blind flange has been
                      incorporated to allow for future connection of a      continuing pipe-
                      line that would parallel the Glenn Highway and proceed toward
                      Anchorage.     Also at this special fitting, the       pipeline size is
                      increased from a nominal diameter of 30 inches to      48 inches. The
                      balance of the pipeline from the special fitting to   Station 600+00 is
                      a 48-inch nominal diameter.

                      At approximately Station 193+00, the pipeline crosses an 8-inch
                      military multiproducts pipeline and at Station 193+20, crosses a
                      12-inch existing gas line.    These utilities, as with other utilities
                      along the pipeline route, will need to be further identified and
                      located during the final design stage of the project.           Crossing
                      over or under natural gas lines will require that- the water main
                      be protected from freezing.

                      Between the special fitting and beyond Ship Creek to Arctic
                      Valley Road, the pipeline is shown in a location which parallels
                      the Glenn Highway controlled access and right-of-way boundary
                      line.  It is located 10 feet outside of the boundary to minimize the
                      degree of clearing necessary for the construction of the pipeline.

                      Between Station 230+10 and Station 231+60, the pipeline crosses
                      Ship Creek.     On each side of the creek crossing, pipe cutoff
                      walls should be installed to prevent water seeping along the
                      pipeline from Ship Creek.       For the crossing itself, reinforced
                      concrete should cover the top one-half of the pipe to        offset any
                      buoyancy forces.     The lower half of the pipeline will     be located
                      on satisfactory pipe bedding material. These measures        are neces-
                      sary to protect the pipeline from channel erosion.            Also, the
                      stream banks should be riprapped to avoid erosion of         the trench
                      backfill material.  These special measures will need to be taken
                      during final design and construction.         Refer to the additional
                      discussion presented in Chapter 9, Permit Acquisition Process.

                      Approximately at Station 241+50, the pipeline crosses Arctic Valley
                      Road. Open-cut methods will be used to cross the road.

                      Beyond Arctic Valley Road, the pipeline continues to parallel
                      the Glenn Highway right-of-way until it reaches approximately

                                                         7-3

                           Station 253+70.   The pipeline then heads east to approximately
                           Station 258+38.   As the pipeline leaves the Glenn Highway, it
                           proceeds up a steep hill toward the Eklutna powerline.          It will
                           probably be necessary, following construction, to revegetate or
                           provide slope protection for this portion of the alignment.        The
                           pipeline alignment then turns toward the north and parallels the
                           Eklutna powerline right-of-way to approximately Station 315+10.
                           Along the Eklutna right-of-way, the pipeline is initially on the
                           west side of the right-of-way and then crosses to the eastern
                           side of the right-of-way to achieve better access and fit the
                           topography.

                           Between Arctic Valley Road and the main gate to Fort Richardson,
                           the pipeline alignment originally followed the Frontage Road.
                           Preliminary plans were developed and reviewed by Fort Richard-
                           son personnel and, at their request, the alignment was modified
                           to follow the Eklutna powerline right-of-way instead.        For this
                           reason, new plan and profile sheets were prepared using existing
                           aerial photography.    Because the targeting for horizontal control
                           of the photography was based on the Frontage Road alignment,
                           the horizontal scale for portions of Preliminary Plan Sheets 6
                           through 8 is approximate.

                           Approximately at Station 313+00, the pipeline crosses the Frontage
                           Road, which connects to the main entrance to Fort Richardson.
                           Since the pipeline is located outside the controlled access and
                           right-of-way area, an open-cut trench across the road is planned.
                           This is significantly cheaper than boring and jacking the pipeline
                           under the road.

                           Between Station 315+00 and the Alaska Department of Transpor-
                           tation Weigh Station located approximately at Station 475+00, the
                           pipeline alignment parallels the Frontage Road or the Eklutna
                           powerline right-of-way where necessary.       Review of the possible
                           alignment by the Fort Richardson personnel showed a preference
                           for locating the pipeline on the Glenn Highway side of the Front-
                           age Road.    This alignment was preferred because the clearing of
                           trees for the pipeline between the frontage road and Glenn High-
                           way would increase traffic sight distance, thus reducing automo-
                           bile collisions with moose.

                           Between the main gate entrance to Fort Richardson and the
                           Department of Transportation Weigh Station, the pipeline occasion-
                           ally encroaches on the controlled access right-of-way for the
                           Glenn Highway.     This encroachment is minimized to the extent
                           possible, except where the Frontage Road or Eklutna powerline
                           forces the alignment up to 30 feet into the controlled access area.
                           Because of a need to locate on the Glenn Highway side of the
                           Frontage Road, these encroachments should be acceptable to the
                           Federal Highway Commission.      (Refer to Chapter 9, Permit Acqui-
                           sition Process.    Also, the encroachment is necessary to keep the

                                                            7-4

                     pipeline outside of the Eklutna powerline right-of-way to increase
                     workers' safety during pipeline construction.

                     Approximately at Station 489+00, the pipeline alignment leaves the
                     Glenn Highway and parallels an access road in a northeasterly
                     course toward Eagle River.

                     At Station 511+30, the pipeline crosses the high point of the
                     system.   At this point, the pipeline is open to the atmosphere in
                     an air and access vault.     The high point of this system was left
                     open to the atmosphere to avoid the need for an air and vacuum
                     valve.   Also, the preliminary design of the pipeline does allow
                     gravity pressure flow between the high point of the system and
                     the water treatment plant.

                     From Station 511+30, the pipeline parallels the access road/jeep
                     trail to Eagle River in a northeasterly direction.      Cleared areas
                     are crossed whenever possible to avoid additional clearing of trees
                     during construction of the pipeline.

                     At Station 534+00, the pipeline crosses Hiland Drive in, what is
                     expected to be, an open-cut trench.

                     Approximately    between Station 543+00 and Station 552+00, the
                     pipeline will parallel the old Eagle River dump.        The alignment
                     has been shifted to allow the pipeline to pass to the southeast of
                     the old dump to avoid possible contamination.

                     At Station 600+00, the pipeline ends in the vicinity of Eagle
                     River.   As with the water treatment plant end of the pipeline, no
                     connection details were shown because of the uncertainty associ-
                     ated with the location of the proposed pump station.

                     SPECIAL CONDITIONS

                     Old Eagle River Dump

                     Between Stations 543+00 and 552+00, the pipeline is located adja-
                     cent to the old Eagle River dump.       The soil at the site is mildly
                     corrosive.   The old dump is potentially a source of contaminants
                     to a potable water system.        In this area, the pipeline will be
                     located a minimum of 100 feet uphill from the edge of the site.
                     To verify the outer limits of the site during final design, borings
                     Should be made and cased.        Piezometers should be installed to
                     monitor the quality and movement of the groundwater.

                     Future Connections

                     At this stage in design, the point of supply and the location of
                     treatment have not been determined.         Presently, it is assumed
                     that the supply will come from Eagle River and the treatment

                                                       7-5

                          plant will be in the area of the diversion. Following this assump-
                          tion, treated water will be pumped north to the Eagle River-
                          Chugiak-Eklutna area and south through the proposed pipeline to
                          the existing Municipal Water Treatment Plant.    No future connec-
                          tions are anticipated between Eagle River and the Municipal Water
                          Treatment Plant.

                          During the design of the pump station, the advantages of con-
                          structing a regulating reservoir in the vicinity of Station 510+00
                          should be investigated.   This regulating reservoir may serve to
                          average the minimum and maximum daily flows and thus minimize
                          the size of the pump station and complexity of pump selection and
                          controls.

                          Eagle River Access Road

                          Assuming water will be  diverted, treated, and pumped from Eagle
                          River, consideration should be given during final design to con-
                          struction of the pipeline within the roadway prism of the access
                          road from Hiland Drive to Eagle River.    This would minimize the
                          amount of project clearing, provide better accessibility to the
                          pipeline, and reduce overall project costs.

                          SURVEY INFORMATION

                          Aerial photography and preparation of the general plan sheets
                          and the photoplan /profile sheets were completed by Air Photo
                          Tech, Inc.   Hewitt V. Lounsbury and Associates performed much
                          of the surveying work for this task.

                          Aerial Photography

                          Aerial photography for the 111=4001+- general plan sheets was taken
                          August 4, 1980.   A set of the contact prints was provided to the
                          Municipality of Anchorage with the preliminary plans. The gen-
                          eral plans are only approximate in scale because the horizontal
                          control was developed from existing USGS quad sheets and other
                          available mapping.   These plans were developed solely for the
                          purpose of identifying alternative routes.

                          The 111=1001 preliminary photoplan /prof i le sheets were developed
                          from aerial photography of the selected alignment, dated Octo-
                          ber 25, 1980. This work was scheduled for early October, immed-
                          iately following leaf drop, but, due to adverse weather, was
                          delayed to late October.   This delay reduced the overall quality
                          of the photo image, particularly in the Eagle River area where the
                          hillside area is shaded due to the low sun angle.

                          Horizontal Control

                          Photo control points were established using monuments along the
                          selected route at intervals of approximately 1,300 feet.        The

                                                          7-6

                     monuments were traversed by a second-order survey, adjusted
                     and fixed to the United States Coast and                Geodetic Survey
                     (USC&GS) datum.

                     The monuments consist of rebar or rebar with            an aluminum cap
                     driven in the ground.        Should the Municipality    of Anchorage or
                     the U.S. Army anticipate that this monumentation        will be beneficial
                     for future work, we recommend that the rebar            be replaced with
                     standard brass or aluminum tablets set in concrete.          The tablets
                     may require witness posts and should be stamped with an appro-
                     priate identification number.

                     Vertical Control

                     Elevations of the photo control points used in profiling the selected
                     route are based on USGS datum.

                     PRELIMINARY TECHNICAL SPECIFICATIONS

                     Draft technical specifications have been prepared for the Eagle
                     River transmission main and are included in Exhibit F.                 The
                     specifications follow the format used by the Municipality of Anch-
                     orage.    Special provisions are prepared to modify the Municipal-
                     ity's Standard Specifications, dated June 1980.

                     These draft technical specifications are based on the preliminary
                     plans and will be modified and expanded following final design.
                     Divisions of the Standard Specifications, which are referred to or
                     modified in the preliminary technical specifications, are as follows:

                     1.    Division 10  - General Provisions
                     2.    Division 20  - Earthwork
                     3.    Division 30  - Concrete
                     4.    Division 60  - Water Systems
                     5.    Division 70  - Miscellaneous Items
                     6.    Division 80  - Standard Details

                                                          7-7

                     ON Chapter 8
                     00 PRELIMINARY COST ESTIMATE

                     The purpose of this preliminary cost estimate is to present a
                     range of probable costs for the construction of a 48-inch-diameter
                     pipeline from a site at Eagle River to the existing Municipal Water
                     Treatment Plant near the Glenn Highway and Muldoon Road.

                     COST ESTIMATE

                     The cost estimate is presented in Table 8-1 and is based on
                     November 1981 dollars.    No attempt is made to predict a construc-
                     tion schedule or cost of construction.

                     Costs outlined in the body of the estimate are the only ones
                     considered.   Operations, maintenance, and permit costs are not
                     included.   Mobilization and demobilization are shown as a separate
                     cost item instead of being incorporated into unit costs.         Bonds
                     and insurance costs (truck and auto, liability, builder's risk,
                     performance, and payment bond) are also shown as a separate
                     cost and amount to 2.5 percent of construction.            The legal,
                     administrative, and engineering costs are estimated to     be 20 per-
                     cent of the construction costs.       Depending on the amount of
                     geotechnical work required and the difficulty in obtaining permits,
                     this cost normally will range from 15 to 20 percent.      The project
                     contingency allowance was estimated to be 30 percent.       Under the
                     assumption that water will be obtained from the Eagle River, this
                     allowance may vary from 20 to 30 percent.

                     BASES FOR COST ESTIMATES

                     The following information sources and assumptions were used in
                     the preparation of the preliminary cost estimate:

                          �     Material price quotes on major items were obtained from
                                vendors, and freight and profit allowances were added
                                by CH2M HILL staff.

                          �     Machinery rates were based on current rental rates plus
                                fuel, oil, and lubricant allowance, plus the cost of the
                                appropriate operator.

                          �     Labor rates were based on raw rates as published by
                                the Alaska Chapter of the Associated General Contrac-
                                tors of America plus 55 percent of raw costs for contrac-
                                tor's general conditions.   Included in this category are
                                Social Security contribution, workman's compensation
                                insurance, timekeeping functions, general superintendent
                                and vehicle, other personnel not included in crew
                                rates, and miscellaneous nonqualified expenses. On top

                                                      8-1

                                                                        Table 8-1
                                          EAGLE RIVER WATER SUPPLY TRANSMISSION MAIN
                                                         PRELIMINARY COST ESTIMATE

                                           Component                      Quantity       Unit Price         Total

                                    Mobilization and
                                      Demobilization                   Lump sum            706,000              706,000

                                    Clearing and Grubbing              Lump sum            327,000              327,000

                                    48-Inch Pipe Installed             40,700 lin  ft          260          10,582,000

                                    30-Inch Pipe Installed             1, 160 lin ft           175              203,000

                                    Trench Stabilization
                                      Material                         1,400 tons                18              25,200

                                    Air-Vacuum Valve
                                      Assemblies                       8 ea                10,000                80,000

                                    Type 1 Blowoff Valve
                                      Assembly                         4 ea                  2,900               11,600

                                    Type 2 Blowoff Valve
                                      Assembly                         3 ea                  3,800               11,400

                                    36-Inch Isolation Valve
                                      and Thrust Restraint             7 ea                33,000               231,000

                                    Valve & Fitting Station
                                      192+40                           Lump sum            20,000                20,000

                                    Air and   Access Vault
                                      Station 511+30                   Lump sum            20,000                20,000

                                    Ship Creek Crossing                150 lin ft              400               60,000

                                    Access Manholes                    11 ea               12,000               132,000

                                    Telemetry & Controls               Lump sum            50,000                50,000

                                    Compacted Embankment               1,200  cu yd              6.55              7,860

                                    18-Inch CMP Cross Drains           38 lin ft                50.00              1,900

                                    Pipe Location Monuments            89 ea                   150.00            13,350

                                                                 Subtotal                                   12,482,310

                                                                 Bonds & Insurance (2.5%)                       312,000

                                                                 Legal, Admin, Engineering (20%)              2,559,000

                                                                 Subtotal                                   15,353,000

                                                                 Contingency (30%)                            4,606,000

                                                                 PROJECT TOTAL                              19,959,000

                                    Note:   All costs are in November 1981 dollars.

                                                                               8-2

                                of the labor-plus-55-percent figure, an additional 15 per-
                                cent was allowed for contractor overhead and profit.          It
                                was assumed that the work will be conducted in               six
                                10-hour shifts per week, amounting to 20 hours of
                                overtime.    This additional cost is included in the devel-
                                oped hourly rates.

                           0    Production rates were obtained from various published
                                sources such as the Richardson Rapid Cost Estimating
                                System (Richardson Engineering @;ervices, Inc., 1981)
                                and vendor literature.

                           0    Costs reflect a contractor profit for each item -and do
                                not include allowances for high initial costs at the
                                beginning of a particular job.          Contractor bids will
                                sometimes be structured in this        way to stimulate an
                                early high cash flow for the contractor.        For example,
                                a higher-than-usual figure was not used for clearing
                                and grubbing, and an unusually low figure was used
                                for trench backfill or asphalt pavement replacement.

                           0    Backfill for nontrafficked areas will be compacted to
                                80 percent.

                           0    No blasting is anticipated.

                           0    Dewatering of the area is not expected.

                           0    A temporary diversion of Ship Creek will be required.

                           0    Minimum depth of cover on top of pipe will be 7 feet.

                           0    For the purpose of this estimate, the pipe was assumed
                                to be cement-mortar-lined, Class 52 ductile iron with
                                push-on joints and mechanical joint fittings.

                           0    The pipe    will be flushed, tested, and disinfected by
                                section.    No special provisions will be required for
                                chlorinated water disposal.

                           0    Pavement replacement costs are based on the section
                                shown in Detail 114 of the Municipality of Anchorage
                                Standard Specifications, dated June 1980.         These costs
                                are included in the in-place costs of the 48-inch-
                                diameter pipe.

                           0    Clearing and grubbing costs include an allowance for
                                constructing temporary, nonspecification roads.          Clear-
                                ing width was assumed to be 75 feet.

                           0    Monuments for pipeline locations were considered to be
                                not more than 500 feet apart.

                                                         8-3

                                0    This estimate does not include a treatment plant or
                                     pumping station.     It also does not include costs for
                                     connection to those facilities.

                           Indirect Costs

                           Indirect costs are included in the 55 percent markup on labor and
                           are set forth here.  They could be carried in a separate overhead
                           account, but quantification would be burdensome and would not
                           increase the accuracy of the estimate.

                           Jobsite Overhead

                           Jobsite overhead includes trucks and autos not with crews
                           (general superintendent, expediter);      personnel not on crews
                           (project manager,    manager,    superintendent,   safety engineer,
                           timekeepers, clerical assistants); temporary facilities (contractor's
                           office and attendant expenses, temporary toilets,         signs and
                           barricades,  tool sheds and storage facilities); supplies and
                           expendables (stationery, copy machine, postage, drinking water,
                           first aid equipment, hand tools, fuel, oil, and lubricants for
                           vehicles and equipment); temporary protection and OSHA require-
                           ments (fencing, protection against vandalism and theft, and dust
                           control); telephone and radios; survey; progress reports and
                           scheduling (CPM or scheduling engineer, progress reports, certi-
                           fied payrolls); testing (concrete, hydrostatic testing); and job
                           cleanup.

                           Home Office Overhead

                           Home office overhead includes office staff salaries, physical plant,
                           sales promotion and education, yard expenses, loss of interest on
                           retainage, and interest.

                           The indirect costs shown here are basically complete (Richardson
                           Engineering Services, Inc., 1981).     Other items could be added,
                           but insignificant gains in accuracy would be realized.          These
                           items are covered in contingencies.

                           Rights-of-Way Cost

                           The alignment of the pipeline would generally follow Glenn High-
                           way and cross land owned by the United States Army, the State
                           of Alaska, and Eklutna, Inc.     Rights-of-way acquisition is based
                           on the following assumptions:

                                0    No charge will be levied for granting easements across
                                     State of Alaska or U.S. Army parcels.

                                0    Right-of-way across Eklutna, Inc., property would be
                                     covered in acquisition costs for a dam and reservoir if
                                     a significant supply of groundwater is not found during
                                     the performance of Task 1, Well Drilling Program.

                                                            8-4

                          Chapter 9
                     00 PERMIT ACQUISITION PROCESS

                     Various local, state, and Federal agencies will require that they
                     be notifed and that permits be acquired before the start of con-
                     struction of the water transmission pipeline. Described below are
                     those agencies that must be contacted and the information they
                     require.   The U.S. Bureau of Land Management and the Depart-
                     ment of Environmental Conservation are the agencies from which
                     most of the permits are required.

                     UNITED STATES BUREAU OF LAND MANAGEMENT

                     A rights-of-way grant to cross Federal lands must be acquired
                     from the Bureau of Land Management (BLM).             To apply for a
                     grant, an application letter must be addressed to the State Office
                     of the Bureau of Land Management.         This letter must contain a
                     detailed description of the planned project, including all technical
                     information and a construction schedule.        In addition, it must
                     include three complete sets of drawings (original reproducibles of
                     certain drawings may be required).        The application letter also
                     must provide general information relating to the applicants' civil
                     rights assurances, disclosure of plans, and other related items.
                     This general information may be substituted by a reference to
                     another municipal grant application (for example, the Municipality
                     of Anchorage's 36-inch water transmission pipeline).         BLM may
                     require some reimbursement for this grant if their costs of moni-
                     toring construction work exceed $5,000.

                     Approval of a rights-of-way grant will be subject to comments
                     from the military and the various utility companies whose ease-
                     ments are crossed on Federal land.       Letters of nonobjection will
                     be required from each utility company involved.         The Corps of
                     Engineers and the Fort Richardson Facilities Engineers will need
                     to approve the rights-of-way locations within military land before
                     the BLM can approve the grant.        These groups should be con-
                     tacted as early as possible to speed the grant approval process.
                     The Fort Richardson Facility Engineers contact should be made
                     through   the   Director of Facilities Engineering, AFTZ-FE of
                     HQ 172nd Infantry Brigade at Fort Richardson.

                     The BLM will also require detailed information about the Ship
                     Creek crossing before rights-of-way can be approved. A detailed
                     environmental analysis by either the Municipality or the BLM will
                     be needed to satisfy this requirement.

                     It will take the BLM approximately 3.5 months to process the
                     rights-of-way grant application once the application letter is
                     delivered.   More time might be required if there are objections
                     from the military or the utility companies. The Ship Creek cross-
                     ing could also increase the process time if an environmental

                                                       9-1

                          impact statment or public hearings are required.             The time
                          required could be minimized by making early contact with all
                          involved groups.

                          Preliminary investigations, including surveying, geotechnical, and
                          archeological work, may proceed during the rights-of-way grant
                          application process if a temporary use permit is obtained from
                          the BLM.     This permit takes approximately 1 week to process.
                          A copy of this permit application, which must be completed in
                          duplicate, is shown in Exhibit E.

                          CHUGACH ELECTRIC ASSOCIATION

                          To obtain permission to cross or occupy the Chugach Electric
                          Association's easements, a letter describing the proposed crossing
                          must be written to its general manager.       This letter must contain
                          drawings and other information related to the rights-of-way
                          infringement.    On the basis of this information and, if there are
                          no significant problems, Chugach Electric Association will issue a
                          letter of nonobjection to the BLM.      Normally, easement crossings
                          are not disapproved; however, occupation of a substantial length
                          of its rights-of-way might not be acceptable.

                          ALASKA GAS AND SERVICE COMPANY

                          The, Alaska Gas and Service Company must submit to the BLM a
                          letter of nonobjection for all crossings of Alaska Gas and Service
                          Company easements. To prepare this letter, they require detailed
                          information about the crossings, including drawings and plans
                          showing exactly how the gas line will be crossed and safeguarded.
                          The gas company will not normally object to crossings if its lines
                          are safeguarded, and they will recommend alternatives if they
                          disapprove of the crossings.       All information submitted by the
                          Municipality should be directed to the chief engineer.

                          ANCHORAGE MUNICIPAL LIGHT AND POWER

                          Anchorage Municipal Light and Power (ML&P) normally grants
                          permission for crossings of its easements as long as no power
                          poles need to be relocated.      To obtain permission, a letter and
                          completed set of final drawings should be submitted to its chief
                          engineer.   ML&P will review the crossings and make any comments
                          it deems necessary as soon as possible.

                          BUREAU OF INDIAN AFFAIRS

                          A rights-of-way authorization or land use permit may be required
                          from the Bureau of Indian Affairs (BIA) wherever Indian land is
                          crossed.    The BIA asks that the owners of the Indian land,
                          Eklutna, Inc., be contacted directly with permit application infor-
                          mation.   Requirements for obtaining rights-of-way permits include

                                                            9-2

                      a preliminary survey (with BIA permission), landowners' written
                      consent, accurate mapping, an agreement to stipulations for
                      construction and maintenance of the rights-of-way, and a deposit
                      for payment of the rights-of-way cost and severance damages, if
                      necessary.

                      ALASKA DEPARTMENT OF ENVIRONMENTAL CONSERVATION

                      To determine which state permits are required for a proposed
                      project, a master application process has been enacted through
                      the   Department of Environmental Conservation (DEC)                Permit
                      Center.   Details of this process and a sample application form can
                      be found in Exhibit D, under "General Information"' "Laws of
                      Alaska," and "Master Application."

                      The master application process identifies all state permits that are
                      required for a project.       To identify the specific state permits
                      required, the DEC Permit Center recommends that a master appli-
                      cation form be submitted as early as possible.           The individual
                      state permit applications need not be completed at the same time
                      as the master application submittal.          However, they must be
                      completed and returned to the permit center within 30 days or a
                      new master application will be required.        Under the terms of the
                      master application process, the permit applications must be proc-
                      essed by the permit center within 6 months from the date of the
                      master application submittal.

                      In conjunction with filing a master application form, it is impor-
                      tant that the individual permit applications be filed directly with
                      the permit center.       Direct application to the individual state
                      agencies would probably delay the permit approval process.

                      The following paragraphs present permit application information
                      from several of the state departments that will be involved in the
                      permit procedure for the water transmission pipeline.

                      ALASKA DEPARTMENT OF TRANSPORTATION

                      The DEC master application process will ensure that the Alaska
                      Department of Transportation (DOT) is contacted regarding permit
                      requirements.    The DOT will then request that a utility permit on
                      highway rights-of-way be obtained for the Glenn Highway rights-
                      of-way encroachment and for the Hiland Drive Crossing.            A copy
                      of this permit application form is included in Exhibit D.           Along
                      with the permit applications, a project description, drawings, and
                      records of all correspondence already made with the DOT should
                      be submitted.

                      According to the DOT, whenever limited access rights-of-way are
                      encroached    upon,    detailed   information discussing alternative
                      routes that were considered must be submitted.          Strong justifica-
                      tion for locating the utility within the highway rights-of-way must

                                                         9-3

                          be shown.    Justification could be:   (1 ) that there is no other
                          choice for the location, (2) that other alternatives are of consider-
                          ably higher expense, or (3) as in this case, that the U.S. Army
                          states in writing that this location is the only acceptable one.

                          ALASKA DEPARTMENT OF FISH AND GAME

                          The Department of Fish and Game will be     contacted through the
                          DEC master permit application process.       This department will
                          request that a Habitat Protection Permit be obtained for the Ship
                          Creek crossing.    To obtain this permit, detailed information
                          concerning the construction dates, the method of crossing, and
                          type of construction equipment will be needed.    This information
                          must be returned to the Department of Fish and Game through
                          the DEC process.    Ordinarily, the Department of Fish and Game
                          will allow in-water work in Ship Creek only between May 15 and
                          July 15.

                                                           9-4

                           Chapter 10
                           RECOMMENDATIONS FOR FINAL DESIGN WORK

                     The purpose of the preliminary design report, the preliminary
                     plans, and the technical specifications is to establish design
                     criteria and to resolve major questions pertaining to design con-
                     cepts.  This effort represents approximately 30 to 40 percent of
                     the design work required for preparation of construction contract
                     documents.    The remaining 60 to 70 percent of the design would
                     beaccomplished during the final design phase.

                     FINAL DESIGN

                     Items of work that will be required during final design are:

                           �   Geotechnical investigation

                           �   Corrosion investigation

                           �   Surveys and rights-of-way acquisition

                           �   Utilities concerns

                           �   Hydraulics analysis

                           �   Engineering cost estimate

                           �   Permit acquisition

                     Geotechnical Investigation

                     The following recommendations for future exploration are based on
                     the need for additional information that was identified during
                     preliminary design.   These recommendations cannot, however, be
                     considered complete because the final design will identify additional
                     and more detailed geotechnical considerations.

                     Seismicity

                     Additional analysis is necessary to establish the design earth-
                     quake(s).    This analysis should involve statistical analysis of
                     historic earthquake records.     If significant time elapses between
                     preliminary and final design, the historic records provided in
                     Exhibit B may need updating.

                     Upon selection of the design earthquake(s), the following concerns
                     need to be addressed:

                           0   Response of the buried pipeline to shaking, including
                               special attention to the pipeline's interaction with appur-
                               tenant structures

                                                       10-1

                               0    Liquefaction

                               0    Seismic-induced slope instability

                               0    Seismic-induced settlement

                          The Knik Fault Zone crossing should be studied further to eval-
                          uate its potential for activity and the direction and magnitude of
                          relative ground displacement (if any) at the depth of pipe burial.
                          This will require an evaluation of the relative displacement of the
                          bedrock and the depth of unconsolidated deposits overlying the
                          bedrock.

                          Subsurface Exploration and Laboratory Tests

                          Borings and large-scale test pits are necessary to describe more
                          accurately  the   subsurface   conditions, especially the pipeline
                          foundation conditions.   Appropriate laboratory tests are necessary
                          to characterize the subsurface materials, to aid in the selection of
                          design soil parameters, and to identify the frost susceptibility of
                          these materials.   Special attention should be given to subsurface
                          conditions at thrust block locations and at the Ship Creek
                          crossing.

                          Design groundwater levels need to be established at thrust block
                          locations. Also, the groundwater regime in the vicinity of the old
                          dump should be studied.       Special attention should be directed
                          toward ensuring that pipeline backfill will not act as a "conduit"
                          for leachate movement.    Consideration should be given to the use
                          of cutoff collars to minimize leachate movement.

                          It is recommended that groundwater information available for other
                          locations along the pipeline be studied and that additional infor-
                          mation be gathered to aid in defining the need for, and in design-
                          ing, construction clewatering systems.

                          Excavated materials (borrow materials) should be processed or
                          materials should be imported for use over much of the pipeline,
                          especially for pipe zone material.        Identification of potential
                          borrow sources and evaluation of the economics of imported mater-
                          ial will influence the selection of appropriate backfill materials and
                          the subsequent material specification.

                          Corrosion Investigation

                          During final design, alignment changes should be reviewed to
                          verify that the soils along the revised route are not substantially
                          more corrosive than those of the preliminary route studied. The
                          review should also include the location of nearby natural gas
                          pipelines and associated cathodic protection systems to ensure
                          that the Eagle River pipeline is not affected by interference from

                                                             10-2

                     newly constructed gas company facilitie.s.     This review would be
                     accomplished by field work (testing and sampling) and by contac-
                     ting the Alaska Gas and Service Company.

                     Updated water quality data from Eagle River should be reviewed
                     if cement mortar is considered for lining metallic pipe.          The
                     purpose of the review will be to verify that the water contains
                     sufficient hardness and alkalinity during the year to avoid exces-
                    @sive leaching of the cement from the cement mortar.

                     Survey and Rights-of-Way

                     The field surveys were performed during the preliminary design
                     phase to provide horizontal control for the aerial photography
                     necessary for the preparation of plan and profile sheets.         This
                     control may serve as ground control for subsequent surveys
                     required during final design.

                     A rights-of-way survey will be necessary during final design to
                     determine the location of the centerline of the pipeline in relation-
                     ship to existing property lines and rights-of-way boundaries.
                     The final pipeline alignment will then be field tied to the rights-
                     of-way survey so that the easements may be prepared.

                     The final pipeline centerline alignment should be monumented and
                     reprofiled so that the profile reflects the exact location of the
                     pipeline.  During this task, it may be advantageous to monument
                     all angle points and the beginning and ending of horizontal curves
                     for use during construction staking.

                     Rights-of-way work required during construction should include
                     the preparation of legal descriptions of easements, rights-of-way
                     plats, and formal permit applications.    Easement descriptions will
                     be needed for both permanent and temporary (construction)
                     easements.   Rights-of-way plats would include the data necessary
                     for the appraiser to evaluate the subject easement.       These data
                     would include:

                          �     Parcel number

                          �     Existing easement

                          �     Size and shape of the parcel for appraisal

                          �     Size and shape of the easement

                          �     Physical monuments or other pertinent features

                          �     Title identity

                                                      10-3

                          Utilities Concerns

                          Prior to construction of the pipeline, the following types of utili-
                          ties problems will require solutions by the contractor:

                                 0    Protecting existing utility poles and towers from over-
                                      turning

                                0     Protecting workmen from high voltage lines and gas
                                      mains

                                0     Maintaining the operation of existing utilities

                          Hydraulics Analysis

                          Many variables are still unknown that can affect the hydraulics of
                          the system.    These unknowns include the method and location of
                          facilities for pumping water from the source, as well as the treat-
                          ment, storage, and distribution of the water.

                          Once the source of supply, the location of the treatment and
                          storage facilities, and the requirements for connecting to the
                          Municipality's distribution system are known, a total system
                          hydraulic analysis will be required.    Although it is not anticipated
                          that the pipe diameter will change, the class of pipe and the size
                          of air valves could vary from those specified in the preliminary
                          design once the surge analysis is completed.         For this reason,
                          the class of pipe and size of air valves are not shown on the
                          attached preliminary plans.

                          Engineering Cost Estimate

                          At the beginning and conclusion of the final design, the engineer-
                          ing cost estimate should be updated to reflect current costs and
                          design.   At this time, the administrative, legal, and engineering
                          allowance and the contingency allowance should be reviewed in
                          detail.   Rights-of-way and permit acquisition costs should be
                          included  in the final project estimate.

                          Permits

                          Requests for encroachment permits have been initiated during the
                          preliminary design phase.      The preliminary alignment has been
                          reviewed by personnel from Fort Richardson and the State Depart-
                          ment of Transportation, and their comments have been incorpor-
                          ated into the preliminary plans.

                          Prior to and during final design, continuing effort will be required
                          to satisfy each agency's requirements for issuance of encroachment
                          permits.    Chapter 9, Permit Acquisition Process, discusses the
                          general requirements of each permitter in more detail.

                                                            10-4

                   PREPARATION OF THE FINAL CONTRACT DOCUMENTS

                   The reduced half-scale preliminary plans shown in Exhibit E were
                   developed to serve as a basis for final design drawings.    Fol low-
                   ing detailed review by the Municipality of Anchorage's staff and
                   by the permitting agencies, the pipeline alignment and detail
                   sheets will require modification.

                   For contract documents, it is recommended that 111=501 scale
                   photoplans be used.     This scale would be compatible with the
                   recently completed plans for the 36-inch supply main to its water
                   treatment plant from the military diversion facility on Ship Creek.
                   Fifty-scale drawings are advantageous for depicting, in greater
                   detail, such items as existing utilities and pavement replacement
                   and clearing requirements.   The photo control established during
                   preliminary design, supplemented With some intermediate points,
                   would be sufficient for the preparation of new plans.

                   Work that would be included in the final preparation of the plans
                   is:

                        0    Determination of the class of pipe required for various
                             reaches of the pipeline

                        0    Determination of the classes of backfill required for
                             various sections of the route

                        0    Determination and detailed specification of the methods
                             for protecting the-pipeline appurtenances from freezing

                        0    Determination of thrust block size at each bend

                        0    Determination of the size of air valves after completion
                             of the surge analysis

                        0    Detail cathodic test stations if required

                        0    Preparation of casing details if these are required by
                             the permitter (presently, open-cut crossings are antici-
                             pated)

                        0    Preparation of electrical drawings (including telemetry)

                        0    Complete erosion control and stream crossing details

                        0    Preparation of sump pump details for draining vaults

                        0    Review of dewatering requirements for the pipeline
                             route and detailed specifications of dewatering methods

                                                   10-5

                                0     Determination of the depth of existing underground
                                      utilities at proposed crossings

                                0     Preparation of trench details as required by the per-
                                      mitter; preparation of special details where necessary to
                                      meet these requirements

                                0     Determination of the methods for protecting the pro-
                                      posed pipeline from existing cathodic protection systems

                                0     Determination of the methods for separating the pro-
                                      posed water transmission main from existing sewers in
                                      accordance with      State  Health Department standards

                                0     Miscellaneous details

                           As was     previously stated, draft technical specifications were
                           prepared   from the preliminary plans.      During final design, these
                           specifications will be expanded to include the legal specifications,
                           invitation to bid, bonds, general conditions, and special pro-
                           visions.   They will be modified to reflect the final plans, the
                           latest Municipality of Anchorage standard specifications, and all
                           permits and soils information.

                                                              10-6

    Chapter 11 BIBLIOGRAPHY

    Alaska Department of Highways, Engineering Geology Section, materials Division. Engineering Geology and Soils Report, Centerline
    and Material Sites Investgation, Boniface Road to Fort Richardson gate No. 1. 1970.  Engineering Geology and Soils Report, Centerline
    Soils Investigation, Ski Bowl Road to Eagle River. 1974.Addendum No. 1, Engineering Geology and Soils report, Centerline Soils
    Investigation, Ski Bowl Road Eagle River. 1974 Alaska Department of Highways, Engineering Geology Section. Foundation Report, Ski
    Bowl Road to Eagle River, Eagle River Bridge No. 1341. 1974.Foundation Report, Ship Creek Bridge No. 534. 1968 Alaska Department of
    Highways Project, E-042-1(38), Ski Bowl Road to Eagle River. No date Soils Plan and Profile, Proposed Highway Project, F-042-1(1)
    Boniface Road to Gate No. 1, Fort Richardson. No date. Anchorage, Municipality of. Standard Specifications, June 1980.1980.
    36-inch Trabsnition main Division Dan to Water treatment plant. Munici[ality of Anchorage, Alaska. (Note: Includes Subsurface
    Investigation for Proposed 36" Water Main Teatment plant to Ship Creek Dam by Alaska Testlab, June 1980.)1980.Anchorage Water Sources.
    prepared for the Anchorage, Alaska Utilites. Anchorage, Alaska: Tryck Nyman & Haynes; Dames & Moore; and Leeds, Hill & Jewett, Inc. 1973.
    Brogan, G.E., L.S. Cluff, M.K. Korringa, and D.B. Slemmons "Active Faults of Alaska."Tectonicphysics 29: 73-85.1975.

    Hall, W.j., and N.M. Newmark. "Seismic Deign Crteria for Pipelines and Facilities.:" Journal of the technical Councils of ASCE.
    November 1978.Hunt, C.CB. Natural Regions of the United States and Canada. San Francisco, California: W.H. freeman and Company. 1974.
    Richardson Rapid Cost Estimating System, 1981-1982 Edition. San Macros, California:Richardson Engineering Services, Inc.1981.
    U.S. Army Corps of Engineers. Alaska District. metropolitan Anchorage Urban Study, Volue 2, Water Supply. Prepared for the Municipality
    of Ancorage. 1979.Metropolitan Anchorage urban Study, Volume 7, Anchorage Area Soil Survey. Prepared for the Municipality of
    Anchorage.U.S. Army Corps of Engineers, Cold Regions Reasearch Engineering Labratory. Regionalized Feasibility Study of Cold Weather
    Earthwork. Special Report 76-2. Prepared by W.S. Roberts. Hanover, New Hampshire. 1976.U.S. Geological Survey. Preliminary Geologic Map
    of the Middle Part of the Eagle River valley, Municipality of Ancorage, Alaska. open File Report 80-890. 1980.Unevaluated
    Reconnaissance report (December 1948) on Geology off Lower Eagle River Valley, Alaska. Opem File Report 80-275. prepared by A.F.
    Bateman, Jr. 1980.Generalized geologic Map of Ancorage and Vicinity, Alaska. Prepared by H.R. Schmoll and E. Dobrovolny. Washington, D.C. 1972.
    Geology and Groung water for the Land Use Planning in the Egle River and Chugial Area, Alaska. Open File Report 74-75. Prepared fot
    the Greater Anchorae Area Borough by C. Zenone, H.R. Schmoll,and E. Dobrovolny. Denver, Colorado (published by the Ancorage Area Brough).1974.
    MAp Showing Geology, Wildcat Wells, teritary Plant Fossils Localities, K-Ar Age Dates, and Petroleum Operations,Cook Inlet Cook
    Inlet Area, Alaska. Prepared by L.B. magoon, W.L. Adkison, and R.M. Egbert. 1976.Reconnaissance Bedrock Geologic map of the Chugach
    Mountains Near Anchorage, Alaska. Amp MF-350. Prepared by Snadra H.B. Clark. 1972.

    _________.   Slope-Stability Map of Anchorage and Vicinity,
    Alaska.  Prepared by E. DObrovolny and H.R. Schmoll.  Reston,
    Virginia.  1974

    _________.  Water Resources of the Cook Inlet Basin, Alaska.
    Prepared by C.W. Freethly and D.R. Scully. 1980

    U.S. National Oceanic and Atmospheric Administration, National
    Geophysical and Solar-Terrestrial Data Center.  Earthquake Data
    Service and Publication.  Boulder, Colorado.  1976a.

    _________.  Earthquake Data File Summary, Key to Geophysical
    Records Documentation No. 5.  Boulder, Colorado.  1976b.

    _________.  Automated Earthquake Data File.  Boulder, Colorado.
    1975

    					11-3

        I                                                      I
                                       Exhibit A
                                       Preliminary General
                                       Plans

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                                                                                                                                                 SCALE: V'= I MILE

                                                                                                                    Preliminary
                                                                                                                    General Plans Index

                                                                                         ABBREVIATIONS
                                                                        ABND             ABANDON
                                                                        AH               AHEAD
                                                                        BK               BACK
                                                                        Comm             COMMUNICATION
                                                                        CONC             CONCRETE
                                                                        ELEC             ELECTRIC
                                                                        INC              INCORPORATED
                                                                        MUN              MUNICIPALITY
                                                                        RD               ROAD
                                                                        R/W              RIGHT-OF-WAY
                                                                        S                SEWER
                                                                        STA              STATION
                                                                        W                WATER
                                                                        U.S.D.O.I.       UNITED STATES DEPARTMENT OF THE INTERIOR

                                                                                         LEGEND
                                                                        E(UG)            EXISTING UNDERGROUND ELECTRICAL
                                                                        E(OH)            EXISTING OVERHEAD ELECTRICAL
                                                                        T(UG)            EXISTING UNDERGROUND TELEPHONE
                                                                        T(DH)            EXISTING OVERHEAD TELEPHONE
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                                      Exhibit B
                                      Earthquake Data

                                                                                                                EARIHQUAKE DATA FILE
                EAGI,E RIVER PIPELINE                KIJ'165,Et         IOOKM RADIUS SEARCH ABOUT 61,27 DEG. N., 149.6                                                                                    80/12/01         PAGE            I

                     SOURCE      YEAR      140   DA  11R  MN   SEC            LAT          LONG       DEPTH     ---------     MAGNITUDES       ---------                  INT INT        PHENUM PN           CE 0/5      MAP    DG      DIST
                                                                                                      (KM)       BODY        SURF, OTHER              LOCAL               MAP MAX        DTSVN0                                         (KM)

                         EQ11    1909      09    t9  20   00   OO.QZ     60.60ON       149.27OW                                        7.40PAS                                         V             014     F           231    09         71
                         G-R     1911      09    22  05   Of   24,0      60.50ON       t49.OOOW       060                              6.90PAS                                    Vill     QS        014     D           231    09         92
                         G-1;    1931      01    27  t4   29   03.0      60.75ON       149.OOOW                                        5.60PAS                                                       014     F           231    09         67
                         G-11    1932      u9    14  08   43   23.0      61.OOON       148.OOOW       050                              6.25PAS                                         V             002     F           231    10         92
                         G-R     1933      of    04  03   59   20.0      61.OOON       148.00OW       025A                             6.25PAS                                       vi              002     D           231    18         92
                         (;-R    1933      04    27  02   36   o4.0      61.25ON       150.75OW       025A                             7.OOPAS                                     Vil               002     D           232    10         60
                         C11G    1933      06    12  15   23   3B.0      61   .50ON    150.50OW                                        5.60PAS                                                       002     F           232    10         53
                         G-R     1933      06    IJ  22   19   47.0      61.00OP4      151.OOOW       025A                             6,25PAS                                         V             002     F           232    It         79
                         G-14    1933      ob    19  18   47   43.0      61.25ON       150,50OW       025A                             6.OOPAS                                         v             002     F           232    10         46
                         G-p     1941      07    30  01   51   21.0      61.000N       151.OOOW                                        6,25PAS                                       VI              002     D           232    It         79
                         G-P     1943      if    03  14   32   17.0      61.75ON       t5l.OOOW       025A                             7.30PAS                                         V             002     F           232    It         90
                         ISS     1951      06    25  16   12   37.0      6i.1.00N      150.100W       120                              6.25PAS                                         V             002     F           232    10         31
                         CGS     1962      05    to  00   03   40.2      62.000N       150.100W.072                                    6.005PK                                         V             001     F   020     232    20         es
                         CGS     1963      04    03  15   54   51.1      61.20ON       147.800W       071       5,70MB                                                                               002         o2e     231    17         90
                         CGS     1963      05    13  11   50   19.3      61.100N       151.OOOW       096       5.40MB                                                                               002         Oil     232    It         76
                         CGS     19b3      09    03  12   59   52,3      61.90ON       150.40OW       116       4.oomB                                                                               002         007     232    10         st
                         CGS     1963      11    24  17   48   47.0      61.80ON       149.50OW       036       4.3omB                                                                               002         009     231    19         59
                         CGS     1964      01    05  01   3 1  27.0      61 .90ON      149.500W       072       4.60MB                                                                               002         Oil     231    19         10
                         CGS     1964      Of    28  18   30   43.9      61.20oN       147.800W       172       4.OOMB                                                                               002         007     231    17         98
                         CGS     1964      02    02  01   49   16*0      61,60ON       149.70OW       033       3.80MB                                                                               002         004     231    19         37
                         CGS     1964      02    09  02   29   17 . 0    60.60ON       150.OOOW       099       LBOMB                                                                                014         005     232    00         98
                        .C(;S    1964      U.)   22  06   22   15.1      61.30ON       147,90OW       062       4*50MB                                                                               002         ot4     231    17         99
                         CGS     1964      OJ    Z8  09   26   16.5      61.30ON       i46.900W       033       4 . 40M6                                                                             002         013     231    18         44
                         CGS     1964      03    28  15   27   30.1      6I.OOON       149.OOOW       033       4.70MB                                                                               002         010     231    19         45
                         CGS     1964      03    29  00   51   45.1      60.60ON       150.OOOW       033       4,60MB                                                                               014         007     232    00         71
                         CGS     1964      03    29  03   38   30.1      60.70ON       149.10ow       040       5.10MB                                                                               014         038     231    09         69
                         CGS     1964      03    29  11   3 1  56.8      60.60ON       140.70OW       020       14 . oomB                                                                            014         009     231    09         90
                         C(;S    1964      03    29  23   40   54.8      61.100N       151.OOOW       025       4,70MB                                                                               002         020     232    11         76
                         CGS     1964      03    10  03   35   12.U      61.20ON       151.100W       030       4.40MB                                                                               002         007     232    11         79
                         CGS     1964      03    )0  10   )1   22.0      60.50ON       149.60OW       030       4.40MB                                                                               014         012     231    09         85
                         CGS     1964      03    30  It   15   18.8      61.50ON       147.90OW       025       4.40MB                                                                               002         015     231    17         96
                         CGS     1964      03    30  17   41   13.4      61.50ON       t5O.OOOW       040       4.30MB                                                                               002         017     232    10         32
                         CGS     t964      U4    61  01   21   05.4      60.60ON       149.20OW       025       4,60MB                                                                               014         014     231    09         79
                         CGS     19(,4     04    02  00   16   4.4.7     60.90ON       148.00ow       033       4.10MB                                                                               014         005     231    09         97
                         CGS     1964      o4    02  12   20   25.2      60.90ON       148.100W       010       4.10MB                                                                               014         005     231    00         92
                         CGS     1964      04    02  14   22   03.4      60.50ON       149.OOOW       033       4.30MO                                                                               014         005     231    09         92
                         CGS     1964      04    OJ  06   56   09.7      60.70ON       149.40OW       033       3190MB                                                                               014         005     231    09         64
                         CGS     1964      04    05  1.5  21   47.0      60.70ON       149.100W       033       3.80MB                                                                               o14         010     231    09         69
                         CGS     1964      04    01  OJ   53   51.2      6 1 . I OON   14 8 . 7 0 0 W 033       4.20MB                                                                               002         Oil     231    18         53
                         CGS     1964      04    12  02   06   19.8      60.90ON       149.50OW       020       4.20MB                                                                               014         Oil     231    09         41
                         CGS     1964      04    t2  14   35   39.2      61.20ON       151.10OW       029       5.00f1b                                                              IV              002     F'  041     232    It         79
                         CGS     1964      04    13  23   48   52.7      61.000N       149.30OW       033       4.IOM13                                                                              002         009     231    19         35
                         CGS     1964      04    14  16   59   30.1      61 .40ON      150.800W       035       5. 1 OIAB                                                                            002         036     232    10         64
                         CGS     1964      04    16  14   31   16.3      61.400N       149*20OW       033       4.60SH                                                                               002'        015     231    19         27
                         CGS     1964      04    17  07   26   39.0      61.100N       149.40ow       033       4o4OMB                                                                               002         007     231    19         22
                         CGS     1964      05    to  12   01   23.9      60.70ON       148.40ow       033       3.70MB                                                                               014         005     231    08         92
                         CGS     1964      05    15  05   11   11 . 3    61 .40ON      141.90OW       033       3.10MB                                                                               001     F   005     231    17         93
                         CGS     1964      05    2U  01   55   23.8      61.30ON       149.30OW       033       4.OOM[3                                                                              002         006     231    t8         71
                         CGS     1964      06    63  It   25   45.5      61.100N       151.20OW       033       3.8OM13                                                                              002         006     232    11         96
                         CGS     1964      Ob    10  07   35   56.1      61.30014      148.60OW       033       3.90VO                                                                               002         OoS     231    t8         44

                FAGI.E RIVER PIPELLNE                        K13765.El            IOOKM RADIUS SEAHC11 ABOUT 61.27 DE04 N., 149.6                                                                                                            00/12/01             PAGE              2

                      SUU14CE        YEAR        NO    UA    HR    MN    SFIC             LAT             LONG        DEPTH       ---------         MAGNITUDES          ---------                       INT INT PHENOM RN                       CE    Q/S       MAIA UG         DIST
                                                                                                                      (-KM)         BODY          SURF4 OTHEP                   LOCAL                  MAP MAX DTSVNO                                                           (KM)

                           CGS       1964        06    26    05    29    49.0        61.700N         148.30OW         033         4.30113                                                                                               002           Oil       231 19              95
                           CGS       1904        07    27    23    20    56.2        60.90ON         t48.OOOW         033         4.20MB                                                                                                014.    f'    006       231 08              97
                           CGS       19b4        08    16    02    57    05.6        61.60ON         150.20OW         063         4,IOMH                                                                                                002           008       232-10              47
                           CGS       1964        09    13    17    44    10,2        61.40ON         149.80OW         033         3.90MB                                                                                                002     r     005       231     19          17
                           C(;s      l9h4        09    23    16    37    t9.t        61.60ON         150.OOOW         033         4.10MB                                                                                                002     F     005       232     10          41
                           CG5       1965        01    01    20    02    38.0        61,70ON         14B,900W         03)         4.30MB                                                                                                002           008       231     le          61
                           CGS       1905        Ol    It    16    57    27.0        61.10ON         151 .000W        059         15.40MI3                                                                                              002           022       232     11          76
                           CGS       1965        04    19    01    15    54.4        62.100N         150.20OW         083         4.10MB                                                                                                out           014       232     20          97
                           CGS       1965        05    it    17    37    38 . 3      61.40ON         149,60OW         058         5 . 50MI3                   5,75PAS                                               I V                 002     r     015       231     19          14
                           CGS       1965        05    20    12    01    49.2        61.OOON         150,20OW         166         3.90MB                                                                                                002           005       232     10          43
                           C G S     1965        01    1. 5  05    45    03.5        61.80ON         149.80OW         064         3.80MB                                                                                                002     F     006       231     18          73
                           CG-S      1965        08    08    11    28    21 .9       b I . 2 0 ON    149.30OW         O@6         4 . 10 m 9                                                                                            002           007       231     19          19
                           CGS       1965        08    13    15    19    17i2        6 1 . 2 0 ON    151 . 40OW       092         4 , 20MB                                                                                              002           019       232     11          95
                           CGS       1965        08    26,   05    00    46.2        60*90ON         149.50OW         033         3.80MB                                                                                                014           005       231     09          41
                           CGS       1966        01    18    21    46    01   .5     6 1. 500H       150.70OW         069         4 . I OMP                                                                                             002     F     01 1      .232    10          62
                           CGS       1966        03    03    17    37    03 . I      61.40ON         150.60OW         053         4.OOMB                                                                                                002     F     010       232     10          54
                           CGS       1966        04    05    14    10    53.7        6 1 . 7 0 0 N   148.OOOW         1 12        3070FB                                                                                                002           009       231     10          99
                           CGS       1966        05    76    10    44    11.6        60.ROON         151*20OW         007         4.50MB                                                                                                014           OJ9       232     01          99
                           CGS       1966        09    01    23    19    08. 1       6 1 . 7 0 0 N   149.70OW         063         5 . I Omb                                                                                             002     F     079       231     19          49
                           CGS       19(j6       09    09    15    36    57.3        61.40ON         147.800W         059         4,40MB                                                                                                002           015       231     17          99
                           CGS       1966        to    07    20    55    56.4        61 .70014       150 4 1 OOW      057         5s60MB                                                                            IV                  002     r     115       232     10          54
                           CGS       1966        10    09    10    03    47.0        61 .30ON        150.50OW         033         3.70MB                                                                                                002     F     007       232     10          46
                           CGS       1966        12    16    21    59    46.2        61.40ON         149.50OW         053         4.10MB                                                                                                002     F     012       231     t9          16
                           CGS       1967        03    20    09    23    OO.B        60.436N         149,576W         060         4.20MB                                                                                                014     F     015       231     09          93
                           CGS       1967        04    01    17    33    12.5        61.87ON         148.547W         032         3.80MB                                                                                                002     F     012       231     19          98
                           CGS       1967        05    09    06    40    29.3        62.146N         149.83OW         065         3.80MB                                                                                                001     F     009       231     29          97
                           USE       1967        08    10    01    50    29.0        61.50ON         151.000W         019         4.50MB                                                                                                002     F     043       232     It          77
                           Cc-S      19o7        It    08    14    41    02.5        61.500N         150.OOOW         038         3.90MB                                                                                                002           oil       232     10          32
                           CGS       1968        03    00    09    52    42.0        60.600ti        150.80OW         057         3.20MB                                                                                                014           009       232     00          92
                           CGS       1968        03    08    16    26    $4o7        61.40ON         150.OOOW         041         3,90MB                                                                                                002           Oil       232     JO          24
                           CGS       1968        05    02    11    46    17 *00      6 t . 3 9 0 N   151 .121 W       058         3.70MB                                                                                                002           005       232     11          91
                           CGS       1968        08    3 1   11    47    06.9        61.734N         150*91 IW        066         4*10MB                                                                                                002           013       232     10          es
                           CGS       1968        09    22    06    13    56.6        61.tR4N         150.729W         051         4.00MB                                                                                                002           009       232     10          59
                           CGS       1964        09    24    06    44    J6.9        61.442N         149.87OW         050         3.70MB                                                                            IV                  002     F     010       231     19          22
                           CGS       1968        10    07    11    31    49.6        60.936N         14 9 . 8 14 W    036         3.90MB                                                                                                014           010       231     09          39
                           USE       196P        10    07    t9    54    53.6        61   .40ON      150. 30OW        055         4 .20MB                                                                           IV                  002     F     016       232     10          38
                           CGS       19bH        11    12    10    20    50.1        61.49IN         150.369W         060         3,60M8                                                                                                002           013       232     10          46
                           CGS       19b9        01    19    09    42    22.3        61.759N         150.966W         057         J.90ma                                                                                                002           012       232     10          R8
                           USE       1969        05    14    10    26    51.3        61.20ON         149.80OW         040         3,90MB                                                                                                002     F     016       231     19          12
                           CGS       1969        05    25    04    20    43.6        61.583N         150.119W         050         3.60MB                                                                                                002           012       232     10          43
                           USE       1969        00    06    00    38    42.8        61 .40ON        150.70OW         053         4.OOMB                                                                            IV                  002     F     022       232     10          59
                           USE       1969        10    10    18    56    JO.5        60.50ON         148.70OW         006         3.80MB                                                                                                014     F     Oil       2.31    09          99
                           CGS       1969        10    30    11    26    57 .2       61.695N         151 . 297W       067         3.90MB                                                                                                002           013       232     11         100
                           USE       19b9        1  1  07    01    52    35 . I      62.000N         150.30OW         061         3 BOM13                                                                           IV                  001     F     017       232     20          99
                           CGS       1969        11    24    05    09    10.6        6 0 . 8 4 4 N   149.626W         079         4.20MB                                                                                                014           012       23t     09          47
                           CGS       1969        12    03    19    50    41 .2       62.124N         149.601W         033N                                                    J.30MLCG5                                                 001           012       231     29          94
                           CGS       1969        t2    0*1   18    49    35.5        61.259N         150.21OW         052         3.60MB                                                                                                002           015       232     10          31
                           C G S     1970        03    29    11    18    09.3        6 1 . 2 3 ON    150.95OW         060         3 . 0 OM 13                                 3.70MLCGS                                                 002           010       232     10          11
                           CGS       19'10       04    03    F?    05    14.1        61.40IN         l50.tl9W         052         3.40MB                                                                                                002           014       232     to          29

                   EAGI,E RIVER PIPELINE                        K13165.El             IOOKM RADIUS SEARCH ABOUT 61.27 DEG. N.o t49.6                                                                                                                80/t2/01            PAGF              3

                         SOURCE        YEAR         MU    DA    1111  MN    SEC              LAT              LONG        DEPTH       ---------         MAGNITUDES          ---------                        INT        INT PHENOM RN                CF:   01S        M  AR   DG       DIST
                                                                                                                          (KM)          BODY          SURF, OTHER                    LOCAL                   MAP        MAX DISVNO                                                     (KM)

                             CGS       1970         04    06    22    56    04.3*       60.673N         150.562W          033N                                                     3.tOMLCGS                                                 014           014        232     00          83
                             USE       1970         05    10    21    32    53 2        61 .70ON        150,OOOW          055         3.70MB                                                                             IV                  002     F     01 1       232     10          51
                             CGS       1970         06    10    04    t5    16.8        61,311H         151,086W          064         4,OOMB                                                                                                 002           025        232     It          77
                             CGS       1970         07    01    12    46    31.9        60.61ON         150.891W          048         3.90MB                                                                                                 014           019        2J2     00         too
                             USE       1970         07    04    08    47    45.3        61.50ON         149,40OW          040         3.80MB                                                                            I 11                 002     F     027        231     19          28
                             USE       1970         07    30    02    16    08.8        60.600N         148.60OW          024         4.70MB                                       4.70MLCGS                            111                  014     F     030        231     00          93
                             NUS       1970         11    02    02    05    19.04       61 .25ON        14 9 . 0 7 3 W    032                                                      3940MLNOS                                                 002           011        231     18          51
                             NOS       1970         11    05    06    52    57.9*       60.69IN         148.694W          016                                                      3.50MLNOS                                                 014           Oil        231     00          92
                             NOS       1970         11    23    Of    13    57.9        61,492N         149i854W          049         3190MB                                                                                                 002           011        231     19          27
                             USE       197 0        12    29    02    56    57.5        6 1. 6 0 0 N    149,60OW          047         3.80MO                                                                                                 002     F     012        231     19          36
                             NOS       1911         06    02    19    06    32.9        61.03ON         151.256W          029         5000MB                                       5.50MUNUS                             IV                  002     F     048        232     It          91
                             NOS       1971         01    05    02    50    50.3        61.38ON         147.93OW          048         3t60MB                                                                                                 002           013        231     17          97
                             E:R L     197 1        o7    21    1. 1  36    12.7        60.496N         149.675W          039         3.30MB                                       3,20MLERL                                                 014           006        231     09          98
                             ERL       1911         oB    10    23    08    56.9        6 1 . 8 0 8 N   150.046W.         034         3,30MB                                       3*OOMLEPL                                                 002           010        232     10          63
                             ERL       1911         10    19    19    @ 1   09.1        61.555N         150.176W          050         3.90MB                                                     r                                           002           013        232     10          42
                             E14L      1971         11    09    16    49    36.0*       61.006N         150.831W          033N                                                     3*20MLERL                                                 002           010        232     10          71
                             ERL       1911         12    01    09    03    57.7        61.65ON         149.281W          024         3.70MB                                       3110MLERL                             I V                 002     F     010        231     19          46
                             FRI.,     197J         12    30    11    56    03.5        61.145N         150.360W          041         4.10MB                                       3,70MLERL                             IV                  002     F     014        232     10          41
                             ERL       1972         Of    31    22    31    44.J        62.070N         150.48OW          074         3.70MB                                                                          11                     001     F     020        232     20         too
                             ERL       1972         02    25    09    26    59.0        61.160N         149.411W          045         L50mo                                        3,50MLEPL                                                 002     F     014        231     19          17
                             ERb       1972         04    It    10    21    35*5        62.023N         150,418W          018         4.50MB                                       4e2OMLEHL                                                 001           025        232     20          93
                             Elkb      1972         04    25    13    35    54.1        61.904N         148.823w          059         4.60MB                                                                                                 002     F     044        231     19          90
                             ERI,      1972         05    14    09    39    55.0        6 1. 655H       150.297W          057         1160MB                                                                                                 002           020        232     10          73
                             URL       1971         09    03    00    09    54.)        61.789N         150.806W          062         3,40MB                                                                                                 002           014        232     10          84
                             EPI,      1972         08    12    02    00    37.64       61.509N         149.872W          046         3.6omB                                                                                                 002           -016       231     19          28
                             ERL       1972         08    13    11    10    49.1        62.049N         150.485W          066         3 q 30MB                                                                                               001           018        232     20          97
                             FHb       1972         09    16    09    39    13.8*       60.676N         150,369W          023                                                      3,20MLER[i                                                014           017        232     00          77
                             ERI,      1972         10    25    15    03    3 3 . 1     6 1. 30 1 N     150.499W          030                                                      3i2oMLPMA                                                 002     F     009        232     10          46
                             ERL       1972         to    27    18    to    14*7        61.52ON         150.351W          054         3,70MB                                                                                                 002     F     013        232     10          47
                             EHL,      1972         1 1   11    09    46    5 1 . J     60.471N         150. 387W         050         3, 20MO                                      I*JOMtjERL                                                0 t 4         017        232     00          98
                             ERU       1912         it    30    17    30    33.3        61.734N         149,992W          054         3.30MB                                                                                                 002           013        231     19          54
                             ERI,      1972         12    29    18    46    31.7*       61.532N         151.164W          074         3,40MB                                                                                                 002           010        232     11          86
                             Ellb      1913         0 1   07    04    45    06.4        60.935N         150.057W          031                                                      3 . 50MLERL                                               014           Oil        232     00          54
                             ERL       1973         01    22    tl    19    54.6        61.996N         149.477W          051         3*60MB                                                                                                 002           017        23t     19          go
                             EPI,      1973         02    07    19    52    2 3 . t     61.263N         150.479W          045         3.60MB                                       3,40MLERL                          11                     002     F     017        232     10          45
                             FAIL      1973         02    OQ    15    00    48 69       61.759N         t509177W          054         30BOMB                                                                                                 002     F     022        232     10          60
                             FVL       1973         02    2J    08    10    39.9        61.460N         150.7R5W          064         I'lomn                                                                                                 002           Oto        232     10          65
                             Ellb      1973         04    06    05    22    51.3        61,233N         149.472W          039         3.HOMB                                       3.60MLESU                          11                     002     F'    021        231     19             9
                             EPI,      1973         04    14    14    09    57.4*       60.584N         150.561W          057         3.50MB                                                                                                 Ot4           016        232     00          92
                             EHL       1973         04    16    20    47    4 1 * I *   60.900N         150.139W          033N                                                     3620MLERL                                                 0 14          014        232     00          79
                             EFI,      1973         04    30    11    55    29.2        60.95IN         15 1 . 13 1 W     033         3 , 4 OM13                                                                                             014     F     018        232     01          Be
                             KRL       1913         05    12    14    41    09.6        62.015N         149.701W          059         3.30MO                                                                                                 001           Ole        231     29          89
                             EHL       1973         06    25    04    i 6   59.9        61.67ON         t50.O55W          015         3.40MB                                       I , I OMLERL                                              002     r     017        232     10          49
                             EPL       19 7 J       07    15    05    53    27*7        61.572N         1506299W          049                                                      361OMLPMR                                1                002     F     OJ 1       232     10          48
                             GS        1913         09    28    UO    34    46.1        61.394N         151.48OW          OH2         3.60MB                                                                                                 002-          022        232     It         too
                             GS        197 3        10    10    15    12    55.6        62.082N         149.656W          057         3.60MB                                                                                                 001           023        231     29          90
                             Gs        1973         11    01    16    50    22.0        61.999N         150,616W          069         3.901B                                                                             IV                  002     F     024        232     10          95
                             GS        1974         01    22    04    09    45.2        60.85IN         150.019W          050         3.40M,13                                                                                               014              14      232     00          st
                             GS        1914         03    01    08    00    34.8        6I.IA6N         149.512W          05t         3.30MB                                                                                                 002              18      231     to          61

                 EAGLE RIVER PIPELINE:                       K I 3765tEl           IOOKM RADIUS SEARCH ABOwr 6t,27 DEC, Nei 149,6                                                                                                             80/12/01             PAGE                 4

                       SOURCE        YE. A H     MU     DA   1JR   MN    S F:C            LAT             LONG         DEPT11      ---------        MAGNITUDES          - - - - -                       INT        INT PHENOM             R N    CE Q/3         MAR      0C      DIST
                                                                                                                       (KM)         BODY          SURF          OTHER           L CAL                   MAP        MAX DTSVN0                                                    (KM)
                           G@        1974        03     02   20    10    04.6        61.079N         148.182W          054         3.30MB                                                                                               002             19      231      18             81
                           Gs        1974        OJ     03   17    58    55.8        62.037N         149.445W          067         3.80MB                                                                                               001             20      231      29             85
                           Gs        19)4        03     05   23    58    31.1        62.125N         149.806W          063         3.8OMI3                                                                                              o0t             12      231      29             95
                           Gs        1974        03     14   IR    46    09.5*       60.775N         151.166W          039         4.10MB                                     4*00MUPMR                                                 014             18      232      01             99
                           GS        197 4       03     21   23    Of    30.9        61.696N         150.926W          071         3.70MB                                                                                               002             17      232      10             83
                           GS        1974        03     30   ob    46    39.2        61.698N         150.996W          093         3.5omB                                                                                               002             13      232      10             B6
                           GS        1974        04     26   14    23    14.6        61.847N         150.668W          078         3.30148                                                                                              002             16      232      10             83
                           Gs        1974        05     It   04    17    34.1        61.663N         150.587W          067         3.80MB                                                                       11                      002      F      23      232      10             66
                           Gs        1974        05     26   t9    13    58.6        61.573N         150.240W          003                                                    3.10MLPMR                         11                      002      F      15      232      10             46
                           GS        1974        u5     29   o8    21    59.4        bO.614N         149.777W          027         3.40MB                                     3,9014LPMR                        it                      014.F           18      231      09             74
                           Gs        19*14       07     31   09    20    51.6        60.525N         150.048W          044         4.30MB                                                                            IV                 014             29      232      00             86
                           Gs        1974        09     23   It    57    10.1        61   .843N      150.131W          061         3.40MB                                                                                               002             17      232      10             68
                           Gs        1974        09     27   03    36    25.7        61   s519N      149,949W          072         3.70MB                                                                       It                      002      F      15      2 3 1    19             37
                           (;S       1974        12     29   19    25    00.7        61.597N         15 0 . 5 11 W     .067D       5,60MB                                                                               V               002      F      81      232      10             59
                           GS        t974        12     30   03    33    16.6        61*992N         149.696W          062D        5*10MB                                                                               V               002      F      Be      231      19             79
                           GS        1975        Of     01   03    55    12 . 0      61.909N         149,739W          066         5090MB                                                                               V               002      D     118      231      19             70
                           GS        1975        01     Of   21    15    54.9        61.41IN         150059W           063         319OMB                                                                          111                  002      F      16      232      10             27
                           Gs        1975        01     13   00    31    55.6        6 1 . 4 3 4 N   150.494W          066         4,90ME                                                                            IV                 002      F      45      232      to             49
                           Gs        19*15       of     17   01    33    52.0        61,658N         150.891W          010         3.80mo                                                                                               002             it      232      10             79
                           Gs        1975        01     27   00    23    09.7        614277N         149.808W          046         3090MB                                                                                               002      F      15      231      19             9
                           GS        197S        01     20   07    25    0 1    2    6t.353N         149.97OW          042         3,70MB                                                                                               002      F      19      231      t9             20
                           GS        1975        03     12   14    05    3 1    5    bi.915N         150,307W          010         3.90PB                                     4600MLPMP                                                 002      F      22      232      10             79
                           Gs        1975        04     07   22    t3    46.1        61.557N         150,570W          Oil         3.60MB                                     3e00MbPMR                                                 002      F      16      232      10             59
                           Gs        1975        04     18   09    52    32.6        61.813N         150.557W          041,        3.50MB                                     3iOOMLPMR                                                 002      F      t6      232      10             77
                           GS        t975        05     18   t7    39    07.9*       6Q.969N         149.835W          050         30 MB                                                                                                014             14      231      09             47
                           Gs'       1975        06     11   05    14    09.2        62.165N         149.635W          059         4.3 MR                                                                                               001      F      41      231      29             99
                           Gs        19'15       09     01   07    04    33.0        61.919N         1500634           079         4,6    MB                                                                                            002             22      232      10             93
                           GS        1975        10     23   21    It    31 96       61.73IN         15O.tIOW          033N                                                   j,20MLPMA                                                 002             16      232      10             57
                           Gs        1975        12     01   22    15    21.2        61.47IN         1494t36W          042         3.7    MR                                                                         IV                 002      P      17      231      19             J4
                           C, S      197 6       05     09   15    39    12.6        61.522N         151 .286W         033N                                                   3*t0MLPMR                                                 002             10      232      11             92
                           GS        1916        06     30   of    44    21 .64      6 0 . 6 5 9N    149.731W          021                                                    3610MUPMA                                                 014             10      231      09             69
                           Gs        1976        08     30   10    01    t2.9        61e3OIN         i5l.431W          082         4.t    MB                                                                                            002             16      232      11             96
                           Gs        1976        09     09   15    28    14.9        6I.)HON         150.19OW          032                                                    J,20MLPMR                                                 002             10      232      10             31
                           Gs        1976        1 1    11   18    18    )0.5*       6 1 . 3 14 N    149.793W          033N                                                   3620MLPMR                                                 002      F        8     231      19             9
                           G5        1976        12     13   17    27    53.6        61.073N         150.703W          074         4.3    MR                                                                                            002             15      232      10             87
                           Gs        1976        12     15   09    5t    32.3        61.347N         150,249W          051         3.7    MB                                                                       111                  002      F      13      232      10             33
                           GS        1977        Ol     19   07    J6    36.9        62.146N         149.131W          001         318    MR                                                                                            oot             13      2)1      29             90
                           Cs        1977        01     25   17    12    19.1*       60.983N         t49,998W          037                                                    3650MUPMA                                                 002      F      It      231      09             37
                           CIA       1977        01     25   1-7   1. 2  19.8        6 1 . 0 6 5 N   t49.952W          037                                                    3616MLGIA                                                 002             19      2 3 1    19             29
                           G5        1977        03     02   00    17-24.5           61.912N         150.63OW          025         3.7    MR                                  3,40MLPHR                                                 002             12      232      10             89
                           GS        1977        03     25   13    39    45.2        60.843N         148. 1 37W        055         4.6    MB                                                                         IV                 014      F      41      231      08             94
                           GS        1911        04     28   18    58    52.1        61.405N         150,964W          073         3.     1113                                                                                          002             23      232      10             12
                           Gs        1977        05     It   17    33    30.7        61.704N         150.465W          076         3.9    MB                                                                         IV                 002      Ir     23      232      10             65
                           GS        1977        06     02   16    29    46.3        61.314N         150.329W          067         3,6    Mb                                                                            V               002      F      t9      232      10             37
                           GS        1977        06     06   10    09    11.5        62.163H         149.549W          060         4.1    MB                                                                       111                  001      F*     17      231.     29             99
                           GS        t977        06     17   08    26    29.9        6to492N         t50.319W          014         4.3    MB                                                                         IV                 002      F      30      232      10             43
                           CIA       J971        06     17   08    26    29.5        61.474N         150.30OW          066                                                    3.93MLGIA                                                 002             17      232      10             42
                           Cs        1977        06     18   05    59    53.7        61.554N         150.665W          052                                                    3.10MLPMR                                                 002             10      232      to             63
                           GS        t971        01     08   19    59    39.0        6l.t68N         t5o.055W          072         4.1    mB                                                                         IV                 002      IF     73     '232      to             66

                EAGLE RIVEP PIPELINE                           K1316S.El              tOOKM RADIUS SEARCH ABOUT 61.21 DEG, N.# 149*6                                                                                                                      8O/i2/Qi              PAGE

                      SUUPCE         YEAR         M0     0 A   Hil   M N   SEC                LAT              LONG         DEPTH       ---------          MAGNITUDES            ---------                        INT         INT PHENUM              R N   CE Q/S            MAR     OG        DIST
                                                                                                                            (KMJ          BODY           SURF6 OTHER                      LOCAL                   MAP SAX DTSVN(J                                                               (KM)

                           GIA       19*17        07     08    19    59    40.4         61.105N          150.704W             69                                                       4.5OMLGIA                                                    002                   13  232     to           60
                           GIA       1977         07     15    02    06    14.9         61.63ON          150.657W             59                                                       3 . 46MLGIA                                                  002                   29  232     to           76
                           Gs        1977         07     22    05    57    00.5         61.027N          150.401W           051         3.8 MB                                         4.OOMLPMR                                                    002     F             22  232     10           so
                           GIA       1977         07     22    05    51    01.8         61.128N          150.184W             22                                                       4.OOHtGIA                                                    002                   22  232     10           34
                           Gs        1977         08     07    04    28    52.5         61.11IN          151.209W           033N                                                       3.20MLPMR                                                    002                   12  232     If           86
                           GIA       197 1        09     12    19    28    15.3         6 1.55 1 N       151 .234W            71                                                       3,62MLGIA                                                    002                   22  232     It           9t
                           GIA       t9ll         00     19    04    28    59.2         61.936N          150.089W             36                                                       3.05MbGIA                                                    002                   19  232     10           77
                           Gs        1977         08     19    09    08    05.04        61.967N          150.108W           033N                                                       3.IOMLPMR                                                    001                   15  232     10           80
                           GIA       1977         09     05    20    24    32.8         61.346N          150.7t7W             25                                                       3.07MI,GIA                                                   002                   11  232     to           58
                           GS        1977         09     17    15    42    42.2*        60.86414         t5O.84OW           033N                                                       J.70ML,pMR                                                   014                   20  232     00           79
                           GIA       J971         09     23    22    37    44 .4        60.757N          150.668W             35                                                       3.56MLGIA                                                    014                   22  232     00           go
                           GS        1977         10     18    to    49    3 7 . 3 #    60.704N          150.79OW           033N        3,7 MB                                         3,40MLPMR                            11                      014     F             24  232     00           89
                           cs        1977         10     29    08    53    34.5*        60.91ON          149.723W           026                                                        1.4ombpmp                                                    014     F             22  231     09           40
                           GS        1971         It     06    09    23    28.2         61.994N          150.734W.078                   4,1,M8                                                                                                      out                   15  232     10           99
                           GS        t978         of     06    21    59    0 1 . i      60.909N          149.382W           045         4.6 MR                                                                                 IV                   014     F*            36  231     09           43
                           Gs        1978         Of     09    07    06    05.8         62.OOON          149,824W           009                                                        3,50MLPMR                              I I 1                 001     F             to  231     28           92
                           GS        1978         05     27    14    50    09.1         60*545N          150.102W           030                                                        3,50MLPMR                                                    014                   20  232     00          100
                           GS        1970         06     14    It    21    03.8         61.626N          t49.51OW           033N                                                       3,60MLPMR                                                    002                   20  231     19           39
                           Gs        19 78        07     J3   '15    27    3J.5         62.113N          149.947W           040                                                        3.SOMLPMII                           it                      Out     Ir            9   231     29           95
                           Gs        1979         10     66    05    54    05.2         61.932N          150.665W           006                                                        4*60MLPMR                              lit                   002'F                 17  232     10           91
                           GS        1979         to     30    It    It    38.4         60.963N          150.315W           049         3.3     MR                                                                                                  002     F             34  232     00           so
                           Gs        1979         10     3@    12    29    3 0 . I      61.914N          14 9 . 5 7 1 W     033N        3.5     MB                                     )*40MLiPMR                                                   002     F             29  231     19           it
                           Gs        1979         It     0     12    11    26.7         60.829N          149.895W           033N                                                       3j2oMLpMR                                                    014                   20  231     09           52
                           GS        1978         It     24          28    12.9         62.027N          150.519W           074         4,5     MH                                                                                                  001     F             37  232     20           95
                           Gs        1918         It     24    09    50    45.4*        61 .992N         150.515W           077         312     MR                                                                                                  001     r             29  232     10           92
                           GS        1978         12     09    11    10    38.8*        61.397N          150,647W           073         3.9     MH                                                                                                  002                   33  232     10           55
                           Gs        1979         01     04    15    35    04.0         61.732N          150.037W             34                                                       3.40MLPMR                                                    002                   17  232     10           55
                           GS        1979         01     12    t2    06    31.9         61.832N          j5o.9o4w             49        3.5     M8                                                                                                  002                   19  232     10           88
                           GS        1979         Of     12    23    14    16.5         60. 999N         149. 424W            34        3.5     MR                                     3.3OMbPMP                                                    002                   24  231     09           33
                           Gs        1979         0 1    27    t6    49    11 .5        60.951N          t49.378W             49        3.6     M8                                                                                                  002     F             15  231     09           18
                           GS        1979         02     04    22    05    46.0         62.066N          150.161W             33N       3.7     M8                                     3.80MLPMR                                                    Oot                   13  232-    20           92
                           GS        197 9        02     20    11    39    38.1*        6 1 . 7 2 7 N    150,923W             33N       3,3     MR                                     3,OOMLPMR                                                    002*                  22  232     10           go
                           GS        1979         03     14    13    3 1   34,5         6 0 . 9 8 4 N    14 9 , 3 8 5 W       41        4,0     MB                                                                             IV                   002     r             73  231     09           35
                           G5        1979         03     20    21    20    22,8*        6 1 . 17 3 N     150.606W             92        3 j I   MB                                                                                                  002                   26  232     10           53
                           Gs        1979         05     31       4  22    54.3         61 .735N         14 9 , 9 9 1 W       55        3,4     M8                                                                                                  002     F             12  2 3 1   19           53
                           GS        1919         06     23    10    46    58.6*        6 1 . 9 6 9 N    150,28OW             33N       3 . I   MB                                     3,IOMLPMR                               IV                   002     F'            .14 232     10           74
                           GS        1979         06     29       2  09    41.t*        61.828N          t5O.517W             33N                                                      3.2OMLPMR                                                    002                   8   232     10           77
                           GS        1979         08     28    17    06    09.6*        60.854N          150.914W             3311                                                     3,30MLPMR                                                    014                   8   232     00           83
                           GS        1979         10     07    -5    59    21,8         61,21IN          150.432W                9                                                     J.IOMLPMR                                                    002     F             10  2J2     10           43
                           GS        1979         10     18    it    51    50.60        62.t33N          t5O.215W             33N                                                      3,80MLPMR                                                    001                   10  232     20          too
                           GS        1979         tO     27A4        37    00,4         62.028N          150.551W             33N                                                      3.20MLPMR                                                    Out                   t6  232     20           96
                           GS        1979         11     t4    23    00    42.8         61 .30 IN        150.094W             57        5.1 me                                                                                 IV                   002     F       117       232     10           27
                           Gs        1919         12     28 14       47    51.6         61.958N          150.521W             63        3.2 M13                                                                                                     001                   10  232     10           89
                                                                                                                                 THiS PUN CONTAINS                                240 HITS
                                               PREPARED BY C112M HILL FROM                               DATA SUPPLIED HY THE NATIONAL, GEOPHYSICAL AND SOLAR-TURPESTPIAL DATA CENTER
                ENVIRONMENTAL DATA SEHVICE                              -----------------------------------------------------------                                                                NATIONAL OCEANIC AND ATMOSPHERIC                                       ADMINISTRATION

                    FAGUE RIVER I1JtEblNE                                                                                               EART14OUAKE DATA FILE
                                                                 K13165.El              3nOKM RADIUS SEARCH ABOUT 61.27 DEG. N., 149.6                                                                                                                 80/12/0t             PAGE

                          SOUPCE         YP.AR       MU     U A  11R    MN    SEC              bAT              LONG        DEPTH       ---------          MAGNITUDES          ---------                        INT       INT     PHENOM           P N     CK Q/S         MAP      UG      DIST
                                                                                                                            (KM)          B 0 D y        SURFa         OTHER           LOCAIj                   MAP       MAX     DTSVNO                                                   (KM)

                              E:QH       1909        09     19   20     00    O0.OZ       60.60ON         149.27OW                                                   7.40PAS                                                    V                014       Ir             231      09
                              G-P        1911        U9     22   05     01    24.0        60.50ON         149.OOOW          060                                      6.90PAS                                             Vill       0S           014       D              231,     09
                              G-8        1912        01     31   20     It    48.0        61.OOON         147.50OW          080                                      7.25PAS                                                    V                002       F              231      17        118
                              G-P        1928        06     21   16     27    13.0        60.OOON         146.50OW          025A                                     1,00PAS                                                 vi                  002       1)             23t      06        222
                              G-H        1929        07     03   00     53    00,0        62.50ON         149.OOOW          025A                                     6.25PAS                                                                     001       r              231      29        141
                              G-H        1931        12     24   03     40    40.0        60.000N         152.OOOW          100                                      6.25PAS                                                 IV                  002       F    BDA       232      02        192
                              G-11       1932        03     25   23     54    51.0        62.50ON         153.OOOW          025A                                     6.OOPAS                                                                     001                      232      23        224
                              G - 1?     1932        03     25   23     58    31 .0       62.50ON         t52.50OW          025A                                     6.90PAS                                              V I 1                  001       D              232      22        204
                              ,G-P       1932        06     08   07    .52    39.0        62.50ON         153.OOOW          025A                                     6.OOPAS                                                                     001                      232      23        224
                              G-9        1932        09     14   09     43    23.0        bI.OOON         148.00ow          050                                      6.25PAS                                                    V                002       F              231      t8
                              G-R        1933        of     04   03     59    2H.0        61.OOON         148.OOQW          025A                                     6.25PAS                                                 vi                  002       b              23t      18
                              G - 11     1933        04     27   02     36    04.0        6 1  .25ON      150.750W          025A                                     7 , OOPAS                                            V 11                   002       D              232      10
                              G-H        1933        06     13   22     19    47*0        61.OOON         t5t.00OW          '025A                                    6.25PAS                                                    V                002       F              232      11
                              G-R        1933        06     19   to     47    43.0        61.25ON         150.50OW          025A                                     6.OOPAS                                                    v                002       F              232      10
                              G-H        1934        05     04   04     36    07.0        61.25ON         147.500W          080                                      1,20PAS                                                 VI                  002       D              23t      17        114
                              G-H        1934        06     02   16     45    29*0        61     25ON     147.OOOW          025A                                     6.25PAS                                                                     002       F*             231      17        14 1
                              G-R        1934        06     19   09     13    50.0        60.50ON         15 1 , OOOW       080                                      6,75PAS                                                    V                0 14      b    AAA       232      01        113
                              G-H        1934        08     02   07     13    08.0        61,50ON         14 7 . 5 0 0 W    025A                                     6.OOPAS                                                    v                002       F              231      11        t 16
                              G-P        1940        to     11   07     53    10.0        59.50ON         152.OOOW          025A                                     6.OOPAS                                                                     002                      196      92        236
                              G-14       1941        01     30   01     51    2 1 . 0     6 1 . OOON      15 1 . OOOW                                                6.75PAS                                                 vi                  002       D              232      11
                              G-11       1942        12     05   14     28    40,0        59.50ON         152600OW          100                                      6.50PAS                                                                     002            BIBB      196      92        236
                              G-11       1943        It     03   14     32    11.0        61.75ON         151.OOOW          025A                                     7.30PAS                                                    v                002       F              232      It
                              G-k        1946        Of     12   20     25    37.0        59. 25ON        147.25OW          050                                      7,20PAS                                                 IV                  Ots       F              195      97        261
                              G-P        1948        08     19   13     50    46.0        63.OOON         150.50OW          tOO                                      6,25PAS                                                                     001            BBS       232      30        198
                              G-R        1949        09     27   15     30    45.0        59 .750N        149.OOOW          050                                      7 O@PAS                                                    V   Q            014       F              195      99        173
                              ISS        1951        06     25   16     12    37.0        61jiOON         150.10OW          129                                      6:2 PAS                                                    V                002       F              232      10
                              USE        1954        10     03   11     18    46.0        60.50ON         151.OOOW          100                                      6.75PAS                                             Vill                    014       b              232      01        113
                              USE:       1959        01     24   23     17    29.0        fiOoOOON        152.OOOW          060                                      6.56PAS                                                 IV                  002       F              232      02        192
                              Iss        1959        12     @6   18     19    08.0        59.74ON         151.)BOW                                                   6.25PAS                                                                     014       F              196      91        195
                              CGS        1961        09     05   11     34    31*3        60.000N         15 0 . 6 0 0 W    043                                      6.IJPAS                                                 VI                  014       D              232      OU        151
                              CGS        1962        05     10   00     03    40*2        62.OOON         150,10OW          072                                      6.OOBRK                                                    V.               001       F    020       232      20
                              CGS        1962        07     16   12     54    40.6        62.30ON         153.100W          039                                      6,00PAL                                                    V                001       b              232      23        216
                              CGS        1962        OB     t8   16     43    54.3        62.30ON         152.50OW          032                                      6 13 PAS'                                                  V                001       F    050       232      22        190
                              CGS        1962        08     18   tl     46    14.9        62.30ON         t52.50OW          032                                      6,39PAS                                                    V                001       F    038       232      22        190
                              CGS        t963        05     02   23     13    09.4        63.100N         149.900W          079         6*tOMI3                                                                                                  Oot            019       231      39        204
                              CGS        1963        06     24   04     26    37.9        59.50ON         151.700W          052         5,70MB                       6,75PAS                                              V I I                  of 4      D    014       196      9t        228
                              USE        1964        03     28   03     36    140S        61.04ON         141.73OW          033G                         8jjSH       8.OOPAS                                    USE             X UTS            002       C    181       231      11        105
                              CCS        1964        03     29   04     54    07*9        59,90014        149.40OW          025         66tomB                                                                                                   014            025       195      99        164
                              CGS        1964        03     28   01     10    21 .4       59.90ON         149.50OW          020         6610MB                       6.2OPhS                                                                     015       r    053       195      89        275
                              CGS        1964        03     28   09     52    55*7        59. 70ON        146.60OW          030         5 . 50M11                    6620PAS                                                                     015       F    056       195      96        2 4 t
                              CGS        1964        03     28   14     4 1   3 7 . t     60.40ON         146.50OW          010         5,70MB                       6 . 3 0 P A 5                                                               002       U    061       231      06        196
                              CGS        1964        03     28   14     49    13.7        60.40ON         147 . I OOW       010         5.80MD                       6 . 5011AS                                                                  002       F    028       231      01        169
                              CGS        1964        03     20   20     29    00.6        59.90ON         148.70OW          040         5.80ma                       6.60PAS                                                                     014       F    091       195      98        17 1
                              CGS        1964        03     30   07     09    34.0        59 . 900N       145.70OW          0 15        5,60MB                       6.20PAS                                                                     015       F,   080       195      95        264
                              CGS        1964        04     03   22     33    42.2        6 1 . 60ON      147.60OW          040         5.70MB                       6.OOPAS                                                    V                002       D    060       231      17        114
                              CGS        1964        04     20   11     56    41.6        61.40ON         147,30OW          030         5.70MB                       6.50PAS                                                                     002       F    087       231      17        125
                              CGS        1964        04     21   05     01    35,7        61.50ON         147.40OW          040         5.40MB                       6,00PAS                                                                     002       F    066       231      17        122
                              USE        1968        04     23   20     29    14.5        50.70ON         150.OOOW          023         6.30MB                       6.13PAS                                                                     015       F    058       196      80        287
                              USE        1968        12     17   12     02    I5.OP       60.20ON         152.80OW          086         5.90MB                       6.50PAS                                                 VI                  002       F    101       232      02        210
                              USE        1970        Of     16   OR     05    39.b        60. 3UO14       152.70OW          0911)       5.60MB                       6 . OOIIAS                                                 V                002       F    079       232      02        199

           EAGLE RIVER PIPELINE    K13765.El   30OKM RADIUS SFARC11 ABOUT 61427 DEGi N4P 149*6                                      90/12/01  PAGE      2

              SOURCE YEAR MO DA MR MN SEC          LAT      LONG DEPTH   --------- MAGNITUDES --- ----         INT INT PHENOM PN CE Q/5 MAP DG DIST
                                                                  (KM)    BODY   SUPFv OTHER 'ZOCAU            MAP MAX DTSVNU                          (KM)

                CGS 1970 08 18 17 52 06.3 60.70ON 145.384W 016           5.60MB 5.9311 6oOOPAS 5690MLCGS              IV        002 F' 092 231 05       239

                                                                    THIS PUN CONTAINS           51 HITS
                           PREPARED BY CH2M HILL FROM DATA SUPPLIED BY THE NATIONAL GEOPHYSICAL AND SOLAR-TEPPESTPIAL DATA CENTER
           ENVIRONMENTAL DATA SERVICE   -----------------------------------------------------------    NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION

     I
                                        Exhibit C              I
                                        Test Pit Logs

                                                                                                                                 '501L C01,17,41AIIAIG
                                                                @SQOZIAID 5UeyS405                                       rw -w I

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                                                                                                                         L

                          04 T--- 14A10 DElorly,      "i
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                                                                                                                                 (:Z@A24V--4 41'V40

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                                                     L--j            4AI0
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                                                                     57-,4Z311-17-Y
                                                   A10 (9A/          A,10 <5@,e01-1A10W4r--,e                            Fel

                 NOTE:
                     THE TEST PIT LOGS NECESSARILY REFLECT SUBSURFACE
                     CONDITIONS ONLY AT SPECIFIC LOCATIONS AND MAY NOT REFLECT                                                      Legend for Figures
                     VARIATIONS BETWEEN LOCATIONS. IN ADDITION, THE PASSAGE OF
                     TIME MAY ALTER THE CONDITIONS OBSERVED IN THE TEST PITS,                                                       C-1 and C-2
                     ESPECIALLY WITH RESPECT TO GROUNDWATER.

                                                                                      3                                                                                                  7,-7

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                                                                                           I-OOSE           lolz?leo
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                                                                                                                                      NO GW

                     NOTE:                                                                                                                                Figure C-1
                          SEE EXHIBIT A FOR TEST PIT LOCATIONS.
                                                                                                                                                          Logs for Test Pits 1-7

                  0
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                                                                                            -SIL r y
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                                      .-':d .6-FLOW 7' : J@-j       P:
                                         DePTH                                              &RA V--l-

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                                                                   A/a (:@W             Llrr4,5
                 10LN0 SILOU(@@91AAG
                                                                                        A10 (:Fw
                     /VO (S; V/

           NOTE:
              SEE EXHIBIT A FOR TEST PIT LOCATIONS.                      Figure C-2
                                                                         Logs for Test Pits 8-15

        I                                                   I

                                   . Exhibit D
                                      Sample Permits

    Form 2920_1				UNITED STATES			FORM APPROVED
    (November 1977)		DEPARTMENT OF THE INTERIOR 		OMB NO. 42_R0996
    				BUREAU OF LAND MANAGEMENT

    		TEMPORARY USE APPLICATION AND PERMIT			Serial Number
    Title 1, Sec. 28(e) of the Mineral Leasing Act of 1920,30 U.S.C. 185, as amend-
    ed; Secs. 302(b) and 504(a) of P.L. 94-579, October 21, 1976. 43 U.S.C. 1732,1764.

    					APPLICATION						INSTRUCTION ON REVERSE
    1. Name( first, middle initial, and last)				Address (include zip code)

    2. Give legal description of public lands for which you are applying
    		TOWNSHIP	RANGE	SECTION			SUBDIVISION

    Meridian		State			County			Acres(number)

    3. Proposed date(s) of use: From				to

    4a. Are you 21 years of age or over?			b. Are you a citizen of the United States or have you declared your intention?  Yes    No
    		Yes    NO

    c. As applicant, are you a     Partnership    Association    Corporation     Individual(s);
    or an ageny of    Federal Government    State Government    Political subdivision of any state?

    d. Are the statements required by instruction Number 2 attached?  Yes    No   Not

    5. Are you making this applicaiton for your own use and benefit?  Yes    No  (If "no," explain)

    6. Are the land now improved, occupied, or used?  Yes   No [If "yes," describe improvements and pur-
    poses, identify users and occupants]

    7a. What do you propose to use the lands for?

     b. What improvements, including sanitation facilities, do you intend to make?  (Describe improvements and attach
    	drawings if convenient)
     c. What is the estimated		d. What is the proposed source of water for domestic or other uses?
    cost of proposed improve-
    ment? $

    8. Have you enclosed filing fee of $10?   Yes    No  (See Instruction Number 3)

    I certify that the information given by me in this application is true, complete, and correct to the best of my
    knowledge and belief and is given in good faith.

    _______________________				____________________________________________
    	  (Date)							(Signature of Applicant)

    Title 18 U.S.C. Section 1001, makes it a crime for any person knowingly and willfully to make to any department or agency of the
    United States any false, fictitious, or fraudulent statements or representation as to any matter within its jurisdiction.

    		NOTICE
    The Privacy Act of 1974 and the regulation in 43 CFR
    2.48(d) provide that you be furnished the following
    information in connection with information required by
    this application for a Temporary Use Application and Per-
    mit.

    AUTHORITY: 43 U.S.C. 1201; 43  CFR PART 2920 and 30
    U.S.C. 185; Part 2880.

    PRINCIPAL PURPOSE: The information is to be used
    to process your application.

    ROUTINE USES: (1) The adjudication of the applicant's
    request for a Land Use Permit. (2) Documentation
    for public information. (3) Transfer to appropriate
    Federal agencies when concurrence is required prior to
    granting a right in public lands or resources.
    (4)(S) Information from the record and/or the record will
    be transferred to appropriate Federal, State, local or
    foreign agencies, when relevant to civil, criminal or
    regulatory investigations or prosecutions.

    EFFECT OF NOT PROVIDING INFORMATION: Dis-
    closure of the information is voluntary.  If all the
    information is not provided, the applicaiton may be
    rejected.

    Meridian		State			County		Acres(number)
    For the purpose of

    1. This permit is issued for the period specified below.
    It is revocable at the discretion of the authorized officer
    of the Bureau of Land Management, at any time upon notice.
    This permit is subject to valid adverse claims heretofore
    or hereafter acquired.

    2. Permittee shall pay annuall, in advance to the au-
    thorized officer the sum of
    dollars as rental or such other sum as may be required if a
    rental adjustment is made.

    3. Permittee shall observe all Federal, State, and local
    laws and regulations applicable to the premises and to erection
    or maintenance fo signs or advertising displays including
    the regulations for the protection of game birds and game
    animals, and shall keep the premises in a neat, orderly, and
    sanitary condition.

    4. Use or occupency of land under this permit shall com-
    mence within months from date hereof and shall be
    exercised at least days each year.

    5. Permittee shall take all reasonable precautions to prevent
    and suppress forest, brush, and grass fire and prevent pol-
    lution of waters on or in the vicinity of the lands.

    6. Authorized representatives of the Department of the
    Interior, other Federal agencies, and game wardens shall at
    all times have the right to enter th e premises on official
    business.

    7. Permittee shall not enclose roads or trails commonly in
    public use.

    8. Permittee shall pay the United States for any damage to
    its property resulting from this use.

    9. Permittee shall notify the authorized officer of address
    change immediately.

    10. This permit is subject to all applicable provisions of the
    regulations (43 CFR 2920) which are made a part hereof.

    11. Permittee agrees to have the serial number of this permit
    marked or painted on each advertising display erected or
    maintained under the authority of such permit.

    12. Permittee shall not cut any timber on the lands without
    prior permission from the authorized officer

    13. This permit is subject to the provisions of Executive
    Order No. 11246 of September 24, 1965, as amended, which
    sets forth the Equal Opportunity clauses.  A copy of this
    orde may be obtained from the signing officer.

    14. This permit may not be assigned without prior approval of
    the authorized officer of the Bureau of Land Management.

    15 Special Conditions

    Permit issued for period

    From								______________________
    TO								Authorized Officer

    					INSTRUCTIONS
    1. Submit, in duplicate, to any local office of the Bureau of
    Land Management having jurisdiction of the lands.

    2. An applicaiton by a partnership or association must be
    accompanied by a statement by each member that he is a
    citizen of the United States or has filed a declaration to
    become a citizen.  An application by a corporation must be
    accompanied by a statement showing that the corporation is
    auth orized to hold land in the State is which the land is
    located and that the person making the application is author-
    ized to act for the corporation.

    3. If applicant is other than a Federal, State, or local gov-
    ernmental agency, this application must be accompanied by a
    nonreturnable filing fee of $10 made payable to the Bureau
    of Land Management.

    4. If this application is for permission to erect an adver-
    tising display or sign, the applicant must: (a) attach an
    accurate and fully descriptive diagram, sketch, or photo-
    graph (mt least 3" x 5") of the sign or display to be erected
    showing the dimensions, type of construction, estimated
    cost, the advertising material to be included theron, th e
    plan of illumination, if any, and the manner of attachment
    to the land; and, (b) a photograph (at least 3" x 5") showing
    the site on which the sign or display is to be erected.

    							GPO 843-060

                                 1',]-'\SKA DEPARTML14T OF ENVIR012MENTAL C014SERVATION
                                     1-1ASTER APPL1@.,ATION - 1J1-'0i-j-!ATION SHEET
                                     Lnvironm(--ntal 11i,ocedures Act, AS 46.35

           GENERAL INFORMATION

           The master application serves as a notice of intent to the State of a proposed project by an
           applicant. This form was designed to include a broad range of State and local government
           interests, therefore, many of the questions may not apply to your proposed project. Please
           read this application before completing it. Answer all questions pertaining to your proposed
           project. Any missing or misleading answers may delay the processing of your application.
           Complete a site diagram of the project and submit it with your signed application to one of
           the Permit Information Centers listed below.

              Alaska Permit Information Center               Alaska Permit Information Center
              Department of Environmental Conservation       Department of Environmental Conservation
              437 "E" Street, Second Floor                   675 7th Avenue, P.O. Box 1601
              Anchorage, Alaska 99501                        Fairbanks, Alaska 99707
              Telephone: (907) 279-0254                      Telephone: (907) 452-2340

                                    Alaska Permit Information Center
                                    Department of Environmental Conservation
                                    Pouch 0, 3220 Hospital Drive
                                    Juneau, Alaska 99811
                                    Telephone: (907) 465-2615

           GENERAL PROCEDURES FOR PROCESSING APPLICATIONS UNDER AS 46.35

           Upon receipt of the master application in a permit center, the following steps are taken:

           Master Application
           1. Copies of the master application and the site diagram are sent for review to all State
              departments and any municipality where the project is located. A statement is requested
              regarding agency jurisdiction and any permits that may be required for the proposed project.

           2. These agencies must respond to the permit center within 15 days. If the agencies
              have any jurisdiction over the project and require a permit, they will submit their
              individual applications to the permit center with a statement of whether a hearing is
              required.

           Individual State & Local Permit Applications
           1. The permit center will send the individual applications to the applicant for completion.
              Completed applications and required fees should be returned to the permit center.

           2. The returned applications and fees will be sent to the proper agencies. The per'mit
              center will make the arrangements for a public hearing on the project, if a hearing is
              required. within 30 days receipt of the last applications, the permit center will have a
              notice published once a week for three consecutive weeks. The applicant will be required
              to pay for the publication of these notices.

           3- The public hearing will be held in or near the municipality where the major part of
              the proposed project is located. This hearing will be held within 20 to 30 days of
              the last publication of the notice. Members of the public and the applicant may be
              present. Any State agency that requires a permit for the project shall be represented
              at the hearing.

           4. At the close of the hearing, the chairman will establish a date (within 90 days from
              the hearing date) for the final decisions on all applications on the project. The
              final decisions will be submitted to the Department of Environmental Conservation.
              They will be incorporated into one document and submitted to the applicant personally
              or by certified mail.

                                      LAI;v"S OF ALASKA

                                                    1977

                    Source                                                      Chapter No.

                    HCS CSSB 227                                                    60

                                                  AN ACT

                   Regulating the procedure on applications for permits for the
                   use of the state's air, land, or water resources; and providing
                   for an effective date.

                    BE IT ENACTED BY THE LEGISLATURE OF THE STATE OF ALASKA:

                         Section 1. AS 46 is amended by adding a new chapter to
                   read.,

                         CWTER 35. ENVTRON@ENTAL PROCEDURES COORDINATION.

                              Sec. 46.35.010. LEGISLATIVE DETEMINATION. The
                         legislature determines that the substantial burdens placed
                         upon persons who are proposing to undertake certain types
                         of proiects in this state through requirements to obtain
                         numerous permits and related documents from various federal,
                         state and local agencies are undesirable and should be
                         alleviated. The legislature further finds that present
                         methods for obtaining public views relating to applications
                         to state and local agencies pertaining to these projects
                         are cumbersome and place undue hardships on members of the
                         public with the result that the public ability to express
                         its views is hindered and not facilitated.

                              Sec. 46.35.020. PURPOSE. It is the purpose of this
                         chapter to

                                    (1) establish a simplified procedure to assist
                         those who, to satisfy the requirements of federal, state,
                         and local law nrast obtain a permit from one or more federal,
                         state or local government agencies by establishing a
                         procedure to coordinate the adr,,.inistrative decision-making
                         process;

                                    (2) provide to the members of the public a
                         better opporfunity to present their views on pro osed uses
                         of the state's natural resources and related enMonmental

    Chapter 60

         concerns before federal, state and local agencies decide
         on applications for permits;

                      (3) provide to applicants for the use of the
         air, land or water resources of the state a greater degree
         of  certainty on permit requirements of federal, state, and
         local governments;

                      (4) increase the coordination between federal,
         state, and local agencies in their administration of
         programs affecting the state's air, land and water re-
         sources;

                      (5) establish an opportunity for members of the
         public to obtain information pertaining to requirements of
         federal, state, and local law which must be satisfied
         before undertaking a project in this state.

                  Sec. 46.35.030.  MASTER APPLICATION.  (a) A person
         proposing a project which requires the issuance of one or
         more permits may submit a master application to the depart-
         ment requesting the issuance of all permits and documents
         necssary before the construction and operation of the
         project in the state. The master application shall be on
         a form established by the department and shall contain
         sufficient information as to be the location and the nature
         of the project, including discharge of wastes and use of
         or interference with natural resources of the state.

                  (b) Upon receipt of a properly completed master
         application, the department shall immediately forward a
         copy of the application to all heads of executive depart-
         ments of the state and the chief elected official of all
         municipalities in which a portion of the project is pro-
         posed to be constructed, together with the date by which
         the agency shall repsond to the master application.

                  (c) Each agency notified shall respond in writing to
         the department by the specifed date, not exceeding 15
         days from receipt, as determined by the department, advising

                  (1) whether the agency has an interest in the
         master application;

                  (2) If the response to (1) of this subsection
         is affirmative, the permit program under the agency's
         jurisdiction to which the project described in the master
         application is pertinent; and

                  (3) whether, in relation to the master applica-
         tion, a public hearing as provided in secs. 50 and 60 of
         this chapter would be in the public interest.

                  (d) Each notified agency which (1) responds within
         the specified date that it does not have an interest in
         the master application; or (2) does not respond as re-
         quired within the specified date, may not subsequently
         require a permit of the applicant for the project described
         in the master application unless the master application
         contained false, misleading, or deceptive information, or
         other information of lack fo information which would
         reasonably lead an agency to misjudge its interest in the

                                  - 2 -

                                                                                               Chapter 60

    master application.

            (e) The department shall submit application forms
    relating to permit programs identified in affirmative
    responses under (c) of this section to the applicant with
    a direction to complete and return them to the department
    within a reasonalbe time specified by the deparment.

            (f) When the applications, properly completed, have
    been returned to the department, each of the applications
    shall be transmitted to the appropriate state agency for
    the performance of its responsibilites of decision making
    in accordance with the procedures of this chapter.

            Sec. 46.35.040. WITHOLDING FIANL PERMIT.  When it
    appears that the applicant does not own or control the
    land or water necessary for the siting of the project in
    the water application, the department shall continue the
    proceedings under this chapter but may withold the final
    permit until the applicant has obtained ownership or
    control of the land or water necessary for the site of the
    project. If the applicant has applied for land or water
    necessary for the siting  of the project from the state or
    a municipality of the state, the state agency or munici-
    pality shall promptly adjudicate the application for the
    land or water filed by applicant.

          Sec. 46.35.050 NOTICE OF PROPOSED PROJECT (a)
    The department, within 30 days after transmittal under
    sec. 30(f) of this chapter shall cause a notice to be
    published at the applicant's expense once each week for
    three consecutive weeks in a newspaper of general circula-
    tion within each municipality in which the project is
    proposed to be constructed or operated. The notice shall
    describe the nature of the master application, including,
    with reasonable specificity, the project proposed, its
    location, the various permits or documents applied for,
    and the state agency having jurisdiction over each permit
    or document. Except as provided in (b) of this section,
    the notice shall also state the time and place of the
    public hearing which shall be scheduled not less than 20
    or more than 30 days after the date of last publications of
    the notice. It shall further state that a copy of the
    master application and coapy of all applications for the
    project are availabe for public inspection in the regional
    office of the department nearest to where the project is
    proposed to be constructed or operated, as well as at the
    department office in the capital and any other locations
    the department may designate in the notice.

         (b) If no part of the project is to be constructed
    or operated in a municipality, or if there is no regularly
    published newspaper of frequency at least weekly, the
    public notice shall be published in a newspaper in the
    judicial district in which the project is proposed.

         (c) If the repsonses received by this department from
    state agencies under se. 30(f) of this chapter unanimously
    state the position that a public hearing concerning a
    and the department, after a careful evaluation, taking
    into consideration all interests involved, including the

                         - 3-

                  Chapter 60
                        op-)ortunity fo,_- 2.e-nt,!rs of the public to present views,
                        Lgrees, the provisions of (a) of this section pertaining
                        to the time and place of a public heari.ng shall not be
                        included in the notice. In that case the notice shall
                        sr-aLe that members of Lhe public may present their views
                        and supporting materials in writing to the department
                        regarding any of the permits applied for within 30 days
                        after the last date of publication of the notice in a
                        newspaper.
                             Sec. 46.35.060.   PUBLIC HF-kRING.  (a) Except as
                        provided in sec. 50(b) of this chapter, before a final
                        decision is made on a permit aiplication relating to a
                        project subject to the procedur--s of this chapter, a
                        public hearing shall be held in or near the municipality
                        in wh4-ch all or a major part of the proposed project is to
                        be constructed or operated, or. if the projeci is not to
                        be constructed or operated in a municipality, the hearing
                        shall be held at a location reasonably convenient to the
                        sLto of the proposed project.    The hearing shall be held
                        .Ln accordance with the notice given under sec. SO(a) of
                        this chapter. At the hearing the applicant may submit any
                        relevant information and material in support of his appli-
                        cations, and members of the public rria,, present relevant
                        views and supporting materials relating to any or all of
                        the applications. being considered.

                             (b) Each state agency having an application for a
                        permit before it under sec. 50(a) of this chapter shall be
                        represented at the public hearing by its comissioner or
                        his designee, The comri-issioner of the department, his
                        designee, or a hearing officer appointed by the governor,
                        shall chair the hearing; however, the representative of
                        any state agency other than the department within whose
                        jurisdiction a specific application lies shall conduct the
                        vortion of the hearing pertainifig to submission of infor-
                        mation, vie-ws, and SUDDorting materials which concern that
                        application. The chairman may continue a hearing from
                        time to time and place to place.

                             (c) No provisions of AS 44.62 apply to the hearing
                        conducted under this section, and the hearing sh6ill be
                        conducted for the purpose of obtaining information for the
                        assistance of state agencies and not as a trial or adver-
                        sary proceeding.

                             (d) Federal and local government agencies may be
                        reDresented at the hearings, at their option, by their
                        chief executive officer or his designee.

                             (e) The hearing shall be electronically recorded,
                        and copies of the recording shall be made available to
                        state, federal and local agencies upon request.

                             Sec. 46.35.070. FINAL DECISION. (a) Upon completion
                        of the public hearing the chairman, after consultation
                        with the state agency representatives, shall establish the
                        date by which all state agencies shall forward their final
                        decisions on applications before them to the department.
                        The date established shall be within t-he following 90-day
                        period after the public hearing.

                                                 -4-

       (b)  In a situation where a notice is provided under
    sec 50(b) of this chapter, the department shall, 30 days
    after the last notice publication in the newspaper, submit
    a copy of all views and supporting material received by it
    to each agency as described in the notice as having an
    application before it. At the same time, the department
    shall notify each state agency, in writing, of the date by
    which final decisions on applications shall be forwarded
    to the department. That date shall be no later than 90
    days after the date of last publication of the notice, but
    may be extended by the department for reasonable cause.

      (c) Each final decision shall state the basis for
    the conclusion together with a final order denying the
    application for a permit or granting it, subject to  a
    condition of approval as the deciding agency may have the
    power to impose. An agency which denies an application
    shall, with its final decision denying the application,
    provide a written summary suggesting alternate means of
    completing the project, or, if no alternative is feasible,
    the agency shall provide a written summary of its reasons
    for that conclusion.

      (d) As soon as all final decisions are received by
    the department under (b) and (c) of this section, the
    deparment shall incorporate them, without modification,
    into one document and transmit it to the applicant either
    personally or by registered mail.

      (e) Each state agency having jurisdiction to approve
    or deny an application for a permit shall have the power
    vasted in it before the effective date of this Act to
    make such determinations. Nothing in secs. 30-70 of
    this chapter lessens or reduces these powers, and secs.
    30 - 70 of this chapter modify only the procedures to be
    followed in the carrying out of the powers.

      (f) A state agency, in the preformance of its re-
    sponsibilites of decision making under this chapter, may
    requrest or receive additional information from an applicant
    and others before or after the public hearing.

        Sec. 46.35.080.  WITHDRAWL OF AGENCY FROM PARTICI-
    PATION.  (a) A state agency responding affirmatively
    under sec. 30(b) of this chapter may withdraw from partici-
    pation in the processing provided in secs. 30 - 70 of
    this chapter at any time, by written notification to the
    department, if it subsequently appears to the state agency
    that it has no permit programs under its jurisdiction
    applicable to the project.

       (b) A decision by a state agency to withdraw from
    the proceeding is irreversible, and the state agency may
    not subsequently require a permit of the applicant for the
    project described in the master application unless the
    master application contained false, misleading, or decep-
    tive information, or other information or lack of informa-
    tion which would reasonably lead an agency to misjudge its
    interest in the master application.

        Sec. 46. 35. 090.  ADMINISTRATIVE AND JUDICIAL REVIEW.
    (a) A person aggrieved by a final decision issued under

                           - 5 -

                   Chapter 60

                         Sec. 70(d) of this chapter may file a notice of appeal
                         with the commissioner requesting an adjudicatory hearing
                         within 30 days of transmittal of the final decision to he
                         person. A failure to file a timely notice of appeal
                         constitutes a waiver of the person's right to review the
                         final decision, unless the failure was due to circumstances
                         beyond the applicant's control.
                              (b) The commissioner shall grant a request for an
                         adjudicatory hearing within 20 days of filing of the
                         notice of appeal if he determines that the notice raises a
                         reasonable issue of fact or law material to the final
                         decision.

                              (c) A hearing officer appointed under AS 44.62.350
                         shall preside at hearings under this section, rule on the
                         admission and exclusion of evidence, advise the deciding
                         officers on matters of law, and participate in posthearing
                         deliberations.

                              (d) Appeals shall be heard jointly by the commis-
                         sioner, or his designee, of each agency which rendered a
                         final decision under sec. 70 of this chapter for which the
                         person requesting the hearing is aggrieved. The commis-
                         sioner, or his designee, of each agency shall decide only
                         that portion of the appeal which involves his agency.

                              (e) The commissioner, after consultation with other
                         state agencies and local governments, shall adopt regula-
                         tions governing the conduct of adjudicatory hearings under
                         this section. The commissioner may enter into cooperative
                         agreements with local governments and federal agencies for
                         the joint holding of adjudicatory hearings. To the extent
                         feasible, regulations adopted under this section shall
                         conform to adjudicatory hearing procedures for the review
                         of permit decisions under AS 30.25 and AS 46.03. Notwith-
                         standing AS 44.62.330(a)(44), adjudicatory hearing pro-
                         cedures to review permit decisions under this chapter, or
                         under AS 30.25 or AS 46.03, need not conform to the Admini-
                         strative Procedure Act (AS 44.62.330 et seq).

                              (f) A person aggrieved by a final decision of the
                         commissioner under this section may appeal the decision to
                         the superior court in the manner provided by AS 44.62.560 -
                         44.62.570.

                              Sec. 46.35.100. TIME. It is the sense of the legis-
                         lature that time is of the essence in the processing of
                         applications under this chapter. Whenever a section in
                         this chapter states a time within which an act or a review
                         is to be completed, the legislature has determined that
                         the time allotted is adequate for a responsive state
                         agency or municipality to complete the act or review. If
                         unusual conditions prevent this from happening, it is the
                         sense of the legislature that minimum extensions of the
                         period established in this chapter may be granted upon a
                         determination that the delay occurred beyond the control
                         of the reviewing agency or municipality.

                              Sec. 46.35.110  APPLICATION.      Notwithstanding any
                         other provisions of regulation or statute relating to the
                         processing of application for permits, the procedures set

                                                - 6 -

                                                                                Ch,Lpter 60

                           out in this chapter are exclusive for application:; filed
                           under sec. 30 of this chapter. The procedures of this
                           chapter are in lieu of any procedures otherwise provided
                           by law or regulation, and are to be followed by a state
                           agency in ruling upon those applications.
                                 Sec. 46.35.120. FEE SCHEDULES. Fee schedules pre-
                           viously established or authorized by law for an application
                           for a permit continue to apply. The department shall
                           collect the fees and forward them to the appropriate state
                           agency.

                                 Sec. 46.15.130. COKPLIANCE WITH LOCAL ZONING OR-
                           DINANCES MTD Pl_hNS. (a) No permit for a project filed
                           under sec. 30 of this c1hapter may be issued unless the
                           app-Lication has provided a certification from the appro-
                           or-Late local government that the project is in compliance
                           wi!--h the zoning ordinances and associated comprehensive
                           plans administered by the local governnient regarding the
                           project. If the local government has no such ordinances or
                           plans, the local government shall certify that fact. A
                           local government may accept applications for cer       t4  fication
                           under this section and shall rule upon them within 30
                           d@ys. A local government may impose stipulations of
                           performance in its approval, but, upon certification, the
                           local government may not change the zoning ordinances as
                           to the propose,! p-oJect until the procedures of this
                           chapter, inclu('ing an appeal, are completed.

                                 (b)  A-@proval of an application for certification as
                                                                        inate any require-
                           provid.ec,' in this section shall not elim'L
                           ments of  ordinances administered by a local government. A
                           ruling by local. goverTiment denying an application for
                           certi,fication is rot appealable under this chapter, except
                           tl@at the denial of an application for certification under
                           (a) of this section does not preclude the applicant from
                           filing an application uTider a different statute or pro-
                           cedure.

                                 Sec. 46.35.140. APPLICABILITY OF OTHER LAWS. Nothing
                           in this chapter modifies in any manner the applicability
                           of a land use law or regulation or local zoning ordinances
                           to land of a state agency.

                                 Sec. 46.35.150. REGULATIONS AND AUTHORITIES. The
                           department may adopt regulations to implement the provi-
                           sions of this chapter.

                                 Sec. 46.35.160.    PEMIT REQUIREeTENTS INFORMATION
                           CENTERS.    (a) The departMent shall establish permit re-
                           quirement   information centers at the cor-missioner's office
                           and in all of its regional offices and may enter into an
                           agreement with the governing body of any municipality
                           having a population of -nore than 1,000 persons to establish
                           and maintain local information centers to provide informa-
                           tion to the public, in readily understandable form, re-
                           garding the requirements of federal, state, and local
                           governments for permits which must be acquired before
                           initiating projects in this state and to provide assistance
                           in the completion of permit applications.
                                 (b) Each regional office of the department and other

                                                       -7-

                   Ckapt@er 60

                        offices as the department may esLablish shall provide a
                        master application to any person requesting it. The
                        department shall provide informAtion, forms, instructionF,
                        and assistance in the completion of a master application
                        under this chapter to a person requesting assistance.

                             Sec. 46.35.170.   CONFLICTS AND COMPLIANCE WITH FEDEPAL
                        REQUIRF11FENTS. (a) If any part of this chapter is found in
                        conflict with federal  requirements regarding the allocation
                        of federal funds to"the state, that part of this chapter
                        is inoperative to the extent of the conflict regardin the
                        agencies affected, and the determination shall not aflect
                        the operation of the remainder of this chapter.
                             .(b) The department, to the extent necessary to
                        comply with procedural requirements of federal law relating
                        to permit systems operated by the state, may modify the
                        notice, timing, hearing and related procedural matters
                        provided in this chapter.
                             Sec. 46.35.200. DEFINITIONS. In this chapter

                                   (1) "commissioner" means the commissioner of
                        environ-mental conservation;

                                   (2) "department" means the Department of Envi-
                        ronmental Conservation;

                                   (3)  "local govurnment" means a city or borough
                        including a municipality unified under AS 29.68.240 -
                        29.68.440;

                                   (4) "permit" means each of the following li-
                        censes, permits or authorizations required to be obtained
                        Crom a state a&c-ncy before constructing or Operating a
                        project in the state, or avy other license, permit or
                        authorization which may be designated by the commissioner:

                                        (A) waste water disposal permit        AS
                             46.03.100, 18 AAC 72;

                                        .(B) solid waste disposal permit       AS
                             46.03.100, 18 AAC 60;

                                        (C) air emissions permit*-- AS 46.03.150,
                             18 AAC 50.120;

                                        (D) pesticides permit -- AS 46.03.320, 18
                             AAC 90;

                                        (E) surface oiling permit -- AS 46.03.740,
                             18 AAC 75;

                                        (F) open burning permit -- AS- 46.03.020,
                             18 AAC 50.120;

                                        (G) anadromous fish protection permit
                             AS 16.05.870, 5 AAC 95.100;

                                        (F) critical h&bitat area permit -- AS
                             16.20.250@- 16.20.260P.

                                                  -8-

                                                                      Chapter 60

                                      (I) state game refuge land permit -- AS
                           16.20.050 - 16.20.060;

                                      (J) encroachment permit -- AS 19.25.200.-

                                      (K) utility permit    AS 19.25.010;

                                      (L) driveway permit    AS 19..05.020, 17
                           AAC 10.020;

                                      (M) state park incompatible use permit
                           AS 41.20.020, 11 AAC 18.010;

                                      (P) access roads permit -- AS 41.20.020,
                           11 AAC 18.020;

                                      (0) water well permit -- AS 31.05.030, 11
                           AAC 22.140;

                                      (P) brine or other salt water waste disposal
                           permit -- AS 31.05.070, 11 AAC 22.250;

                                      (Q) coal development permit -- AS 27.20.-
                           010, 11 AAC 46.010;

                                      (R) right-of-way and easement permits --
                           AS 38.05.330: 11 AAC 58.200;

                                      (S) special land use permit -- AS 38.05-
                           .035, 11 AAC 58.210;

                                      (T) tidelands permit -- AS 38.05.320, 11
                           AAC 62.710;

                                      (U) tidelands right-of-way or easement
                           permit -- AS 38.05.320, 11 AAC 62.810;

                                      (V) limited personal use. permit    AS
                           38-05.320, 11 AAC 62.820;

                                      (W) permit to appropriate water     AS
                           46.15.040, 11 AAC 72.050;

                                      (X) dam construction permit -- AS 46.15.-
                           040, 11 AAC 72.060;
                                      (Y) preferred use permit -- AS 46.15.040,
                           11 AAC 72.160;

                                      (Z) permit for use of eimber or materials
                           -- AS 38.05.110, 11 AAC 76.185;

                                     (AA) authorization for tidelands transpor-
                           tation -- AS 38.05.110, 11 AAC 76.205;

                                     (BB) special material use permit -- AS
                           18.05.115, 11 AAC 76.540;
                                     (CC) mineral and geothem..al prospecting
                           permits -- AS 38.05.145;
                                     (DD) tide and submerged lands prospecting
                                               -9-

                    Chapter 60

                              permit -- AS 33.05.250;
                                        (EE) surface use permit -- AS 38.05.255, 11
                              AAC 86.600;
                                        (FF) burnN permit during fire season --
                              AS 41.15.050, 11 AAC 2.010;

                                        (GG) miscellaneous state land use permit --
                              AS 38.05.035, 11 AAC 96.010;

                                        (HH) right-of-way permit -- AS 38.05.330;
                                    (5) "person" means an individual. municipal,
                         publit, or private corporation, or other entity, and
                         includes a state agency and a local government;
                                    (6)  "processing" and "processing of applications"
                         means the entire process followed in relation to the
                         making of decisions on an application for a permit and
                         review of it as provided in secs. 30 - 80 of this chapter;
                                    (7) "project" means any new activity or expan-
                         sion of or addition to an existing activity, fixed in
                         location, for which perailts are required before construc-
                         tion or operation;
                                    (8) "state agercy" means a state department.
                         commission, board or other agency of the state; for the
                         pu-.r.-poses of this chapter "state agency" also means a local
                         or regional air DOIlUtion control authority egtablished
                         under AS 46.03.2iO.

                              Sec. 46.35.210. SHORT TITLE. This Act may be cited
                         as the Environmental Procedures.Coordination Act.

                         Sec. 2. AS 46.03.020 is amended by adding a new paragraph
                    to read:

                                   (11) after consultation with other state agencies
                         and local government officials, identify and propose for
                         addition or deletion, by regulation, other licenses,
                         permits or authorizations for which the provisions of ch.
                         30 of this title are applicable, and report annually to
                         the legislature the permits which have been included or
                         deleted.

                         Sec. 3. The department, after consultation with other
                    state agencies'and local governments, shall submit to the
                    legislature by January 1, 1979, a report setting out the results
                    of the experience under this chapter together with any recom-
                    riendations and views pertaining to ways and means of improving
                    the procedures and otherwise satisfying the purposes of this
                    chapter.

                         Sec. 4. This Act takes effect October 1, 1977.

                                                  _10-
                    Approved by the Governor: May 27, 1977
                    Actual Effective Date: October 1. 1977

                                                 INTERIM MASTER APPLICATION

                                                     Permit Information Center
                                          Alaska Department of Environmental Conservation

                                                      MASTER APPLICATION

                                                                                      NO.

                                                         CERTIFICATION

                                                (to be completed by local government)

             I hereby certify the project described herein is in compliance with all zoning ordinances and associated compre-

             hensive plans administered by

                   (Local Government Official's Signature)

                                    (Title)

                                    (Date)

             I hereby certify the property described in Section I I is not under the jurisdiction of any zoning ordinance

             or associated comprehensive plan administered by

                                                                           (Local Government Official's Signature)

                                                                                           (Title)

                                                                                           (Date)

                  A    Name of Applicant:

                       Address:
                                 (Street Number or R.F.D.)         (City)                (State)             (Zip Code)

                       Phone Number:

                  B.   Consultant or Contact Person:

                       Address: -
                                   (Street Number or R.F.D.)       (City)                  (State)            (Zip Code)

                       Phone Number:

             11.  Activity Location

                  A.   Location of Work (smallest legal subdivision):

                       Within Section                    Township                        Range

                  B.   Distance and direction from nearest incorporated town or city:

             I 11. General Activity Description

                  A.   Beginning Construction Date:                      Completion Date:

                  B.   Description of Project (describe the project objectives, purpose and need):

                  C.   Description of Work (describe the project construction and operation):

                    IV. SPECIFIC ACTIVITY DESCRIPTION
                        A. The construction or operation of this project involves: (check all appropriate boxes).
                    F-I Commercial development                                       0    Swimming pool
                    C3 Industrial development                                             Health facility (hospital, inpatient care, nursing
                        Institution                                                        home, etc.)
                        Residential development                                      ED   Home for aged
                                                                                     D    Group care home
                    Above checked development includes:                              0    Child care agency
                    11  Electrical                                                   1--) Day care facility
                    0   Plumbing                                                     13   Post-secondary education facility at a new
                    D   Elevator                                                            location
                    C1  Mechanical equipment in structures                           ED   Junkyard
                    13  Boiler                                                            Alcohol or alcoholic beverages (industrial, manu-
                    0   Pressure vessels                                                    facture, wholesale, retail)
                    E-3 Pressure piping                                                   Hydraulic structure
                    0   Prefabricated structures                                     C3   Irrigation, drainage
                                                                                     ED   Hydroelectric facilities
                    Sewage disposal:                                                 0    Mobile home park
                    0 Septic tank and drainfield installation or                     .0   Airfield construction or modification
                          alternative disposal system                                C3   Advertising signs
                        Connection to municipal sewer system                         13   Cultural site development
                    CD  Develop or connection to nonmunicipal sewer                  0    Pneumatic conveyance facilities
                          system                                                     C3   Liquid petroleum gas
                                                                                     0    Flammable and/or combustible liquids
                    F-1 Connection to municipal water system                         0    Shore-based handling devices
                    D   Develop or connection to nonmunicipal water                  C3   Excavation
                          system                                                     F-I  Land leveling
                    0   School water supply                                          13   Stream bed alteration, movement of material
                    C1  Surface mining (iocluding rock quarry, material                     within banks
                          borrow site, sand and gravel, etc.)                        C3   Flood control project (stream channelization)
                    ED  Underground mining                                           13   Agriculture
                    11  Dredging                                                     13   Aquaculture
                        Oil and gas drilling and exploration                         C3   Bulkhead
                        Geothermal drilling and exploration                          0    Burning
                    CD  Well injection                                               0    Dam construction
                    0   Weil construction                                            F-I  Forest management
                    (D  Fireworks                                                    ED   Tree cutting
                    E   Marine facility (access, dock, float, etc.)                  0    Right-of-way clearing
                    El  Explosives                                                   0    Gravel operation
                        Disposal of surplus mineral resources                        C3   Road construction
                                                                                     13   Solid waste disposal
                    Food service facilities:                                         0    Utilities
                    0   Restaurant                                                   C3   Port Development
                    0   Temporary                                                    D    Propagation of fish or wildlife
                    CJ_ Limited service restaurant                                   171  Landfill
                    El  Commissary                                                   0    Tourist facilities (hotel, motel, recreational
                    ED  Food vending warehouse                                               park, organization camp, picnic park, mass
                    0   Vending machine                                                      gathering)
                    El  Mobile unit(s)                                               ED   Other
                    ED  Shellfish distributors
                    C3  Shucker-packers
                    0   Harvesters

                     Yes     No

                B.   C:1     C:1   All or a portion of the activity will be located within 200 feet of the ordinary high water
                                   mark or within the floodplain of                                                a tributary
                                                                         (name of stream or body of water)

                                   of
                                                        (name of stream or body of water)

                C.                 Work will be conducted (include anticipated dates work will take place)

                     171     0     Over Water
                                                                 (dates)

                     C3      El    in or under water
                                                                 (dates)

                D.           E3    The proposed work will be vented or will release materials into the air. (explain)

                E.   E3      0     Will the construction or use of the final facility result in the discharge of a pollutant? Into:

                                         D Ground water
                                         C3 Surface water
                                         M Sewer system

                                   Explain (pollutant):

                F.   ED      CD    Will your proposal include facilities for the disposal of sewage?

                                         0 Septic Tank and Drainfield Installation
                                         [3 Co-nne@cti6n to Municipal sewer system
                                         0 Develop a Nonmunicipal (individual) treatment facility

                G.                 Will cons-truction or operations of The final facility involve the use of ground or surface
                                   water?

                                              SOURCE                                      USE
                                         13 Ground water                       ED Domestic Use
                                         1:1 Surface water                     13 Commercial/ I ndustrial Use
                                                                               C3 Other-

                                         Quantity of water use:                      cfs, or                               gpm.

                                         if surface water, name of source:
                                                                                     (stream or body of water)

                                         a tributary of
                                                                        (name of stream or body of water)

                      Yes    No

                 H.                 Will your proposal include facilities for public water supply?

                                         0 Connection to Municipal supply system
                                           Develop a Nonmunicipal (individual) supply system
                 1.   71            Will your proposal require the construction or modification of a dam for the storage of
                                    water?

                                         Height of dam:                         feet.
                                         Quantity of water to be stored:                    acre feet.

                 J.   L7-           Do you plan to dispose of material by burning?

                                         ED Natural material (organic)
                                         El Man-made material (processed)

                 K.   ED     El     Do you plan to dump any mill waste or forest debris?

                 L.   EI     E3     Do you plan to conduct a commercial operation with,power driven machinery in dead
                                    or down timber?

                 M.                 Do you propose to remove more than 10,000 tons or disturb more than two acres of land
                                    in order to remove gravel, clay, coal, stone, sand, metallic ore, or any other similar solid
                                    material or substance to be excavated from natural deposits on or in the earth for com-
                                    mercial, industrial, or construction uses?

                 N.          C3     Do you plan to conduct any activity on or directly pertaining to forest land and related to
                                    growing, harvesting or processing timber including: road and travel construction; timber
                                    harvest; precommercial thinning; reforestation; fertilization; prevention and suppression
                                    of diseases and insects; salvage of trees; right-of-way clearing; or brush control?

                 0.                 Do you plan to recover stray logs, other than logs owned by you, from waters of the State?

                 P.                 Does your proposal involve work within, adjacent to, or near a state park?

                 Q.                 Do you have control of the land on which the project is located? Who does?

                                         0 1 own/control the land.
                                         0 1 control the land through a license from a private individual /company.
                                         1:1 The State owns the land.
                                         0 Federal land.
                                            Locally owned land.

                V. PROJECT DIAGRAM
                   Show the general area involved by the project. Include the Proposed project improvements, existing topO-
                   graphy, streams or bodies of water, landmarks, property lines, north arrow, scale, etc. (include additional
                   pages if necessary)

           VI. ENVIRONMENTAL IMPACT

                 Yes No
              A. F-1 D  Have you been asked to complete an "Assessment of Environmental Impact"? (If com-
                        pleted, please attach a copy.)

              B, El 0   Has an "Environmental Impact Statement" been requested before you begin your pro-
                        ject? (if completed, please attach a copy.)

              C. Comments:

           The information given on this application is complete and accurate to the best of my knowledge and belief,

                                                               (Applicant's Signature)

                                                                     (date)

          25D-261                                                  Page          _0 f
          3/80                                                     Permit

                       APPLICATION FOR UTILITY PERMIT ON HIGHWAY   RIGHTS-OF-WAY

                                            STATE OF ALASKA
                                     DEPARTMENT OF TRANSPORTATION
                                         AND PUBLIC FACILITIES

               Application is hereby made for permission to place, construct and thereafter

          maintain a                                                                facility in,

          on, alono or across the Rights of Way of the Department of Transportation.

               I. The facility is to be located:

              II. Location and extent of required clearing:_

             111. Joint use with:

                    in accordance with                       attached as Exhi.bit

              IV.   Facility to be constructured in accordance with the followinc:

                    a. Plans dated                       , consisting of

                    b. Specifications dated              , consisting of               jages.
                    c. In conformance with (Code)

               V. Work to commence on or about                                      and to be

                    completed on or about

               The applicant in carrying out any or all of the work herein above mentioned
          or referred to in this application, and in the authorized Utility Permit issued
          therefore, shall strictly conform to the terms of such Utility Permit; Alaska
          Statutes 19.25.010 and 19.25.020; regulations as set forth in the Alaska Admin-
          istrative Code, Title 17-Highways, Chapter 15, Enaineering-Utility Permits, and
          any revisions thereto, and such policy directive as issued by the Commissioner
          of the Department of Transportation.

               The applicant shall comply with regulations of all other governmental agencies
          and the work shall be accomplished in a manner that will not be detrimental to the
          highway and appurtenances nor in any manner endanger the traveling public.

          APPLICANT:                                                     DATE:

          ADDRESS:                                                    -PHONE:-

          BY:                                    TITLE:

                                                                Page      5      of-

                                                                Permit No.

                                          PIPE CARRIERS

          TRANSMITTANT:

          WORKING PRESSURE:

          NUMBER OF CONDUITS:

          DIAMETER OF CONDUITS:

          TYPE AND CLASS OF PIPE:

          ENCASEMENT DIAMETER & TYPE:

          CROSSING ANGLE:

          LONGITUDINAL FACILITY LENGTH:

          OFFSET FROM HIGHWAY CENTERLINE:

          DEPTH BELOW DITCH ELEVATION:

          REOUESTED METHOD OF INSTALLATION ON LONGITUDINAL FACILITY:

                  TRENCHING:                          PLOWING:

          REQUESTED METHOD INSTALLATION ON ROAD CROSSINGS:

                  BORING:                  JACKING:                   OPEN CUT:

          CONSTRUCTION CODE(S) APPLICABLE:

          ADDITIONAL INFORMATION:

         I                                                      I
                                        Exhibit E
                                        Preliminary Plans

                                                                                                   .MUNICIPALITY OF ANC

                                                                                  ANCHORAGE WATER                                                                                                                                       SEWE

                                                                                                                                                                                            - ------------

                                                                                                         6HWOOD
                                                                                                                                                                         13

                                                                                                                                                                          24
                                                                                                       EAGLE RIVER

                                                                                                                                                                                         -- -- ---------
                                                                                                         RIVER

                                                                                     FORT
                                                                                   RICHARDSON
                                                                          LNIENDORF
                                                                      AIR FORCE BASE                                                                                                                                  a-
                                                                                                     PROPOSED   EAGLE
                                                                               s-m-11p -             RIVER WATER                                                                                                           J,
                                                     INTERNATIONAL                                   TRANSMISSION                                                                F
                                                      RPORT

                                                                                  AN HORAGE
                                                         SPENARD                                                                                                                    fl)

                                                                                                                                                                         -- --- -------      ----------- ------

                                                                                      SEWARD                                                                                          MUMICIPAL
                                                                                      HIGHWAY

                                                                        VICINITY              MAP                                                                                                 LOCATION               MAP

                                                                                                                                                                                                          '1981
                                                                                                                                         EAGLE RIVER                                        WATER RESOURCES

                                                                                                                                                                              TRANSMISSION MAIN
                                                                                AV

                                                                                                                                                                                    PRELIMINARY PLANS

                                                                                         ABBREVIATIONS                                                                                                                                            LEGEND
                                                                ABN'D -ABANDGNED                                 VC          VERTICAL CURVE                                                                                    E (UG)       EXISTING UNDERGROUND ELECTRICAL
                                                                ADDT'L ADDITIONAL                                VERT        VERTICAL                                                                                          E (OH)       EXISTING OVERHEAD ELECTRICAL
                                                                APPD  APPROVED                                   VPI         VERTICAL  POINT OF INCIDENCE                                                                      T (UG)       EXISTING UNDERGROUND TELEPHONE
                                                                AWU   ANCHORAGE      WATER UTILITY               W           WIRE                                                                                              T(OH)        EXISTING OVERHEAD TELEPHONE
                                                                Bc    BEGIN CURVE                                W/          WITH                                                                                              --S-         SEWER
                                                                BVC   BEGIN VERTICAL CURVE                       WS          WELDED STEEL                                                                                      -W--         WATER
                                                                CHK   CHECKED                                                                                                                                                               GAS
                                                                cl    CAST IRON                                                                                                                                                             POWER (TELEPHONE) POLE
                                                                (L    CENTERLINE                                                                                                                                               -X-X-        EXISTING FENCE
                                                                CLR   CLEAR                                                                                                                                                                 EXISTING MANHOLE
                                                                CMP   CORRUGATED METAL PIPE                                                                                                                                                 EXISTING VALVE
                                                                CONST CONSTRUCT                                                                                                                                                             PHOTO CONTROL POINT
                                                                CDR   CORNER                                                                                                                                                                PROPERTY LINE OR RIGHT@OF-WAY
                                                                CU YD CUBIC YARD                                                                                                                                                  0         WELL
                                                                DES   DESIGNED                                                                                                                                                              OVERHEAD LIGHTING
                                                                DIA   DIAMETER                                                                                                                                                              ELECTRICAL TOWER
                                                                DIAG  DIAGONAL                                                                                                                                                              UNDERGROUND UTILITY LINE
                                                                DIM   DIMENSION                                                                                                                                                    10'      TEST PIT - NUMBER
                                                                DIP   DUCTILE IRON PIPE                                                                                                                                                     BACKFILL CLASSIFICATION
                                                                DR    DRAWN                                                                                                                                                                 GUY WIRE
                                                                DWG   DRAWING                                                                                                                                                               PROPOSED  MANHOLE
                                                                E     ELECTRIC                                                                                                                                                 - - -        EASEMENT   LINE
                                                                EA    EACH                                                                                                                                                                  PROPOSED  VALVE
                                                                EC    END OF CURVE                                                                                                                                                          DELTA
                                                                EL    ELEVATION                                                                                                                                                             ANGLE POINT
                                                                EVC   END OF VERTICAL CURVE                                                                                                                                                 DIAMETER
                                                                EW    EACH WAY                                                                                                                                                              AT
                                                                EXIST EXISTING                                                                                                                                                              PLAN VIEW - AREA OF THRUST BLOCK IN SQUARE FEET
                                                                FA    FACE                                                                                                                                                                  PROFILE VIEW - AREA OF THRUST BLOCK IN SQUARE
                                                                FCA   FLANGE COUPLING ADAPTOR                                                                                                                                                FEET FOR VERTICAL UPBENDS
                                                                FT    FEET                                                                                                                                                                  BLOWOFF VALVE
                                                                G     GAS                                                                                                                                                                   CULVERT
                                                                GIP   GALVANIZED IRON PIPE                                                                                                                                                  CENTERLINE OF EAGLE RIVER PIPELINE & STATION
                                                                GV    GATE VALVE                                                                                                                                                            MOUND BACKFILL OVER TOP OF PIPE
                                                                k     HEIGHT                                                                                                                                                                COMBINATION AIR VALVES INCLUDE AIR RELIEF VALVE
                                                                HORIZ HORIZONTAL                                                                                                                                                            AND AIR AND VACUUM VALVES
                                                                HP    HIGH PRESSURE
                                                                INC   INCORPORATED
                                                                INVT  INVERT
                                                                L     LENGTH
                                                                LF    LINEAR         FEET
                                                                MAX   MAXIMUM
                                                                MH    MANHOLE
                                                                MIN   MINIMUM
                                                                MUN   MUNICIPALITY
                                                                NO    NUMBER
                                                                NTS   NOT TO SCALE
                                                                OIC   ON CENTER
                                                                OH    OVERHEAD
                                                                OPG   OPENING
                                                                Ols   OFFSET
                                                                PCF   POUNDS PER CUBIC FOOT
                                                                PSI   POUNDS PER SQUARE INCH
                                                                PT    POINT
                                                                R     RADIUS
                                                                RCCP  REINFORCED CONCRETE CYLINDER PIPE
                                                                RCP   REINFORCED CONCRETE PIPE
                                                                RD    ROAD
                                                                REINF REINFORCED
                                                                REQ'D REQUIRED
                                                                R/W   RIGHT-OF-WAY
                                                                S     SLOPE
                                                                SEC   SECTION
                                                                SF    SQUARE         FEET
                                                                STA   STATION
                                                                SYMM  SYMMETRICAL
                                                                T     TANGENT
                                                                TP    TRANSMISSION PRESSURE
                                                                TYP   TYPICAL
                                                                UG    UNDERGROUND
                                                                VB    VAULT BOX

                                                                                     DES. HOW                                                                                                   MUNICIPALITY OF ANCHORAGE                                                 EAGLE RIVER WATER                                                                                                    SHEET      2
                                                                CH2M DR. I-LIC                                                                                                                                                                             S               RESOURCES STUDY                                      ABBREVIATIONS AND LEGEND                                       OF26
                                                                181m HILL C.K. CqF                                                                                       App..@        ANCHORAGE WATER & SEWER UTILITIE                                                   TRANSMISSION MAIN                                                                                                    DATE JUNE 198 1
                                                                                                                                                                                                                                                                                                                                                                                               DING
                                                                                     APPID.   NO.  DATE                          REVISION                           BY                                                                                                                                                                                                                         No. K 13765.E I

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                                                                      CH2M R.                    vnd
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                                                                                               10
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                                                                                                                                                               DATE                                               REVISION                                                   BY

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                                                                                                CH2M                    DR.
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                                                         CH2M DR.                                                                                                                                                                                   RESOURCES STUDY                                                                                                      OF26
                                                          IIHILL -                                                                                                                                                                                 TRANSMISSION MAIN                                             THFMT BLOCK DETALS                                      DATE JUNE 1981
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                                                                         DES. HOW                                                                                                                                                                            EAGLE, RfVER WATER                                                                                                           SHEE
                                                           CH2M DR. IYE.R.                                                                                                       MUNICIPALITY OF ANCHORAGE                                                                                                                                 PRELIMINARY                                        T 25
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                                                           :11HILL                                                                                                       ANCHORAGE WATER                SEWER UTn-                                                                                                              ACCESS VAULT DETALS
                                                                                                                                                                                                                         ITIES                                TRANSMMSION MAIIN                                                                                                           DATEJUNE 1981
                                                                         APPID.          NO. DATE                        REVISION                      BY APPD.                                                                                                                                                                       STA. 511 + 30                                       DwG
                                                                                                                                                                                                                                                                                                                                                                                          No. 'K 1874G.Ell

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                                                                           DEs. EH@OW@                                                                                            MUNICIPALITY OF ANCHORAGE                                                    EAGLE RIVER WATER                                                                                                                 SHEET      26
                                                             CH2MFR                                                                                                                                                                                              RESOURCES STUDY                                                                                                                 o,26
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                                                                                                                                                                          ANCHORAGE WATER & SEWER UTILITIES                                                    TRANSMISSION MAIN
                                                             1101 HILL CHIC. CA F                                                                                                                                                                                                                                                 SHIP CREEK CROSSINO                                            DATEJUNE 1981
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                                                                            APPD.23,@Z)   @P-10. DATE                      REVISION                       BY APPD.                                                                                                                                                                                                                               NO. K13765.Ell

                                                               --A
                                        Exhibit F
                                        Preliminary Technical
                                        Specifications

                                  EAGLE RIVER WATER
                                   RESOURCE STUDY

                                   TRANSMISSION MAIN

                                      PRELIMINARY
                               TECHNICAL SPECIFICATIONS
                               PIPING AND APPURTENANCES

                                     DECEMBER 1981

                                                    DIVISION 90
                                         MUNICIPALITY OF ANCHORAGE

                                    EAGLE RIVER WATER RESOURCE STUDY
                                          TRANSMISSION MAIN STUDY

                                              SPECIAL PROVISIONS

                                              TABLE OF CONTENTS

                     SECTION                                   TITLE

                     90.01               GENERAL (to be completed during final design)

                     90.02               PERMITS (to be completed during final design)

                     90.03               PIPING AND APPURTENANCES (PRELIMINARY)

                     90.04               SUBSURFACE SOIL INFORMATION (to be com-
                                         pleted during final design)

                                       EAGLE RIVER WATER RESOURCE STUDY
                                                   TRANSMISSION MAIN

                                                      SECTION 90.03

                                             PIPING    AND APPURTENANCES

                        ARTICLE                                                               PAGE

                                       DIVISION 20, EARTHWORK

                        3.1            Subsurface Investigation                                SP-1
                        3.2            Trench Width                                            SP-1
                        3.3            Riprap                                                  SP-2
                        3.4            Pavement Removal                                        SP-3

                                       DIVISION 60, WATER SYSTEMS

                        3.5            Scope of Work                                           S P-3
                        3.6            Applicable Standards                                    SP-3
                        3.7            Alternative Types of     Pipe                           SP-4
                        3.8            Bid Proposal Submittals                                 SP-4
                        3.9            Ductile Iron Pipe and Fittings                          SP-5
                        3.10           Welded Steel Pipe and Fittings                          SP-8
                        3.11           Concrete Cylinder Pipe and Fittings                    SP-1 4
                        3.12           Materials Delivery                                     SP-16
                        3.13           Installation                                           SP-18
                        3.14           Alignment and Grade                                    SP-21
                        3.15           Jointing of Metal Pipe                                 SP-21
                        3.16           Flushing                                               SP-23
                        3.17           Hydrostatic Testing                                    SP-23
                        3.18           Disinfection                                           SP-24
                        3.19           Radiographic Inspection                                SP-25
                        3.20           Gate Valves                                            SP-25
                        3.21           Butterfly Valves                                       SP-26
                        3.22           Valve Wrenches                                         SP-27
                        3.23           Air and Vacuum      Valves                             SP-27
                        3.24           Air Release Valves                                     SP-27
                        3.25           Combination Air Release Valves                         SP-27
                        3.26           Bolts, Gaskets,    Glands, Nuts                        SP-28
                        3.27           Extension Stems                                        SP-28
                        3.28           Construction of    Valves                              SP-28
                        3.29           Additional Specifications
                                       (Required During Final Design)

                                                                  F-1

                     SECTION 90.03 PIPING AND APPURTENANCES

                     information contained in this section is modifications, deletions
                     and additions to the requirements of the Municipality of Ancho@age
                     Standard Specifications (M.A.S.S.)

                     DIVISION 20.00 STANDARD CONSTRUCTION SPECIFICATIONS
                     FOR EARTHWORK

                          SECTION 20.01 GENERAL

                          Revisions to Article 1.6, M.A.S.S., Subsurface Investigations

                                Article 3.1 Subsurface Investigation

                                Refer to M.A.S.S. Section 20.01, GENERAL, Article 1.6
                                Subsurface Investigation; add the following:

                                A preliminary subsurface investigation was performed
                                for the 30- and 48-inch transmission main.   The report,
                                giving the results of subsurface investigation, may be
                                examined at the Municipality of Anchorage's office located
                                at 3000 Arctic Boulevard, Anchorage, Alaska.

                          SECTION 20.07 TRENCH EXCAVATION AND BACKFILL

                          Revisions to Article 7.2, M.A.S.S., Trench Excavation and
                          Backfill - Description.

                                Article 3.2 Trench Width

                                The maximum allowable width of the trench measured at
                                the top of the pipe is shown on the Plans and is related
                                to the strength of the pipe materials.  Where the trench
                                exceeds the allowable width shown on the Plans, the
                                Contractor shall provide, at his expense, a higher
                                strength pipe or a superior class of bedding. The
                                revised pipe design shall be submitted to and approved
                                by the Engineer prior to the installation of the pipe.
                                In lieu of this requirement, the Contractor may substitute
                                concrete for pipe zone material between the flowline and
                                the centerline of the pipe.

                                Article 3.3 Riprap

                                Rock riprap shall be hard, durable, angular quarry
                                rock having a specific gravity of not less than 2.65.
                                All material shall be clean and free of deleterious
                                impurities including earth, clay, refuse, and adherent
                                coating. The least dimension of any one piece shall not

                                                       F-2

                              be less than one-third the greatest dimension. Submit
                              samples of the rock proposed for approval prior to
                              delivery to the jobsite.

                              Rock riprap shall be reasonably well graded and shall
                              conform to the following gradation requirements:

                                     Weight of Rock           Percent Larger
                                          (lb.)               Than by Weight

                                         200                      0 - 5
                                          75                     40 - 80
                                           5                     80 - 100

                              Place rock riprap carefully so that the surface of the
                              rock is flush with the surface of the original ground.
                              Average depth of riprap shall be not less than 24 inches.
                              Intermix the sizes of riprap material to provide uniform
                              gradation between small and large material.

                         SECTION 20.19 REMOVE EXISTING PAVEMENT

                         Revisions to Article 19.1, General

                              Article 3.4 Pavement Removal

                              Removal of existing pavement shall be in conformance
                              with the permitting agencies.

                    DIVISION 60.00 STANDARD CONSTRUCTION SPECIFICATIONS
                    FOR WATER SYSTEMS

                         SECTION 60.01 GENERAL

                              Article 3.5 Scope of Work

                              In general, this project comprises the construction of
                              approximately 41,000 linear feet of 48-inch pressure
                              pipe, 1,200 linear feet of 30-inch pressure pipe, under-
                              crossing of Ship Creek, and numerous valve installations.

                              Article 3.6 Applicable Standards

                              The applicable standards referenced in Municipality of
                              Anchorage Standard Specifications (M.A.S.S.), Section
                              60.01, Article 1.2, shall apply. In addition, the most
                              recent revision of the following AWWA Standards shall
                              apply for straight-seam welded steel pipe only:

                                                     F-3

                                    C200 Steel Water Pipe 6 Inches and Larger

                                    C203 Coal-Tar Protective Coatings and Linings for
                                         Steel Water Pipelines

                                    C205 Cement-Mortar Protective Lining and Coating
                                         for Steel Water Pipe

                                    C206 Field Welding of Steel Water Pipe

                                    C207 Steel Pipe Flanges for Waterworks Service

                                    C208 Dimensions for Steel Water Pipe Fittings

                               The  following Steel Structures Painting Council (SSPC)
                               Specifications are used:

                                    SP3 Power Tool Cleaning
                                    SP5 White Metal Blast Cleaning

                               Article 3.7 Alternative Types of Pipe

                               With the exception of those areas where a particular
                               type of pipe is required, the Contractor may furnish
                               any one of the following types of pipe specified for the
                               pressure pipe:

                               1.   Ductile Iron Pipe

                               2.   Welded Steel Pipe

                               3.   Concrete Cylinder Pipe

                               Contractor may bid on any of the alternatives and shall
                               so indicate his choice in the bid. Prices bid will include
                               full payment of all specials or modifications of details
                               necessary or required to utilize the pipeline material
                               chosen.

                               The same pipe material shall be used for all individual
                               pipe diameters.  In specific locations shown on the plans,
                               or as specified herein, a particular type or types of
                               pipe will be required. This note does not imply that
                               the remainder of the pipe should be that particular type
                               or types of pipe.
                               Article 3.8 Bid Proposal Submittals(l)

                               "The bidders shall submit, with his bid proposal, the
                               following infon-nation for the pipe he proposes to furnish
                               for this project.
                     (1)Municipality of Anchorage - 1980 Water Utility improvements,
                        36-Inch Transmission Main, Diversion Dam to Water Treatment
                        Plant, Specifications.

                                                    F- 4

                                     a .   Type of pipe.

                                     b.    Class(es) and minimum metal wall thickness(es)
                                           of pipe to be furnished.

                                     C.    Type(s) of joints to be furnished.

                                     d.    Nominal laying lengths of pipe to be furnished.

                                     e.    Type(s) of interior lining and exterior coatings
                                           proposed.

                                     f.    Method proposed for joint and thrust restraint.

                                If the bidder fails to submit the above information with
                                the proposal the bid shall be considered non-responsive
                                and shall be disqualifled.11

                           SECTION 60.02 FURNISH AND INSTALL PIPE

                           Revisions to Article 2.2, M.A.S.S., Materials.

                                Article 3.9 Ductile Iron Pipe and Fittings

                                a.   Pipe

                                     Ductile iron pipe shall conform to AWWA Standards
                                     C-150 and C-151, with cement mortar lining con-
                                     forming to AWWA Standard C-104.       Class 52 pipe
                                     shall be used for all pipe between three (3) inches
                                     and twenty-four (24) inches in diameter.     Class 50
                                     shall be used for all pipe larger than twenty-four
                                     (24) inches.   Inspection and certification statements
                                     shall be furnished.

                                b.   Joints and Connections

                                     General: Ductile iron fittings shall have push-on,
                                     F@echanical, or flanged joints, unless otherwise
                                     indicated on the drawings or called for in the
                                     Specifications, conforming to AWWA Standards C-110
                                     and C-111.

                                     The following submittals are required:

                                           1.   Affidavit of compliance.

                                           2.   Design calculations, including thrust
                                                restraints.

                                                         F-5

                                        3.   Tabulated layout schedule.

                                        4.   Details of specials and fittings.

                                        Push-on-Joints: Ductile iron pipe joints shall
                                        be push-on rubber gasket type, unless other-
                                        wise indicated on the drawings, conforming to
                                        AWWA C-151. Furnish joint lubricant in the
                                        amount and as recommended by the pipe
                                        manufacturer.   Furnish sufficient feeler
                                        gauges of the proper size, type, and shape
                                        to check the rubber gaskets during installation
                                        of the pipe.

                                        Mechanical Joint Fittings:  Mechanical joint
                                        ductile -iro-n-7ittings shall conform to AWWA
                                        C-110 and shal I be of a class at least equal to
                                        that of the adjacent pipe.  Cement mortar
                                        lining for fittings shall be the same thickness
                                        specified for the pipe.

                                        Flanged Joint Fittings:  Flanged fittings shall
                                        conform to AWWA Standard C-110 125 pound
                                        rated at 250 psi working pressure and, in all
                                        cases, be compatible with the specified equip-
                                        ment to be installed.  Flanged fittings shall
                                        be cement mortar lined to the same thickness
                                        specified for the pipe.

                                        Gasket material for flanged joints shall be
                                        cloth-inserted sheet rubber gaskets confon-ning
                                        to AWWA Standard C-207, 1/8-inch thick.
                                        Gasket material shall be free from corrosive
                                        alkali or acid ingredients.

                                        Bolts shall have rough square heads and
                                        hexagonal nuts made to American Standard
                                        dimensions and shall be chamfered and trimmed.
                                        Short lengths of flanged pipe, where shown,
                                        shall be the screw-on flange type, factory
                                        assembled only.

                                        Coatings for Mechanical Couplings and Flanges.
                                        T-lexible couplings, flanged coupling adapters,
                                        and flanges shall be lined with two (2) coats
                                        of coal tar epoxy to a minimum dry film thick-
                                        ness of 16 mils. Exterior surfaces shall be
                                        coated with coal tar primer.  Coatings shall

                                                      F-6

                                          be applied to surfaces which have been sand-
                                          blasted to white metal in accordance with
                                          SSPC-SP5. Minimum sleeve length shall be
                                          7 inches.

                                     C.   Polyethylene Encasement

                                          Where shown on the Plans, buried ductile iron
                                          pipe shall be encased with one sheet of 8-mil-
                                          minimum-thick polyethylene to form a continuous
                                          and al I-encom passing layer of polyethylene
                                          between ductile iron and the surrounding earth
                                          or backfill material. All polyethylene shall be
                                          secured in place with 10-mil polyethylene tape.
                                          The polyethylene encasement shall be held
                                          back a distance of 2 feet on each side of
                                          buried couplings.

                                     d.   Joint Tie Rods

                                          Tie rods shall be threaded black iron or mild
                                          steel and shall be located symmetrically around
                                          the perimeter of the pipe, using anchoring
                                          lugs of standard manufacture for attachment
                                          where required. Tie rods shall be 3/4-inch
                                          diameter on pipes twenty-four (24) inches and
                                          less and one (1) inch diameter on pipes thirty
                                          (30) inches and over.

                                          There shall be two (2) rods on pipes twelve
                                          (12) inches and less in diameter. There shall
                                          be four (4) rods on pipes fourteen (14) to
                                          sixteen (16) inches in diameter. There shall
                                          be six (6) rods on pipe eighteen (18) to twenty
                                          (20) inches in diameter and on pipe thirty
                                          (30) inches in diameter. There shall be eight
                                          (8) rods on pipes twenty-two to thirty-six
                                          (36) inches in diameter. There shall be twelve
                                          (12) rods on pipes forty-two (42) inches in
                                          diameter, and fourteen (14) rods on pipes
                                          forty-eight (48) inches in diameter.

                                          The tie rod coating shall be Koppers Bitu-
                                          mastic 505, manufactured by Koppers Company,
                                          Inc. The coating shall be applied to a total
                                          thickness of 18 mils in two coats and shall be
                                          applied in conformance with the manufacturer's
                                          recommendations.

                                                         F-7

                                     e.   Concrete for Thrust Blocking

                                          Concrete for thrust blocking shall be 2,500 psi
                                          and shall be in accordance with M.A.S.S.
                                          Division 30, Concrete.

                                     Article 3.10 Welded Steel Pipe and Fittings

                                     a.   Pi pe

                                          General    An affidavit by the pipe manufacturer
                                          shaff-be furnished to the Engineer showing
                                          compliance to the required Specifications.
                                          Data on all tests performed by the manufacturer
                                          or his materials suppliers shall be provided
                                          upon request of the Engineer.

                                          Before starting pipe fabrication, the Contractor
                                          shall furnish shop drawings in quadruplicate
                                          which shall show details of standard pipe
                                          sections, fittings, and special pieces. Dimen-
                                          sions, plate size, coating and lining, quantities
                                          of pipe by size and lengths, and other
                                          pertinent information shall be shown. The
                                          drawings shall include a laying schedule to
                                          indicate the locations where standard lengths
                                          and short lengths of pipe, fittings, and special
                                          pieces are to be placed. It is expected that
                                          positioning of fittings and making transitions
                                          to other types of pipe will require field cutting
                                          of closure pieces to be furnished for this
                                          purpose. Each pipe and fitting shall be
                                          marked on the outside to indicate the class of
                                          pipe and location. All marking shall be coded
                                          to the laying schedule.

                                          Pipe shall be the size and class shown on the
                                          Plans and shall be fabricated to meet the
                                          requirements of Section 3 of AWWA C200.
                                          Minimum wall thickness shall be 10 gauge.
                                          The design stress in the pipe iwal I shal I not
                                          exceed 50 percent of the minimum yield point
                                          of the steel, or 16,500 psi, whichever is less.

                                          At the Contractor's option, steel pipe shall be
                                          coal tar enamel lined and coated or cement
                                          mortar lined and coal tar enamel coated. Only
                                          one type of lining and coating shall be used
                                          for each pipe diameter. Cement mortar linings
                                          shall conform to AWWA C205, and coal tar
                                          enamel linings and coatings shall conform to
                                          AWWA C203, and these Specifications.

                                                        F-8

                                          In addition to the inspection and test pro-
                                          cedures provided for in AWWA C200, the
                                          Engineer may elect to perform radiographic
                                          inspection of welds during fabrication of the
                                          pipe. The pipe manufacturer shall cooperate
                                          and provide reasonable assistance to facilitate
                                          such inspection.

                                          Tests fbr compliance with the Specification
                                          will be made and paid for by the Owner.
                                          The Contractor shall pay for retests performed
                                          by the Owner and shall repair all faulty welds
                                          at no cost to the Owner.

                                          Nominal lengths of pipe sections shall be
                                          40 feet maximum where the pipelines are on
                                          straight alignments. Short lengths shall be
                                          provided as necessary to meet the alignment
                                          and grade requirements on curves or other
                                          conditions shown on the Plans.    It shal I be
                                          the Contractor's responsibility to determine
                                          the length and number of short lengths to
                                          satisfy alignment and grade requirements.

                                          Coal Tar Coating and Lii ing: The exterior
                                          coat IM-g--s-Ra7r-be coal tar enamel applied in
                                          accordance with AWWA Standard C203, Sec-
                                          tion A1.5, latest revision except as specified
                                          herein. The exterior coating shall consist of
                                          the following:

                                          a.   Primer
                                          b.   Coal tar enamel (3/32 in. + 1/32 in.)
                                          C.   Fibrous glass mat
                                          d.   Coal tar enamel (1/32 in. min.)
                                          e.   Bonded asbestos felt
                                          f.   Whitewash

                                          The  coal tar lining shall conform to the require-
                                          ments of AWWA C203 and shall consist of primer
                                          and coal tar enamel applied to a minimum
                                          thickness of 3/32 inch; the allowable variations
                                          in thickness shall not exceed plus or minus
                                          1/32 inch.

                                          Coal tar primer shall conform to the require-
                                          ments of AWWA C203, Section 2.4.2, and shall
                                          be a product of the manufacturer which
                                          produces the enamel.

                                                         F-9

                                          Coal tar enamel shall conform to the require-
                                          ments of AWWA Standard C203, Section 2.5,
                                          Type 1.

                                          Fibrous glass mat shall conform to the require-
                                          ments of AWWA C203, Section A2.1.

                                          Asbestos felt shall conform to the requirements
                                          of AWWA C203, Section 2.10.

                                          Whitewash shall conform to the requirements
                                          of AWWA C203, Section 2.11.

                                          All coating materials used in the work shall
                                          be furnished in the original sealed containers
                                          and clearly marked with contents, Specification
                                          number, date of manufacture, and manufac-
                                          turer's trade name.  Materials shall be new
                                          and shall be used within 12 months of the
                                          date of manufacture.

                                          At the request of the Engineer, the Contractor
                                          shall furnish samples of materials and a
                                          certified copy of test results made by the
                                          coating manufacturer in accordance with Sec-
                                          tion 2.6 of AWWA C203. Test procedures
                                          shall be in accordance with AWWA C203,
                                          Section 2.8, except that penetration tests
                                          shall be made on an area of the prepared
                                          sample from which approximately 1/32 inch of
                                          the exposed surface has been removed by
                                          cutting or scraping.

                                    b.    Joints and Connections

                                          Pipe Ends:  Except where shop-welded, field-
                                          welded, or mechanically coupled joints are
                                          required, pipe ends shall be bell and s@pigot
                                          with rubber gasket. Rubber gaskets shall be
                                          furnished with the pipe and stored in a cool,
                                          dry, and shaded place in sealed containers.
                                          Furnish joint lubricant in the amount recom-
                                          mended by the pipe manufacturer for making
                                          the bell and spigot joints.

                                          Pipe ends for 200 psi and greater pipe shall
                                          be preformed Carnegie spigots and bells except
                                          where shop-welded, field-welded, or mechanical
                                          coupled joints are required.

                                                        F-1 0

                                         Where field-welded joints are required, the
                                         pipe shall have lap joints for field welding or
                                         plain ends for jointing with field-welded butt
                                         straps.   Butt strap thickness shall not be
                                         less than that of the pipe wal 1.

                                         Where a "Carnegie" type joint is used, field
                                         welding of the bell and spigot joints is allowed
                                         provided that the gasket is left out for the
                                         inside welds or a 1/4-inch-diameter steel filler
                                         rod is placed in the outside joint space between
                                         the bell and spigot rings for outside welds.

                                         Pipe with plain ends shall be furnished where
                                         jointing is with mechanical couplings or flanged
                                         coupling adapters. The hold-back on plain
                                         end pipe shall be at least 8 inches long and
                                         be protected with a shop-applied two-coat,
                                         16-mil dry film total thickness of coal tar
                                         epoxy, Porter Tarset C200, Amercoat No. 78,
                                         or equal .

                                         All exposed steel surfaces at pipe ends shall
                                         be cleaned to white metal in accordance with
                                         Steel Structures Painting Council Specifications
                                         SP 5.   Coal tar epoxy shall then be applied
                                         to clean and dry surfaces in strict accordance
                                         with manufacturer's instructions.  Coal tar
                                         epoxy shall be Porter Tarset C200, Amercoat
                                         No. 78, or equal. The coating shall be applied
                                         in two uniform coats to a minimum dry film
                                         thickness of 16 mils.  Necessary precautions
                                         of cleaning and curing time between coats
                                         shall be followed to assure bonding between
                                         subsequent coats. Delamination will not be
                                         permitted. The coal tar epoxy shall overlap
                                         the shop-applied coal tar coating on interior
                                         and exterior surfaces. The epoxy shall not
                                         overlap the cement mortar lining at ends of
                                         bell and spigot joints.

                                         Fittings:  Fittings shall be fabricated in
                                         accordance with AWWA C200 and of the same
                                         type of steel as the adjacent pipe and have
                                         ends compatible with the adjacent pipe. Lining
                                         and coating of fittings shall conform to that
                                         for the pipe.

                                                       F-1 1

                                         Dimensions of fittings shall conform to Table 2
                                         of the AWWA C208, except that elbow radius
                                         may be 2-1/2 nominal pipe inside diameter in
                                         lieu of radii developed by fixed tangents.
                                         Minimum steel thickness shall be 3/16 inch.

                                         Flanged Joints:  Flanges for pipe shall be
                                              hub flanges, Class D, conforming to
                                         AWWA C207. AWWA C207, Table 1, Class D
                                         flanges may be used provided a 6-inch-long
                                         minimum 7-gauge cylinder is welded to the
                                         flange prior to flange face machining.

                                         Nuts and bolts shall be of the sizes and
                                         quantities recommended in AWWA C207.
                                         Gaskets for flanged joints shall be cloth-
                                         inserted sheet rubber gaskets in one piece
                                         conforming to AWWA C207 and ANSI B16.21,
                                         1/16-inch thick. The gasket shall be full
                                         cut, with holes to pass bolts. Gasket material
                                         shall be free from corrosive alkali or acid
                                         ingredients. Segmented straight-joint or inter-
                                         locking gaskets will not be accepted.

                                         Mechanical Couplings: Flexible couplings and
                                         flanged coupling adapters shall be as manu-
                                         factUred by Smith-Blair, Christy Metal Products,
                                         Dresser Industries, or equal, and of the proper
                                         size to joint the pipes or fittings being coupled.
                                         Insulating couplings shall be Dresser Style 39,
                                         Smith-Blair Style 416, or equal.

                                         Coatings for Mechanical Couplings and Flanges:
                                         Coatings for mechanical couplings and flanges
                                         shall be in accordance with Article 3.9.b.

                                         Diapers: Diaper material shall be at least
                                         12-ounce duck and shall be as approved by
                                         the Engineer.

                                         Bond Straps: Bond straps shall be 10-gauge
                                             steel strips, 3/4-inch wide as shown.
                                         Straps shall be shopr-welded to the ends of
                                         the pipe in a manner which will not obstruct
                                         jointing the pipe. The other end of the
                                         straps shall be fleld-welded after the joint is
                                         made.  Bond straps shall be furnished for
                                         similar installation on closure sections, special
                                         fittings, and flexible couplings.

                                                       F-1 2

                                              Bond Bar and Bond Lug Protection: The
                                              bond bar and bond lug coating           11 be
                                              Koppers Bitumastic 505, manufactured by
                                              Koppers Company, Inc. The coating shall be
                                              applied to a total thickness of 18 mils in two
                                              coats and shall be applied in conformance with
                                              the manufacturer's recommendations.

                                              Concrete for Thrust Blocking:        Concrete for
                                              thrust blocking shall be 2,500 psi and shall
                                              be in accordance with M.A.S.S., Division 30,
                                              Concrete.

                                        Article 3.11 Concrete Cylinder Pipe and Fittings

                                        a.    Pi pe

                                              An affidavit by the pipe manufacturer shall
                                              be furnished to the Engineer showing compli-
                                              ance to the required Specifications. Data on
                                              all tests performed by the manufacturer or
                                              his materials suppliers shall be provided upon
                                              request of the Engineer.

                                              Before starting pipe fabrication, the Contractor
                                              shall furnish shop drawings in quadruplicate
                                              which shall show details of standard pipe sec-
                                              tions, fittings, and special pieces. Dimensions,
                                              plate size, coating and lining, quantities of
                                              pipe by size and lengths, and other pertinent
                                              information shall be shown. The drawings
                                              shall include a laying schedule to indicate the
                                              locations where standard lengths and short
                                              lengths of pipe, fittings, and special pieces
                                              are to be placed.     It is expected that posi-
                                              tioning of fittings and making transitions to
                                              other types of pipe will require field cutting
                                              of closure pieces to be furnished for       this
                                              purpose. Each pipe and fitting shall be
                                              marked on the outside to indicate the class of
                                              pipe and location. All marking shall       be coded
                                              to the laying schedule.

                                              Concrete cylinder pipe shall conform      to AWWA
                                              C303, except that Section 3.3 shall be modified
                                              to require that the total cross sectional steel
                                              area of the bell ring plus the rod reinforcement
                                              over the bell ring exceed the circumferential
                                              steel area in a like length of the barrel area
                                              by one-third. Pipe shall be designed for

                                                               F-13

                                             internal pressure in accordance with Appen-
                                             dix A of AWWA C303, but the minimum steel
                                             cylinder thickness shall be 12 gauge.

                                             Concrete cylinder pipe shall be the class and
                                             size as shown on the Plans.      Cement shall be
                                             Type V.

                                             In addition to the inspection and test proce-
                                             dures provided for in AWWA C303, the
                                             Engineer may elect to perform radiographic
                                             inspection of welds during fabrication of the
                                             pipe. The pipe manufacturer shall cooperate
                                             and provide reasonable assistance to facilitate
                                             such inspection.

                                             Nominal lengths of pipe sections shall be
                                             40 feet maximum where the pipelines are on
                                             straight alignments. Short lengths shall be
                                             provided as necessary to meet the alignment
                                             and grade requirements on curves or other
                                             conditions shown on the Plans.       It shall be
                                             the Contractor's responsibility to determine
                                             the length and number of short lengths to
                                             satisfy alignment and grade requirements.

                                       b.    Joints and Connections

                                             Joints, fittings, mechanical couplings, coatings
                                             for coupling and flanges, and diapers shall be
                                             in accordance with article, WELDED STEEL
                                             PIPE AND FITTINGS.

                                       C.    Concrete for Thrust Blocking

                                             Concrete for thrust blocking shall be 2,500 psi
                                             and shall be in accordance with M.A.S.S.,
                                             Division 30, CONCRETE.

                                  Revisions  to Article 2.3, M.A.S.S., CONSTRUCTION

                                       Article 3.12 Material Delivery

                                       a.    Distribution: Distribute material on the job
                                             no faster than it can be used to good advan-
                                             tage.   In general, no more than 1 week's
                                             supply of material shall be distributed in
                                             advance of laying, unless otherwise approved.

                                                              F-1 4

                                         During transportation, storage, and placing,
                                         pipe and materials shall be protected, supported,
                                         and handled in a manner to prevent damage
                                         to the materials, especially linings and coatings.
                                         only implements and equipment suitable for
                                         proper and safe handling of the materials shall
                                         be used.  Fabric slings shall be used to lift
                                         pipe and fittings, not chains or cables.

                                         The Contractor shall, upon delivery and prior
                                         to unloading, inspect each pipe shipment and
                                         check total quantities against the delivery
                                         slip, recording any damaged or missing items.
                                         if an item is damaged during shipment or
                                         unloading, it shall be set aside and clearly
                                         marked so that repair may be effected prior
                                         to incorporating those items into the work.
                                         if an item delivered does not meet the minimum
                                         requirements established for the project, or if
                                         repairs cannot be effected so as to meet those
                                         standards, that item shall be removed from
                                         the jobsite and replaced with a like kind.

                                         Precautions shall be taken to avoid damage to
                                         the delivered items regardless of the methods
                                         used in loading or unloading. All work shall
                                         be performed in a safe manner from the
                                         delivery to the construction site. Handle the
                                         pipe so as to prevent injury to the coating
                                         and lining. Place no pipe or other material
                                         inside any other pipe at any time after it has
                                         been coated.

                                         Store all rubber gaskets in a cool, well@-vent-
                                         Hated place, and do not expose to the direct
                                         rays of the sun. Do not allow contact with
                                         oils, fuels, or petroleum solvents.

                                    b.   Pipe Handling and Storage: Pipe handling
                                         shall be controlled so as to guard against
                                         damage due to improper cushioning, pipe col-
                                         lision, and dragging or rolling over rough,
                                         rocky ground. Stockpiling shall be accomp-
                                         lished so that the bottom layer of pipe shall
                                         be placed on a flat base and adequately
                                         blocked to prevent shifting. Bell an d spigot
                                         ends shall alternate between adjacent pipe
                                         sections and not be stockpiled in more than
                                         two layers. All pipe shall be supported by
                                         the pipe barrel so that the joint ends are free
                                         from load concentrations.

                                                        F-15

                                      C.    Markings:    Each length of straight pipe and
                                            each special shall be clearly marked as follows:

                                            Straight Pipe:   Pressure class and location of
                                                             pipe with reference to layout
                                                             d-rawi ngs.

                                            Specials:        Location in alignment, special
                                                             identification marks with refer-
                                                             ence to layout drawings, top
                                                             and bottom of pipe.

                                      d.    Internal Bracing for Welded Steel and Concrete
                                            Cylinder Pipe:    Bracing consisting of crosse=
                                            struts shall be installed at the point of pipe
                                            manufacture to support the pipe. wall at the
                                            four quadrant points. The maximum spacing
                                            along the pipe shall be 1 foot inside each end
                                            and at the one-third points for each 40-foot
                                            section of pipe, with a minimum of 1bur struts
                                            per pipe length. The struts shall be installed
                                            with pads and wedges in such a manner that
                                            the pipe lining will not be damaged. The
                                            struts shall remain in place until the pipe has
                                            been backfilled to the top of pipe zone.

                                      Article 3.13 Installation

                                      a.    Cleaning Pipe and Fittings:     Remove all lumps
                                            and blisters, and excess coal tar coating from
                                            the bell and spigot ends of each pipe. Wire
                                            brush the outside of the spigot and the inside
                                            of the bell and wipe clean and free from for-
                                            eign materials before the pipe is laid.

                                            Wipe the ends of mechanical joint pipe and
                                            fittings and of rubber gasket joint pipe and
                                            fittings clean of all dirt, grease, and foreign
                                            matter.

                                            Do not allow foreign material to enter the pipe
                                            while it is being placed in the trench.

                                      b.    Coal Tar Coating and Lining for Welded Steel-
                                            =e :    All surfaces to be coated shall be
                                            cleaned of all oil, grease, and wax by wiping
                                            and scrubbing the surface with clean cloths
                                            or brushes saturated with solvent.      A second
                                            cleaning shall be performed with clean solvent
                                            and clean cloths or brushes to avoid leaving a

                                                             F-16

                                         thin film of oil , wax, or grease on the surface.
                                         Solvents used for cleaning shall be compatible
                                         with coal tar coating materials and shall comply
                                         with state and local requirements for air pollu-
                                         tion.  All weld spatter shall be removed and
                                         rough welds shall be ground to remove surface
                                         irregularities. All surfaces to be coated shall
                                         then be blast cleaned to white metal using
                                         hard sharp sand or steel grit to produce a
                                         surface with a gray-white uniform metallic
                                         color. The blasting material shall pass a
                                         No. 16 U.S. standard screen, and at least
                                         85 percent shall be retained on a No. 50 U.S.
                                         standard screen. Adequate air separators
                                         shall be used to effectively remove all oil and
                                         free moisture from sandblast air.  After clean-
                                         ing, surfaces shall be protected from any
                                         contamination, including oil, grease, dirt, and
                                         rust, until the final coating has been applied.
                                         Surface upon which rust forms or becomes
                                         contaminated in the interval between cleaning
                                         and coating or between coats shall be recleaned
                                         and sandblasted as directed by the Engineer.

                                         Coal tar primer shall be applied to properly
                                         cleaned surfaces immediately following blasting
                                         and cleaning operations. Application of primer
                                         shall be in accordance with AWWA C203,
                                         Section 2.13.2.  Primer shall be applied to a
                                         uniform thickness without visible thin spots.
                                         Application of coal tar enamel shall conform to
                                         the requirements of AWWA C203, Sections 2.13.3,
                                         2.13.4, 2.13.5, 2.13.7, and 2.13.8 except
                                         Section 2.13.8.7 shall not apply.  Heating
                                         kettles shall be thermostatically controlled or
                                         equipped with recording thermometers furnished
                                         by the Contractor.   Hold-back of the coating
                                         at pipe ends shall be in accordance with AWWA
                                         C203, Section 2.13.10. Enamel when applied
                                         to the pipe shal I have a penetration of not
                                         less than seven (7) at 77 degrees F when
                                         tested as specified in ASTM D 5-65.   Bond of
                                         the coating after application to steel pipe shall
                                         be equivalent to that required for the coating
                                         of laboratory test plates as specified in AWWA
                                         C203, Section 2.8.

                                         Electrical inspection of all coated pipe and
                                         specials shall be conducted by the Contractor
                                         in accordance with AWWA C203, Section 2.13.12,

                                                        F-1 7

                                           immediately prior to lowering the pipe into the
                                           trench. Inspection and electrical equipment
                                           shall be furnished at the Contractor's expense.

                                      C.   Standard Joint Protection for Concrete Cylinder
                                           .L1 P_e: After the pipe secition has been laid,
                                           thoroughly clean the space between bell and
                                           spigot and fill the annular space with a
                                           Portland cement grout, composed of one part
                                           cement to one part fine aggregate with suffi-
                                           cient water to form a mixture the consistency
                                           of thick cream. Wrap the joint with a strip
                                           of woven fabric and band around the pipe at
                                           each side of the joint. The fabric shal I be of
                                           such a weave as to allow the escape of air
                                           and excess water but prevent escape of mortar.
                                           Pour the joint full of grout through a space
                                           in the woven fabric slightly to one   side of the
                                           top. Rod the grout with a beaded wire or
                                           chain as it is poured into the joint.   Immediately
                                           after completing the exterior joint, place damp
                                           earth over and around the joint to prevent
                                           rapid drying. Styrofoam "diapers" with integral
                                           banding may be used subject to prior approval
                                           by the Engineer of the design and method of
                                           use.

                                           After the backfill has been placed at least to
                                           the top of the pipe, dampen the inside joint
                                           space with water or a neat cement slurry and
                                           fill by compacting into the joint a Portland
                                           cement mortar composed of one part cement to
                                           not more than two parts fine aggregate with
                                           only sufficient water to form a stiff mix. The
                                           finished surface shall be a dense troweled
                                           surface, free of projections or depressions.

                                     d.    Layin@ Pipe: Carefully inspect pipe and
                                           materials before laying and discard all damaged
                                           or defective materials.  After the pipe has
                                           been lowered into the trench, assemble coup-
                                           lings in accordance with printed instructions
                                           of the manufacturer for the type of coupling
                                           used. Special attention shall be given to
                                           proper lubrication of the joint and installation
                                           of the gasket. Gaskets in completed joints
                                           shall be checked with a feeler gauge, fur-
                                           nished by the pipe manufacturer, to verify
                                           proper seating. When the coupling used is
                                           not self-positioning and does not establish the

                                                           F-1 8

                                         separation of the ends of the pipe automatically,
                                         separate the ends of the pipe as recommended
                                         by the pipe manufacturer.

                                         Protect the pipe to prevent entrance of foreign
                                         material before the pipe is placed in the new
                                         line. At all times when laying is not in pro-
                                         gress, close open ends of the pipe with a
                                         watertight plug or other approved means so
                                         no trench water or foreign material can enter
                                         the pipe. Take all precautions necessary to
                                         prevent the pipe from floating.

                                    e.   Thrust Blocking:   Provide thrust blocking as
                                         shown on the Drawings. Place thrust blocking
                                         between undisturbed ground and the fitting
                                         to be anchored.   Place the blocking so that
                                         the pipe and fitting joints will be accessible
                                         for repairs, unless otherwise directed.

                                         In lieu of thrust blocking horizontal deflections,
                                         restraint of the joints may be used.  Calcula-
                                         tions of the lengths of required restrained
                                         sections of pipe shall be as recommended by
                                         the pipe supplier and approved by the Engineer.

                                    f.   Trench Excavation and Backfill: Trench
                                         excavation and backfill, preparation of trench,
                                         and backfill within the pipe zone shall be in
                                         accordance with Division 20.00, EARTHWORK,
                                         M.A.S.S.

                                    Article 3.14 Alignment and Grade

                                    Angular deflections at each joint shall be kept to a
                                    maximum of 75 percent of the manufacturer's recom-
                                    mendation. Shorter lengths of pipe shall be used
                                    in areas where greater flexibility is required to
                                    maintain line and grade.

                                    Article 3.15 Jointing of Metal Pipe

                                    a.   Cutting Pipe:  Cut pipe for inserting valves,
                                         f'ittings, or closure pieces in a neat and
                                         workmanlike manner without damaging the
                                         pipe or lining and so as to leave a smooth
                                         end at right angles to the axis of the pipe.

                                                        F-19

                                             Cut pipe with a milling-type cutter or saw.
                                             Do not flame cut.   Dress cut ends of pipe to
                                             remove sharp edges or projections. Dress
                                             cut ends of push-on joint pipe by beveling,
                                             as recommended by the manufacturer.

                                       b.    Flanged Joints: Make up flanged joints using
                                                 specified bolts, nuts, and gaskets.     Before
                                             tightening the nuts, the two faces of the
                                             flanges shall be parallel and firmly against
                                             the gasket. Tighten all nuts progressively a
                                             I ittle at a time. Do not overstress bolts to
                                             compensate for poor alignment of the flanges.

                                       C.    Bell and Spigot with Rubber Gasket Joints:
                                                emble joint in accordance with manufacturer's
                                             instructions.  Check joint with a feeler gauge
                                             to assure proper seating of the gasket.     All
                                             joints shall be bonded and coated. Joints in
                                             the pipe with cement mortar lining shall be
                                             protected on the inside as specified in section,
                                             CONCRETE CYLINDER PIPE.

                                       d.    Field-welded Joints: Pipe with field-welded
                                             joints shall be installed in accordance with
                                             AWWA C206.

                                             Interior surfaces of field-welded joints shall
                                             be cleaned by power wire brushing in accor-
                                             dance with SSPC-SP3 and scrubbed with sol-
                                             vents in accordance with SSPC-SP1.       Cleaned
                                             surfaces shall then be lined with two coats of
                                             coal tar epoxy, Porter Tarset C200, Amercoat
                                             No. 78, or equal.   Field joints of concrete-
                                             lined pipe shall be lined and coated in accord-
                                             ance with AWWA C205, Appendix A.

                                             Exterior surfaces of field-welded joints shall
                                             be cleaned by sandblasting to white metal in
                                             accordance with SSPC-SP5 and coated with
                                             coal tar tape and primer.

                                       e.    Installation of Bond Bars:   Bond bars for
                                             welded steel pipe shall be installed as indicated
                                             after the joint is made and the joint protection
                                             has been applied. The weld shall be made as
                                             shown.   Be careful to avoid heat damage to
                                             the pipe coating and wrapping during welding.
                                             Damage to coating shall be repaired.     Do not
                                             weld directly to pipe unless pipe interior
                                             coating can be repaired.

                                                            F-2 0

                                              Bond bar welds to mechanical coupling middle
                                              rings shall made before the coupling is installed.
                                              Repair the corrosion protection of the interior
                                              of the middle ring after welding.

                                              After welding, the bond bar shall be wire
                                              brushed to remove dirt, rust, and weld
                                              splatter.  Apply hot coal-tar enamel coating
                                              as specified for mechanical couplings.

                                  Revisions   to Article 2.4, M.A.S.S., Testing

                                        Article 3.16   Flushing

                                        Before sterilizing, flush all foreign matter from the
                                        pipeline.  Provide hoses, temporary pipes, ditches,
                                        etc., as required to dispose of flushing water
                                        without damage to adjacent properties.        Flushing
                                        velocities shall be at least 2.5 fps.    For large-
                                        diameter pipe where it is impractical or impossible
                                        to flush the pipe at 2.5-fps velocity, clean the
                                        pipeline in place from the inside by brushing and
                                        sweeping, then flush the line at a lower velocity.

                                        The requirement that all flushing of newly con-
                                        structed mains will be done between the hours of
                                        1:00 aim. and 6:oO a.m. is hereby waived.

                                        Water used for flushing and disinfection shall be
                                        disposed of in an approved manner. Disposal of
                                        water into stream channels shall meet the require-
                                        ments of the U.S. Army, State Department of Fish
                                        and Game, and Eklutna, Inc.

                                        Article 3.17   Hydrostatic Testing

                                        Make pressure and leakage tests on all pipe. Tests
                                        shall be made on sections not to exceed 5,500 feet
                                        long or the distance between isolation valves, which-
                                        ever is less.   Furnish all necessary equipment and
                                        material, make all taps, and furnish all closure
                                        pieces in the pipe as required. The Engineer shall
                                        monitor and approve a satisfactory test.

                                        Conduct tests after the pipe and trench, excluding
                                        valves and fittings, have been completely backfilled.
                                        Where any section of pipe is provided with concrete
                                        thrust blocking, do not conduct pressure test until
                                        at least 5 days have elapsed after the concrete
                                        thrust blocking was installed. The test pressure

                                                              F-21

                                    shall be as shown on the Plans, and the duration
                                    of each pressure test shall be 2 hours unless other-
                                    wise directed.

                                    Article 3.18 Disinfection

                                    Inject the chlorine mixture into the pipeline to be
                                    treated at the beginning of the line through a
                                    corporation stop or suitable tap in the top of the
                                    pipeline. Water from the existing system or other
                                    approved source shall be controlled so as to flow
                                    slowly into the newly laid pipeline during the
                                    application of chlorine. The rate of chlorine mix-
                                    ture flow shall be in such proportion to the rate of
                                    water entering the pipe that the combined mixture
                                    shall contain 40 to 50 ppm of free available chlorine.
                                    Valves shall be manipulated so that the strong
                                    chlorine solution in the line being treated will not
                                    flow back into the line supplying the water. Use
                                    check valves i.f necessary.

                                    Treated water shall be retained in the pipeline
                                    .long enough to destroy all nons pore- forming bacteria.
                                    With proper flushing and the specified solution
                                    strength, 24 hours is adequate.   At the end of the
                                    24-hour period, the sterilizing mixture shall have a
                                    strength of -at least 10 ppm of chlorine.

                                    Operate all valves and other appurtenances during
                                    sterilization to assure that the sterilizing mixture
                                    is dispersed into all parts of the line, including
                                    dead ends and similar areas that otherwise may not
                                    receive the treated water.

                                    Do not place concentrated quantities of commercial
                                    sterilizers in the line before it is filled with water.

                                    After chlorination, flush the water from the line
                                    until the water through the line is equal chemically
                                    and bacteriologically to the permanent source of
                                    su p PI Y.

                                    Dispose of sterilizing water in an approved manner.
                                    Do not allow sterilizing water to flow into a water-
                                    way without adequate dilution or other satisfactory
                                    method of reducing chlorine concentrations to a
                                    safe level.

                                                        F-22

                                     Article 3.19 Radiographic Inspection

                                     During installation of pipe with welded joints, the
                                     Engineer may elect to perform radiographic inspec-
                                     tion of field welds. The Contractor shall fully
                                     cooperate to facilitate such inspection. If this
                                     type of inspection is used, time for setting up,
                                     operating, and removing the X-ray equipment may,
                                     at times, cause inconvenience or minor delays to
                                     the Contractor's operation. No claims fbr delay of
                                     the work due to radiographic inspection will be
                                     considered.

                                     Tests for compliance with the Specifications will be
                                     made and paid for by the Owner. The Contractor
                                     shall pay for all retests performed by the Owner
                                     and shall repair all faulty welds at no cost to the
                                     Owner.

                               Section 60.03   Furnish and Install Valves

                               Revisions to Article 3.2, M.A.S.S. Materials

                                     Article 3.20 Gate Valves

                                     a.  Gate Valves 14-Inch and Smaller: Valves. shall
                                         be iron body, bronze-mounted, double-disc,
                                         parallel seat, NRS valves with O-ring seals,
                                         and shall open when the stem is rotated
                                         counterclockwise.   Unless otherwise shown,
                                         valves shall have 2-inch square wrench nut.
                                         Valve ends and valve sizes shall be as shown.
                                         Valves shall conform to AWWA C500.

                                         Joint materials fbr mechanical joint or push-on
                                         joint for cast iron pipe shall conform to AWWA
                                         C111.   Joint materials for joining valves to
                                         asbestos-cement pipe shall conform to AWWA
                                         C603.   Joint materials fbr flanged joints shall
                                         consist of 1/8-inch thick, full-face, one-piece,
                                         cloth-inserted rubber gaskets conforming to
                                         Section 2 of AWWA C207.    Bolts and nuts shall
                                         conform to Section 2 of AWWA C207.

                                     b.  Gate Valves Larger Than 14-Inch: Valves
                                         shall conform to AWWA C500 and shall have
                                         double-disc gates with parallel seats. The
                                         valve manufacturer shall supply an affidavit
                                         of compliance and certified drawings for the
                                         valves.

                                                        F-2 3

                                           Gate discs shall be bronze. Stem seal shall
                                           be O-ring. The valves shall have 2-inch
                                           square wrench nuts or handwheel operators
                                           as shown with valve opening by a clockwise
                                           rotation.

                                           Gears shall conforTn to AWWA C500.      Bypass
                                           shall be as shown.

                                      Article 3.21  Butterfly Valves

                                      Butterfly valves shall have a minimum working pres-
                                      sure equal to that of the pipeline or 150 psi, which-
                                      ever is greater. Valve components shall withstand
                                      the environmental conditions in contact, and provide
                                      continuous trouble-free service.

                                      Gate valves may be substituted for butterfly valves.

                                      Article 3.22 Valve Wrenches

                                      Provide tee-handle wrenches, lengths as required,
                                      to extend 36 to 48 inches above ground level when
                                      operating any valve installed.

                                      Article 3.23 Air and Vacuum Valves

                                      Air and vacuum valves shall have cast iron bodies
                                      with stainless steel float. The cover and baffle,
                                      float stern, and guide shall be bronze, and the
                                      seat shall be Buna-N.    Valves shall be suitable for
                                      use at the minimum pressures hereinbefore specified
                                      and shall be the size shown on the Plans. The
                                      valves shall be complete with backflushing and
                                      blowoff accessories. Valves shall be APCO as
                                      manufactured by American Valve and Primer Cor-
                                      poration; Crispin as manufactured by Multiplex
                                      Manufacturing Company; or equal.

                                      Article 3.24 Air Release Valves

                                      Air release valves shall have cast iron bodies with
                                      stainless steel floats. Other components shall be
                                      stainless steel or bronze.  Valves shall be suitable
                                      for use at the minimum pressures hereinbefore
                                      specified and shall be the size shown on the Plans.
                                      The valves shall be complete with backflushing and
                                      blowoff accessories. Valves shall be APCO as
                                      manufactured by American Valve and Primer Corpor-
                                      ation; Crispin as manufactured by Multiplex Manu-
                                      facturing Company; or equal.

                                                           F-24

                                         Article 3.25 Combination Air Release Valves

                                         Combination air release valves shall have cast iron
                                         bodies and covers and stainless steel floats.        Float
                                         guides, bushings, and lever pins shall be stainless
                                         steel or bronze. Valves shall be designed for use
                                         at the minimum pressure hereinbefore specified and
                                         shal I be the size shown on the Plans.

                                         Article 3.26   Bolts, Gaskets, Glands, Nuts

                                         Bolts, gaskets, glands, nuts, and miscellaneous
                                         accessories required to install all special valves are
                                         to be furnished.     Bolts for flanged connections
                                         shall be galvanized steel with American Standard
                                         regular unfinished square or hex heads.         Nuts
                                         shall be galvanized steel with American Standard
                                         regular hexagonal dimensions.       Full face gaskets
                                         for flanged connections shall be 1/8-inch thick
                                         rubber.    Jointing materials for mechanical joints
                                         shall conform to AWWA C111.

                                         Article 3.27 Extension Stems

                                         Where the depth of the operating nut is more than
                                         3 feet, operating extensions shall be provided to
                                         bring the operating nut to a point 18 inches below
                                         the surface of the ground or pavement. The exten-
                                         sion stem shall be constructed of steel.

                                         Extension stems shall be Mueller or equal. Stem
                                         diameters shall be 1-1/4-inch unless otherwise
                                         shown. Stem guides shall be Mueller A-26448 or
                                         equal.   Guides shall be spaced such that the
                                         slenderness ratio of the stem body does not exceed
                                         200.

                                   Revisions to Article 3.3, M.A.S.S., Construction

                                         Article 3.28 Construction of Valves

                                         Before installation, carefully clean valves of all
                                         foreign material, adjust stuffing boxes, and inspect
                                         valves in open and closed positions.       Install valves
                                         in accordance with the applicable portions of these
                                         Specifications.   Unless otherwise indicated, install
                                         valves with the stem vertical.      Mount horizontal
                                         valves in such a manner that adequate clearance is
                                         provided for operation.      Installation practices shall
                                         conform to manufacturer's recommendations.

                                                                F-2 5

                                      Prior to installing flanged valves, the flange faces
                                      shall be thoroughly cleaned. After cleaning, insert
                                      the gasket and tighten the nuts progressively and
                                      uniformly. If flanges leak under pressure, loosen
                                      the nuts, reseat or replace the gasket, retighten
                                      the nuts and retest the joint.   Joints must be
                                      watertig@t at test pressures before acceptance.

                                      Thoroughly clean threads of screwed joints by    wi re
                                      brushing, swabbing, or other approved methods.
                                      Apply approved joint compound to threads prior to
                                      making joint.  Joints shall be watertight at test
                                      pressures before acceptance.

                                      For floor stands, stem guides, etc., cast-in-place
                                      during concrete placement. Threads shall be pro-
                                      tected and shall be cleaned before the nuts are
                                      attached and tightened.

                                      Valves will be tested at the same time that the
                                      adjacent pipeline is tested. Joints shall show no
                                      visible leakage under test.  Repair joints that show
                                      signs of leakage prior to final acceptance. If there
                                      are any special parts of control systems or opera-
                                      tors that might be damaged by the pipeline test,
                                      they shall be properly protected. The Contractor
                                      will be held responsible for any damage caused by
                                      the testing.

                                      Sterilize valves at the same time the pipelines to
                                      which they are attached are sterilized.

                                                           F-26

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