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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 6 5 '4 3'@ 2 E@ Ale, 7 12 12 i': RJ'PER 13 17 14 _N1 Q 24 ek _@2 0 ELM, 30 sop 28 2 J@' 29 00- t 11 lt, WG _1q J- Bryant te d 32 133 .- - 1@I "I", , ' X 1@ IV 7@" 0 27"Oil" 2 2 7 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 '43 - - ld 00 I C H A R D' �r T, ij 33 OD Ap 114 tK' 1000 1@00' F 0@' R f 'C H A > In CD r 44- A Y@' 0000 T LC zz (D IV, , @@lllllwak ol P- lIo -- - - - - - - - - 14X v 0i M I C H A R D S R, T 1 4irn ,fit; 73, it j, % M@g % ZZ A z 4> 46 F_0 . 'J@@ S__ RVIC H A'-q@, P, tf,) -7- 0 (D -10 A V@ Aw. T 11 10 Tit WJ w 7 _tco ol I C H A R D S R T rn r Lis T", 3' N " OD Ul I m 0 10,4 aN J, To % Ago' irn 1: H A -4' >> -n F io@,x U2 CA) CL m CD if TZ '77, 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 4-7 600- 500 - - 0000 00 10000 00 (0400 40-1- *OAS* 101 00, 00, 00 L) 0 300 00 z 4 LU @Of z -i Uj CL CL 200- 100- 0 20 30 40 50 60 70 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 4-12 550 :2 Soo Liu F=LOW= I5;.ORl5'r= TH OLJj IZALJLIC .400 41 9040@7 /00 //0 /00 /-,a 140 /50 /C.O 170'' 1150 190 -100 0/0 0-@o 0-40 050, SO e70- PIPELIIJE S7-ATIOAJS Wo 550 ,Ow@ F.7,Z APff IL114r= W"rHOLJT- SLJWSI= lu C.R HYCRA 50D @Oxj T- :.N N Lti du 300 340 3.50 ..36.0 .370 380 3910 400 -qfO 444), 4-10 440 4-50, 4460 4 70 480. 49kO... 560 510 ... PIPEL-WE S7ATIOAIS .... .... .. ... . . .. .... ... . .. .... .. .. 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 @n LU -,TOO Lij LU LC Lu LwE WIT-tjoaT SLJR&f@ 57.2- )qyDiZALJLIC ORA 3-50 OR1611VA L OROUAID 300 0-50 90@00 /00 1/0 /00 /30 140 /50 160 IX@ /60 /cko 3!@o elo eeo. 2tqo -@50 .el@lo e7O PIRELINE S7A-TIOAJS .64. 500 .41 67. a- m r, C, 450 0) CXAV/TY FF@Low WIT'HOL'r !5L.JFZ&F -j (3 AL7Ef-MATIVE --C>L/TIS 2@61 [L 13 400 350 L GA90ZJAIO Lli 300 j V LiVH ROUTO aA 050 000 -330 @1010 350 3r.0 370 380 390 400 410 4-10. 43a @440 450 4-50 .7A.0 480 490. -w)o -5/0 sko 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 All 'Ilk 1@ -- - - - - - - - - - 144" 'Ir rl q 0 R T I C H A R D IV 41. Go Ln N) if yg 0 A H A F11 il CY w, oto CL C CL If LIN Iiiiamp z @APVRO 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 5 04 E, ga@ le i 12 7 er 12 Ry IIZR 3t 13. 18 --t 17 1-6 i< 500 LA; yv" .5Q A M@l pil '24 7- 30 I Gm ELM@ 'K G"", 27 26 36 fhardsbp" F,@ 32 33 J Jr 7 @\;5@ -V:,b-e1 pa E- Hoo 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 -E- ELECTRICAL -S- SEWER -W- WATER --44- VALVE -G- GAS POWER LINE EXISTING RIGHT-OF-WAY 410q+00 PROPOSED WATER TRANSMISSION MAIN WITH STATION SOIL TEST PIT STORM DRAIN W/CATCH BASINS CULVERT U-,,@ l % '47 u,z Al @1@ a A,9 0, yliele @Y d" Ir A: 4 n, I :;Al'r op 10 J@j V@- 9, V- 4"'T" M V jq ""'P eps, F.- jr, _4 Vd 4z F A@ AW /V ---rz, EAZ- A/ @J, C5@, ZJI't A Zz '44 --y @z o Z" 'N 44% All 7@1 gl@@6@7,L ,$X, L Z 7 N W, '011 mi jg A k4 14, E "M MIR, _Q*oo 'A' A"A .- m R litl 14 , - -,e,-@ f k! A4 UAYr0;,;7A 4 2 R-F, -A h, X77 INL krnll law ll, vie/ . ... . 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GE UHILL E LITIES TRANSMISSI ANCHORA GE WATER & SEW R JT1 N - "A' -PI PIP t.7 W @v NT @@ N, AV @',V E 47, N, 4@ Ai -5 Q X W, @F,w AlPf", @1-111 _14j Rk --4@ UA , A Y t g -g-v ,, > 041 t 4 L."T m Apl'@ 4@@, ""'i g %4", td@ 7YU '4i 11, 0 A A 31 @4 7@n, a,@ J- N- - - , m, g@ "t-5 sz: w *Wk` VIM "Ir g", z-, N -1- 'N mi @`F,735&-X` V -a- z ZTL 4@ 'a"m, 7 4A 'cD N v gJ4?- AN, @k ,4 g Ilk MUNICIPALITY OF ANCHORAGE1 EAGLE RIVER CH2M WATER RESOURCES STUDY GE "HILL y A1;p- ANCHORAGE WATER & SEWER UTIL TRANSMISSION MAIN DESIGN Ila ITIES dt- & < YIE IZ L 0 PC- a Z-IK X @J@ @y, 'k UKUK@ IA z m 7, P N k AV T & 1wq lg- -4@ 1-@-, W*@ XI Y In, 7e 4r- 'd rm A- lgm z CwA - - - - - - - - - - - - X -A Q %v, 7 5@kf,, lIth W, A@ M4, RNm 7 -42 4@' _4 -- y 2 712@ P elzw .4" &MIYwo M ,6--- .ViRIW -.-w- -A&% 4 @5- bq; &M :g- ;Xt- g@, "g, 1"AI, A;- All, 5@ @7I' i-A;"N@@'; K "g, f'j, rl w, 7 INE z A 41 z -I 4--4V -:7 F @'Z 4, @4' 4"Z "A x@ o --y --S- i p 4m 'A' & I, @@ - 0 j ""N" v 'P z A -7@ MUNICIPALITY OF ANCHORAG EAGLE RIVER p CH2M WATER RESOURCES STUDY NHILL --wr ANCHORAGE WATER & SEWER UTILITIES TRANSMISSION MAIN DESIGN GE 4 H N 4 k'%,' h" A I, q 4, N 6 @V m -o4 awzt @Vk A Pm @Ll "k -q ro 0" < "J X .4 -n IN 2 "m n 04 2, KF 'A @A T '05 -WP Wl ftm .1 -0, @xl 1, .' 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Tlf 'Y' EAGLE RIVER CH2M MUNICIPALITY OF ANCHORAGE1 RESOURCES STUDY ':HILL ANCHORAGE WATER & SEWER UTILITIES TRANSMISSION MAIN DESIGN cN, zi- - F a, e- l< tY-- Z'@ 1 ';e, zk @6" M "k -F *4"@ A Ft"" "F @AF z F t F, A-, @v' w -&L-V STA7-E' 2 z w@wu';Jl: Z; a Z 4 'T'@ i' e3@@' A. , V 1- & .4 L4S K4 77t 7Z, -'A" , V-OZ F x '25 Vi Feg- F- C-@ -g MR- T-7 -AZZ -P Wf r A' -40@' f7w--y 7- @L- a @D* I wFz' jrF 44 '9"@ .%,r Out Q A- - -A 2t -vig,w X 5, FFF@ -g- N 1-0 -2 ff @*U;; -t-@ X ea z -'Fx A XA- 't-: t T"; am - Zn' @Fe g qg- n, F 'K J, c A'lk @'j A.' j, i-6 E- @z Z'15, - v z % 4 A &H21M MUNICIPALITY OF ANCHORAGE1 EAGLE RIVER p H LL WATER RESOURCES STUDY ANCHORAGE WATER & SEWER UTILITIES TRANSMISSION MAIN DESIGN GE AWSION I IJ F@ -j 'Ji V@l %; % 'N' _v 3 U", .4" A") pg N@ f 'N @)f @T@ W, V z p P &A J @T -7 OL17 EA C7 L_ E Rlv--t? LJA4 m 77,7 15 q rK Tp_ vl- ? 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Y 11M DES ANCHORAGE WATER & SEWER UTILITIES I TRANSMISSION MAIN IGN] GE _7 e- 0 @,e I NN q'j, AAY -@K' Y -jl@ N -Ym X, q@ i ,X@ N@ N- Iit, -4 wlli;"- -A lj',, pv, OV A,, kiy 3 4,F vi @!4 Am- , , @ '1- 1 1, zA, 7, 1 'o ur wl@ wi, g 9Aw-;Z-,A,- @,,, --v 1 4 "' AQ Xi 'A . ............ k- A@--o V @v Rt 41@1@ - A X Af -45 ktA q@ , e-l @6-_Y t N, A --N --g - %A- , 1 , ! ,,@ LZ, V LN - J mzY i", 41- "0 M 5 vtvv'Ne,@,ts ,t;m Rki, v -A" W, V,,& W N, ip ,, " , , "L, I IT I IMS-1 "n'- 11-1@, 4, .0 "T" aeqlei;@ niY J -qwtwg,,@ -Y7 I w 4 'ZR) -, IZ, 'fr, V ;k@ 47- ;3 @ieg J, A,@'@-,;T'J' wt 1A, 4 gu@ P" 'INK tn 4, YX -3V@,-@ V-1-l' 5y! X P4@, h 4 g pr V -v" Nw- g*- 6, @,w N, .7M -v -41 6V 8 V @j y% j "'q a cl i@,imv '61 P ssl. ;", -, v!, Qzxl@ @4v 7@@4 A@ r,& , 4 ",4v CH2M WATER RESOURCES STU "HILL J ANCHORAGE WATER & SEA TRANSMISSION MAIN DESIGN G E MUNIC PALITY OF ANCHORAGE EAGLE RIVER DY A % q v" 0t "A A -Wl 0"i A @--i N 1@7 :@j V, V % @"v --q "%N % % , , % I , -1 -, X, ""j A @p, & ",4 `4 V 4 4 IV J '10 3 @W, vi 47 c- Pi "'@V < Nt 1-M Ak@"- Q1 A, L A4 '6z' AD w N", A, T- N4 A@q 4 j t .. ......... MUNICIPALITY OF ANCHORAGE1 EAGLE RIVER 19HILL WATER RESOURCES STUDY SSION MAIN DESIGN - - - ------ ANCHORAGE WATER & SEV TRANSMI do 41 "p. .41- 7,@e Ar/ 47tl ul. hl, A . ,.@-O. N4 A .? WA t/jE. _2 IY 4 .,V. V,Z--,,XVy J@ v - 4 jIA, .,T4 o. '44! V. 44 RT @v Ml Al@ 4j@ 4 A- . .. ... 1"74 .06.1 h 4 _4 14 t' 14 V1. V as@ % 14 N i it 'J e 4, . * Y,: , , -@,, 9 . F V4 "@_ mo ,7.m, r-, a 4,4 -04A M", Zv, s c io V, @7, @,,Q, W Q 40 o'M Z@, S4 CH2M MUNICIPALITY 0 F ANCHORAGE1 EAGLER E.R 111A21MLL 'V WATER RES RCE STUDY ANCHORAGE WATER & SEWER UTILITIES TRANSM IS, lolu G Ie4,6 F., 7 @,4 @,ooor. Z :i@@ tA Tt@ vi @k, e4 Ij: f4 71' 1Y 2 -V 717@ .... . ...... ..... 4 .4 T ci i:t j p MUNICIPALITY OF ANCHORAIIEJ EAGLE RIVER CH2M WATER RESOURCES STUDY H I L L SEWER UTILITIES TRANSMISSION MA ANCHORAGE WATER & IN DESIGN p l%j A p . .. ... .. ... ....q.; q.l...... 0 'TT. 4 NIT A?S u *0 T@ q F. Uj 0 (jo X@ CH2M MUNICIPALITY OF ANCHORAGEJ EAGLE RIVER F /10 0 91HILL WATER RESOURCES STUDY ANCHORAGE WATER & SEWER UTILITIES TRANSMISSION MAIN DESIGN GE I I 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 5 Z' 17-11 .57',e---AA97-H,4S Af--ASl1e--D Li rm -7>1 -6,4/vo L 04 T--- 14A10 DElorly, "i F-71 '5147Y GRZV-51-1-Y 54A1,91 LLU SILTY -,avoy oe,4v--L. SE--,01A,la 1AIrO T--Sr )-I r------ 'y .40,01rlOA141- rl .1 la.4"CY SPAZAV.6741 'k (@,e.4v-czLy -5-4ma COA545LY @@,4AIO>@ '::@@-`,4V--Ll C100,0Z Y (a@e,4V--l-L),l -SiWAAD "IXT-4be.G- 4:2@- @11-7,5AVD, (:Z@A24V--4 41'V40 o.47-- r--sTo1r,5xojvdrFo -!5,411140Y S IL, 7 L--j 4AI0 /O/ZZ/90 S401-16111AI@@ 0@1- 7--57- PIT -5106-Wfll C-Z,4y,6Y -'54A10Y -51LT 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 W Uj U) v W W W w LV low 5 -?. 515 tva) WW c@ LOOSE z 00SE" Z0056 56ZOW SL IGHTL Y Z 16W7Z Y I Loose 5 SIL TY SILTY 2 SOME MEDIUM 400SE 3 3 1-0056 SOME -ZO-O 1A17FROEDDED- S, 30Z.11-DeR 7'\ Wr6RB60D&D 5,4AID I-ENSES SPRIAIGS =A17ee11VG 5 SIDE-WWLS -DEMS6 0003LE 4r SL6W7ZY SILTY -5L0ZjGH11VG AAID 56ul-ase SOME' 1,01172190 7 @5=VERE 7 Z-17TLE a -610.-PrH /VO GW NN fl -MED111M- I-OOSE lolz?leo VEIeE /0/22/90 3Z0/-Ar7/-///k/G .--- I A/0 SLOI-161-111VO @51 0&@9,111AIG B-Z-LOW 41 1012ZIAO /VO GW A/0 G W /VO 6ZOM91-11W NO GW NOTE: Figure C-1 SEE EXHIBIT A FOR TEST PIT LOCATIONS. Logs for Test Pits 1-7 0 U) LU w w w w w w w w w Uj w w w wto ZIA43S ZC056 ww -Fll L- ww 4AIg 6 z 00 0-- V- 50ME 2 5,4/vo AIVL:;, -CLA Y.'Y,611-T- 0,EAISF Sz MEDIZIM- is DEMSE --Ome 6 511- 7-Y- --@dAID 5MOA16 ODOR DEAls-- MEDIZ IW - 50ME SWI-AG1,11AIG -J: ZOOSE MEDIUM- 16 -Z-00,sE L1771-6@ -SIL r y -DEAISE- -IV(5) (:3w MORIE COB49Z .-':d .6-FLOW 7' : J@-j P: DePTH &RA V--l- A10 014/ A40 @[email protected] 3,4CkPOE AeEF054L /V0 C:@W 15Ee-c@ M/ 3LLEP7Y 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 X A. 7@ iV' v 0 "0 dt r w. N-@ 7T 'A@ -?'450 _R ;m I P" 77@"" 'jl@ 'i' A-V A" Al 'R K 13 -lv@v 14 @@/c3t 2 LEGEND: WATER TRANSMISSION MAIN J`-Ok'T )e1CHAk::DS01\1 I SHEET NUMBER THAT WATER MAIN IS SH REDUCED PLANS DES. HOW MUNICIPALITY OF ANCHORAGE CH2M R. vnd HIHILL CHK. Clql@ ANCHORAGE WATER & SEWER UTILITIES APPDA-P NO. DATE I REVISION BY APPD. ,. I,161@11, @ 11,I @@ @@ ;.@.. 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DATE REVISION By APPD. @j i m''P STA. 332 +(00 [email protected] vAi-v-- - TF@-,e 1 Z3 Pjpff cuRve Lwr4 _,oU-rH,5oUNo LANE 57A 33(by,30 1500, 4)1 ACCE@55 299"! - NORTHA50Ut4D L-AN15 6615 03 to i @4. 7 All I Al 131 @k in 4, .. ...... .. .. ..... . .... ..... .. . .. .......... . .... .... .. ...... ... .. .. . ... .... .. .. ....... . ...... ..... .. . .... ... . . ... . .. ... .... .. .. .... .... ..... .. . ...... . .... . .... ... .. .... ..... . . . . . . . . ... .. .... . . .. .... ........... .. . . ............ .. . . /00,vc. b . .. . ....... . . . .. . . .. ........... .. ........ ... ...... ... ......... . t4 390 ... ......... ........ .. .. . .... .... . .... .. . ... ... .. .. .. ....... . .. ........ . . ... . .. ... ........ ......... ... ... . . ... ....... ............... .. .. ... ... ... 1:!J K J/v ... . ... . .. ... ......... ............... . . .. . ......... .. ............................ . . . ... ... . . ......... .. . ... b.. . .. ..... .. . .... 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DATE REWSION BY APPD. 71 CU&-Vf= 0AITA *.-40 GOU'rHBOLIN0 LAME ol-IENN HIOA4WAY ACME5% 111991*1 Z. ?00/ .7' .500-2 OR7-k443OUNO LANE OL,@NN k10@4WAY 40 j CC Za AIR& PAOZI&AI VA 4 V-@ -Z 24 k y f=RolV7-A&,e5 g-oA,0 4@ - te., V. vt @7- 'A ZF 4,i @'A I-P @7 . ... . . ..... ..... ... . .. .. .. ... . . ....... ... . ..... .......... . . . ... . . ... ....... ...... .... .. .... . . ..... ..... .. .... .. . ..... ........... .. ......... ...... 430 .. . .. .... . .. ....... .. . ... ........ ... ......... ...... .. . . .. .. . .. . ........ . ... . . . .. . .. . .. ...... .... . ..... ..... . . ........... .. . . ..... .... ...... ....... .. . ... ..... .... . . ..... ... 420 . . ... ..... .......... . ........ . . ..... .... .. . ... .. ... . . . .... . . .......... . 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"AC AqAIVDOV--D Jill W @, j -- --------- NOR7,Hso kcp C, kip J rV 44 ACC---SS -4CS ROA0 34' 'VAZ@ v- 8"w, PIP ,44 wvr, A "T: t V ,V, W V M IV, I : " @ '@ -g A- o - @ld -"A mp a 62J-A 4, .... . ... .... . ....... .......... . q Y.Col 1@k ............... .. . ........ 480 ..... ... ....... .... ................ ... . ...... .I .......... 470 . .......... ..................... ............... ........... 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DATE REVISION BY _jyjA1,4V AC'@: -50 T pp, -7- 37 -490- 7- 7 7PW RU; & 14@ g. a AN 731 .......... ......... ....... .............. . .. . ....... ............ . ... ............ ...... . . ................. ..... ............ ..................... ........ .. .... ... . ...... ...... . .. ............. .......... .................................... .......... ....... ................. . .................... ...... ........ ........... . ......... X .......... 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CAF ANCHO RAGE WATER & SEWER UTILITIES DATE] REVISION BY ArPD. t In NJ/ N UV:- -4, ul 'd @'V'7 IZ71 6, V ? lj@ o or, r, . .... o"A eV' -4- .. . .. ..... . ...... .... ..... .... .... ... ....... .... .. .... . ....... ..... .... . ... . . ...... . ..... ...... . . ..... .. .... . ...... . ...... . ..... A27 KC. .. ...... . .... ... ........... . .......... ............ .. .. .......... .. ...... ..... . . ...... ..... . . . ... .. ... . .. ...... .... .. ..... .. ... .. @j ...... . ..... . .... .. .... . ..... .... . ...... 420 ..... . ...... . . . . ...... .. ..... . .. . ............ .... . . .. .. . .... ... . .... . 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T 5. OeTAIL, /v- T@5. REDUCED PLANS SHEET A@ I I @J'V 4,' @.I@ lAll A @"154115 @VALV71F AIYC4:6: DES. HOW MUNICIPALITY OF ANCHORAGE EAGLE RIVER WATER PRELIMINA .RY OF26 23 CH2M DR. qF.IV. I RESOURCES STUDY ANCHORAGE WAIt:K 6 SEWER UTILIES BLOWOFF ASSEMBLY DETALS DATEJUNE 1981 IIHILL - I so CHK. CiF- TRANSMISSION MAIN DWG. NO. REVISION NO. K 13765.El APPD. DATE BY APPD. J 5' DIA. M.,q 6& 70,51,41R VAI VS, ('-%-OV--,e AA60 '@A24"5 z1a MUM OP AMC"ORA SrANZ:;4,eD S,-,SCS. Afll. C.4TC VAZ-VE7 OM eu r7,'FR FL @, 114 4 VE -WME 5YZE AS.41R V4 CI-IZIM 114L. V-- AIR REI-E4@66- V4LV-= 41VO 0"AOkl @549'01MII, "OR 6!@Og@ mw A1--fFV,4C41L1" VdLV-- @51ZS A 7,41-6 41,e 1@' 114 C1141A-f i1A V-- klEAlr PlPe - @54M-F @51ZE,4-T TI-16 A1R,,o'V4C1-11-1A4 Vd4V-- )=LOOR 5LAS CE _-3 7 -e,4,V-- 2-0 -11,V 4-XO' Or e,94725 4-- PLAN 314". P-01, @5rAvoweo D--7,414 21o eR .J NOTES AIR VALV@@S IMCL-11,04- Ahe VAZ-V,@ ,qM@ AIR PACULIAI YAL.I',--=S wl r/ 7?Vellg r 7-16S ZX/R/A/0 -1,VAL Cli5SICN 51Z-- 0,-A1,R 11AC1111M VALV--@S 7V,1L ,-MLOWINa SURO-5 AIVALX616. T2F"7A-r1Ve 400Q'r101V 0@=AIR VAI-14,F5 Ale,@ 6140WIV ao- El-,30kv ON PZAIV AAIZP PRO@11&E 3 PR07-,ffC7-10N 0.= VAL-11--S ,WZ, RI.OWO ACAAIIisr /5 Aiar --.@IOWIV AIVO WIL-4- '1URIA10 -IAZ44- 45 CIC. --4 PV4),- J-DR411V OIVZ@- WH--R-- 0AXWA1,0 WA7,@R 1,64-5LOPY -L.OOR SZAa. 79e--1VCH --rAAff1L.1--A7-10,V WA7----,4--IAZ- S e k-1 REDUCED PLANS DES. HOW MUNICIPALITY OF ANCHORAGE EAGLE RIVER WATER PRELIMINARY SHEET 2 CH2M DR. 1Y. E. /-/ RESOURCES STUDY OF26 IIHILL -CAF ANCHORAGE WATER & SEWER UTILITIES AIR VALVE ASSEMBLY DETAILS DATEJUNE 19 CHK. 'TRANSMISSION MAIN DING. APPD.3q@) 70- DATE REVISION BY APPD. NO. 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SCH. dO PIPE, 60tV FIZLED WlrH COA/,-,e.r-c @j i 5LOPE ro DA2,dlAj 00 FIAIIS14ED aP.406 ;@s g), z cz/ r SMOR 7 4 1VRAZR,0'd-yT !6"4LL 54-- I.Ck@@O A r R, 0 AmRleia Posr- 594LL BE AIdbVrED /!0- w"Ire, I-VIGH SrEA101LED 0,V POST VER77C&LY WlrH OREEAl PAIAIT Mo 41 oF.-os T 51-14tL BF P41AIT6D GREEA1. 3. 7;Q@4T C-41-VAAJ1Z1AJ(5 CAI SECrIOA.1 4F/ E9d r/OA/ SeC710AI t A A4,o4.Q KER PC!ST DdET41L C:lLJT(D)=F WALL 01=-rAlL N. r.5. IV. rs. REDUCED PLANS .0 DEs. EH@OW@ MUNICIPALITY OF ANCHORAGE EAGLE RIVER WATER SHEET 26 CH2MFR RESOURCES STUDY o,26 C. r ANCHORAGE WATER & SEWER UTILITIES TRANSMISSION MAIN 1101 HILL CHIC. CA F SHIP CREEK CROSSINO DATEJUNE 1981 4@Z) DWO. 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 NOAA COASTAL SERIIC CTR HIRAR @ 11,11, 1111, 1111, 11@11 11@11 I I ri 3 6668 14110065 C @