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HomeMy WebLinkAboutCity of Selawik West Shore Consolidated Tank Farm Dec 13, 1999City of Selawik Alaska Village Electric Cooperative,Inc. Northwest Arctic Borough School District CONCEPTUAL DESIGN REPORT SELAWIK WEST SHORE CONSOLIDATED TANK FARM December 13,1999 Prepared by: Wiley W.Wilhelm,P.E. LCOMF Incorporated A subsidiary of Ukpeagvik Inupiat Corporation 139 East 51st Avenue Voice:(907)273-1830 Anchorage,Alaska 99503 Fax (907)273-1831 NORTHWEST ARCTIC BOROUGH P.O.BOX 1110 KOTZEBUE,AK 99752 (907)442-2500 /FAX 442-2930 Oo a ke oODecember17,1999 Mr.Percy Frisby,Director Alaska Energy Authority /Rural Energy Group 333 West Fourth Avenue,Suite 220 Anchorage,AK 99501-2341 Subject:Selawik Bulk Fuel Consolidation /Power Plant Relocation Proposal panelDearMr.FrisBy, Please find enclosed materials regarding the Proposed West Selawik Bulk Fuel.Consolidation /Power Plant Relocation Project and the the project's participants.This package is being submitted to the Alaska Energy Authority for consideration as a potential project for state and federal grant funding in the amount of $3.9 million. The City of Selawik,the Northwest Arctic Borough School District,the Alaska Village Electric Cooperative,and the Northwest Arctic Borough have joined forces to fund and produce a Conceptual Design Report to address bulk fuel issues in West Selawik.This report is enclosed for your review. Although Selawik currently ranks low on the Division of Energy's published project priority list,project participants feel that West Selawik's needs have been overlooked or at least under-estimated,perhaps in light of recent community growth and the existence of a state-of-the-art retail gasoline and heating oil dispensary facility which is located on the island or central portion of the community. The fuel needs of the core public services in the community (water /sewer, power generation,and school facilities)have expanded so rapidly in the last two years that fuel tanks which were disposed by the central island bulk fuel project have been pressed into service by the School District and AVEC to meet current needs.The life expectancy of these 35+year old tanks.is Ambler,Buckland,Candle,Deering.Kiana,Kivalina,Kobuk,Kotzebue,Noatak, Noorvik,Selawik,Shungnak uncertain.Foundations and containment structures are of a temporary or short term nature. I am enclosing a copy of the Memorandum of Agreement executed by the project participants which outlines our goals and our _individual responsibilities.This agreement and the Conceptual Design Report that was produced as a result are evidence of our partnership and our commitment to resolving bulk fuel and related issues in West Selawik.We have been actively working as a group on this issue for about a year now. I am also enclosing copies of letters from the City of Selawik,the Northwest Arctic Borough School District,and AVEC,showing their support for the Conceptual Design Report and the engineer's recommendations.Although the MOA participants unanimously support the project concept,each has some concerns with the cost estimates.We feel that as this project concept evolves towards final design,we will be able to cut some costs,perhaps as 'much as several hundred thousand dollars.We expect to allocate certain coststo alternate sources and to matching funds contributed by project participants. Total project costs for the recommended option are estimated to be $4.34 million,and grant assistance in the amount of $3.9 million is requested. :We would.respectfully request that the Division keep the following points in mind: 1)The Division of Energy and the Denali Commission has previously funded a number of projects in the range of $1.5 to 2 million for communities of 200 to 400 residents.Selawik is a community of more than 700 people.Therefore,$4.34 million is not out of line for a 400,000 gallon facility,particularly when viewed from the per capita perspective.The foundation costs,given the scarcity and high cost of gravel fill in Selawik also have a significant effect on project cost estimates. 2)This proposed project is,in reality,a three part project including bulk fuel consolidation,power plant relocation,and barge landing / access road upgrade.By recognizing these components,we will attempt to fund parts of the project through separate funding mechanisms.At this time AVEC has allocated roughly $400,000 for power plant bulk fuel storage issues at their Selawik installation.If bulk fuel storage improvements could be supported by state and federal funds,AVEC could likely pay for all of its relocation costs and some of its tank farm improvements through loan funds that are already budgeted.The Borough is currently seeking funding for access road improvements.Other funds may become available through Capital Matching Grants or CDBGs. 3)The combination of strong community support,partnership efforts, available land,and partial funding commitments make this project an attractive opportunity that we hope you will consider.AVEC is simultaneously pursuing alternative energy options (wind turbines) which could reduce the amount of required fuel storage by 20,000 to 30,000 gallons,which would add to the already great potential that this project has for success. I hope you will find this information useful in reviewing potential projects for the up-coming year.Please feel free to contact me anytime for additional information.On behalf of the MOA participants,I would like to thank you in advance for your consideration of this request. Sincerely, fueUl.donWavy .70 fon Go YMayorE46i/t,y.”lle CC:Don Schindler,Mayor,City of Selawik Charles Mason,CEO,Northwest Arctic Borough School District Charles Walls,,CEO,Alaska Village Electric Cooperative Jeff Staser,Co-Chair,Denali Commission CG tkb tile Coo- MEMORANDUM OF AGREEMENT BETWEEN THE CITY OF SELAWIK, THE ALASKA VILLAGE ELECTRIC COOPERATIVE, THE NORTHWEST ARCTIC BOROUGH SCHOOL DISTRICT, AND THE NORTHWEST ARCTIC BOROUGH |.PURPOSE The purpose of this Memorandum of Agreement (MOA)is to describe the relationship between the City of Selawik,hereinafter referred to as the "City",the Alaska Village Electric Cooperative,hereinafter referred to as "AVEC",the Northwest Arctic Borough School District,hereinafter referred to as the "NABSD",and the Northwest Arctic Borough,hereinafter referred to as "the Borough,”in.regard to the proposed project entitled "West Selawik Consolidated Bulk Fuel Farm /Power Plant"and to enumerate the roles and responsibilities each entity has.Collectively,the three primary entities, the City,AVEC,and NABSD shall hereinafter be referred to as "the Parties."This MOA is not intended to replace any agreement that may already exist between two or more of these entities,except as may be specifically stated herein.Furthermore,the signatories to this MOA agree that they shall all seek to promote the concept of developing and maintaining a consolidated bulk fuel farm and a relocated,upgraded Electrical Power Plant in west Selawik,sharing responsibilities as may be spelled out herein,as well as in future documents. ll.BASIS FOR AGREEMENT The City,AVEC,and the NABSD all currently own and operate bulk fuel storage tanks at separate locations in the western portion of Selawik,Alaska.These tanks are in varying conditions of serviceability.Containment structures around these tank installations vary from "adequate containment"to "no containment"."The Parties have expressed concerns over not having adequate storage capacity.Though each entity has taken temporary or short term measures to remedy this fuel quantity problem,these short term solutions do not fully address community needs for the long term. For several years the City of Selawik has expressed concern over the location of the existing AVEC tank farm and power plant and has requested that AVEC work with the City to consider alternate locations for these facilities.With the passage of time,the other MOA participants (NABSD,City)have developed additional fuel storage needs as the school and water/sewer systems have expanded. The City,the NABSD,and AVEC have concluded that the maintenance and operation of their fuel storage facilities could be made safer,more cost effective,and more efficient by co-locating storage tanks at a common location and by developing policies and procedures whereby this consolidated facility could be "co-operated." The Parties have further concluded that the safety of Selawik residents,the protection of the local environment,and the well being and economic health of the community could be greatly enhanced by the construction of this consolidated fuel facility, accompanied by the relocation of the electric power plant.A common fill pipeline from the barge landing to the consolidated fuel farm would go a long way towards eliminating potential spills at multiple sites. In summary,the City,the NABSD,and AVEC have concluded that each entity,as well as all residents of Selawik would benefit from the implementation of this project concept. Ill.Agreements A.The Borough agrees: 1.To provide a staff person to act as the Coordinator/Facilitator for theParties,regarding this proposed project.Tom Bolen,Village Projects Coordinator,will act in this capacity and will be the contact point for the Borough. 2.To keep the Parties informed at all times,and to promote partnership,and open communication,by attending all meetings, providing copies of all documents and correspondence to each entity, and by submitting monthly written reports to each entity. 3.To actively seek funding for the development and implementation of this project. B.The Parties mutually agree to the following: 1.Coordination :The Parties agree that the Northwest Arctic Borough Planning Department will provide coordination for planning activities associated with the proposed project.All parties agreed to utilize the coordinator for the communication and distribution of information,to the fullest extent possible. 2.Meetings:The Parties agree to meet once monthly,or more or less frequently upon recommendation of the Coordinator with the concurrence of at least two of the three entities.The Parties further agree to make every reasonable effort to attend all meetings,preferably in person,but at least by teleconference. 3.Points of contact:The City's point of contact shall be the City Administrator,Hannah Loon.The School District's point of Contact shall be the Director of Property Services,Craig McConnell.AVEC's point of contact shall be the Special Projects Manager,Brent Petrie. 4.Decisions:All decisions regarding siting and design concept for the proposed consolidated fuel farm project /power plant relocation shall by unanimous agreement of the Parties.Each entity shall retain authority to make independent decisions regarding its own facilities and property. 5.Project Funding: a.The Parties agree to provide funds to be used for the purpose of hiring a qualified engineering firm to prepare a "Preliminary Concept Design"document for the project.These funds will be provided in the following amounts: AVEC..........up to $15,000 City...............up to$5,000 NABSD.......up to_$5,000 Total...........up to $25,000 b.In the event that project expenses total less than $25,000,then the costs shall be allocated according to the following formula: AVEC..........00008 60% City.........ccceeeeeees 20% NABSD..............20% c.Inno case shall the Preliminary Design Concept expenses exceed $25,000 unless by authorization of the Parties and by 3 verification of additional funds available. d.The Parties further agree that these funds will be used only for sub-contract engineering work and that travel and other administrative expenses incurred by the Parties will be born by the Parties. e.The Parties further agree that they will separately and collectively pursue the identification and acquisition of additional project funding,and will do so with the knowledge and cooperation of all the Parties. 6.Short Term Goal:The Parties agree that the short term goal for this MOA is to produce a preliminary design document to be used as a basis for further developing project design,and for procuring additional project funding. 7.Long Term Goal:The Parties agree that the long term goal for this MOA is to bring about the design and construction of a new consolidated bulk fuel storage facility in west Selawik,to develop policies,procedures,and further agreements which will provide for the most cost effective and efficient maintenance and operation of this facility,and to relocate and upgrade the AVEC Power Plant adjacent to this fuel facility. 8.Community Involvement:The Parties agree to encourage and promote community involvement,primarily through existing means, including but not limited to Public Hearings,Public Comment at City Council meetings,and recommendations of the Village Planning Committee meetings. 9.MOA Amendment:The Parties agree that in the future,this MOA may be amended by unanimous decision and proper authorization of the signatories to this agreement. C.AVEC additionally agrees to the following: 1.Conceptual design work:AVEC agrees to engage a qualified, engineering firm,experienced in bulk fuel consolidation projects whose task will be to address the needs of and develop technical information for project participants and produce a conceptual design. 4 2.Scope of Work:The consulting firm's scope of work shall include: a.Conduct site research b.Perform on-site inspection c.Interview project participants d.Develop conceptual design report to include: Discussion of existing AVEC,City,&NABSD facilities Identification of current and projected fuel usage Identification of applicable codes and regulations for new - facility design Flood design data Proposed project layout drawing Discussion of potential project sites with conceptual site plan drawings for each Discussion of alternate methods of tank farm construction and containment dike designs,including conceptual drawings A proposed construction schedule A Budget Construction Cost Estimate 3.Deliverables: . a.Four bound copies of Draft Conceptual Design Report.The report will be presented by the consultant to the parties in early November.Comments on draft will be considered at that time. b.Final Conceptual Design Report will be completed by November 30,1999,and will be accepted by the Parties , individually,in writing.Five copies shall be provided. 4.Paying Agent:AVEC agrees to be the paying agent for the Conceptual Design engineering work,and upon acceptance of the Final Report by the Parties,will invoice each party in accordance with the provisions Section Ill,Paragraph B,sub-paragraph 5. 5.Chain of Responsibility:AVEC recognizes that by virtue of the funds dedicated to this endeavor by the Parties,it (AVEC)must convey to the sub-consultant that engineering work to be performed is on behalf of all MOA Parties,and accordingly the sub-consultant firm shall be responsible and responsive to all MOA Parties,even though its work order may be authorized by AVEC. Agreed and signed: thd S4mpter Ser:Clyde Ramoth,Mayor The City of Selawik Charles Walls,CEOAlaskaVillageElectric Cooperative (Nts WaneGhdrlesMason,CEO Northwest Arctic Borough School District Chuck Greene,Mayor Northwest Arctic Borough Date: Date: Date: Date: LL 4-99 Cety of SelawihSelewikCtyCouncil PO.Box 49 ©Selawik,Alaska 99770 (907)484-2132 December 14,1999 Mr.Tom Bolen Project Coordinator Northwest Arctic Borough PO Box 1110 Kotzebue,AK 99752 RE:Letter of Support for Conceptual Design Report Findings and Recommendations Dear Tom: Per a regular City Council meeting held December 5"in Selawik,the City Council agrees with the findings and recommendations of the "Conceptual Design Report”prepared by LCMF,Inc.,at the request of the City of Selawik,the Northwest Arctic Borough,the Northwest Arctic Borough School District,and AVEC (Alaska Village Electrical Cooperatives). Substantial effort has already been undertaken to begin addressing community-wide bulk fuel shortages already experienced,as well as those anticipated.It is logical to begin planning to deal with these problems now,and we appreciate the Northwest Arctic Borough's coordination of these efforts.We anticipate a revision of bulk fuel storage plans as time goes on,and expect keeping you informed of the City's continuing support. If there is any further information you desire,please let us know. Sincerely, »Sfe= on Schindler Mayor CC:Files City Council Selawik IRA Council Northwest Arctic Borough School District P.O.Box 51 e Kotzebue,Alaska 99752 e Phone (907)442-3472 e Fax (907)442-2392 |fo wy 7 ESaS::December 14,1999 S) Leading the Way Tom Bolen,Project Coordinator Northwest Arctic Borough P.O.Box 1110 Kotzebue,AK 99752 Dear Tom, Upon the approval of the NWABSD Board of Education,I am writing this letter in support of the Conceptional Design Report and engineer's recommendation of the consolidated bulk fuel tank farm in Selawik.The three entities,Northwest Arctic Borough,the Northwest Arctic Borough School District,and the AVEC have worked very closely on this project as our Board of Education has been actively involved in this also.At the August 24,1999 board meeting,the NWABSD Board of Education approved the contribution towards the design of a Selawik Tank Farm Consolidation as requested. It is our hope that the Northwest Arctic Borough act on behalf of the Northwest Arctic Borough School District to submit this project,with all supporting documentation to the Denali Commission and other appropriate agencies as a request for funding.If I can be of any further assistance or you have questions,please don't hesitate to give me a call at (907)442-3472,ext. 235. Singerely, Darrell J.Sanborn Assistant Superintendent Serving the Villages of Ambler e Buckland e Deering e Kiana e Kivalina e Kobuk e Kotzebue e Noatak e Noorvik e Selawik «Shungnak DEC-20-99 MON 11:12 AM ©AVEC KEY ACCOUNTS FAX:9075612388 PAGE 2 ALASKA VILLAGE ELECTRIC COOPERATIVE,INC, December 20,1999 Mr.Tor Bolen ° Village Capital Projects Coordinator Northwest Arctic Borough P.O.Box 4110 Kotzebue,AK 99752 Subject:West Selawik Tank Farm and Powerplant Consolidation Dear Mr.Bolen: Alaska Village Electric Cooperative (AVEC)has participated with the Northwest Arctic Borough,the CityofSelawik,and the Northwest Arctic Borough School District to try to solve the problem of insufficient fuelStorageinSelawik.This participation has included attending at various meetings on theissue,researchingprojectedrequirements,documenting past fuel experience,and providing financial assistance to engage an engineering firm to prepare a conceptual design report and cost estimate similar to those developed for the Alaska Division of Energy Bulk Fuel Storage Program. AVEC concurs with the recommendation to consolidate the West Selawik fuel tanks and powerplant on a pile Supported platform in an area northwest of the Selawik school complex.AVEC had budgeted nearly $400,000 for its own tank farm improvements in 1999 which it has deferred pending completion of this cooperative effort.If 220,000-250,000 gallons of tankage can be dedicated to powerplant fuel supply,- then AVEC is willing to pledge this amount toward a West Selawik consolidated tank farm and powerplant project.We must move forward to implement a solution to this problem this year.AVEC's estimated 1999 usage for Selawik is 175,000 gallons and existing useable storage is only 164,819 galions,including temporary tanks.Needs are expected to grow,especially as the water and sewer system is expanded. The engineer has projected the tank farm capacity needs at 420,500 gallons which has the potential to trigger additional regulatory requirements for tank inspection and spill response.To help offset the need for tankage and additional regulatory costs,AVEC is exploring wind generation as an option to reduce its fuel and storage needs in Selawik. Preliminary results are encouraging that three wind turbines of the same type utilized in Kotzebue could displace 20.000-30.000 aailons of new fuel storage requirements.We will continue to pursue this|possibility which could reduce the storage requirements estimated in tne report On behalf of the project participants,we encourage and support the Borough in pursuing funding sufficient to bring this project to reality and we will continue to work with all parties in this effort. Sincerely, Charles Y.Walls President and CEO 4831 Eagle Street -Anchorage,Alaska 99503-7497 «Phone (907)561-1818 -In State (800)478-1818 -Fax (907)561-2388 Selawik West Shore Consolidated Tank Farm Conceptual Design Report TABLE OF CONTENTS I.INTRODUCTION 1 II.EXISTING FUEL SYSTEMS 1 A.GENERAL OVERVIEW..........cssccssssssesccscesssscnsesssssecsecesscesssensessessseeseceseeseasaecess 1 B.EXISTING FACILITY LAYOUT PLAN ........ceeseesessessessecssssssseessessesssenceseeessees 2 1.Barge Off-Loading Pipeline 0.0.0....cccscesssssessssesseescessesssenscesseseeeeseesenees 2 2.AVEC Power Plant .0.......:ccssssscsssssscsscesecssscssscsscessessessssssssssseessesessnessnsenees 2 3.City of Selawik Washeteria ............ccscsssssscssscsssessccssessscsceesscecsessecseceseesees 4 4.Northwest Arctic Borough School District,School -Tank Farm &Out Buildings...csseesccsscsessenccsccsscecssscensenssnssnssasessecsessecseestssssssesssstesnseneeees 5 5.Northwest Inupiat Housing Authority ..............cccscesccesscsssesscessesseesscseeenes 7 Il,NEW FUEL SYSTEM 7 A.REGULATIONS/CODEG............ccccssscsscsscecesessssnssssssssessseessesseesesseessecsssssceneeeeeees 8 B.TANK FARM SITE1...eeeccceescesencesseesecessceesaceesscessseesssesaccsnseeseeseseeseceeesenes 9 1.Site DeScription............eccsseeccsscssnccesssessessescscsssssscessecssseeseeesseesnsseseeecseeensees 9 2.Property Ownership..........cccccsscssccsssessessesesssssesecsssenscssseesessnsseseeneensensecsees 9 3.Site ACCOSS.......ccsccescssscesssccssessssseresecessceascsscssssecsecnseacescesseesseensenseenseaes 10 4.Soil Conditions..............cssecsssscesecessccesceesscesecscecessseesscesessesecesscssesseeesnes 10 5.FIOOING........sscsssssccssccessccccesnccessesceesseecscesesesscessseseesseecersseessesecsseeeeseeeenes 11 6.ETOSION.........csscssscssescssssessccsccsecesccesscescsecesecsssceacsessseacserssacesecsceesseseeseeees 12 7.Seismic/Wind Design Criteria ............ssesssssssecscecesecceccessssesseccencesseseeseees 12 C.TANK FARM DESIGN ...........essesssssscesccecesssscsscccscssscesscsesecssseesceeseesscseseoeees 12 1.Tank Farm Siting 20.00...cceccescsssscssccesecesecessecscsscsensecsecessesscssseessasesseess 12 2.Tank Farm Foundation and Secondary Containment System.................13 3.Fuel Storage Capacity ............ccssscccsssccssssccessccsesccssseceesaccesseseessccssonereres 14 4.Tanks ......ceecsscesscsscscesssescesssccesccecneessesescssnecceaseenseesseessssesanseeeessescaseoneees 14 5.Tamk Foundations...............csssesssssssssssssoccescseceescssescsnsesssssrssrscesessoossoseuens 16 6.Barge Off-Loading Pipeline ................ssssecsseccssscseesceeecesceseeeseccenseacscess 16 7.Fuel Distribution Systems ..............ccsscccsssccssscessseceessecesssesesseesesecesseenoees 17 D.POWER PLANT RELOCATION .............c:cscsseseccssscessccessessssescccesaceereesosesaasonsens 18 E.PERMITTING....0......ccccccsstscsssecoeessessossessneecoesssssesssessnssssesesssosessssascnssossseoseesnnens 18 F.CONSTRUCTION SCHEDULE.200...ccc ccccscesseseseessccesccescecenseesssensescesenseesosesoes 19G.BUDGET PROJECT COST ESTIMATES.........eee cccssesessesesesesescssesssecsscesoeees 19 IV.RECOMMENDATIONS 19 Appendix A:AVEC Tank Farm Information Appendix B:City of Selawik Washeteria Site Plan Appendix C:Northwest Artic Borough School District Tank Farm Information Appendix D:Proposed Tank Farm Site Certificate to PlatAppendixE:|CH2M Hill Geotechnical Design Criteria,Selawik School Addition ReportAppendixF:U.S.Army Corps of Engineers Flood Data Appendix G:Budget Project Cost Estimates i LOMF Incorporated (LLAsubsidiaryofUkpeagvikInupiatCorporatiy, Selawik West Shore Consolidated Tank Farm Conceptual Design Report I.INTRODUCTION The purpose of this report is to identify the facility requirements for the development of a new consolidated bulk fuel storage tank farm and distribution system for the primary fuel users in the community of Selawik,which are located on the west shore of the Selawik River.The primaryfuelusersincludedinthisreportare:the Power Plant operated by Alaska Village Electric Cooperative,Inc.(AVEC);the community Washeteria operated by the City of Selawik;and the School operated by the Northwest Arctic Borough School District. Il.EXISTING FUEL SYSTEMS A.GENERAL OVERVIEW The community of Selawik has developed on both sides of the Selawik River and on an island in the river.These three areas can be identified as the West Shore,the Island and the East Shore.The West Shore is the oldest part of the village where most of the village services are centered,including the Power Plant,School and Washeteria.The Island is the location for the Corporation store and retail fuel storage/sales,as well as residential development. The East Shore is the location of the village airport with some residential development. Pedestrian bridges connect the three sections together. This report focuses on the primary fuel users located on the West Shore of the community. As stated above,the three primary users are the Power Plant, the Washeteria and the School. Bridge to Island from West Shore Note:The Housing Project operated by the Northwest Inupiat Housing Authority (NIHA) is an additional fuel user on the West Shore,however,their fuel system is not included in the proposed consolidated tank farm,since the existing 24,000 gallon tank appears to meet the Housing Project fuel demand,and the tank is in good condition.The Housing Project fuel system is interconnected to the Power Plant,Washeteria and School by the use of a common barge off-loading pipeline.If the barge off-loading pipeline is to be changed,the impact on the NIHA fuel system should be considered and addressed. A subsidiary of Ukpeagvik Inuptat Corporation 1 LOMF Incorporated (LL Selawik West Shore Consolidated Tank Farm Conceptual Design Report B.EXISTING FACILITY LAYOUT PLAN 1.Barge Off-Loading Pipeline The existing bulk fuel storage tanks at the Power Plant,Washeteria,School and Housing Project are currently filled through a common barge off-loading pipeline. Fuel is off-loaded from the delivery barge to a marine header,which is located at the raw water intake for the community's water system,just down stream from the pedestrian bridge which links the West Shore to the Island.From the marine header, the fuel is pumped through the barge off-loading pipeline to the various tanks and tank farms (see Existing Facility Layout Plan).The common pipeline is also used to transfer fuel from the School tank farm back to various school outbuildings throughout the year. 2.AVEC Power Plant a.Description The AVEC Power Plant provides electricity to the entire community of Selawik,using diesel fired generators.The generators draw fuel from bulk tanks located adjacent to the Power Plant. AVEC Tank Farm The tanks are located in three separate secondary containment areas which are constructed using wooden,or sand bag,dikes lined with impermeable membrane liners.Six of the tanks were installed during the summer of 1999 to meet increased power demand from the community.These new tanks are not connected to the manifold piping which feeds fuel to the generators or to the common barge off-loading pipeline which is used to fill the other tanks. Instead,they are filled through hose connections to the barge off-loading pipeline.Fuel from these newly installed tanks is transferred to the other bulk tanks using portable pumps. At the writing of this report,a new waste heat recovery system is being placed on line at the Power Plant.The waste heat is to be used to supplement the oil fired boilers at the Washeteria which heat the glycol recirculation lines in the community water and sewer pipelines. 2 LOMF Incorporated G)A mbsidiary of Ukpeagvik Inupiat Corporation Se, EXISTING FUEL EXISTING FUEL SYSTEM LAYOUT PER SEPTEMBER 30,1999 INSPECTION BY LCMF INC. eo 0 100 200 SCALE IN FEET PHOTO DATE:7/23/90 WEST SHORE CONSOLIDATED TANK FARM EXISTING FUEL SYSTEM LAYOUT PLAN SELAWIK,ALASKA LCMEF Incorporate 7xhncnerage,Nose”(oor)sf 330 CYBorrow,Alaska 907)852-8212 DATE:11/15/99 SCALE:1"=200'PLOTHNGDATE:12/13/99(08:21)AUTOCADDRAWINGNAME:036 SP1.0WGFIELDBOOK(S):CHECKED BY:WWW SHEET: DRAWN BY:KK w.O.No:99-036 Selawik West Shore Consolidated Tank Farm Conceptual Design Report b.Location The AVEC Power Plant and its bulk storage tanks are located on Lot 1 of Block5,Lot 5 of Block 3,and on portions of the North Tundra Street and 3 Avenue Right-of-Ways of US Survey No 4492. c.Current and Projected Fuel Usage The Power Plant's fuel consumption has been continually growing.Last season's fuel consumption was approximately 175,000 gallons. Due to the ongoing installation of water/sewer connections to the residences of Selawik,there is an ongoing increase in power consumption.The actual increase is difficult to forecast,however,using a 2%annual growth rate,the projected fuel demand at the Power Plant is approximately 250,000 gallons by the year 2020. d.Number of Tanks and Storage Capacity The Power Plant currently has 22 vertical BIA style tanks with a useful storage capacity of 164,720 gallons and a total shell capacity of 171,350 gallons.(See Appendix A:AVEC Tank Farm Information,for specific tank information). BIA style tanks were installed extensively at Bureau of Indian Affairs (BIA) facilities in Alaska in the 1950s and 1960s.Many of these tanks are still in service at various fuel facilities throughout the state.These tanks are distinctive due to their design.The tanks are vertical,cylindrical style with removable tops.Further,the tanks were manufactured in a range of diameters (typically in 6”increments)between 7'and 11°to allow multiple tanks to be "nested”one inside another for shipping. e.General Condition Summary The tanks appear to be in good condition.No significant corrosion,or damage, is apparent. A subsidiary of Ukpeagvik Inupiat Corporation & 3 LOMF Incorporated (Li) Selawik West Shore Consolidated Tank Farm Conceptual Design Report 3.City of Selawik Washeteria a.Description The City of Selawik's Washeteria provides drinking water to the Hscommunity,in addition [yt ae eetoprovidinglaundryiaRegfacilitiesandpublicfnaeSee showers.The Washeteria uses oil fired boilers for both heating the building and heating _glycol circulation loops,which prevent freeze-up of the = water and sewer lines Washeteria bulk tank and day tank in frontof building.around the community and heat the water in the facility's water storage tank. ey ea a ar .FPANGW ey kopeters5 a _. i a nn a cee The fuel for the boilers is stored in a single 10,000 gallon tank which is temporarily located to the northwest of the building.Fuel from the 10,000 gallon tank is pumped to a 600 gallon day tank located adjacent to the building, where it gravity feeds into the building's boilers.(See Appendix B:City of Selawik Washeteria Site Plan). b.Location The Washeteria is located adjacent to the south side of the School,at the cornerofWestTundraStreetand4"Avenue,on Lot 1 of Block 6 of U.S.Survey No. 4492. ce.Current and Projected Fuel Usage Fuel usage at the Washeteria is increasing each year as the water and sewer lines are extended to more parts of the community.Current projections for this year's fuel consumption is approximately 20,000 gallons. Since the water and sewer system is only 2/3 complete,it is estimated that an additional 10,000 gallons (30,000 gallons total)of fuel storage may be required to meet the facility's ultimate consumption. As mentioned above,the Washeteria is currently bringing a waste heat recovery system on line to assist the facility's oil fired boilers.The amount of fuel saved 4 LOMF Incorporated (KLaiaryofUkpeagvikInupiatCorporation\j Selawik West Shore Consolidated Tank Farm Conceptual Design Report by using waste heat is unknown at this time,however,some fuel savings should be realized. The actual current fuel usage for the Washeteria should be reviewed,after the waste heat recovery system is operational. d.Number of Tanks and Storage Capacity The Washeteria's bulk fuel is stored in one 10,000 gallon horizontal single walled tank. e.General Condition Summary The tank was upgraded to meet the State Fire and Life Safety Regulation requirements in the fall of 1999 and is in good condition. 4.Northwest Arctic Borough School District,School -Tank Farm &Out Buildings a.Description The Selawik School uses fuel oil to fire the boilers in the School building and in various outbuildings. Fuel oil is also used in the School's back-up generator.Fuel is stored in a tank farm located at the northwest corner of the School site. The tanks are filled through a common barge off-loading pipeline which is shared with the Power Plant and the Washeteria.The fuel is then distributed back through the barge off-loading pipeline to the School day tank and the various outbuilding day tanks,using a fixed pump system located adjacent to the School's day tank. b.Location The School is located on the School's Selawik School Tank Farm lease tract at the northwest corner of the community. A subsidiary of Ukpeagvik Inupiat Corporation & 5 LCMF Incorporated (i) Selawik West Shore Consolidated Tank Farm Conceptual Design Report ce.Current Fuel Usage An addition to the School,completed in 1998,has increased the building's fuel consumption.During the winter of 1998/1999,the School and its outbuildings consumed approximately 88,000 gallons of fuel.Some of the boilers were eventually turned off during the later parts of the spring and early summer of 1999,when the available fuel ran out. Since 1998/1999 was the new facilities first year in use,the fuel consumption figure for the School does not necessarily represent a worst case fuel consumption quantity.The estimated fuel consumption for a cold winter is approximately 110,000 gallons. The projected fuel consumption for the School is not anticipated to change in the near future.With the completion of the School addition,there are no planned expansions at this time.The only anticipated increase in fuel consumption will occur if new teacher housing is constructed.The annual use of the proposed housing is estimated to be around 5,000 gallons per year.The resulting anticipated maximum annual consumption is estimated to be approximately 115,000 gallons for the next 10 to 20 years. d.Number of Tanks and Storage Capacity The School's tank farm consists of 14 BIA style tanks located in two gravel diked secondary containment areas.The tank farm has a useful storage capacity 107,700 gallons and a total shell capacity of 113,400 gallons.(See Appendix C: Northwest Arctic Borough School District Tank Farm Information). e.General Condition Summary The tanks appear to be in good condition.The School and outbuilding day tanks appear to be in good condition,however,several code deficiencies were noted on each of the tanks,especially on the outbuilding day tank supports.The day tanks were recently upgraded with fill limiting valves which utilize a float actuated valve to prevent overfilling. A subsidiaryofUkpeagvik Inupiat Corporation &6 LOMF Incorporated (L.) Nee” Selawik West Shore Consolidated Tank Farm Conceptual Design Report 5.Northwest Inupiat Housing Authority a.Description The Northwest -Inupiat Housing Authority operates a community Housing Project on the west shore of the community.The facility includes a 24,000 gallon bulk fuel storage tank to supply its oil fire boilers. b.Location The Housing Project is See Sd a eee um.nad located to the west of the Sit alts BasWasheteria,on the edge of NIHA 24,000 Gallon Tankthecommunity. ce.Current Fuel Usage Fuel consumption data was not available for inclusion in this report,however,it is understood that the 24,000 gallon tank provides a year's supply of fuel for the facility. No future expansions or new projects have been identified,therefore, consumption is assumed to remain constant for the near future. d.Number of Tanks and Storage Capacity The Housing Project uses oil fired boilers which are fed fuel from a day tank located in front of the central building.The day tank is supplied fuel from a single,pile supported,horizontal,self diked tank with a storage capacity of approximately 24,000 gallons. Il.NEW FUEL SYSTEM A new consolidated bulk tank farm,and its associated fuel distribution systems,must be designed in accordance with regulatory/code requirements while meeting the needs of the individual users.The following sections will identify the applicable regulations and associated codes,review the proposed new consolidated tank farm site and identify the design parameters for the major components of the new facility. 7 LOMF Incorporated G)A subsidiaryofUkpeagvikInupiatCorporation & Selawik West Shore Consolidated Tank Farm Conceptual Design Report A.REGULATIONS/CODES Both State and Federal Regulations apply to bulk tank farms and distribution systems of this type.A summary of the relevant regulations,and their associated codes,which apply to a new bulk tank farm and fuel distribution system,are as follows: State of Alaska Fire and Life Safety Regulations (13 AAC 50) 1997 Uniform Fire Code as adopted by 13 AAC 50 1997 Uniform Building Code as adopted by 13 AAC 50 State of Alaska Oil and Hazardous Substances Pollution Control (18 AAC 75) EPA Oil Pollution Prevention Regulations (40 CFR Part 112)including Spill Prevention Control and Countermeasures (SPCC)Plan Regulations and Facility Response Plans e US Coast Guard Facilities Transferring Oil or Hazardous Material in Bulk (33 CFR Part 154) The current State of Alaska Fire and Life Safety Regulations adopted the 1997 editions of the Uniform Fire Code (UFC)and the Uniform Building Code (UBC).The code requirements of the UFC establish the primary design requirements for new facilities. The State of Alaska Oil and Hazardous Substances Pollution Control regulations apply to fuel systems which have a storage capacity of more than 420,000 gallons per Owner or Operator.Depending upon the ultimate total fuel storage capacity,arrangements between the fuel owners,and ADEC's interpretation of the facility,the facility may require a compliance with the State regulations and the facility may require a Contingency Plan (C- Plan). The US Environmental Protection Agency (EPA)regulations include two regulatory plans for fuel facilities:1)Spill Prevention Control and Countermeasures (SPCC)Plans and 2)Facility Response Plans (FRPs).The SPCC Plan identifies minimum fuel facility requirements for above ground tanks larger than 660 gallons,or which have an aggregatevolumeofmorethan1,320 gallons.The FRP is a spill response plan for facilities which are filled by marine vessel and which have a storage capacity of more than 42,000 gallons. Both of these regulations will apply to the new tank farm,due to its size and means of receiving fuel. The US Coast Guard Facilities Transferring Oil or Hazardous Material in Bulk regulations apply to fuel facilities that are capable of transferring fuel,in bulk,to or from a vessel with a capacity of 10,500 gallons or more.Since fuel is delivered to Selawik by barge,this regulation applies to the barge off-loading pipeline. A subsidiaryofUkpeagvik Inupiat Corporation8LOMFIncorporated { Selawik West Shore Consolidated Tank Farm Conceptual Design Report B.TANK FARM SITE A new consolidated tank farm site has been identified by AVEC,the City of Selawik and the Northwest Arctic Borough School District.This report evaluates the proposed site for its suitability for use as a bulk tank farm. The proposed site lies to the northwest of the School,along a gravel construction access road,which runs from the School to the Selawik River.See the following Conceptual Project Layout Plan drawing for the location of the proposed site. The proposed site is located out of the community,which reduces the danger associated with a fuel spill or fire,however,the site is also separated from the existing facilities which consume the fuel.For the Washeteria and the School,this will require the installation of piped fuel distribution systems.For the Power Plant,the increased distance to the tank farm creates concern regarding the reliability of fuel transfer systems.Given the importance of uninterrupted power supply,and the concerns of the community regarding the current Power Plant location,the Power Plant should be relocated to the new tank farm site. 1.Site Description The proposed site is situated on a ridge of higher ground,which runs east-west near the shore of the Selawik River.The site is separated from the School and Health Clinic by a low wet area,which appears to be an old river channel that has filled in with tundra.The site is bounded to the northeast by the recently abandoned City sewage lagoon and to the southwest by a gravel access road. The site is relatively well drained with a 1 -2%slope to the southwest.The surface is covered with undisturbed tundra. The initial site selection identified more area for consideration for the new tank farm. Upon inspection of the site and aerial photos,it was discovered that a low area on the southwest side of the gravel access road has poor drainage,which creates standing water.This wet area appears to be either an old lake or an area of thermal degradation.Either way,these are indications of thawed,or degrading permafrost, which would create significant design and construction problems.The remainder of the higher ground to the southwest of the access road is not adjacent to the access road,or is elevated above the access road,which would impact construction and future tank farm access,and is therefore not desirable. 2.Property Ownership A Certificate to Plat,purchased for this report,indicates that the record title for this area is vested in NANA Regional Corporation.(See Appendix D:Proposed Tank Farm Site Certificate to Plat). 9 LOMF Incorporated Coden of Uh ik Inupiat Corp ie PLOTTINGDATE:12/13/99(08:38)FIELOBOOK(S):AUTOCADDRAWINGNAME:036-SP.DWGaon 100 2001-_SCALE IN FEET ,ohoarNABSD£.ee m2 0 Un meSCHOOLRR PHOTO DATE:7/23/90 WEST SHORE CONSOLIDATED TANK FARM CONCEPTUAL PROJECT LAYOUT PLAN SELAWIK,ALASKA _. LEME wincorporated (73.\Anchorage,Alaska 907)562-1830 Borrow,Alaska CONCEPTUAL PROJECT LAYOUT PLAN Date 1717789 [SCE 1 =00 CHECKED BY:Www SHEET: DRAWN BY:KK W.O.No:99-036 Selawik West Shore Consolidated Tank Farm Conceptual Design Report No subdivisions or legal descriptions define the tank farm site or pipeline routes. These descriptions will be required in order to establish land transfers or leases for the improvements. 3.Site Access One of the primary reasons for the initial selection of the proposed site was the existence of the gravel access road.As previously stated,this road was built to allow easy access to the School for the recent construction at the School.The road provides access for heavy equipment to reach the area around the School from the Selawik River,which is not feasible through the community,due to congestion,abovegrade water/sewer pipelines and boardwalks. After reviewing the 1990 aerial photography,it appears that the road was built on an existing trail,which had previously disturbed the tundra.The road is reported to have been constructed by placing 2 to 3 feet of gravel directly on the tundra without geotextile underlayment.As of the fall of 1999,the road had settled to a level where the surface is nearly flush with the surrounding tundra.Given the apparent rate of settlement,the road may settle to a point where it is un-passable within 1 -2 years. 4.Soil Conditions No geotechnical investigations have been conducted at the proposed tank farm site, however,the general soil conditions for the area have been identified in various geotechnical reports.CH2M Hill summarizes some of these reports and includes new field data in their January 1996 Geotechnical Design Criteria,Selawik School Addition report which was prepared for the Northwest Arctic Borough School District (NABSD).See Appendix E. The CH2M Hill report included the findings of borings conducted for the School addition and information from previous reports in the area.The general soil conditions around the west shore portion of Selawik were found to consist of 24 -28 degrees F permafrost with a typical active layer of 1-2 feet thick where the tundra is undisturbed and up to 5 feet thick where the tundra is disturbed.The soil profiles indicate a surface layer of peat and organic silt,2 -8 feet in depth,underlain with layers of ice-rich silts and ice-rich organics.Massive ice and ice wedges were found within 20 feet of the surface,some measuring up to 14 feet thick. The CH2M Hill report also addresses the design of adfreeze piling for the new School design.The report graphically identifies allowable pile loading for various steel pile diameters vs.pile depths.In summary,an allowable pile loading of 50 kips is possible using a 12 inch diameter steel pipe pile installed to a depth of 30 feet in an augered hole which is backfilled with a sand/water slurry.This type of pile develops 10 LCOMF Incorporated yeirteniall y of Ukpeagvik inupiat Corp Selawik West Shore Consolidated Tank Farm Conceptual Design Report its load capacity through its bond to the frozen sand/water slurry,which is in turn bonded to the surrounding soil. The CH2M Hill report does not address the design of a thermally stable gravel pad. However,the identification of an active layer up to 5 feet thick where the tundra is disturbed provides a basis for designing a gravel pad and access road improvements. A general rule of thumb is to construct a pad,or road cross section,which provides more insulation than the existing tundra,therefore,the depth of the thaw will not penetrate through the embankment and thaw the underlying ice rich soils.Typically, these embankments are constructed with rigid insulation installed in the fill. In addition to considering installing insulation to limit the depth of thaw,the adverse effects of the rigid insulation and snow accumulation (which acts as an insulator)on refreezing the thawed soils must be considered.Due to their design,the tank farm dikes tend to collect snow,which accumulates in drifts in and around the diked areas. This added insulation may prevent the cold ambient air temperatures during the winter from completely refreezing soils in the active layer.If this is allowed to occur over several seasons,the depth of thaw will increase,eventually reaching the underlying ice rich soils,melting the ice,which causes settlement.This scenario is possible in Selawik.In order to prevent this,thermal syphons can be installed in the embankment.The thermal syphons provide a passive refrigeration system that draws heat from the ground during the winter,allowing the active layer to refreeze,and shuts-down in the summer so as not to add heat to the frozen soils.This system has no moving parts and does not require maintenance,as long as the gas charge is maintained and the units are not damaged. Upgrading of the access road differs from the construction of a new pad on undisturbed tundra.Since the road is already settling,some of the underlying ice has melted,saturating the gravel.The moisture content of the fill material increases the amount of heat required to thaw the wet gravel once it is frozen.Since settlement has already occurred,the design of an upgrade to stabilize the road will only have to address thermally stabilizing the road.By adding approximately 4 inches of rigid insulation and 2 feet of additional fill,the depth of thaw should be maintained in the road fill material,which is thaw stable.Some heaving may occur,depending upon the amount of fines in the fill material,but the underlying ice rich soils should remain frozen.The resulting raised road will tend to blow clear,not allowing snow to insulate the road and limit freeze-back. 5.Flooding The U.S.Army Corps of Engineers -Flood Plain Management Services "Alaskan Communities Flood Hazard Data 1998”states that there has not been any flooding of the community since a channel was cut between Selawik Lake and Selawik River upstream of the community.(See Appendix F:U.S.Army Corps of Engineers Flood 11 LOMF Incorporated (L)A subsidiary of Ukpeagvik Inupiat Corporation & Selawik West Shore Consolidated Tank Farm Conceptual Design Report Data).Further,the proposed tank farm site appears to be at a higher elevation than historic flood levels. 6.Erosion The proposed site is located on the inside of a curve in the Selawik River,roughly 800 feet from the shore,therefore,erosion is not anticipated to be a problem for either the new tank farm or a new marine header. 7,Seismic/Wind Design Criteria In accordance with the 1997 UBC,Selawik lies in a 2B seismic zone and has a design wind speed of 100 mph.The tank farm site is situated away from buildings and natural wind breaks,resulting in an exposure C wind classification. C.TANK FARM DESIGN The new consolidated tank farm is intended to include bulk fuel storage for the AVEC Power Plant,the City of Selawik's Washeteria,and the NABSD's School.The fuel stored in the tank farm is to be distributed to each of these user facilities.In order to best fit the site conditions and the requirements of the fuel users,the new consolidated tank farm design should address the following. 1.Tank Farm Siting Given the physical restrictions of the site,the new consolidated tank farm should be installed parallel to the access road.By considering the access road to be a public right of way,the tank farm should be set back from the edge of the road in accordance with the UFC setback distances.In addition,consideration for maintaining adequate separation from the abandoned sewage lagoon should be considered. A geotechnical investigation should be conducted prior to completing the final design to determine the actual site soil conditions and investigate if the abandoned sewage lagoon has developed a thaw bulb which would compromise the tank farm location. Access to the tank farm should be provided by building a gravel pull-out area along the access road big enough for equipment and vehicles to park and not block the road.The access pads should be designed to be thermally stable,in order to provide long term use. idiary of Ukpeagvik Inupiat Corp ie ' 12 LOMF Incorporated (L.)Asub N y Selawik West Shore Consolidated Tank Farm Conceptual Design Report 2.Tank Farm Foundation and Secondary Containment System The traditional method for building a bulk fuel tank farm in an area underlain with permafrost is to construct an insulated gravel tank farm pad with thermal syphons. This approach is feasible at the proposed tank farm site,however,Selawik lacks a suitable material source to provide fill material.As a result,all gravel fill must be imported by barge.The resulting cost for mining,hauling and placing gravel is approximately $100/cubic yard. Given the high cost of fill material,the traditional use of gravel dikes constructed on top of the gravel pad is not practical due to the large volume of gravel required. A suitable alternative to gravel dikes is the use of a timber dike wall (see the following Gravel Pad and Timber Dike Detail drawing).The resulting reduction in the gravel volume typically more than off-sets the cost of the timber dikes.Once constructed,the diked area is lined with an impermeable membrane liner. An alternate to constructing Typical timber dike and thermal syphon installation a gravel pad,is the use of a pile supported tank farm (see the Pile Supported Steel Containment Basin Detail Drawing).This approach incorporates the construction of a steel deck on top of support piles,upon which the tanks are placed.Secondary containment is provided by steel dikes installed on top of the platform,where the continuously welded steel floor and dikes provide a liquid tight basin.This alternative does not require the use of a gravel pad.This system has already been successfully implemented in Selawik at the retail tank farm located on the island portion of the community. The construction cost of each of these alternatives should be evaluated separately, however,there is a long term cost savings provided by the pile supported steel containment basin,due to the durability of the steel and the ease of repairing steel vs. membrane liners.In addition,the elevated steel platform provides easy inspection of the containment area and supports,while the membrane liner is covered by a protective layer of gravel and the tanks.As a result of these items,the pile supported, elevated steel containment basin should provide a longer practical life than a secondary containment system constructed using membrane liners. 1B LOMF Incorporated hi.)a,yAsubsidiaryofUkpeagvikInupiatCorporation PLOTTING DATE:12/13/99 (08:43)AUTOCAD DRAWING NAME:036--GPTDD.DWG CHAIN.LINK H FENCE = SHEET METAL aNCOVER= TANK 7.THERMOSYPHON ae ANCHOR =6x6 PT TIMBER bx6 PT Lt STEEL y CONTAINMENT DIKE TIMBER RINGWALL Hy <-XxX XX ew . 28 0°°"I 4”RIGID INSULATION b °°.oO ;*eS /NFS GRAVEL BILL?: °3 o °NN °6 °°yj °i ;:ane --o. _00 2.0 an) t bat ra}bd 2.5KXRKKKKKRRRNRKKKKKKKKKKKRKRRKXXX° °°\:°° .o °¥°---°°°°1 ro ve ;_e -oe 8 9 NFR GRAVEL Peseo°"o °-og og |O06 OG O°oO.of |30°? *NOTE: 2'DIKE HEIGHT FOR BIA STYLE TANKS 3'DIKE HEIGHT FOR 34,000 GALLON TANK SISAL LYSAYYONa XS XS NL,SIV ARRSSSANSAX 7NON-WOVEN GEOTEXTILE X PRIMARY MEMBRANE.LINE NON-WOVEN GEOTEXTILE NN YY»\S-12x8 PT TIMBER WOVEN POST GEOTEXTILE LCMF Incorporated 562-1830Anchorage,Alaska 907 852-8212Barrow,Alaska 907 A subsidiary of Ukpeagvik Ifupiat Corporation |[_J WEST SHORE CONSOLIDATED TANK FARM GRAVEL PAD AND TIMBER DIKE DETAIL SELAWIK,ALASKA DATE:11/17/99 DRAWN BY:KK SHEET: SCALE:NTS CHECKED BY:WWW W.O.No:99-036 Selawik West Shore Consolidated Tank Farm Conceptual Design Report Another benefit of the elevated,pile supported tank farm is that blowing snow is permitted to pass beneath the structure,reducing snow drifting.Since the tank farm site is located upwind from the access road,there is a potential for drifts from dikes and tanks located on a gravel pad to cover the access road.This drifting may impact the refreezing of the active layer beneath the road,causing settlement.If the tank farm is elevated, drifting would be drastically reduced. 3.Fuel Storage Capacity Each of the three primary fuel users have identified a desired usable fuel storage volume for their portion of the new consolidated tank farm.These volumes are based on both their existing fuel consumption, plus the anticipated growth over the next 15 - 20 years,which is the estimated design life of Typical pile supported tank farm the facility. Consolidated Tank Farm Design Volumes Usable Fuel Capacity Shell Capacity Owner 95%Shell Cap (gal)(gal) AVEC 250,000 263,000 City of Selawik 30,000 31,500 NABSD 120,000 126,000 Total:395,000 420,500 4.Tanks The existing tanks for each of the three primary fuel users appear to be suitable for continued service with some repairs and upgrades.The upgrades include the addition of emergency venting and liquid level gauges,the replacement of threaded shell nozzles with new flanged nozzles,and the application of new tank coatings.The tanks should be thoroughly cleaned and inspected,if they are to be reused.It should be noted that when reusing older equipment,unforeseen corrosion or damage may be discovered during the inspection,which will require additional repairs. A subsidiary of Ukpeagvik Inupiat Corporation 14 LOMF Incorporated (L.)eae id AUTOCADDRAWINGNAME:036-PSCB.DWGPLOTTINGDATE:12/13/99(08:40)| -CHAIN LINK FENCEolaWITHBARBEDWIRE& ea) Ny is|Nr "|| TANK STEEL BEAM |S ; TANK SUPPORT |S(TYPICAL)S} ” N bu 0 -STEEL PURLIN STEEL BEAM aLePILECAPWe VARIES ge eh STEEL PILE EXISTING|J GRADE MY”ESM MNANACi"=SAND ; Vy:WY,SLURRY O T_\I-:2'DIKE HEIGHT |oY,FOR BIA STYLE »ae _TANKS. INS KRI KN ANT.7 3'DIKE HEIGHT FOR 34,000 GALLON TANKS. LCMF IncorporatedAsubsidiaryofUkpeagvikIfupiatCorporation |{. Anchorage,Aloska 907)562-1830 Borrow,Alaska 907)852-8212 WEST SHORE CONSOLIDATED TANK FARM PILE SUPPORTED STEEL CONTAINMENT BASIN DETAIL SELAWIK,ALASKA DATE:11/17/99 |DRAWN BY:KK SHEET: SCALE:NTS CHECKED BY:WWW W.0.No:99-0356 Selawik West Shore Consolidated Tank Farm Conceptual Design Report The existing fuel storage tanks do not have adequate shell capacity to provide the desired fuel storage identified above,therefore,new tanks will have to be brought in. If new BIA sized tanks (roughly 8,000 gallon capacity)are used to supplement the Power Plant and School fuel storage,a total of 13 new tanks will be required (11 for the Power Plant and 2 for the School).Since the Washeteria has an existing 10,000 gallon horizontal tank,two new 10,000 gallon horizontal tanks could be provided to make up the shortage in the Washeteria storage capacity.The horizontal tanks have been identified for the Washeteria to prevent mixing different height tanks,which can lead to inadvertent tank overfilling due to fuel leveling between tanks of different heights. These new tanks would be shop fabricated and shipped complete.The new tanks must be designed and constructed in accordance with a nationally recognized standard,such as Underwriters Laboratories (UL),and bear a placard indicating the standard used.Unfortunately,no vendors are currently fabricating BIA style tanks, which can be nested to save in shipping costs. A tank farm layout using BIA sized tanks on a gravel pad with timber containment dikes is presented on the following Gravel Tank Farm Pad With BIA Style Tanks drawing,and a tank farm layout for BIA sized tanks in an elevated steel containment basin is presented in the following Pile Supported Tank Farm With BIA Style Tanks drawing. Alternatively,new larger tanks could be purchased to both replace the existing tanks and make up the fuel shortage.The use of fewer larger new tanks would simplify the new tank farm construction and operation.It would also provide new tanks for all fuel storage,replacing the existing tanks,which are typically more than 20 years old. The selection of larger tanks should consider several issues,including tank cost, optimizing the tank footprint vs.the required containment area size,and seismic/wind loading.One tank size that balances these criteria is the use of an 18”diameter by 18' tall vertical tank,which provides a shell capacity of roughly 34,000 gallons and a usable capacity of roughly 32,000 gallons.Since the tanks have a larger capacity, only 13 new 34,000 gallon tanks would be required to provide all of the facility's required fuel storage capacity.The old tanks would then be available for surplusing or demolition,if their condition warrants. Due to the size of a 34,000 gallon tank,shipping of shop fabricated tanks would not be feasible,therefore it would be cost effective for them to be field erected.By shipping the tank steel unassembled,significant savings in shipping cost would offset the increased labor costs for field erection.The tanks should be designed and constructed in accordance with UL Standard 142.Through special arrangement,the tanks can be field inspected and receive a UL label,as required by the Uniform Fire Code. 15 LOMF Incorporated (aAsubsidiaryofUkpeagvikInupiatCorporationee, PLOTTING DATE:12/13/99 (08:54)AUTOCAD DRAWING NAME:036-GTFP.DWG TRANSFER PUMP BIA STYLE TANKS 3”0 NIHA FILL PIPELINE 3”WASHETERIA FUEL DISTRIBUTION PIPELINE ANDTIMBERDIKEDETAILQa a a>(TYPICAL)( 8,000 GALLON =. TIMBER DIKE AVERAGE CAPACITY)©38 SCHOOL FUEL GRAVEL PAD (TYPICAL)(TYPICAL)DISTRIBUTION PIPELINE (TYPICAL)q NY/| L r 7 ; OF eS SWS §==)SISTER)IS}IS Co } NA S||S}|S ()( A dee =-Nn 4 \e NA FUTURE TANKS -\-INTERMEDIATE DIKE . (TYPICAL)(TYPICAL) (50')INABSD ( 121,000 GAL USABLE)AVEC ( 250,000 GAL USABLE) CITY OF SELAWIK (100')(200') (28,000 GAL USABLE)370' 4°90 PIPELINE FROM BARGE 2”0 PIPELINE TO POWER PLANT LOMF IncorporatedAsubsidiaryofUkpeagvikIfupiatCorporation Anchorage,Alaska 907)562-1830 Barrow,Alaska 907)852-8212 WEST SHORE CONSOLIDATED TANK FARM GRAVEL TANK FARM PAD WITH BIA STYLE TANKS SELAWIK,ALASKA DATE:11/17/99 DRAWN BY:KK SHEET: SCALE:NTS CHECKED BY:www w.O.No:99-036 PLOTTING DATE:12/13/99 (08:48)AUTOCAD DRAWING NAME:036-BIA1.DWG -IlgaeY&<”ast 3”NIHA 220 FILL PIPELINE sXe STEEL CONTAINMENT BIA STYLE TANK YEG 3°0 WASHETERIA FUEL BASIN ( 8,000 GAL AVERAGE FOG DISTRIBUTION PIPELINE CAPACITY)(TYPICAL) 3°@ SCHOOL FUEL TRANSFER PUMP DISTRIBUTION PIPELINE|rrrea "I i x 7 at t OF ©) N24 °(\(\ Y)N74 N74 (\(\ INTERMEDIATE DIKE \LFUTURE TANKS (TYPICAL)(TYPICAL) NABSD(50°)( 121,000 GAL USABLE)AVEC ( 250,000 GAL USABLE) CITY OF SELAWIK (28,000 GAL USABLE) 4°6 PIPELINE FROM BARGE (100')(200')"2°PIPELINE TO POWER PLANT LCMF IncorporatedAsubsidiaryofUkpeagvikIfupiatCorporation Anchorage,Alaska 907)562-1830 Barrow,Alaska 907)852-8212 WEST SHORE CONSOLIDATED TANK FARM PILE SUPPORTED TANK FARM WITH BIA STYLE TANKS SELAWIK,ALASKA DATE:11/17/99 DRAWN BY:KK SHEET: SCALE:NTS CHECKED BY:WWW W.O.No:99-036 Selawik West Shore Consolidated Tank Farm Conceptual Design Report A tank farm layout using 34,000 gallon tanks on a gravel pad with timber containment dikes is presented in the following Gravel Tank Farm Pad With New 34,000 Gallon Tanks drawing and a tank farm layout for the 34,000 gallon tanks in an elevated steel containment basin is presented in the following Pile Supported Tank Farm With New 34,000 Gallon Tanks drawing. Whichever tanks are selected,extra space for future additional storage tanks should be provided,wherever possible,without significantly increasing the construction cost. It should be noted that due to the requested amount of usable fuel storage,the total shell storage capacity of the entire tank farm will most likely exceed 420,000 gallons. If it is desirable to limit the tank farm's total capacity below this level,different combinations of tank sizes and reconsideration of each entities'fuel storage needs should be evaluated. 5.Tank Foundations Due to the seismic and wind loading criteria imposed by the Uniform Building Code, the tanks will require anchorage.If the tanks are installed on a gravel pad,one method for providing tank hold down is to install the tank on top of a gravel filled steel basin and use the gravel weight to provide the tank hold-down.(See the detail on the Gravel Pad and Timber Dike Detail drawing). For tanks installed in an elevated steel containment basin,the tank can be anchored to the steel deck structure,which transfers the tank loading through the structure into the support piling,countering the overturning loads. For both installations,consideration should be given to separate the tank bottoms from the gravel pad or steel containment basin floor to minimize corrosion potential. This separation can be provided by a membrane liner,or by elevating the tanks on timber or steel supports.An additional advantage from using supports is that the bottom becomes visible for future inspections. 6.Barge Off-Loading Pipeline The existing barge off-loading pipeline runs through the center of the School's property and the heart of the community on the west shore.Further,the existing marine header is located at the community's drinking water intake.Both of these conditions increase the impact if a fuel spill was to occur during barge off-loading. Given these conditions,the installation of a new marine header and pipeline away from the community should be included with the new tank farm. The best location for a new marine header would be at the barge landing area at the end of the existing gravel access road.From this location,a new barge off-loading pipeline would run parallel to the access road to the new tank farm.Since only 16 LOMF Incorporated (aAsubsidiaryofUkpeagvikInupiatCorporation& PLOTTING DATE:12/13/99 (08:50)AUTOCAD DRAWING NAME:036-34GTFP.DWG TRANSFER PUMP DIKEDETAILGRAVELPADANDTIMBERGRAVEL PAD 3°NIHA TANK FILL PIPELINE 3"WASHETERIA FUEL DISTRIBUTION PIPELINE 3”°@ SCHOOL FUEL4"9 PIPELINE (TYPICAL)\|(TYPICAL)\DISTRIBUTION PIPELINE]FROM BARGE TIMBER DIKE |\(TYPICAL)\ x i I oN 2°9 /\PIPELINE |}TO POWER[S Ry NT PLANT >-oe = >_----ra '/'C)C)|\t \ \q \i] \/\_? [7 \LC FUTURE TANKS|INTERMEDIATE \-NEW 34,000 GALLON(TYPICAL)DIKE _(TYPICAL)TANKS (TYPICAL) CITY OF SELAWIK NABSD 32,000 GAL USABLE)(130,000 GAL USABLE,AVEC (260,000 GAL USABLE) (52')(52')(104') 230' Anchorage LCMF IncorporatedAsubsidiaryofUkpeagvikIfupiatCorporation ,Alaska 907)562-1830 Barrow,Alaska 907)852-8212 GRAVEL TANK FARM PAD WITH NEW 34,000 GALLON TANKS SELAWIK,ALASKA WEST SHORE CONSOLIDATED TANK FARM DATE:11/17/99 DRAWN BY:KK SHEET: SCALE:NTS CHECKED BY:www W.O.No:99-036 PLOTTING DATE:12/13/99 (08:57)AUTOCAD DRAWING NAME:036--34GT.DWG 3°NIHA FILL PIPELINE ty 30 WASHETERIA FUEL STEEL CONTAINMENT TRANSFER PUMP _DISTRIBUTION PIPELINEBASIN(TYPICAL)we ,S38 3°SCHOOL FUELBEAM(TYPICAL)NEW 34,000 GALLON IIS DISTRIBUTION PIPELINETANKS(TYPICAL)q425PILEmera)Ox . r 1 I aN I 4"0 PIPELINE -_2"0 PIPELINE FROM \TO POWER YY VoiS J __- -a ™/\aT N\mS (\\\j/\/Ns Nvf NS INTERMEDIATE.STEEL -(TYPICAL)CITY OF SELAWIK NABSD DIKES (TYPICAL) (32,000 GAL USABLE)(130,000 GAL USABLE AVEC (260,000 GAL USABLE) (52')(52')(104') WEST SHORE CONSOLIDATED TANK FARM PILE SUPPORTED TANK FARM WITH NEW 34,000 GALLON TANKS SELAWIK,ALASKA LCMF IncorporatedAsubsidiaryofUkpeagvikIfupiatCorporation Anchorage,Alaska {3073 562-1830Barrow,Alaska 907)852-8212 DATE:11/17/99 DRAWN BY:KK SHEET: SCALE:NTS CHECKED BY:Www W.O.No:99-036 Selawik West Shore Consolidated Tank Farm Conceptual Design Report heating oil is to be stored at the new tank farm,only a single pipeline is required.In order to provide faster fuel transfer rates,a 4 inch diameter welded steel pipeline should be installed. With the installation of a new marine header and barge off- loading pipeline,the existing common use barge off- loading pipeline would be terminated short of the river bank,but left in place for fuel distribution to the existing School outbuilding day tanks. One consequence of changing the marine header and barge off-loading pipeline will be the isolation Existing marine header and raw water intake of the NIHA fuel system.In order to leave their system intact,a new means of filling their tanks must be provided. The most simple system would be to provide a continuation of the new barge off- loading pipeline,which would run from the new tank farm to the existing NIHA tank. This new pipeline would be run parallel to the new fuel distribution pipeline to the Washeteria. 7.Fuel Distribution Systems With the relocation of the tank farm,fuel must be distributed back to the fuel users. As stated above,new fuel transfer systems and pipelines will be required to feed fuel to the School and Washeteria,while the relocated Power Plant can pull fuel directly from the tank farm into automatic day tanks inside the Power Plant. The new fuel distribution system for the Washeteria would incorporate a fixed transfer pump mounted at the tank farm to push fuel to the Washeteria's exterior day tank through a 3”welded steel pipeline.The centrifugal transfer pump should be manually controlled with two fail-safe electrical systems,a timer and high level shut- off switch located in the receiving tank to shut down the pump before overfilling. The receiving tank should also be equipped with a float actuated valve which would stop filling upon reaching a predetermined liquid level in the tank. The School's distribution system would be similar to the Washeteria's,however,it would require more complex controls to lock out non-receiving tanks connected to the common distribution pipeline (ex-barge off-loading pipeline).The isolation of the appropriate receiving tank could be accomplished by using solenoid valves and 17 LOMF Incorporated @)A subsidiary of Ukpeagvik InupiatCorporation SE, Selawik West Shore Consolidated Tank Farm Conceptual Design Report selecting the receiving tank at the pump control panel.The existing School and outbuilding day tanks currently have fill limiting valves installed,and would only require the installation of the high level shut-off switches and isolation solenoid valves. D.POWER PLANT RELOCATION As stated above,the location for the new consolidated tank farm will require that the Power Plant be relocated adjacent to the tank farm.The proposed relocation will include moving the main Power Plant Butler building,the additional generator module,and the associated storage connexes and buildings.The relocated buildings and structures would be installed on new pile foundations.In order to minimize the potential of fire spread from either the Power Plant to the tank farm,or visa versa,the Power Plant would be installed with 100°of separation. Other work associated with the relocation of the Power Plant is the extension of two runs of dual 3-phase power lines from the existing power grid to the new Power Plant site.Both of these overhead power lines would extend roughly 1,000 feet.Power poles would need to be installed at roughly 200'intervals. In addition to reconnecting the Power Plant to the community power grid,the Power Plant's waste heat recovery system will need to be reconnected to the Washeteria.Due to the resulting length of the circulation loop,the system should be reviewed to maximize the efficiency of the system.At a minimum,the flow pump sizing and insulated pipe sizing should be reviewed.The new waste heat piping would follow the Washeteria fuel distribution pipeline to the building. E.PERMITTING The construction of a new consolidated bulk tank farm will require the submittal of design drawings to the State of Alaska Department of Public Safety Fire Marshal for review and approval. A US Army Corps of Engineers permit will be required for all fill placed on wetlands.Fill placed for use with the new fuel system may qualify for use of the Corps'General Permit for tank farm and associated uses.The benefits of using the General Permit include a reduced review period from 120 days to 15 days. Depending upon the final size of the tank farm,the facility may,or may not,require a review and approval by the ADEC for compliance with the Oil and Hazardous Substances Pollution Control regulations. 18 LOMF Incorporated A subsidiary of Ukpeagvik Inupiat Corporati Selawik West Shore Consolidated Tank Farm Conceptual Design Report F.CONSTRUCTION SCHEDULE For comparison,four separate construction schedules are presented on the following charts. The schedules address the two main alternative portions of the tank farm design which impact the construction schedules,tank farm foundations (gravel vs.pile)and tanks (refurbished BIA tanks with new BIA sized tanks vs.new 34,000 gallon tanks).The titles of each of the schedules indicates which combination of these options are included. The schedules are based on a one year construction period starting after the completion of the design in the spring of 2000 and ending in the fall of the year 2001.The practical limitations of the design timeline,material procurement and delivery and site access, control the tank farm construction schedule. G.BUDGET PROJECT COST ESTIMATES Four budget project cost estimates are presented for cost comparison in Appendix G.The four estimates are based on the four proposed construction schedules identified above,with the resulting labor and equipment costs reflected in the estimates.Each estimate includes construction costs,design costs,regulatory development costs (excluding development and implementation costs for C-Plans)and associated project management costs.The construction costs include upgrading the access road,constructing the tank farm and distribution systems,and relocating the Power Plant. A summary of the four budget project cost estimates is as follows: BIA tanks on a gravel pad $4.56 million BIA tanks on pile supported platform $4.16 million 34,000 gallon tanks on a gravel pad $4.42 million 34,000 gallon tanks on pile supported platform $4.34 million These estimates are based on historical costs for force account construction using competitively bid gravel hauling and placing.The estimate includes a 15%contingency for unaccounted construction costs. IV.RECOMMENDATIONS Considering the alternatives presented above and the Budget Project Cost Estimates,we recommend that the new consolidated tank farm be constructed using new 34,000 gallon tanks located in elevated,pile supported steel containment basins.While this is not the lowest cost combination of alternatives,we feel that the additional life span of the new 34,000 gallon tanks, has a greater value to the community.It is possible that with proper maintenance and care,the new tanks and steel containment area would be suitable for service for more than twice the 19 LOMF Incorporated idiary of Ukpeagvik Inupiat Corporati GRAVEL TANK FARM WITH BIA TANKS 00 Task Name -Stat Finish _|Jut |Aug |Sep |Oct [Nov |Dec |Jan [Feb |Mar |Apr |May |ine oa |Aug| au ace Gr./00 8/31/00 =I |:'} Receive Materials 8/1/00 9/29/00 ):'';:Coot tt Bob Construct Tank Farm Dikes/Liner 9/1/00 10/31/00 , oa:|:Po EG Construct Tank Foundations 9/15/00 10/31/00 :;;; |i:Ey fe:PoP Build Power Line Extension 9/1/00 9/30/00 '',::' re Place New Tanks 10/2/00 10/31/00 a Winter Shut Down suo trevor]a ee Build Power Plant Foundation 21101 331/01 ::':1 '';;|rs See Move Power Plant 3/1/01 4/30/01 ':, Hs |ce Se Move Old Tanks 3/1/01 4/30/01 ':''.'':: |Do |C-O: Demolish Old Tank Farms 3/1/01 3/31/01 ;; Build Fuel Distribution Systems 4/2101 7/31/04 |:|:cI eeeerecemmrwe 1 Refurbish Old Tanks 5/101 7/31/01 ::;;ee Receive Fuel in New Tank Farm 8/31/01 8/31/01 ||:Fo PoP bb 4 Equipment 8/1/00 7/31/01 2}Pt Loader 8/1/00 10/31/00 ; Loader Standby 11/100 1/31/01 Dt Loader 2101 7/31/01 1 Skid Steer 8/1/00 10/31/00 ': Skid Steer Standby 11/100 1131/01 : Skid Steer 201 7/31/01 :1 Drill Rig 9/1/00 9/30/00 ; Drill Rig Standby 10/2/00 1/31/01 ; Drill Rig 201 3/31/01 | Drill Rig Standby 4/2101 5/31/01 tt Crane Standby 10/2/00 2/28/01 ;| Crane 3/1/01 5/31/01 |; PILE SUPPORTED TANK FARM WITH BIA TANKS Task Name Start Finish (00 2001 Haul &Place Gravel Receive Materiais Build Power Line Extension Winter Shut Down Install Tank Farm &Power Plant Piling Build Tank Farm Containment System Install New Tanks Build Fuel Distribution Systems Move Power Plant Move Old Tanks Demolish Old Tank Farms Refurbish Oid Tanks Receive Fuel in New Tank Farm Equipment Loader Loader Standby Loader Skid Steer Standby Skid Steer Drill Rig Drill Rig Standby Drill Rig Drill Rig Standby Crane Standby Crane 7/3/00 8/1/00 9/1100 10/2/00 2/1/01 1/01 4/2/01 4/2/01 4/2/01 4/2/01 4/2101 S/1/01 8/31/01 8/1/00 8/1100 10/2/00 2/1401 11/1400 2/1 9/1/00 10/2/00 21K S/1/01 10/2/00 3/1/01 8/31/00 9/29/00 5/15/01 TRAM 5/31/01 4/20/01 4/30/01 711 8/31/01 7111 9/29/00 131101 7/31/01 131/01 7R1K01 9/30/00 1/31/401 4/30/01 5/31/01 2/28/01 5/31/01 I Jut_|Aug |Sep |Oct [Nov |Dec |Jan [Feb]Mar |Apr [May |Jun |Jul [Aug 1 -PPE ES oe -ee ||(UMMM rr ee ee Poort es| rroePEEGEMes-oerra| ita aare| i GRAVEL TANK FARM WITH NEW 34,000 GALLON TANKS Task Name Start Finish i |Aug |Sep |Oct |Nov |Dec |Jan [Feb|Mar |Apr |May |Tin [Aug|Haul &Place Gravel 713/00 --8/31/00 -- j ::':: Receive Materials 71300 930/00 pew EE Build Power Line Extension 9/1/00 =9/30/00 co |||:::: Build New Tanks 7/400 10/30/00 |oy :|||: Construct Tank Farm Dikes &Liner 9/4/00 =10/31/00 cI ':'::'' Construct Tank Foundations 10/2/00 10/31/00 |ro Dt ||||| Place New Tanks 3101 4/17/01 |::||co || Winter Shut Down 14100 ©1/31/01 ||IUTNETGATTUT Do ::: Build Power Plant Foundation 2/1/01 331/01 ::'I Move Power Plant W101 4/30/01 ;oe |; Demolish Old Tank Farms B11 3/80/01 Dt ;Poot Build Fuel Distribution Systems 4/3/01 TAK ||a Receive Fuel in New Tank Farm 873101 8/31/01 :|:Pot 4 Equipment 87300 7/31/01 ::||| Loader 7/400 10/30/00 |ws ||: Loader Standby 1100 1/31/01 Pott ||| Loader 22101 =7AM ||-+ Skid Steer 7/4100 10/30/00 |=Dob tt Skid Steer Standby 11100 1/31/01 Dt :||: Skid Steer 22101 =7/101 ||)+ Drill Rig 9/100 9/30/00 chDrillRigStandby10/200 1/31/01 DO] Drill Rig 2n01 =381/01 Pott : Drill Rig Standby 4201 5/31/01 ||| Crane 7/400 10/30/00 |e -1CraneStandby144002/28/01 Pot | Crane B11 «6/1/01 ! PILE SUPPORTED TANK FARM WITH NEW 34,000 GALLON TANKS Task Name Start Finish 00 2001 Haul &Place Gravel Receive Materials Build New Tanks Build Power Line Extension Winter Shut Down Install Tank Farm &Power Plant Piling Build Tank Farm Containment System Install New Tanks Build Fuel Distribution Systems Move Power Plant Demolish Old Tank Farms Receive Fuel in New Tank Farm Equipment Loader Loader Standby Loader Skid Steer Standby Skid Steer Drill Rig Drill Rig Standby Drill Rig Drill Rig Standby Crane Crane Standby Crane 713/00 TRO TRO 9/1100 110 2/1401 W101 4/2101 4/3/01 4/2/01 4/2101 8141 8/2/00 7RRO 11100 2/1/01 10/2100 2/1401 9/1/00 10/2/00 2101 5/1/01 7BKO 1100 3/1401 8/31/00 9/30/00 10/30/00 9/30/00 181101 4/30/01 4/30/01 5/15/01 6/30/01 5/31/01 4/30/01 8/3141 711 10/30/00 13141 6/30/01 13141 6/30/01 9/30/00 131401 4/30/01 5/31/01 10/30/00 2/28/01 5/31/01 Jul_]Aug {Sep |Oct |Nov |Dec -S Jan [Feb]Mar |Apr [May |Jun [Jul |Aug \"0 ee |i}(MME re re EErroeDb2 ae :Oe oe Pp i Ee i 4 Selawik West Shore Consolidated Tank Farm Conceptual Design Report anticipated useful life of a tank farm constructed with impermeable membrane liners with refurbished tanks which are already more than 20 years old. In addition to the increased life span,the use of new 34,000 gallon tanks will greatly simplify the fuel system,as compared to using a large number of the smaller BIA sized tanks.This simplification can result in the avoidance of a spill due to operator confusion. Further,if there ever was a spill in the containment area,it is significantly easier to recover spilled fuel from a steel containment area than from a containment area which uses membrane liners covered with a protective layer of gravel.Not only is liner damage a very real result during clean-up,but the added expense of cleaning the contaminated gravel is very significant. Once damaged,it is very difficult to completely repair the liner.As a result,the entire liner may need to be replaced,necessitating the removal of all tanks and foundations,or the liner may be put back in service with leaks,resulting in contamination of the underlying ground,should another leak occur. In summary,we recommend that the new consolidated tank farm be constructed using a pile supported steel containment basin and new 34,000 gallon tanks.If required by budget restraints, the re-use of the existing tanks and installation of new BIA sized tanks will provide a suitable facility. AsubsidiaryofUkpeagvik Inupiat Corporation X20LOMFIncorporated(L.) APPENDIX A AVEC TANK FARM INFORMATION FUEL CAPACITY SHEET /JS ''@/wy/13°5-3/8"FH N ®/ae oe ANé/(8k13°3-3/8"FH 4'9°CRC TANK 12/cea .TANK 11Some SELAWIK PLANTTANK10 iy e/a Nearest Navigable WatersAsTANK9APPROX.283°EAST to"TEE DOWN the SELAWIK RIVERFLEXANDoN ar ; 12°8-7/8°FH 34 9°CRC TANK 8 TYPCAL VERTICAL PEL STORAGE TANK129-3/8"mH . a i <a <a/\Ben 1 ye - i YZ/12"a/e"Fy :7 /2*Fue.\;7 Yy 7 YRADIATORURABLEi135-3/8"FH UY:iol YY)alaoUyGf\13°5-3/8"; Ys Yj AGvec|7 j ii mi ZZ is \CECRALS ROLNCED TO MEMEST FUEL TANK FILL CAPACITY DETAIL 9-12-96 RWM SK_93-25-03 NO SCALE \4 y MAXIMUN FUEL FILL HEIGHT (F-H.)(ASSUMING 6°FOR EXPANSION OR TILT)=[OUTSIDE BOTTON OF THE TANK TO THE 4.62"OP EDGE OF THE ROOF SUPPORT RIN|° MAXINUN FUEL FILL CAPACITY =MAXIMUM FUEL FILL HEIGHT (F.H.)X MULTIPLIER USABLE FUEL CAPACITY »[NAXINUN FUEL FILL HEIGHT (F.H.)-BOTTON NIPPLE HEIGHT]x.MULTIPLIER TANK FARM TOTALS '.TANK DIMENSIONS FOR SELAWIK TANK]FIELD INVENTORY !FOR OFFICE USE ONLY FUEL (in gallons) CIRCUMFERENCE [RIN ANGLE HEIGHT [BOTTOM NIPPLE |OUTSIDE DAMETER |wax FuL Fut neo |No,WATER LIQUID IN TANK 1 GALLONS PER ROOF GALLUNS PH FOU QUANTITY MAXINUIAI USATLE feet -inches |feel inches |HEIGHT (inches)leet feel -inches inches feet -inches {MULUPLER FP CALCULATION f MULTRLER DP CaLCucanon P aeEATORIED Pope camaruy J catauny 32°11 3/4")13'-10"8"10.498'13'-5.38"1 643.28 53.606 8651 8222 34-7 1/8"| 13'-10"6°11.012"13°-5.38"2 |708.04 59.003 9522 |9168 caval 13'-2"7 10.531"12'-9,38"3 647.36 53.947 8274 |7897 |26'-9 5/8"| 13'-2"Tr 8.532'12'-9.38"4 424.25 35.345 5423 |5175 29°11 1/21 13' 2"7”9.5367 12'-9.38"5 530.48 44.207 6780 6471 31-6 1/8")13-2"7”10.030°12' 9.38".6 587.09 48.924 7504 7162 28'-4 1/2"|13-2"7 9.032'.12°-9.38"7 "475.10 39.642 6080 5803 i 34-7 7/87}13'-1.5"7 11.032"12' 8.88"8 710.60 59.217 9053 |8639 3-5"|13'-9.5"5°10.000"13' 4.88"9 583.58 48.631 7824 7581734-7 3/8"| 13'-10.5"45°11.018"13°-5.88"10 708.87 59.073 9563 9297 /33-0 1/8]13'-11.5°5°10.508"13'-6.88"11 644.50 53.708 8748 |8479/34-7 1/8°} 13'-8"35°11.012°13'-3.38"12 708.02 59.002 .9404 9197 /3-4 3/4}13-11"5"9.994 13'-6.38"13 582.80 48.567 7886 7643 /33-0 1/8"} 13'-10"45°10.508"13'-5.38"14 644.50 53.708 8667 8426 i 34-7 1/8"| 13'-10"8°14.012'13°-5.38"15 708.02 59.002 9522 |9050 /31'-5"13-10"T 10.000"13'-5.38"16 583.58 48.631 7848 7508 TANKS FROM r34' 8 1/2}13' 2"7.5”11.048"12'-9.38"17 712.73 59.394 9110 8664 ST.MARYS <|32'-11 1/2]13°-9 1/2"|2.63”10.491"13'-4.88"18 642.46 53.538 8613 8472 TANK FARM 34-7 3/4"|13'-2 1/4"|6.75"11.028"12'-9.63"19 710.16 59.180 9092 8692 'TANKS FROM {|27'-0°12'-10"7 8.594"12'-5.38"20 430.55 35.879 5360 |5108 eae)23-3"12'-4"475°7.401"11°-11.38"21 318.85 26.571 3810 |3684 TANK FARM L953"|12'-10"6.5”8.037'12°-5.38"22 376.34 31.362 4685 |4481 171,419 [164,819 APPENDIX B CITY OF SELAWIK WASHETERIA SITE PLAN rLOTTINGvale:11yuayy9(11t:0u)AbiuvuayDRAWiInwWwAME:uzo-oP1.DWeNORTHWEST INUPIAT u-lug HOUSING AUTHORITY ES ul BULK FUEL TANK FARM eeconver :Pee [ff L5°9 BARGE 2 8 letPil38|OFFLOADING 62°@ ISSUE LINE Sx "PIPELINE *reMOUNTEDONABOVE8.-BROPERTY UNeGROUNDUTILITYPIPEos4]-SUPPORTS -- _|=e an (TYPICAL). wee wh STEEL "SECONDARYTUNDRASTREETR.O.W.2."¢ONTAINMENT OIKE H "56Le UNEweSI. t An > > ore |RAMP -- |BSSo WASHETERIA 5 600 GALLON S$|WASHETERIA © |DAY TANK IN STEEL CONTAINMENT y }BASIN uy ||RAMP --o=|S |[) y SITE PLAN 1”=20' WASHETERIA FUEL TANK SYSTEMLOMPIncorporatedSITEPLAN A subsidiary of Ukpeagvik Imupiat Corporation SELAWIK,ALASKA Anchorage,Alaska Bon 562-1830Borrow,Alaska 907)852-8212 DATE:11/5/99 DRAWN BY:CR SHEET: SCALE:1”=20'|CHECKED BY:www W.O.No:99028 APPENDIX C NORTHWEST ARTIC BOROUGH SCHOOL DISTRICT TANK FARM INFORMATION a"11-10-1999 12:48 9074422391 NWABSD MAINTENANCE P.@4 5 ' . '.'oy os Sace mat ''Neghse &Arece Ssereuch Scheel Cisssic:lated eneae,ne Se78z i eererana PROPERTY SERVICES DEPT. PHONE:(907)442-3476 : FAX:(907)442-2391 | FACSIMILE TRANSMISSION COVER ma i TO:)LE WILHELM FAX NO: NO.OF PAGES (ENC.cover)_t ATTN:pate:Il holaa !| PROM:Chi Milo EAR | ete ate CrAacmes oh JO OMIGINAK THwES TeOutBoLKFeTHKBenATSethu.wepydeLyMOREMSSymmes_AT FOO GALtoss esd,we ISOTale}ViiPestsCOREiS113,480 QRLLON> Received Tine Nov.10.11:48AM APPENDIX D PROPOSED TANK FARM SITE CERTIFICATE TO PLAT TO: YUKON TITLE COMPANY,INC. 714 GAFFNEY ROAD FAIRBANKS,ALASKA 99701 (907)456-3474 Fax (907)456-3476 CERTIFICATE TO PLAT ORDER NO:Y23927 REF:NANA Corp. FEE:$300.00 LCMEF Incorporated139East51stAvenue,Suite B Anchorage,AK 99503 Attn:Wiley Wilhelm This is a Certificate as of October 28,1999,at 8:00AM for a plat of the following described property: That certain rectangular parcel of land approximately 250 feet East and West by 500 feet North and South,lying within the Southwest corner of Government Lot 6,Section 17 and the Northwest corner of Section 20 in Government Lot 2,Township 14 North,Range 6 West,Kateel River Meridian;Records of the Kotzebue Recording District,Second JudicialDistrict,State of Alaska.;' Said parcel is shown as "Proposed Tank Farm/Power Plant Site"and lies North and West of the Selawik School Lease Parcel,plat filed March 31,1998 as Plat No.98-6,as delineated on work map dated November 10,1990 drawn by KK. NOTE:The above is NOTa valid insurable legal description. The company certifies that record title is vested in: NANA Regional Corporation,Inc.,Successor in Interest to Akuliak Incorporated free from all liens,encumbrances and objection EXCEPT AS FOLLOWS: SUBJECT TO: 1. 2. Taxes and assessments,if any. The terms,covenants,conditions and provisions,including rights-of-way and easements as contained in the Alaska Native Claims Settlement Act,dated December 18,1971,U.S.Public Law 92-203,85 Stat.688,43 U.S.C.A.1601,et seq. SUBJECT TO:(con't) 3. 10. 11. 12. Questions of area,rights of persons in possession,encroachments or impairment of existing improvements,by reason of easements or other rights which would be disclosed by a survey of said land. Any facts,rights,interest or claims which a correct survey of said land would show. Lack of access or right of access to or from a public street,road or highway. Right of public and governmental agencies in and to any portion of said land included within the boundaries of any trails,streets,roads or highways. Right,title and interest of United States of America not conveyed to NANA REGIONAL CORPORATION,INC.SUCCESSOR IN INTEREST TO AKULIAK INCORPORATED,by Interim Conveyance recorded November 1,1982 in Book 24 at Page 143. Right,title and interest of United States of America not conveyed to NANA REGIONAL CORPORATION,INC.,SUCCESSOR IN INTEREST TO AKULIAK INCORPORATED,by Interim Conveyance recorded November 1,1982 in Book 24 at Page 155. Covenants,conditions,reservations and easements contained in Interim Conveyance from United States of America to NANA REGIONAL CORPORATION,INC.,SUCCESSOR IN INTEREST TO AKULIAK INCORPORATED,recorded November 1,1982 in Book 24 at Page 143 and in Book 24 at Page 155. We require a proper survey and insurable legal description of said land.Upon receipt of a proper survey and legal description,this report will be amended and additional matters maybereflected. Any bankruptcy proceeding not disclosed by the acts that would afford notice as to said land,pursuant to Title 11,U.S.C.549 (c)of the Bankruptcy Reform Act'of 1978 and amendments thereto. Occupant(s)or any parties whose rights,interests or claims are not shown by the public records but which could be ascertained by an inspection of the land described above or by making inquiry of persons in possession thereof,including but not limited to,any lien or righttoalienforservices,labor or material theretofore or hereafter furnished.- This report is restricted to the use of the addressee,and is not to be used foreclosing any transaction affecting title to said property.Liability of the Agency is limited to the amount of fee paid herein. be citde{RMES MCFARLANDAle Typed:November 11,1999 toe.. - etyhostesivas"perisao-a ORIGINALin BAL ew.A}a |F-14930-B F-14930-E : through an INTERIM CONVEYANCEF-14930-M ; WHEREAS NANA Regional Corporation,Inc., Successor in Interest to Akuliak Incorporated is entitled to a conveyance pursuant to Secs.14(a)and 22(j)of.the Alaska - Native Claims Settlement Act of December 18,1971 (45 U.S.C.1601,1613(a), (1621(j))of the surface estate in the following described lands: Kateel River Meridian,Alaska (Unsurvey MN LsTW T.12.N.,R.5 W.ZN .Sec.1,excluding Native allotment F-18932 Parcel B;|JUN):Sil 7 WSec.12,excluding Native allotment F-18957 Parcel A;Sec.13,excluding Native allotment (F-18923 Parcel A;SN 6 4Sec.19;l omSec,24,excluding Native allotment F-18923 Parcel A;[le NJ G 7T¥Secs.25 and 26;a a a | Secs.28 to 32,inclusive;Sec.33,excluding Native allotments F-19000 Parcel C and F-18017ParcelA3. Secs.34,35,and 36. Containing approximately 6,882 acres. T.14.N.,R.5 W..i . Sec.5;: . .Sec.6,excluding Native allotment F-18368 Parcel D:Secs.7 and 8;'Sec.17,excluding Native allotment F-18838: Sec.18,excluding Native allotment F-18934,Parcel A;Secs.19 and 20;|Secs.25 and 26,excluding.Native allotment F-18937ParcelB;Secs.27 and 28;Sec.29,excluding Native allotment F-18831 Parcel D;Sec.30;Sec.31,excluding Native allotments F-18907 Parcel B and F-18971 Parcel B;. Sec.32;° Sec.33,excluding Native allotments F-18910 Parcel B .and F-18987 Parcel B;Sec.34,excluding Native allotment F-189:35 Parcel B; Sec.35,excluding Native allotment F-19000 Parcel B;'Sec.36,excluding Native allotments F-18837 Parcel B,. F-18935 Parcel C,F-18915 Parcel B,F-18953 Parcel B,F-18382 Parcel C,and F-18983 Parcel C. Containing approximately 11,120 acres. "TT:16 N.,R.5 W.Secs.3,4,and 8;Secs:9 and 10,excluding Native allotments F-18942 andF-18972;; . Secs.16,17,and 18; Sec.19,excluding Native.allotment F-18848; Secs.20,21,28,and 29;_. 552 SEP 8 1982 oo.NANA Revere Copins bam ober Date ra .a : Interim Conveyance No, FeLyyUGea belie 1G-BPePing£ ge :tah Pele sgu-hi See.20,exciuding Native allotments F-18840 and F-18924 Parcels A and B; see.31,excluding Native allotment F-18842; Sees,32 and 23. Containing approximately 9,907 acres. TIN.RG WL Sec.1,exciuding Native allotments F-18238 Parcel D, F-18939 Parcel B,and F-18970 Parcels A and B;See.2.excluding Native dllotment F-28939 Parcel A;secs.J and 4,¢xcluding Native allotment F-18938;:Sec.5,excluding Native allotments F-18239 Parcel CcandF-16914 Parcel A;See.6,excluding Native allotment F-18239 Parcel B;Ser.7;Sec,8,excluding:Natis"e allotments F-18229 Parcel C,F-18856ParcelC,F-18918 Parcel a,and F-18969 Parcel B; 9,10,and It; Interim Conveyance No. Date Seas, Cae©MEATSLd. Kets due iswotdinr Joitice if,excluding Native allotment F-18939 Parcel B;15;Sec.16,exchiding Native allotment F-18984 Parcel B; 17,excluding Native allotment F-18109 Parcel B; 18 ane 1S;; 29,excluding Native allotment F-18409 Parcel C;ecs.Zl and 23;.29,Gxeluding Native allotment F-18920 Parcel B; See.30,excluding Native allotment P-18409 Parcel D; 31,excluding Native allotments'F-18831 Parcel C,F-18963 Parcel C,and F-18971 Parcel A;Seer.3250 Sec.33,excluding Native allotment F-18922 Parcel A. Contanning approximately 9,381 acres. T WON.RL6 W.ot 1: Sec.2.excluding Native allotments F-18955 Parcel B,-18994 Parcel A,andF-18995 Parcel A;.See..excluding Native allotments F-18955 Parcel B and F-18995 Parcel A; Sats.5.and5;Sec.6.-excluding'Native.allotment F-18849 Parcel A;Sec.7;:Sea.B.excluding Native allotment F-18940 Parcel Cc;.See,9;Secs.10 and 11,'excluding Native allotments F-18932 Parcel A and F-18995 Parcel A; Sec,12,excluding Native allotment F-18908 Parcel A;Sec.13,excluding Native allotments F-18931 Parcels "A and B,F=18934 Parcels A and B,and F-18987 Parcel C;Sees.”14,15,and 16;Sec,17,excluding U.S.Survey No.4492 Tracts B and D; Secs.18 and 19;: See .20,excluding U.S.Survey No.2044 and U.S.Survey |No.4392 Tracts A,B,C,E,F,and G; Sec. Sec. 2l,excluding U.S.Survey No.4492 Tract G; 552 SEP 8 1982 aeweeeres ay:4?oeNoeai F-14930-A ::,i aebus Mente 3 Lrasaieet F-14930-B . F-14930-E through F-14930-M ,' Secs.31 to 35,inclusive; Sec.36,excluding Native allotments F-18184 Parcel B and F-18927 Parcel B. Containing approximately 13,245 acres. T.I5N.,R.7W.Secs.22 to 28,inclusive;Sec.31;Sec.32,excluding Native allotments F-13994 Parcel.C¢andF-19016 Parcel A;Sec.33;.Secs.34 and 35,excluding Native allotment F-18920 Parvel A. Containing approximately 5.536 acres. T.16 N.,R.7W.Secs.3 to 10,inclusive; Secs.15,16,and 17;Sec.20,excluding Native allotments F-18828 and F-18966ParcelB;Secs.21 and 22; Secs.27,28,.and 29; Sec.32;Sec.33,excluding Native allotment F-18963 Parcel A;Sec.34.Containing spproxinately 12,418 acres. T.16N.,R.8W.. Secs.1,11,and 12. Containing approximately 1,920 acres. Aggregating approximately 116,295 acres. Excluded from the above-described lands hercin conveyed are the submerged lands,up to the ordinary high water mark,beneath all water bodies 'determinedbytheBureauofLandManagementtobenavigablebecausetheyhavebrenor could be used in connection with travel,trade and commerve,or are pening a'tidal determination at the time of survey.Those water bodies are identified ontheattachednavigabilitymaps,the original of which will be found in easementcasefileF-14930-EE. NOW KNOW YE,that there is,therefore,granted by the UNITED STATES OF AMERICA,,unto the above-named corporation the surface estate in the lands above-described,TO HAVE AND TO HOLD the said estate.with all the rights.privileges,immunities,and appurtenances,of whatsoever nature.thereuntebelonging,unto the said corporation,its successors and assigns.forever: EXCEPTING AND RESERVING TO.THE UNITED STATES from the lands so granted: 1.The subsurface estate therein,and all rights.privileges.immunities. and appurtenances,of whatsoever nature,accruing unto said estatepursuanttotheAlaskaNativeClaimsSettlementActofDecember18,1971 (43 U.S.C.1601,1613(f));and :. 532 SEP 8 1982 Interim Conveyance No. Date nous a4.vv SBKotzovugResnoding'ppietrict Pursuant to Sec.17(b)of the Alaska Native Claims Settlement Act ofDecember18,1971 (43 U.S.C.1601,1616(b)),the following 'publiccasements,referenced by easement identification number (EIN)on the easement Maps attached to this document,copies of which will befoundincasefileF-14930-EE,are reserved to the United States.All#asements are subject to applicable Federal,State,or Municipal corpo-ratica regulation.The following is a listing.of uses allowed for each tepe of casement.Any uses which are not specifically listed are prohibited.. 25 Foot Trail -The uses allowed on a twenty-five (25)foot"wide trail easement are:travel by foot,dogsled,animals, snowmobiles,two-and three-wheel vehicles,and small all- terrain vehicles (less than 3,000 lbs.Gross Vehicle Weight(GVW)).; a.(EIN 1 Di,D9)An easement for an existing access trail, twenty-five (25)feet in width,from Selawik village in Sec.20,T.bb.RK.GW.,Katecl River Meridian,southwesterly toSclawikLike.The uses allowed are those listed above for a twentyrfive (25)foot wide trail easement.” b.(EIN 2 C5)An easement for an existing access trail,twenty-five (25)fcet in width,from the junction with trail EIN 3 C3,D1,D9 on Shogvik Lake.in Sec.1,T.14 N.,R.7 W.,Katee!River Meridian,westerly to public lands.The uses allowed are those listed above for a twenty-five (25)foot wide trail easement. Cc.(EIN 3 C3,DI,D9)An easement for an existing access trail, twenty-five (25)feet in width,from Selawik village in Sec.20, T.12 N.,R.6 W.,Kateel River Meridian,northerly to public lands.The uses allowed are those listed above for a twenty-five (25)fout wide trail easement.: 3.(EIN 401)An casement for an existing access 'trail,'twenty-five(25)feet in width,frem 'the village of Selawik in Sec.20,T.14N.,BR.6 W.,Katecl River Meridian,easterly to public lands.Theusesalleawerdarethoselistedaboveforatwenty-five (25)foot wide traileasement. THE GRANT OF THE ABOVE- DESCRIBED LANDS Is SUBJECT TO: 1.Issuance of a patent after approval and filing by the Bureau of-LandManagementofthe:official plat of survey confirming the boundarydescriptionandacreageofthelandshereinabovegranted;Valid existing rights therein,if any,including but not limited tothusecreatedtyanylease(including a lease issued under Sec.6(g) ef.the Alaska Statehood Act of July 7,1958 (48 U.S.C.Ch.2,Sec.6(¢))).contract,permit,right-of-way,or easement,and the.right of the lessee,contractee,permittee,or grantee to the completeenioymentofallrights,privileges,and henefits thereby granted tohim.Further,pursuant to Sec.17(b)(2)of the Alaska Native ClaimsSettlementActofDecember18,1971 (43 U.S.C.1601,1616(b)(2)) CANCSA),any valid existing right recognized by ANCSA shall continuetohavewhateverrightofaccessasishowprovidedforunderexistinglaw;and Requirements of Sec.°14(c)of the Alaska Native Claims Settlement Act.of December 18,1971 (43 U.S.C.1601,1613(c)),that the grantee Interim Conveyance No. Cate .552 SEP 8 1982 ated 'kl,. ' .;. :*at.nt F-14930-A ,Foe ad vet tp F-14930-B _Rotesbus Resardeg Desist F-14930-E . ; : through oo F -14930-M . ; ' hereunder convey those portions,if any,of the surface estate of the lands hereinabove granted,as are prescribed in said section. IN WITNESS WHEREOF,the undersigned authorized officer of the Bureau.of Land Management has,in the name of the United States,set his hand and caused the seal of the Bureau to be hereunto affixed on 'this &th day ofSeptember,1982,in Anchorage,Alaska.- UNITED STATES OF AMERICA |(odarl We.awe to the aMirecter for Conveyance Management 552 SEP 8 1982 Interim Conveyance No. Date oe abst de :"is yedatge®gh"ted sigh?rag)Pian "SeamMinde+E08 7 ERENT TES 'yi 500 toe Pisaeh ta Sat I TERY ogos:vo.. ety 8 (he RAS WCET AR in bo qa tae me 1 -.BY J ”'ants racesEReateeedeedoan oe). »°at on” Mig ?i.ifts pated wfPingBn :;re dsb ob fos Fart to:i |irsSes.i'{anOh «wa HN eet A-t2(b)Selections ©-Over -Selections / Me1<«ot <-FF Ss1S=szaea\»an >4wy osam =>N. om '.t zo rNhiqyronalCorp?ge5oak5a44ecWé7A REGIONAL SELECTIONS -SettakneAvehcetven of Doe 17,1978" Represents seereet whole section. tevplicetion moy be bem then 640 vered)KIANA VILLAGE SELECTION fA)SELAWIK VILLAGE SELECTION *niaiee bebigR cadeeentenadadtod pook 24 pace SYKotzebueRecordingDistrict, SEP 8 1982 Alaska State OfficeAnchorage,Alaskaoesseparmemmeeepars 1 herehy certify that this reproduction fs a oohra y ot the official record on file in Gag office,'NWre 50)F SE Netiig7”-----UTHOMIZED SIGNAURE 4 -- "(Serieeeweewecmeee, at 4 ont.A oan (bl.Wow.MM.JSSORIGINALIN.Rote ain.Racdralag L 'sien' F-14930-A F-14930-B ots ;-. F-14930-E an oy oo, ' through 'INTERIM CONVEYANCE . F-14930-M WHEREAS NANA Regional Corporation,Inc., is entitled to a conveyance pursuant to Secs.14(f)and 22(j)of the AlaskaNativeClaimsSettlementActofDecember18,1971 (43 U,S.C.1601,18'ihHh),(1621(j))of the subsurface estate reserved to the United States in the here-inbelow identified interim conveyance of the surface estate in the following described lands:INTERIM CONVEYANCE NO.55 2 : .-=S = _Kateel River Meridian,Alaska (Unsurveved)Z N ,' ! T.12N.,R.5W..:InNSec.'1,excluding Native allotment F-18932 Parcel B:-.uN S,6Sec.12,excluding Native allotment F-18957 Parcel A;|Sec.13,excluding Native allotment F-18923 Parcel A;.1s”N (7 rNSec.19;Sec.24,excluding Native allotment F-18923 Parcel Ai N ,' Secs.25 and 26;;Ib 5b wh gwSecs.28 to 32,inclusive;:::reSec,33,excluding Native allotments FF-19000 Pareet Cc andF-19017 Parcel A; Secs.34,35,and 36. Containing approximately 6,882 acres. T.14N.,R.5 W. Sec.5;Sec.6,excluding Native aliotment F-18968 Parcel D;Secs.7 and 8;.Sec.17,excluding Native allotment F-1a838;- Sec.18,excluding Native allotment F-18933 Parcel A; Secs.19 and 20; Secs.25 and:26,excluding Native allotment F-18937 Parcel B; Secs.27 and 28;Sec.29,excluding Native allotment F-1883!Parcel D;' Sec.30;Sec.31,excluding Native allotments F-18907 Parcel BandF-18971 Parcel B;. : Sec.32;*pssSec.33,'excluding Native allotments F-18910 Parcel BandF-18987 Parcel B;, Sec.34,excluding Native 'allotment F-18935 Parcel B:Sec.35,excluding Native allotment F-19000 Parcel B;.Sec.36,excluding Native allotments F-18837 Parcel B. ,F-18935 Parcel C,F-18945 Parcel B,F-18953 Parcel B,F-18ParcelC,and F-18983 Parcel C. Containing approximately 11,120 acres. T.16 N.,R.5 W.Secs.3,4,and 8;Secs.9 and 10,excluding Native allotments F-18942 andF-18972; Secs.16,17,and 18; Interim Conveyance No.Nseae eyeyata See yasFase akeSEP81982,oO WEGsors Mees i.- -i ere) . -Date throash oes weer Sec.19,excluding Native allotment F-18848; wees.20,21,28,and 29;See.39.excluding:}Native allotments Fe 18840 and'F-18922 Parceis A and B;ec.31,excluding Native allotment F-18842;Secs.32 and 33. Containing approximately 9,907 acres. .a.,R.6 W.. See,1,"axeluding *Native allotments F-18238 Parcel D, F-18929 Parcel B,and F-18970 Parcels A and B;. Sec.2,excluding,Native allotment F-18939 Parcel A; Sees.3 and 4.excluding Native allotment F-18938; 'See.5,excluding Native ullotments F-18239 Parcel CandF-18918 Parcel A;Sec.6,excluding Native allotment F-18239 Parcel B; See.7;.. ".&,excluding Native allotments F-18239 Parcel C,F-18856 Parcel C,F-18918 Parcel A,and F-18969 Parcel B;Seis.9,10.and il;sec.le.exctuding Native allotment F-18939 Parcel B;hee.15;; - Sea.1G,excluding Native allotment F-18984 Parcel B; Seo.17,excluding Native allotment F-18409 Parcel B; Sees.18 and 19;: See.26.excluding Native allotment F-18409 Parcel C; Seng,2)and 28;: Sec.29,excluding Native.allotment F-18920 Parcel B;Sec.30,excluding Native allotment F-18409 Parcel D;Sea.Sl.excluding Native allotments F-18831 Parcel C,F-18943 Parcel C,and F-18971 Parcel A;See.92,Sea.39,excluding Native allotment F-18922 Parcel A. Containing approximately 9,381 acres.- T.dP Ni RL 6 WwSeely Sec.2,excluding Native allotments F-18955 Parcel B,F-16994 Parcel A,and F-18995 Parcel A; Sec.3,excluding Native allotments F-18955,Parcel BT.and F-13995 Parcel A;Sees.4 and§Sec.6,excluding Native allotment F-18849 Parcel A;See.Ty Sec.K,excluding Native allotment F-18940 Parcel C;Sec.9,-. Secs.19 and IL,excluding Native allotments F-18932 Parcel \and F-18995 Parcel A;: Sec.12,excluding Native allotment F-18908 Parcel A;Sec.13,excluding Native allotments F-18931 Parcels 'A and B,F-18924 Parcels A and B,and F-18987 Parcel C;Secs.14,15,andl 16;See.17,excluding U.S.Survey No.4492 Tracts B and D; Secs.18 and 19;. Sec.29,excluding U.S.Survey No.2044 and U.S.Survey No.4492 Tracts A,B,C,E,F,and G; Sec.21,excluding U.S.Survey No.4492 Tract G; interim Conveyance No..59 3 Date SEP &jo2 waeeas | wOum DY »ft F-14930-A Kotivbue |Recera 3 Piwieset F-14930-B F-14930-E through F-14930-M Secs.31 to 35,inclusive;Sec.36,excluding Native allotments F-18184 Parcel BandF-18927 Parcel B. Containing approximately 13,245 acres. T.IS N.,R.TW.-. Secs.22 to 28,inclusive;Sec,31;Sec.32,excluding Native allotments F-18994 Parcel c andF-19016 Parcel A;. Sec.33;Secs.34 and 35,excluding Native allotment F-18910 Parcel A. Containing approximately 5,536 acres. T.16 N.,R.7W.. Secs.3 to 10,inclusive;Secs.15,16,and 17;Sec.20,excluding Native allotments F-18828 and F-18966ParcelB;Secs.21 and 22; Secs.27,28,and 29; Sec.32;.Sec.33,excluding Native allotment F-18963 Parcel A:_Sec.34.Containing approximately vats acres, T.16N.,R.8 W.Secs.1,Tl,and 12.Containing approximately 1,920 acres.Aggregating approximately 116,295 acres. Excluded from the above-described lands herein conveyed are the submerged lands,up to the ordinary high water mark,beneath all water bodies determined by the Bureau of Land Management to be navigable because they have been or could be used in connection with travel.trade and commerce.or'are pending a tidal determination at the time of survey.Those water bodies are identified on the attached navigability maps,the original of which will be - found in easement case file F-14930-EE.. NOW KNOW YE,that there is,therefore,granted by the UNITED STATESOFAMERICA,unto the above-named corporation the subsurface estate in thelandsabove-described,TO HAVE AND TO HOLD the said estate with all the rights,privileges,immunities,and appurtenances,of whatsoever nature,thereunto belonging,unto the said corporation,its successors and assigns,forever.. THE GRANT OF THE ABOVE-DESCRIBED LANDS I$SUBJECT to all the easements and rights-of-way reserved in the aforementioned conveyance of thesurfaceestate,and to valid existing rights therein,if any.in the saidsubsurfaceestate,including but not limited to those created by any lease(including a lease issued under Sec.6(g)of the Alaska Statehood.Act ofJuly7,1958 (48 U.S.C.Ch.2,Sec.6(g))),contract,permit,right--of-way,or Interim Conveyance No.5 5 3 SEP &1982Date Book 24 race]eo SN-A : ,Kotzebue Recording District 'oy4einebiteMaa!tparnebetheweecone'_-5we84 ry tasément,and the right of the lessee,contractee,permittee,or grantee to the complete enjoyment of all rights,privileges,and benefits thereby granted tohun, ['WITNESS WHEREOF,the undersigned authorized officer of the BureauofLandslanagementhas,in the name of the United States,set his handandcausedthesealoftheBureautobehereuntoaffixedonthis8thday ofSeptember,1982,in Anchorage,Alaska. UNITED STATES OF AMERICAaahh*44, f .7 . >5 . é 2 \pe AW YJ "\.ON.aac (uh TY Rone>Assistant to the State Director ":ng .a for Conveyance Management Interim Conveyance No. bate SEP 8 1962 "pee ee see oe Rey foonem?ww oe cee.> "oecodecssd (OP- }.-°4 °oo .s a wet | awe.aeams ra :Ls-2 5.sw wfSRLCLs.A TTB 400CLSIae ,Yy VENA Cr aA°A!ined aston 7..yer'encesureiawee. YY yy oe ae a"Y Yip,se°8YMaeZé,oe Ly o "73% eo. ,meter de th ee.YUE.a nTYi:9:he a ar Pad aee pr: o - CLYEE: Mie MM OMOOE LIGETI*(Oe woe ak totn*ff,See ated td eveee1°de”Gee tit ey A ee"08 4 wt ew Ste arn't.7 mies _¢'.SoCs yee A SSTt 5B'Aid ?ave .e oe e .$CrdASareoNose,2 2 fe o Jy 'hpae Sy ye eanaare *9eeejg6HmeNofee,oeeeefeeeeee 7 _yeéof "eo eee :Ona as MADOVISA,SPOOL +ooLfeaMCLLLL:geengenyJON,HNNa ie Oe :. . -t .°\”-ee Fy Le A | 41/--_ Tah |"=e °7oe .is q Cat er ed ".4an w 8-98(a)Seteetons O-Ovge -Belcrtions°°Nana$sRegconntCorp.y7okHards-Ancl.|aedco - ==-u aA ONE+Ge-_ .v7) om 1 :=ALSRE9or.\ td 5a r 2 ByAY .NN.t\4 i :Ng . st ,.. Gi ne \ .5 Sahelvs\%" !-say ee {we OS eee 2 Se SLE 7)Sith oi OS ae ”RestceseneafSee 17 10% .Dagroumes enero ohete anetae==.(emotconsesrybeeentee608mcoyt AK.[2]KIANA VILLAGE SELECTION fA)SELAWIK VILLAGE SELECTION -youx 2Y rach !bsReseolueKecerlogDov..t SEP $EIDVNa Se eos55S = rants oo,-,-,ra .fo:Aw.se ate: PronoOATE:71710/99(uy:54)CADDRAWINGNamr:v36 CP.0WG-Novel0.1999 9:46AM LOMF 907-273-1831 No.5199 P.2/2 PROPOSED TANK FARM/ POWER PLANT SITE -, - . SEAN Sten USaste.Tarece_ \.NORTH\ \% \* bn Barrow,Alaska LCMF IncorporatedAsubsidtaryofUkpoagrikIfupiatCorporedion Anchorage,Alaska 907)562-1830 '907)852-8212 (Khe SELAWIK TANK FARM SELAWIK,ALASKA DATE:11/10/99 |DRAWN BY:KK SHEET:1 OF1 DATE:91,10/98_=4)PL_'ADDRAWINGNAME:Uo6--CP.UnG_ Alt.1999 9:46AM -_LOWF 907-273-183 No-5139 P.2/2 a L *E \_-o-0 PROPOSED 4 TANK FARM/ POWER PLANT SITE LL S BE SINVv875.22°\dW.KON ,S49 Sore /BockMEATY/YRS byo CON aj Y rv -- /SEL SCHheo UB AS.Trece_ Pp TN ™.TN >>.>! SELAWIK TANK FARMLCMFIncorporatedAsubsidtaryofUkpeagvikIfupiatCorporedion+t SELAWIK,ALASKA feeren Rloske {S04}asz_azi2 DATE:11/10/99 |DRAWN BY:KK SHEET;1 OF 1 vewemee re ee ees an ATR APPENDIX E CH2M HILL GEOTECHNICAL DESIGN CRITERIA SELAWIK SCHOOL ADDITION REPORT SERSLSAeciemiaaenoSescofecebieoeirNataan.veSORRigBeGeotechnical Design Criteria Selawik School Addition Selawik,Alaska Prepared for the Northwest Arctic Borough School District Prepared By CH2MHILL . January 1996 JOHN L.AHG - CH2MHILL 301 W .Northern Lights Blvd. Suite 601 Anchorage,Alaska 99503-2¢2 Geotechnical Design Criteria Selawik School Addition Selawik,Alaska Prepared for the Northwest Arctic Borough School District | Prepared ByCH2MHILL . January 1996 JOEN L.AHG CH2M HILL 301 W .Northern Lights Blvd. Suite 601 ; Anchorage,Alaska 99503-2622 Contents Chapter 1.0 Introduction 2.0 Geotechnical Data and Interpretation 3.0 Discussion and Recommendations 1.1 Project Description 1.2 Purpose Scope 1.3 Limitations 2.1 Review of Existing Information 2.2 Field Exploration 2.3 Laboratory Testing Program 2.4 Area Geology 2.5 Site Conditions 3.1 General 3.2 Active Layer Thickness 3.3 Site Preparation and Earthwork 3.4 Pile Design Criteria 3.5 Frost Heave Considerations 3.6 Pile Installation 3.7 Ground Temperature Monitoring References Appendix A B Cc Table 1 Boring Logs From Previous Investigations Boring Logs From This Investigation Laboratory Test Results Pile Load Capacity and Embedment Depths,Selawik School As-Built Drawings Figures DokWNBoring Location Plan Moisture Content vs Depth Fines Content vs Depth Ground Temperature Measurements Long-Term Allowable Pile Capacity Short-Term Allowable Pile Capacity ANC/10040247.00¢ CHAPTER 1 Introduction 1.1 Project Description This report presents the results of CH2M HILL's geotechnical investigation and provides geotechnical design criteria for a proposed new addition to Selawik School in Selawik, Alaska. Selawik is in the northeastern portion of the Seward Peninsula,approximately 70 miles southeast of Kotzebue.The village is on the Selawik River,about 10 miles upriver and east of Selawik Lake.The Selawik River divides into two channels in the vicinity of the village, separating the village into three parts that are connected by two foot bridges. The airport is east of the east channel,between the river and Niglaktak Lake.The village is spread out over the island formed by the river channels and the west bank of the west channel.Selawik School is on the west bank.School buildings and other facilities in the immediate vicinity include the following: e The main school building,which houses junior and senior high school class- rooms,showers,cafeteria,staff offices,and gymnasium e Unattached elementary classroom building approximately 500 feet southeast of the school e A tank farm approximately 100 feet southwest of the main school building e A wastewater/water treatment plant and washeteria about 150 feet southwest of the main building The main school building,tank farm,and treatment plant are shown in Figure 1.The new school addition is expected to be a one story structure attached to the main school building on the north and/or west sides as shown in Figure 1.The new addition will require new foundation elements and related site earthwork. CH2M HILL is under contract to the Northwest Arctic Borough School District (NWABSD) for this project.CH2M HILL's services have been performed in accordance with the Serv- ice Agreement with NWABSD dated August 26,1995. 1.2 Purpose and Scope .The primary objectives of this investigation are to obtain site-specific geotechnical informa- tion and develop geotechnical design criteria for the new facility. ANc/10040247.D0c 1 l SPPKKOKO EXISTINGOBRORPOLE EXISTINGDIKOOOKOKKOKKO-PROP Ose.ADDITION Retorecacstecetets weaceeneens [BOARDWALK ;COOK KKK KOKOCOONOOOOOOEOSCOCOOTOOOOCCOSSRSRKOBL PLAN NORTH ooo wihetetaretataretetelets.es ,S336 | jitKK| OX KPSKS'p EXISTING StH mye SEE mga |L PILE-SUPPORTED SEWER KS XSI . OUTFALL (12”ARCTIC "ott+ , N mseae FARM LEGEND a LU 4a!CH2M HILL BORINGS,DECEMBER 1995 (T)THERMISTOR STRING INSTALLED , |mé! TH#4e AGC BORINGS,JANUARY 1973 EXISTING |PHS)a.W.MURFITT BORINGS,MAY 1992 WATER GREAWER?my]FACILITY (WASHE TERIA) SCALE 1”=50' 4 FIGURE 1 | NOTE:ADDITION WILL BE SITED WITHIN THE AREA SHOWN. :|SELAWIK SCHOOL ADDITIONACTUALADDITIONLOCATIONWITHINTHISAREAHAS,aPHS-5 SELAWIK,ALASLA NOT YET BEEN DETERMINED.APHS-6 i=50.0 NOM_USER\SELAWMIK\SELPLAN.DWG The scope of work for this study includes the following tasks: Task 1.Review of existing subsurface information about the site,including design draw- ings,construction records,published geologic data,aerial photographs,and available geotechnical report Task 2.Exploration of subsurface conditionsin the Proposed addition area by drilling sixsoilboringsandinstallingtwothermistorstrings Task 3.Laboratory tests on selected samples to assess pertinent index and engineering characteristics of the subsurface soils,including gradation,moisture content,plasticity,and pore water salinity Task 4.Development of recommendations regarding pile foundation support,including pile type,vertical and lateral capacity,installation considerations,ground temperaturemonitoring,and related earthwork . Task 5.Preparation of this written report summarizing the findings from Tasks 1 through 4 1.3 Limitations This report has been prepared according to generally accepted principles and practices of geotechnical engineering.No other warranty,expressed or implied,is made.This report is for the exclusive use of NWABSD and CH2M HILL for specific application to the Selawik School Addition project. The analyses and recommendations contained in this report are based on the results of field exploration,laboratory testing,and engineering evaluation.The soil borings described in this report indicate subsurface conditions only at specific locations and times,and only to the depths penetrated.They do not necessarily reflect strata variations that may exist between or outside of such locations.If variations in subsurface conditions from those described are noted during construction,the recommendations in this report must be reevaluated. In the event that any changes in the nature,design,or location of the facilities are planned, the conclusions and recommendations contained in this report should not be consideredvalidunlessthechangesarereviewedandtheconclusionsofthisreportaremodifiedor verified in writing by CH2M HILL.CH2M HILL is not responsible for any claims,dam- ages,or liability associated with interpretation of subsurface data or reuse of the subsurface data or engineering analyses without the express written authorization of CH2M HILL. ANC/10040247.00¢ CHAPTER2 Geotechnical Data and Interpretation 2.1 Review of Existing Information Information about as-built conditions for the existing school was obtained from construc- tion plans and reports,construction as-builts,piling plan designs,inspection reports byothers,and a site inspection by CH2M HILL in September 1995.These plans and reportsincludedthefollowing:. ¢As-built drawings prepared by Ronald A.Raasch and Associates in 1976 for construction of the high school (Reference 1) e Construction plan as-builts by Ellerbe and Associates in 1979 and 1980 for addi- tion of junior high school classrooms and a remodeling of the mezzanine (References 2 and 3) e An Asbestos Hazard Emergency Response Act (AHERA)Asbestos Management Plan prepared in 1988 (Reference 4) e Areport prepared by Heery International in 1993 on education specifications at Selawik School (Reference 5) e A site inspection by John Aho of CH2M HILL on September 8,1995 (Reference 6) Existing subsurface information was obtained in the form of reports and soil boring logs from several previous investigations in the Selawik area.These investigations included the following: e A hydrologic data report prepared by the Alaska Department of Health and Welfare in 1957 that focused on area groundwater conditions (Reference 7) e Areport prepared by the U.S.Geological Survey (USGS)in 1970 summarizing permafrost thickness and its affect on groundwater in Alaska (Reference 8) e A foundation report on subsurface conditions at the proposed Selawik high school prepared by Alaska Geological Consultants (AGC)in 1973 (Reference 9). Boring logs from this study were included on the as-built drawings (Refer- ence 1).Five borings were drilled.to depths ranging from 12 to 20 feet;ground temperature measurements were also collected. e Anengineering geology and soils report prepared by the Alaska Department ofTransportationandPublicFacilities(ADOT&PF)in 1988,on subsurface condi-tions east of the east Selawik River channel in the area of the airport (Refer- ence 10).Field investigations were conducted in 1985 and 1987 along a proposedrunwayexpansionandaroundtheexistingrunway;the investigations includedassessmentoftheexistingrunwayfoundationandlocationofborrowsourcesformaterialtobeusedintheexpansion.A total of 61 borings were drilled duringthe1985and1987investigations;drilling depths ranged from7 to 27 feet.This aNc/10040247.00c 4 report also referenced a geotechnical feasibility study for the airport conductedbyShannon&Wilson in 1982 (Reference 11),which included8 drilled soilborings. e Areport prepared by Duane Miller &Associates (DMA)in 1991 summarizinggeotechnicalconditionsinSelawikforawaterandsewerproject(Reference 12). This study included air photo interpretation and compilation of existinggeotechnicalinformationinSelawik.The air photo interpretation of landforms and surface terrain described in the DMA report was conducted by R.A.KreigandAssociates.The following additional previous investigations were refer- enced in the DMA report: -Areport on the failure of the IRA community center foundation by Harding Lawson Associates (HLA)in 1978 (Reference 13).The building was supported on 4-inch-square steel piles embedded 14 feet below grade.Building construction took place in late winter of 1978.Buildingdifferentialsettlementofabout12inchesoccurredshortlyafterspringbreakup.HLA drilled two borings at the building site to depths of 6 and 20 feet.Ground temperatures of 24 to 26 °F were measured at the 14-foot depth in the borings.HLA concluded that the settlement was due to poor slurry placement procedures.The slurry method reportedly con-sisted of placing frozen cuttings around the pile and then adding cold water.Recent observations indicate that the building has been jacked and shimmed during repeated attempts to level the building. -A foundation report prepared by the ADOT&PF in 1980 (Reference 14).The ADOT&PF investigated subsurface conditions found under the east and west channels of the Selawik River.Six borings were drilled to depths ranging from 32 to 102 feet. e A geotechnical report prepared by the A.W.Murfitt Company in 1992 fora housing project that is about 200 feet southwest of the high school (Refer-ence 15).Three borings were drilled to depths ranging from 5 to 19.5 feet andgroundtemperaturesweremeasured.Ground temperatures measured in one of the borings reportedly ranged from 24.6 to 26.6 °F between depths of 5.and 19.5 feet. e Another geotechnical report prepared by A.W.Murfitt in 1992 for water and sewer service improvements just to the southwest of the school near the existing treatment plant (Reference 16).Two borings were drilled to a depth of 19.5 feet; ground temperature measurements were collected. Approximate locations of previous borings in the vicinity of the school are shown in Fig- ure 1.Pertinent boring logs and laboratory test data from the previous investigations are included in Appendix A.. 2.1.1 Existing School Construction and Pile Installation "The main building that houses the junior and senior high school was constructed in 1975. By 1980 junior high classrooms had been added to the facility and the mezzanine had beenremodeled(References 2 and 3).The existing school is supported about 2.5 to 3 feet ANC/10040247.D0¢ above-grade witha clear air space to isolate the subgrade from the building heat.The as-built drawings (Reference 1)indicate that the school piles consist of standard, nonrefrigerated 6-inch-and 10-inch-diameter steel pipe piles installed in oversized holes backfilled with a sand-water slurry.The pile load capacity and embedment depths indicated on the as-built drawings are as follows: TABLE 1 Pile Load Capacity and Embedment Depths,Selawik Schoo!As-Built Drawings Pile Embedment Below Grade, Pile Type Feet Pile Capacity,kips 10-inch Dia.Steel Pipe Pile |25 120 6-inch Dia.Steel Pipe Pile 22 60 It is not known with certainty whether the indicated pile capacity values represent ultimate or allowable values,or whether the capacities apply to long-term sustained loading or short-term loading.Recent field observations confirm that the school is supported on both 6-inch-and 10-inch-diameter steel pipe piles,although actual embedment depths and pile loads are not known with certainty.Observations during CH2M HILL's December 1995 field investigation and discussions with school maintenance personnel revealed some cracking in the top of the south wall around the ceiling beams in the gymnasium.It is not known whether these cracks are settlement related or when they first appeared.Because no other evidence of foundation-related deformation in the main school building itself has been reported,significant settlement of the existing foundation system does not appear to have occurred. A covered deck on the north side of the building is supported about 4 feet above grade on steel pipe piles.Eight-inch-square timber piles support walkways on the east,west,and south sides of the school.As-built drawings (Reference 1)indicate that the timber piles are embedded 10 feet below grade,with a Visqueen adfreeze bond breaker in the upper 5 feet and a 3-inch layer of rigid board insulation around each pile.As-built conditions of these piles have not been confirmed.There has reportedly been significant frost heaving of the walkways and decks (Reference 5).One obvious example of frost heaving was observed during our December 1995 field investigation;differential heaving among several adjacentpilessupportingthewalkwayonthewestsideoftheschoolresultedinthewalkwaydeckingpullingupandawayfromonesupportpile.Timber cribbing and a jack had beeninstalledtoresupportthewalkwayatthislocation. The school building area is underlain by either a thin,discontinuous fill pad or no pad at all,because the grade below the main school is essentially the same as the adjacent grade where no pad is present.Because of drifting snow and frozen conditions below the build- ing at the time of CH2M HILL's field investigation,it was not possible to verify the pres- ence of a pad. "The fuel tank farm and wastewater/water treatment facility near the school were designed and constructed about the same time as.the main school building.The treatment ANC/10040247.D0C 6 facility /washeteria foundation is similar in construction to the school foundation.The fuel tanks are reportedly supported at grade on shallow foundation elements. The unattached elementary classroom building is a Bureau of Indian Affairs (BIA)wood- framed structure supported on wood piles. 2.1.2 Subsurface Conditions Based On Existing Information Previous investigations indicate that the Selawik area is underlain by continuous perma- frost,except for the main east and west river channels where shallow permafrost is locallyabsent.Borings drilled to a maximum depth of 82 feet in the east channel did not encounter permafrost;in the west channel,permafrost was encountered at a depth of about 96 feet below the river surface (Reference 14).Permafrost in the Selawik area is at least 300 feet thick,and is generally well frozen although not particularly cold.The log of a BIA groundwater well near the school indicates frozen soils to a depth of 307 feet;the well was drilled to 315 feet and did not encounter groundwater (Reference 17). Ground temperatures in the area are not particularly well defined from existing informa- tion;measured temperatures are available only in the upper 20 feet and have ranged from about 24 to 28 °F.Ground temperature information collected during past investigations is included in Appendix A or described in Section 2.1 of this report. The active layer in Selawik is typically 1 to 2 feet thick in undisturbed tundra areas and up to about 5 thick where the tundra vegetative surface has been disturbed or where pad fill has been placed. The predominant geologic units in the Selawik area have been interpreted as fluvial depos- its,with some lacustrine deposits from thaw basins and thaw lakes also present (Refer- ence 12)..Fill is also found in pads and the airport runway.The main school site itself has been interpreted to be in fine-grained terrace fluvial deposits.Relatively uniform native soil conditions have been encountered in past borings throughout the Selawik area.The soil profile typically consists of a surficial layer of peat and organic silt ranging in thicknessfrom2to8feet.This organic layer is underlain by a zone of interbedded,ice-rich silts andice-rich organic silts ranging in thickness from about 2 to 20 feet.Massive ice and wedge ice,up to 14 feet thick,were also found throughout this zone.Previous borings have encountered ice primarily in the upper 15 feet.The upper fine-grained materials and mas- sive ice are underlain by more competent interbedded silts and fine sands with typically less ice and less organics. Laboratory salinity test data from the previous studies indicated insignificant freezing point depressions ranging from -0.001 to -0.005 °C (References 15 and 16).These low-freezing- point depressions are indicative of little or no salinity in the soil pore water. Borrow sources for granular material are at least 10 miles from the village,with no reliablemeansoftransportingmaterialstothevillageexceptonwintericeroadsorbybargeinthesummer.Historically,it has not been economically feasible to develop local granular bor-row sources in most cases.Therefore,available fill in Selawik generally consists of silt, sandy silt,or fine silty sand.Most of the runway is constructed of silt embankments;a 1992expansion,however,was carried out using gravel fill imported from a borrow source 13 miles upriver from the village (Reference 15). ANC/10040247.D0c 7 Shallow groundwater has been encountered in past investigations during the summer thaw season as perched water above the permafrost surface. 2.2 Field Exploration CH2M HILL conducted a field exploration program at the project site on December 10 and 11,1995.The explorations included six soil borings drilled using a truck-mounted Texoma 6400 with a 16-inch-diameter auger bit.The drill rig was provided by Osborne Construc- tion Company of Kirkland,Washington.Boring locations are shown in Figure 1.Boring depths ranged from 26 to 30 feet below existing site grades.Thermistor strings were placed in two borings (B-3 and B-6)to measure ground temperature. Boring locations were selected to supplement existing boring information and avoid con- flicts with existing utilities.Approximate boring locations were measured from existing site reference features. Drilling and sampling operations were supervised by a CH2M HILL geologist,who logged the borings and obtained representative soil samples.The soils encountered were visually classified in the field according to the United Soils Classification System.Logs of the soil borings for this study are included as Appendix B.Appendix B also includes key sheets defining symbols and terms used on the boring logs. Soil samples were generally taken at 2-to 5-foot intervals throughout each boring as grab samples collected from the auger flights.Samples were sealed in 1-quart paint cans with locking tops to preserve the natural moisture content.Samples were shipped to Anchorage in insulated coolers with blue ice to keep the samples cold and minimize moisture loss prior to testing. 2.3 Laboratory Testing Program Laboratory tests to determine pertinent geotechnical index properties on selected soil sam- ples were subcontracted to EBA Engineering Inc.in Anchorage.Tests were run to confirm field classifications and provide additional data needed for geotechnical engineering analy- ses.Laboratory testing included the determination of natural water content (ASTM D2216), grain size analyses (American Society for Testing and Materials [ASTM]D422),salinity (ASTM D4542)and plasticity (ASTM D4318).Laboratory test results are presented in Appendix C. 2.4 Area Geology Selawik is in the Kobuk-Selawik Lowland section of the Western Alaska physiographic province.The Waring Mountains to the north and the Selawik Hills to the south separatetheSelawikRiverdrainagefromtheKobukRiverandBucklandRiverdrainages.The areaisaflat,poorly-drained expanse characterized by patterned low-and high-centeredpolygonalground,numerous thaw ponds and lakes,meandering rivers,beaded drainage in minor streams,and swampy terrain. ANCc/10040247.D0¢8 Selawik is within the active floodplain of the Selawik River (Reference 17).The channel riv- erbanks in the vicinity of the village are generally about 6 to 10 feet above the water surface. The village is highly susceptible to flooding,with up to 20 percent of the houses inundated every year.The school site is located in a fine-grained terrace area that is expected to be above normal river flood waters (Reference 12).The school setback distance from the river (approximately 400 feet)also indicates a relatively low flood and water erosion potential. Most homes are built on slightly elevated sandy silt levees near the river.The natural ter- rain between developed areas is wet and swampy,with relief generally consisting of pat- terned polygonal ground.Vegetation in the Selawik area is wet tundra made up of sedge, grasses,low brush shrubs,and alders.There are no roads in the village;instead,the village is connected by boardwalks for foot,snow machine and four-wheel-drive ATV travel. 2.5 Site Conditions 2.5.1 Surface The Selawik School site slopes slightly from southwest to northeast at about a 1 percent grade.The site of the proposed addition is covered by swampy,hummocky terrain sup- porting sedges and grasses.The tundrais poorly drained and wet during summer months, with areas of standing water usually present below and to the north of the school.Aninsu- lated pile-supported sewer outfallis on the west side of the school (see Figure 1).Leakage from the outfall pipe just beyond the northwest corner of the addition area was apparent in the form of glaciated effluent between the pipe and the ground during our December 1995 field program.A utility pole supporting overhead lines is in the northern portion of the addition area,as shown in Figure 1. 2.5.2 Soil Similar subsurface conditions were encountered in all borings drilled for this study,and consisted of the following two zones: e Anupper layer of peat,ice-rich organic silt,and massive ice e A lower zone of more competent silt,sandy silt,and fine silty sand with lessiceandoccasionalorganiclenses Figure 2 shows a plot of moisture content vs depth for all samples tested.The plot shows ageneraltrendofdecreasingmoisturecontentwithdepth,confirming the above interpreta- tion of more organic and ice-rich soils at shallow depths.Two values of greater than 350 percent moisture at depths of 8 feet and 30 feet are expected to indicate localized,highly ice- rich zones. Figure 3 presents a plot of fines content versus depth for all samples tested;no clear trendsareapparent,except that the site soils range from fine silty sand (25 percent fines content)to silt (96 percent fines content). The near-surface layer,consisting of peat,organic silt,and massive ice,was found as a 5-to 16-foot-thick layer with soil moisture contents ranging from about 125 to 200 percent. aNc/10040247.0¢9 Moisture Content vs Depth Figure 2 Moisture Content,% 200 300 350 400 450 50025010015050 3994 'oped Buysixg mojag yjdeg Fines Content vs Depth Figure 3 Fines Content,% 40035030025020015010050 jeeJ 'apeis) Buyjsjxg mojag ujdag 10ANC/10040247.00C Massive ice ranges up to 9 feet thick within this zone,occurring as lenses and as vertical ice wedges typically found in patterned ground.The massive ice is limited to the upper 10 feet in the borings drilled for this study.This upper zone is ice rich and would be very suscep- tible to both thaw settlement and consolidation settlement if allowed to thaw under load., Fine-grained soils consisting primarily of silt,sandy silt,and fine silty sand underly the near-surface layer to the terminal depth of the borings at 30 feet.Soil moisture contents in this zone ranged from about 40 to 80 percent.These predominantly ice-rich materials would also undergo extensive settlement or deformation during freeze-thaw cycles.Pore water salinity was not detected in any of the tested samples when measured in the parts per thousand range. It should be noted that a fuel spill has apparently occurred at the tank farm to the southwest of the school (References 15 and 16).However,no evidence of contaminated soil was observed in the borings drilled for this study.Previous explorations at the nearby water 'treatment plant noted fuel odors in surface organic soils and a fuel sheen on ponded water near the treatment plant (Reference 16). 2.5.3 Groundwater Groundwater was not encountered in any of the borings drilled during this study,exceptforawaterseepatadepthof2feetinBoringB-5.This seep may be a talik (unfrozen zonewithinpermafrost)or simply the last remnants of the active layer refreezing above the permafrost.It should be noted that strong sewage odors were noted during drilling opera-tions in the upper3 to 6 feet in Borings B-6 and B-2.The source of these odors is unknown,although leakage has occurred in the sewer outfall pipe as described previously. rv 2.5.4 Ground Thermal Regime Ground-temperature measurements were obtained by installing thermistor strings in 0.5 inch-diameter flexible steel tubing in Borings B-3 and B-6.Readings taken on December 18,approximately 1 week after completion of drilling,are presented in Figure 4. The plotted readings in Figure 4 indicate that the permafrost in the proposed addition area is well frozen,although not particularly cold.Ground temperatures below 10 feet ranged from about 25 to 28 °F.These temperatures correspond reasonably well with past meas- urements made in Selawik.Additional readings are recommended to assess seasonal fluc- tuations at the site. 2.5.5 Site Seismicity .. On the basis of the Seismic Zone Map of the United States,as presented in the Uniform Building Code,the school site is within Seismic Zone 2B.The addition should be designed in accordance with applicable Zone 2B standards. ANC/10040247.D0c 11 Figure 4 Ground Temperature Measurements (12/18/95)DepthBelowExistingGrade,FeetANC/10040247.D0C Temperature,Degrees F 15.0 20.0 30.0 12 CHAPTER 3 Discussion and Recommendations 3.1 General The native soils at the school addition site are expected to consist of organics,ice-rich silt, and massive ice,with more competent silt,sandy silt,and silty sand at depth.Because of © the ice-rich and extremely thaw-susceptible nature of the permafrost at the site,the pro- posed addition will require pile support.Adequately designed and constructed nonrefrig- erated and refrigerated piles have been used successfully to support buildings in Selawik. Either type of pile would provide adequate support for the school addition.However,non- refrigerated piles are expected to be most feasible for this project for the following reasons: '«The existing school has nonrefrigerated steel piles.Use of similar piles should tend to minimize differential settlement between the main building and the new addition. e Use of standard section nonrefrigerated piling is expected to more readily accommodate the fast-track construction schedule for this project. e Standard section piles can be more easily lengthened or shortened in the field if required to address varying subgrade conditions. Nonrefrigerated piles may consist of either steel pipe piles or square timber piles installed in augered holes backfilled with a sand-water slurry.The existing school is supported on steel pipe piles.On the basis of discussions with the project structural engineer,it is antici- pated that steel pipe piles will also be used for the addition.Accordingly,the recommen- dations provided in the following sections pertain to steel pipe piles. The piles will develop support from the adfreeze bond between the pile perimeter and the frozen slurry.It is critical that the permafrost condition be preserved.Thawing of ice-rich soils below the expected active layer could lead to adverse building deformations.Warm- ing of the permafrost above the design temperature could also increase the rate of creep and result in significant settlement.Accordingly,it is important to maintain a minimum 3-foot air space between the building addition and the ground surface.This will allow unre-stricted air flow to maximize subgrade cooling and building heat dissipation.The building floor should be well insulated to minimize the amount of heat transmitted to the subgrade. It is also important not to disturb the existing tundra mat in the addition area during con-struction.Disturbance of the vegetative mat would reduce its insulative capacity and pro- duce greater thaw depths. 3.2 Active Layer Thickness Subgrade thaw during the summer season will extend into the organic ice-rich soils below.In undisturbed tundra areas,the maximum thaw depth or active layer thickness is expected to be about 2 feet,given the soil types and environmental conditions at the site.If the vege-tative mat is disturbed or granular fill is placed on the site,thaw depths are expected to ANC/10040247.Doc 13 reach about 5 feet.A conservative maximum thaw depth of 5 feet has been adopted for pilecapacityevaluations. These thaw depths were determined using the simplified Modified Berggren equation(using the computer program BERG2,Reference 18).The analysis assumes that a minimum 3-foot clear air space below the building will be maintained.The following environmental conditions were assumed (Reference 19): Average annual air temperature 22.5°F . Mean air freezing index 5,800°F-days Design air freezing index 6,700°F-days Mean air thawing index 2,000°F-days Design air thawing index 2,700°F-days Freeze-thaw cycles in the 5-foot active layer could result in heaving during freezing (causing upward loads on piling)and settlement during thaw (causing downdrag loads on piling).The pile design must take into account freezing and thawing of these thaw-unsta- ble materials as described in the following paragraphs.If thaw progresses into the thaw- unstable permafrost below the expected active layer,excessive settlement and/or heaving of the piles could occur. It should be noted that greater thaw depths could be realized if the summer thaw season is unusually long,if unexpected heat transfer from the building system occurs,or if excessive disturbance of the protective tundra mat occurs.It is therefore essential that subgrade tem- peratures be monitored during construction and building operations to confirm that exces- sive thaw depths are not occurring. 3.3 Site Preparation and Earthwork It is anticipated that site earthwork will be limited to construction of minimal work pads that may be required for construction operations.Permanent access around the buildingwillbeprovidedbytimberwalkwaysbecauseofthewetandswampynatureoftheground.The area below the addition need not necessarily be underlain bya fill pad;everyprecautionshouldbetakentominimizedisturbancetothetundramatduringconstruction to maintain its insulative capacity.As described previously,standing water below and to the north of the school is typically present during the summer season.Provisions for drainage should be made where feasible. 3.4 Pile Design Criteria The first step in construction of the school addition will be pile installation,currently scheduled to be completed before spring breakup,1996.Pile installation before breakup, during winter conditions,is recommended to facilitate pile hole drilling and freezeback of the slurry backfill. Steel pipe piles frozen into oversized holes with a sand-water slurry backfill are acceptable'for foundation support.Allowable adfreeze stresses at the pile-slurry interface will be con- trolled by the need to limit long-term creep movement.Because adfreeze values and creepmovementsarehighlydependentongroundtemperatures,the warmest expected ground ANc/10040247,D0¢ . 14 temperatures (end of summer)were used for analysis.A typical "warm"Selawik ground temperature profile was selected based on the previous ground temperature measurementsin the top 20 feet and measurements from this study for temperatures below 20-foot depth,as follows: Depth Below Ground Surface Temperature 5 ft (base of active layer)32°F 10 ft 30°F 15 ft 28.8°F 20 ft 27.8°F 25 ft 27°F 30 ft 27°F 35 ft 27°F Any contribution to vertical pile capacity from the top 5 feet (the maximum expected active layer)was neglected.. Allowable long-term shear stress values for the pile-slurry interface were determined based on limiting pile creep in the ice-rich soils and massive ice at the site.Using an allowable total creep settlement of 1 inch over a 25-year period,Figure 5 shows resulting allowable pile capacity curves for 6-inch (6.56-inch outside diameter),10-inch (10.73-inch outside diameter),and 12-inch (12.75-inch outside diameter)steel pipe piles.These curves are applicable for long-term sustained loads equal to dead load plus some portion of the live load;the live load portion should be selected to be representative of actual sustained loads on the piles. Figure 6 shows allowable pile capacities versus embedment depth under short-term loading for the same three sizes of steel pipe piles.Maximum short-term loads should consist of full dead load plus live load including wind or seismic.These curves are based on ultimate adfreeze strengths with a factor of safety of 2.5. The curves shown in Figures 5 and 6 include the effects of downdrag resulting from yearly thaw of the active layer,neglect pile end bearing,and assume negligible soil salinity.The curves are considered appropriate for well-frozen,ice-rich soil (soil with little grain-to-grain contact)with low salinity.The curves assume that massive ice may be encountered in the - upper 15 feet of the soil profile.If massive ice is encountered below a depth of 15 feet in the pile holes,the pile length should be increased 1 foot for each foot of massive ice found below 15 feet.If significant zones of unfrozen soils or other unusual conditions are encoun- tered during pile installation,pile embedment depths may need to be increased to limit long-term creep settlement.Examples of factors that could potentially produce unfrozen soil zones include remnants of the reported fuel spill from the tank farm or sewage leakage. It is very important that all pile installation activities be monitored by a geotechnical engineer so that pile lengths can be revised if required. For determination of lateral load resistance,the piles may be assumed to be fixed 6 feet below the ground surface under summer thawed conditions.During winter frozen soilconditions,the piles may be considered fixed 1 foot below the ground surface.Lateral soil resistance above the point of fixity should be neglected. ANC/10040247.D0c 15 Figure 5 Long-Term Allowable Plie Capacity,Selawik School Addition ALLOWABLE PILE CAPACITY,KIPS 0 10 20 30 40 50 60 70 en INCH STE EMBEDMENTDEPTH,FEETFigure 6 Short-Term Allowable Pile Capacity,Selawik School Addition ALLOWABLE PILE CAPACITY,KIPS 0 -20 40 60 80 100 ape @6-INCH STEEL PIPE PILES @ 10-INCH STEEL PIPE PILES EMBEDMENTDEPTH,FEETANc/10040247.00c 80 120 16 3.5 Frost Heave Considerations Heave forces on the addition piles can be determined by assuming a constant 40-pounds- per-square-inch force acting uniformly over the pile perimeter in the 5-foot active layer (Reference 20).Calculations indicate that a pile embedment of 25 feet results in a factor of safety of approximately 1.6 against uplift.Accordingly,a minimum embedment of 25 feet is recommended for the steel pipe piles supporting the school addition. Placement of a bond breaker,such as polyethylene sheets,around the pile in the active layer will reduce the risk of upward pile movement associated with frost heave.If such a bond breaker is added,the minimum embedment depth could be reduced to 15 feet.It is anticipated that timber walkways around the perimeter of the addtion will be supported on lightly loaded timber piles.The compressive loads on these piles will be very low;it is anticipated that frost heave uplift forces will control the design.Timber piles with a mini- mum embedment of 15 feet should provide adequate protection against frost heave if at least three wraps of polyethylene sheeting are placed around the pile throughout the 5-foot active zone.Timber piles should be field-treated with an appropriate preservative through- out the active zone to reduce the risk of pile deterioration from wet and dry cycles.Steel pipe piles should also be protected from corrosion with an appropriate coating throughout the active layer.Piles should be untreated below the active zone to avoid inadvertent reduction of the adfreeze bond. 3.6 Pile Installation General requirements for pile installation are summarized in the following paragraphs.The piles for the building addition should be installed in oversized augered or air-drilled holes with a rough surface at the permafrost/backfill interface.The hole diameter should be a minimum of 6 inches and a maximum of 10 inches greater than the pile width.The hole should be drilled to at least the planned embedment depth of the pile.The holes should be securely covered immediately after drilling until pile placement begins.Any snow,ice,or other deleterious materials should be removed from the holes before pile placement. All pile holes should be backfilled with a sand-water slurry.The sand aggregate should conform to the following gradation: U.S.Standard Cumulative Percent Passing Sieve Sizes by Dry Weight 3/4 100 1/2 . 96 to 100 No.4 75 to 100 No.8 65 to 100 No.16 40 to 85 No.30 25 to 60 No.50 10 to 45 No.100 2 to 20 No.200 Oto5 ANC/10040247.00c 17 Because of the unavailability of suitable local sand,it is anticipated that material will have to be flown in if piles are to be installed before 1996 spring breakup.To reduce the amount -of slurry sand required,it would be acceptable to backfill the top 5 feet of the pile holes (active layer)using cuttings for the slurry.Cuttings used to backfill the top 5 feet should consist of the more competent sandy silt and silty sand found below about 15-to 20-foot depth.The final lift of backfill around each pile should be mounded at least 6 inches hightoallowforfuturesettlementandreducetheriskofsurfacewaterinfiltration. The aggregate should have a salinity of less than 4 parts per thousand.Water used in theslurryshouldbecleanandfreeofoils,acids,alkaline,salts,organics,or other deleterious substances.The slurry should be heated to maintain a temperature of between 35 and 50°F during placement,and should be mixed to a slump consistency of between 6 and 8 inches. The pile surface below the active layer should be free of mud,ice,oil,paint,or any other coatings that may adversely affect the adfreeze bond.The pile should be placed in the hole so that it is plumb,with a minimum of 2 inches between the pile and the hole wall such that a concrete vibrator can be used during slurry placement.The pile should be held securely in position until the slurry is placed and firmly frozen back.The annulus should be filled in lifts with the sand-water slurry.The slurry should be continuously vibrated during place- ment to ensure that the annulus is completely filled with slurry.For winter-placed piles,a minimum freezeback time of 48 hours is required prior to any disturbance of the pile,anda minimum freezeback time of 10 days is required prior to pile loading.Required freezeback time should be confirmed by ground temperature measurement.Reduced freeze-back times may be acceptable if confirmed by actual ground temperature measurement. An experienced geotechnical engineer should observe drilling and installation and maintain a complete log for each pile.Such observation will permit verification of the actual soil and permafrost conditions and allow for modification of the design if unexpected conditions are encountered.The geotechnical engineer should record the date and rate of drilling,soil materials,ice,unfrozen zones,gravel layers,saline zones,or other unusual conditions encountered.The engineer should also record hole depths,final pile tip elevation,pileplumbness,and pile width.The geotechnical engineer will be responsiblefor increasingpilelengthsifunexpectedconditionsareencountered. 3.7 Ground Temperature Monitoring The pile design criteria given above are expected to be suitable based on both analysis and successful performance of similar systems in northern Alaska.However,it is very impor- tant to monitor building subgrade temperatures frequently during freeze-back of the sand- water slurry and throughout the building operational life to verify that thaw depths and ground temperatures are as anticipated. Thermistor strings should be installedin 0.75-inch-diameter,Schedule 40 PVC casing at representative pile locations below the proposed addition areas to allow monitoring ofgroundtemperatures.Thermistor strings should be placed at both perimeter and interiorpilelocationsacrossthenewadditionareas.A minimum of six thermistor stringsisrecommended.The annular space around the thermistor string at the top of the casingshouldbesealedbyuseofinsulationandsiliconsealant.To reduce the risk of causingthermaldegradationofthepermafrostfromleakage,no fluid should be put in the casing. ANc/10040247.00¢18 References 12. 13. 14. 15. 16. Ronald A.Raasch and Associates.As-Built Drawings,Selawik High School.1976. Ellerbe and Associates.As-Built Drawings,Junior High School Classroom Additions. 1979. Ellerbe and Associates.As-Built Drawings,Mezzanine Remodel.1980. Northwest Arctic Borough School District.AHERA Asbestos Management Plan,SelawikSchool.1988.. Heery International.Selawik School Educational Specifications.1993. CH2M HILL.Site Inspection Report by John Aho.September 1995. Alaska Department of Health and Welfare.Ground-water Reconnaissance of Six Eskimo Villages,Kobuk-Noatak Area,Alaska.1957. Geological Survey.Permafrost Thickness And Its Effect On Groundwater In Alaska.1970. Alaska Geological Consultants.Geologic and Foundation Investigation of the Proposed Selawik High School Site.January 1973.- .Alaska Department of Transportation and Public Facilities.Engineering Geology And Soils Report,Selawik Airport Improvements.July 1988. .Shannon &Wilson,Inc.Geotechnical Feasibility Study,Selawik,Alaska.August 1982. Duane Miller and Associates.Geotechnical Conditions,Water and Sewer Utilities,Selawik, Alaska.March 21,1991. Harding Lawson Associates.Site Investigation,Selawik IRA Community Building.August8,1978. Alaska Department of Transportation and Public Facilities.Foundation Report for Selawik River Bridges.June 1980. Murfitt Company.Subsurface Soil and Foundation Conditions,H.U.D.Housing Units,20 Unit Apartment Complex,Selawik,Alaska.July 27,1992. Murfitt Company.Subsurface Soil and Foundation Conditions,Project AN-90-022,Water and Sewer Service Improvements,Selawik,Alaska.July 27,1992. ANnc/10040247.D0c 19 17.University of Alaska,Arctic Environmental Information and Data Center.Selawik Community Profile.December 1976.. 18.Alaska Department of Transportation and Public Facilities.BERG2,Micro-computer Estimation of Freeze and Thaw Depths and Thaw Consolidation.June 1989. 19.University of Alaska.Environmental Atlas of Alaska.1984. 20.Crory,F.E.and Reed,R.E.Measurement of Frost Heaving Forces on Piles.U.S.Army,Cold Regions Research and Engineering Laboratory.Technical Report 145.1965. ANC/10040247.00¢20 Appendix A |7 Boring Logs From Previous Investigations Alaska Geological Consultants. Geologic and Foundation Investigationof the Proposed Selawik High School Site.January 1973. jay (\ --a::= \'. 'N"N . . isl veo _- \\, 5 pees NUSA.4 NL Nw'f |\ thSeer NEW "TANK PARA ANSOECETNLYFHTID oy - SNE OL LiNg,CAY TANK >PLT POM -OES MESH.4 TRI.IL44EKG.SIL#TORACETAKSOUNn00-9:000-0006.-----Ssi- Fo wew WY KAA *45i NsMESESTS||272LeeeeBohcs&3PEC)v v.f7 &>few veut.ev macrns HT ir Hj]Re|TH SH YP.F+i A¢He : .main Fo = Ad yY ” ¢Ny *Qeotermicnos Umrrs,"s +|_y "ss "TS ;S RELOCATED MANASE . '",-. sw 19%0R!ag wedBenes=ooeeie-|gutUMLrmR4-ot y)eeTT_y .an ' -' .7)< TEST HOLE (iH)FORING LO: Lots ,(@8E PLOT PLAN FOR LOCATION); : THA .Fs, THAZ -THAD.CRUNOAIOREANICE,DORK "sare _|ORZANIES,CARI,CoAicn,ARC CROWN,162 FIOM.CROWN,ICE RCH.GROW,eS qcH,te "yes ”. _.. s:ee te.7 .."8 a.we | . ALT PRoWN,RANT,AIT,PROMS,RANI GILT,RW.PALIORGANISEICETUCH.rey Oto IG5,1¢8 Kien,UE ORGAMICS,CE RICH.T se .4 ...(! .may . . Ls an 3 -AIL ORAY,ICE ISH..oon ALT,OFAY,168 RICH gee AUT,OfAy,1C8 RICH -7 '7d °ge2.ft oN THA TA ro -\tr DT Tf -'|oS a ORGANICS,PARK.ORDAN Ie OAR . I A\AIK. * qh prownice RicH,=SF BROWN,162 RIO.: (-./4 .uO :" }"J °2a°8 ,"s nd ... :a."+'woe ./oo Lt ALT OFOWN,RANGOM AILT BROWN,RANTON 7 atbeeOROMNCSICEITH,oan ONCANITS,(SE RICH.. . : : ae PS . iS crJ.mPeera|'HNe°sy!gAt3.'ad |autyoraywencn,GILT,GRAY,ICE RICH, .ave ., .%rt °), .Q -fel ate i . qe .°L.+ "os 'agen SALT,BROWN,RANI ut in .-ORSANIC4,'58 AGH,64 ::.LORCANICE ,ICE RIZH, é i . . /->/al one ALT,ORAY,ICE SIH.aa€rTa:.atv°|.THESE TEST HOLE PORING?Loos ARS "TAKER FROWS i?J., :"GEOLOME AND FOUNDATION INVESTIGATION me |e.nF ore . / -_PROPOSE 4ELAWIK,HIGH Sater site"_. .1 PREPARED PY:ALACRA GEOLOGICAL CONSULTANTS ==ws/7 aan ANCHOtAGE,",ALAS \.wiaammmmaa-_-==JNALDARA: GUBAURFAEE INVESTIGATION WAS coNInUeTER PSTWEEM SCH/nn 5 JANUARY OT!=1OTH ATS UNDER THE GUPERVISION OFTa .MR.HOWARD J,COREY PE.Doe dh 0 CONES C8 -THE RESORT ARS ON PLE wiTH AgcHiTEST,ae i/.OWNER,A ALaohA GETLOGIGAL CONSULTANT FOR THE ar ./ ./ @MTRAcmHRIS REVIEW,oa .f 2 .a ':.2 Beeewaeee Harding Lawson Associates. _Site Investigation,Selawik IRA Community Building. August 8,1978. ||. 2ND AVENUE | |Ny ty 2 |cr CRA Community Building |Test Borings by |”.-Alaska Geological ul Consultants <|5 feJANIS73|9 a F 4 o?:FE 4oc5udOoz z SRD AVENUECeciontHighSchool 4TH AVENUE [| School Reserve oe e®* Reférence""U.S.Survey No.4492,Alaska.Selawik Townsite Tract"B" 100 oO 100Ys22eo .Scale in Feet Legend: Test Boring by Alaska "Geological Consultants (JAN'73)ane Borings by Harding Lawson Assoc.(JULY '78) | HARDING-LAWSON ASSOCIATES SITE PLAN PLATE 4)Consulting Engineers and Geologists IRA COMMUNITY BUILDING 1SELAWICK,ALASKA|Job No_2609,00108 Appr:pate 7-24-78 | :Plate'Duane Miller &Associates#2N}|Job No.4033.31 Data :March 1991 Selawik,Alaska Alef See.cnetommeememeoe20OESteleseme« f,»=z 3 of LOG OF BORING 1 .om -a +)u,ow cD)- &. .|we SS SE BF TS Equipment_23s"_Dia.Mod.Shelbyfmwidg"_omSaf67#e xf AF .:7woratoryTestsGea>28 6S 8h Elevation ate Drilled _//8/78 0 5"Moss .qHDARKBROWNPEATYSILT(OL) 1%O.L.T. Salt Content "reezing PointJepression0.029 F. |1.5%O.L.1.: very soft,saturated Unfrozen- BROWN SILTY PEAT (Pt,Vx) ICE and PEAT PDARKBROWNSILTYPEAT(Pt)rozen BROWN SANDY SILT (ML,Vx)with some organics sand content increasing with depth LOG OF BORING 2 Equipment__23s"_Dia.Mod.Shelby 0.Elevation Date Drilled_7/9/78 - |Ess]9"Moss ayBROWNPEATYSILT(OL)=|very soft,saturated s]219.6 19 DARK BROWN SILTY PEAT (Pt,Vx)°ice lenses 1/8"thick Ss 103.9 33 5 from 3 to 4'eu |ob l 10 *Organic Loss by Ignition expressed as a percentage of the total sample ovendry|weight.15 HARDING -LAWSON ASSOCIATES "LOG OF BORING 1 &2 PLATE ,4)Consulting Engineers and Geologists I.R A.COMMUNITY BUILDING 3Selawick,.AlaskaJobNo__2609,001.08 apo CMipate__7/78 :PlateDuaneMiller&Associates2X8)Job No.:4033.31 Date :March1991 Selawik,Alaska Aled z i Alaska Department of Transportation and Public Facilities. Foundation Report for Selawik River Bridges. June 1980. -. . ry . eed > ..ore onene)arene we =headed . v7:ansee B . . .'BASIC MATERIALS SYMEKS 7 bs).Orpen,Or pects.Seu..a : . .. y 3 :4 ::7 3 gs 8 3 '3 5 5 .a a t fos.t |Bout At ! .on.5 A 7i,(cone bd &..FVPICAL TEST RELATIVE DENSITY AND. vw bow.4 MOLE SYHECKS,CONSISTENCY CLASSICATION3bl:.>Pee Ceced co Stomderd Pmetentan oot . .x ::Sper :Crannas coneseve'3 3 dene tote iowertt |Gk Deowts |bower |Corctawney i MOTE:Bering We.2 wes aol érited due le . 2 a . .Seomee ©&|vary doove |O°9 |tore SonethrowingofriverSee.. .Canoe er)Loose par)Sew&."+20 tom $0 fF mete . . .3-30 |Vor tom |0 |Soot .'.:©worms coe %20 |Bene 10090 |veoy Sunt ..>30 [vey Beas |>20 Herd .. .[@)Penewoustes ...TYPICAL ILST_HOLE 106Bormg4-.emiw.S14 37°56,20°He A to)?fue mow £,1980 Fl ¢5 Heeerad awcke conte .. 17.8 es ay Tap Wipers mais,oe .tee Bote Compieted (D]4ste we tes .Boaws 1 &Sendy ott w/tne .ofue,sme ree,17 Bace ou Bawee &Bonne 3 pe Trees org..10 on ME,wmtertely,3.0 °°new Sra 55°90,ot £SS1__va 10 5%ine crvstole gs?.som P aummmionsetaeedSNco)Gass,ment,rosie,th ore __Aree,25,1980 k3 e SSCET Suiy send”An 4i7).Oren 2 .=Qs ak,Powe!.B/23780 7 ee .3.10%te ". .Apnea tepemtvanal ote ebnayecr$m,wstrece sont ond .¢.,Ne OM]trees 4 trots eestor?-anne y_*.N,,3 i i aemeres15d}Trece org.'ay Ac 408x"R:Up bo 1S%tea exysteie (estimated)Cone,Rawr comme oa teedSayA°2°4 vaw .q Nn : ° .bepanabenpened eas a "er.raeto .Looe te fiem S AO]eveerery stented 1002 bumncer "TIO Ireotanty .SE 74)(where wnfroren)a AASMO wed -Tke Peeattee!ceteeed .:}+-mymaderd tootSS]75 Str tend one -22'34 we eevee wo ;N Seedy alt .X beens 12 firm hen EO TT]4----Shety tate vematee,pected,NY Were Sezer st ont \\__Sit ond ,agdtel :ereNaWrisecesend\=Siuy_cond Less then $%fee eryniels lestimeted)ee -! yo 'x of .SS on WIC PIntIROMETEN IST LOG av .°ombnr .(eeonen Wale wrmbel : :Medan te tilt clay .40.tee Bote Comptored @r7*ewes4."."°Wlece,Weoce qrevat .1.Py ” q Medium te stiff cley 3 And ete.be.ore p 4 rertedt suteset3Wierg.,ont q bad 4 it 'Vomertremstes toot"90 q 1 ..oy : r4Ore,wece grevs!¥..tent *Fr ne.ten CoebaAs7231NOTE:Field sed classllication eve besa edjusted-so!«yr on,7 hmomeeme nme mmo en wongy .7)[tem vents ot wf Uy twboratery lest caevite in come esos,e..3410 hammerWIE"heoteltdLoorete©firm w Trace org,(wots,ele) .Si,ese.cleyey Sb ..70.LOG OF TEST HOLESWoessendantSuiteleyw7., SELAWK RIVER..Zz ;Oce,Wace grovel . ” z ..WEST FORK|Troe elit,ond .hte :.'.#0]fr FOR . }Wece grovel nF ... :Ad ease to &dense . " ::SS send ond olty ome : .90 SateofAlede.at tPADteMWT OF a runic *© ."ree -.ote a :duneen,Alocke vs . |Plate {°°a 7-1 Duane Millor &Associates Existing Data ace2.at Job No.t 4033.31 Date:March 1891 Salawik,Alaska AsS =e severeeOL Shannon &Wilson,Inc. Geotechnical Feasibility Study,Selawik,Alaska. August 1982. Silt Existing SafetyExistingZone Threshold og & vs ,AN Tusa RY ee ene -iPiedRunwayExtension"a *ea Bt fo.» LEGEND: @ Borehole: NOTE:Man taken fron Anoroximate Scale: Ellerbe blueorint.-r- FEET . ,: .State of Alaska DOT/PF .a Roe yg % -oe .Airport Exoansion ae Yi aw.'.Selawik,Alaska 'ae '5 *t BORING LOCATIONS ANC PROFILE /mn &é 4 *i ..: e oO &:pon aa ',fey]Dusne Miller &Associates -Exisiing Daia Plale Auqust_1962 K-9494-21 ;'yr o€Wm FR PENG]Job No.:4032.91 Date:March 1991 Selawk,Alaska A=7 SHANNON &ILSON,INC.1 *¢2 2g.a ti 3 :|SCoTeCumECAL Consutrants FIG. Pre ee eos ards tet illn s,s ss beets Nob deatiliees sd 3.on .. j .: .., 9« i . nate ge Alaska Department of Transportation and Public Facilities. Engineering Geology And Soils Report,Selawik Airport Improvements. July 1988. "BA a0 1.8°10.0 0-10.28 }Org.-.., "/Tr,Fine Gand NM,46% NM.52% MM.TIN MM,TAR W-RIX Vis.lee 85-7 4 0.0-5.0 Bn.Sandy SiltwySempreNo.85-1774WaML,79%-200 30-130 Gy.Org.Silt, "@ce.Wood Frags., lea rich, 80%lea below 10.0 Samora No.85-1778 NM,635.8% 85-12 0-10 Org.Maf'l. 10-4.0 Gy.Org.Silt, .»50%lee 40-1.0 Gy.Org.Silt,«50%hee B-i 1B wet uvrus'Dk.pn-Gy.Peat urls onan Peat "Q0-A5 Dx.Bn.PeatGy-Bn,Silt 05-104 Dk,Gy.Org.SilP 1.5*410.0 Bn-Gy Si.Sa.A5-9.5 Ba. Ok.Gy"/Tr,Fine Sand,W/Tr.Fine Sand Silt,Weed Frags.Org.siltWeedSilversNLM.56%Tr.Clay Wr.Fine Sand NM,ASK HMM ATR MM.57%NM,46% MM,CIR NM,49%NM,33% MM,36%MM,49% MM,48%Samples Thawed 15%Vis.Ice by Drill Action Nove:Test Holes B-4 thru B-5 f B-T were drilled,sampled,described#evaluated byShannen¢Wilson,Inc. Geotechnical Consultants in June,1902. 83-8 as-9 65-10 Q0-0.8 Org.Math.Q0-06 Org.Mat'l.00-08 Org.Maf'l. O5-3.0 Gy.Org.Silt,08-6.0 Gy.Org.Silr,0.8-4.0 Gy.Org.Silt, 30%Ice oce,Weed Frags.,>50%lee Saris Mo.85-1773 50%Ice 40-10 Gy.Org,Silt, MM.11K Sampre No.85-1774 -«60%ke BO-.0 Gy.Org.Silt,NM,109.3% <50%lee 6.0-18.0 Gy.Org.Silt, <50%ice Sampiec Me 65-1775 ML,89%-200 ° 85-13 85-44 85-18 0.0-1.0 Org.Mat'l.00-10 Org.Hof"?00-40 Org.Mat'l. 1.0-2.0 Gy.Org.Silt 1.0-41.0 Gy.Org,Silt,10-0 Gy.Org.Silt, 2.0-8.0 100%Jee ece.Wood Frags.<*50%Ice 8.0-11.0 90%Ice,Si.Silty .Sampre No.85-1778 SampLe Ho.85-1777 NM.99.6% MM.109.9% More.,Teast Noles 63-7 thre 85-16weredrilledbyDAVARF.In Sept.,1985. QO-LY Dx.Bu.Si.Peat Ao-48 L7-7.6 Bn Gy.Org.Sid "Y/Tr,Fine Sand 13-64 TOR Vis.lee NM.ITNWM.40%Gt-70 T6-8.9 Gy.Fine Gand T.0-8.08.9-10.4 Gy.SI,Sa.Sit 20-25%Vie.ice 8.0-19.9104-107 Gy,Silty Sand 1S%Vis.leeNM,BOR 83-4 Q0-4.0 Org.Matt. 10°4.0 Gy.Org.Silt, >5O%ice Samp.e No,85-1776 MM,TAR 4.0-1.0 Gy.Org.Silt, <50%ke 85-16 Pe Q0-40 Org.Haft.i 10-70 Gy.Sandy Bit,"50%ica Sempi Mo.85-1779 ML,79%-800 00-08 Dx.Bn,Peat O.8-40.6 Gy.Org.Sit "/Tr.Fine Sand 30-50%Via.ke 0.8 Standing Water @ Surfac Tan Fine Gravel(Surface Fit} Sn.-Gy.Org.Silt Mareaine SandMM.BOK Dk,Bn,Sildy Peat 40%Yis.iceMM,135% Bk.kee WLOX Becca Gy.Org.Bild &:Wig z=lee -t4- 85-17 Borosar-70 85-23 a0-a3 0.3-7.0 owe 83-34 00-10 10-H.o 85-18 85-19 85-20 .85-21 :en 85-28 Bn.Silty Sandy Gravel,Q0-0.8 Bn.Silfy Sandy Gravel,00-08 Bn Silpy Sandy Grevel,Q0-0S Ba.Silty Sandy Gravel,Q0-OF Bn Silty Sandy Gravel,Wet 00-08 Bn.Silty Sandy Grevel,Fol,Wet Fil,Wet Fill Fil,Web Samece Me.85-1785 Fill,Wet Gy.Org.Silt,O.8-20 Gy.Sip,Fill,Wet O5-2.8 Geofex{iie over .Q5-2O Geofextile over SMd,19%-200 O8-3.0 Geofantiie ever Weed Frags.1.7-2.0,20-0 3°Org.Hef'ever Bn.Siig,FHL:Br Silt,FIN,Damp AS*25 Geotextile over Bn.Siig,Fill,Damp Damp te Weh Gy.Org.Silt Sanrie Ne.84-1763 20-8.0 2°Org,Hat'l,over Bn.Silt,Fill 30-70 2°Org..Maf'l,ever W/oce.Weed Frags.,ML,TTX-Z00,NM.23.2%Ba.Slit,Wet po Sat.Sanrig Ne,85-1786 Gy.Org.Silt, Wet fe Setvrated,25-70 3°Org.Mof'l over Gy.Org.Sip,|S0-%0 Gy.Org.Silt,Sajurated,ML,97%-LOO,MM.BI.TH Wet To Saturated lee vich below 8.0.|Wet te Saturated,Jee rich below 6.0 2RS-110 2°Org,Met's over -Jee rich below 5.0 Gy.Org.Slit,Wet feo Set., Sanrig Ne.85-1784 lee rich below 6.0 From Ruaway Surface Mef'h. near T.H.85-19 Silty Sandy Gravel,GMd,19%-200 85-24 65-25 85-26 oy-2T 85-28 . Org.Mat.00-40 Org,Map.00+1.0 Org.Maf'l.00-0.8 Org.Haf'l.$71)0.0-A8 Org.Marl.00-10 Org.Mat'. Gy.Org.Silt,10-11.0 Gy.Org.Slit,10°91.0 Gy.Org.Sil?,O5-11.0 Gy.Org.SIP,y Qs-11.0 Gy.Org.Silt,'10-110 Gy.Org.Silt, Seturated,j Sajurated,Saturated,Saturated,44 Saturated,Saturated, Jee rich below 2.0 lea rich "Y Vis.lee lea rich "/Vis.kee Jee rich "¥Vis.lea Al Jee rich,lee rich "7 Vis.lee Sanpic No.85-1767 te 6.0 450%leefo 4.0 te 40 . OL,97%-200,. Ora.8.4%. 85-30 65-31 . 85-32 4e-33 . Org.Map't.0.0-1.0 Org.Mat'0-00.58 Org.Hats 0.0-A5 Org.Mat'h.A0-0.5 Org Maz' Bn.Organics,We?10-11.0 Gy.Org.Silt,O5-11.0 Gy.Org Sit,O5-11.0 Gy.Org.SIZ,Qs-11.0 Gy.Org.Silt, Gy.Org.Silt,Sefurated,Seturated,Saturated,Saturated, Saturated,dee rich "Vis.Ice fe 4.0,lca rich "7 Vis,lee te 6.0,Ice rich "Vis.Ice te 4.0 lea rich YY Vis.lea te 4.0 lee rich "/Vis.lee te 4.0,Weed Frags.5.0-6.0 Woed Frags.40-5.0 Weed Frags.7.0°9.0 . 87-35 +88-36 :85-37 85-38 Org.dap"00-10 Org.Haz'.0.0-1.0 Org.Map'.A0-1.0 Org.Maf'i,Q0-10 Org.Maf'l.baad Gy.Org.Silt,10-110 Gy.Org.Silt,£.0°11.0 Gy.Org.Sif,10-35 Bn.Org.Sit,10-110 Gy.Org.Silt, Satureazed,Saturated,.Saturofed,<S5O%kee te 2.5,Saturated, lee rich "/Vis.lea te 4.0 4 lea rich Vis.Ice te 4.0 <50%lee to 25,Saturated,Ice rich Jee rich Y¥Vis,Ice te 3.0, Jee rich "¥Vis.lee fe 5.0 3.5-41.0 Gy.Org.Silt,Weed Frags.5.0-6.0 Saturated, Weed Frags.&.0-6.0, Jee rich "/Yis.lee 80-100Nore?:Test Holes 85-17 thrv 85-36 were drilled by DAY.f RF. In Sept,1985. :-<7-1 Duane Miller &Associates*9 Job Not 4033.31 PlateExistingDataDate:March 1991 Selawik,Alaska Ajo9G ar-t a7-87-3 . Gott Britt Gp OSB Stale agas gat,°5 Or, /SSoxtks bb 2.0,.shurle3t-tost Povas Gyok Sane Senet50%ice #4.0,8-2)NM,63.6%,ORG.4.8%|,Shuete af-1092 oe visile ke below 7.0 (357 ML,186%-200103253.4%@-27 NAL 72.6%,ORG.5.4%G67 NM,37.4%,ONG,22% g7-5 . £177)00-05,Ove set Org.WY 09440 oh ele 81-1093 o"Org ee gk .We 12-31 WM.48.0%,OAG.5.4%Shute ariosa,8 6%,:iy a-4127 MM.41.2%,ORG.S3%NM,89.9%,'ORG.6.4%Hird 32.4%,ORG,3.9% Nolet Teslholes drilled May 1987,. . 87-8ere0.0-0.5 Org.sel 0.0-9.5 Org,Mel Org.Met 4/)0.5-7.0 Gr Org.St,kee eich te 7.0,[3 0.5-1.0 8a ore.Ba Org. 'SAMPLE 87-1095 4.0-6.0 Gr Og.Sil,Gr Ore.,ML,199%-200)ico rica ie 6.0 SAMPLE 67-109) WM.63.4%Ni,703%,ONG,5.0% Not,60.7%,ONG,C.0% el or 0.0-0.5 Org,Mel0.0-0.5 Org.tel .0-0,.0.51.0 Ba'Org,[A P.5-6.0 Gy Org,Si,kee sich,40-7.0 Gr Org.SH,ice ekeSAMPLE87-1097 Nat,13.0%,ONG,6.0%.: cy,Duane Miller &Associates Existing Data PiateqdobNo.:4033.31Date:March 1991 Selawik,Alaska Ao]{ "19-|SELAWK AIRPORT 87-12 2.0-0.5,ory,MeMalaseote a;67-1098O27PLM.45.3%,OAG.1.6%16-779 NIL,$8.8%,ONG,3.2%SCAZ)NA,tae5D%e ONG.5.9%a,2001ASIFTN,St ORG,4.4% 2 14.162%-2000"24.0 Gr Gr.0°24.0 OreeOF MOSSM,(24%-2O00)H,14.0% 87-13 0-03 oF 87-15 0.0-0.5 Org,Met 0.0-0..+Met 7 99-03 Org.Met 0.0-0..Org.selOF10,ba'Org O5-20.0 Gy Ors.5M,Kee tick Jo 4.0,034.0|Ba"org sm,&O45 Ba'org. 0-22.7 Or:t .or 45-21.Gy Org.Sat,SAMPCE 87-1099 47 hak 122.3%,'ORG.6.0%iaie'kce te oY 4 vhibleice te ry ca(9-41 4.GO.3%,ONG.4,(e939 NM.43.7%,ORG,5.0%Ky SAMPLE 87-1101 SAMPLE 87-110 (9410)NM 47.5%,ORG,6.0%#37147 NIL 42.7%,ONG.3.7%(2-37 NAM,158.3%,ORG,7.9%(2-3)NM.80.3%,ORG.4.4%R415 N14 40.7%,OAG,4.6%@39°-207 NM,SI.7%,ONG,4.4%{?"-99 OL,I90%-Z00)(4°57 NLM.60.2%,ORG.5.6469-20)NM,371%,ONG.3.9%.fom,%(9-109 NLM.39.7%,ORG,6.3%.?W415)HAL 54.0%,ONG.6.4%G5°-167 MLM,33.7%,ONG 3.5%€6°-197 ILM,39.6%,ONG,4.0% Nolet Teslholes drilled May 1987, Org,MiGyOr;a 0.0°0.5 Org.MatpyStooBEEowshxeleof-N08aes)Rae 46.3%!,ONG,5.8%(7-97 NM.35.7%,ONG,4.6%20.0-21.0 Gy Gr SendM53&Org.'Se Sit,SAUPLE 87-1167itftak'54,TaOoh.5.3%A6°-477 NM.47.8%,ONG,33%19.0-20.0 Gy Se Grevel AUP E 87-109 NM,36.9%,OAG.43%NM.35.7%,ORG,3.4%HM,36.4%,ONG,3.5% MetSHt wi Se SE layers”ZB Pons Sly,att1SGyOrg.Si,wy shurle at-ioooNM,49.7%,ORG.5.5%- -|caeOrg.Met0.5-22.0 Gy Org,Sil,kee rich,visite ice te 5.0, (2i"-22 Mk,42.7%,ORG,4.9% Visble ke 13.0-15.0 17.0-18.0 87-23 Ey 0.0-0.3 Org.Mel ?O.5-1.5 Bn Org,ke rchfo1.5-28.3 Ba Org.Sit,deo rich2.543.0 fg Sal,lee reaAMPEB7-un3-49 13.0-15.0 Sr Se 34343,.0-20.0 Gy Org.ae'-197 NM.52.0%,ORG,6.3% )0.0-0.5 Org.Mat 0.0-0.5 Org.Mal roa fed : 05 OF 00.5.Org..0-0.5 Ory,0.0-0.5 0.0-0,3 Org.Mel 0.0-0.3 Org.MelOoTSBelong,SH,°SO%kets 05-35"Bn Org,Sit,5-30 Ba Org,Sh,kee tich 0.5-24.0 ofYorgSth ke sch 0.51.0 BeOrg.0.51.0 Ba'OrSAMPLE67-1112 SAMPLE 87-113 3.0°7.0 Gy Ore,St,.ble ka te 5.0,40-27.0 bf Org.SM,ice rich,1.0-2,Ba Org,Sm,lee tkh ees)ae Ne5e,Of.5.5%12-3)NM.65.9%,08G,5.6%SAMPLE 7-114 SAMPLE 87-115.ste Kee to 5.0)2.0-27.0 Gr Org,Sil,ke tkh, 2O-41,0 Gy Org.Si,SUD Gy Oey.SH,NM.51.7%,0RG,5.0%(2-31 WAM 144.3%,0R6,7.0%SAMPLE 87-i116 vlslbieice to 4.wan dia,ORG,4.7%_OL,176%-2001 7.0120 Gr Se St,oO),Mik 31.0%)ORG.3.0%13-4)HAM,130I%,ONG.5.5%SAMPLE 87-17043.0 o's 41.4%.NM 3.0%,0NG,2.2%Gr-121 WL 40.3%,ONG.5.5%(8-97 Hid,55.9%,ORG.6.7%(2-37 N34,561%,ORG,2.8%13.0-27.0 tp OF 5 oan 5.0%Arad &oeSeSu .12.0-46.0 Gy Org,SH (2Z-2IINM.45.6%,ORG,45%sae ML B5.4%,ORG.6.2%treo}Ni 43.33%,ORG.5.7%arse?Nat 40.. .9 -Ay ONG,5(20-26)NOk SD.A%,ORG.7.0%NiSe7x,0nG,6.5%.EO)UM.BOs ORG 4.4%BZr139 Wk 47.4%,ONG $.3%e279 NAL 50%,ONG 6 Ee ¥ ' x77} D Miller &Associates ©Existing Data Plate .' +][SK\3]Job No:4033.31 Date:March 1991 Selawik,Alaska f\=4 2 .-44-|SELAWIK AIRPORT . ””4 ".By -*”.fue ". .he Be.. .7 'ATE 7 LASSI'{ PAR TO NSP,ron Crumen Ohw ANO . ------ PUBLIC FACILITIES X ° CENTERLINE PROJECT NAME &NO.Selawik Airport Improvements AIP %-02-0256-01/62524 'SOILS TESTING REPORT . s MATERIALS SITE:NO,SAMPLED BY:Shannon &Wilson,Inc. STATION R/W 19450 OFFSET (FEET)50 R DEPTH (FEET)|Lak 5 : TEST HOLE NO.B-3B CIELD NO.$-2 TAB NO. NATE Aug 82 ESTIMATED %+10" "¥3"to 10" 3" Q" 1". 3/4" PERCENT |1/2" PASSING |_3/8" i #4 - 7 #10 #40 450 #100 100 #200 98 .O2mm 56 002mm 4 LIQUID LIMIT PLASTIC INDEX OIL CLASS ML SOIL DESCRIPTION S1,C1Si . NAT.MOISTURE Sp.G.Fine Sp.G.Coarse Absorption tax.DensityMpt,Moisture L.A.Abrasion Deqradation Sulf.Soundness rganics -e fea ANO PUBLIC FACILITIES --CY Sws DEPARTMENT OF TRANSPORTATION _SOILS TESTING REPORT CHECK ONE X |CENTERLINE PROJECT NAME &NO.Selawik Airport Improvements AIP 3-G2-0255-61/625E84 MATERIALS SITE:NO.SAMPLED BY:H.Livingston STATION R/W_6+00 R/W_6+00 T/W_712+00_|T/w_710+50 _|T/w 710+50 |T/W 707+25 |C/W 28420 ''C/W 31400" OFFSET (FEET)85 R 85 _R 125_R 10 R 10 R 230 _L 165 R 365 L DEPTH (FEET)1-2 6-7 2-3 3-4 12-13 2-3 27.5-8,.5 2-3 | (TEST HOLE NO.85-7 85-7 85-8 85-9 85-9 85-11 85-13 85-15 PIELD NO.85-1771 85-1772 85-1773 85-1774 85-1775 85-1776 85-1777 85-1778 AB NO.85B-1771 85B-1772 85B-1773 85B-1774 85B-1775 85B-1776 85B-1777 85B-1778 _, DATE 28 Sep 85 28 Sep 85 28 Sep 85 28 Sep 85|_28 Sep 85 |28 Sep 85 28 Sep 85 |28 Sep 85 |; ESTIMATED %+10"i "4 3"to 10" 3" 2" 1" ! ,3/4" PERCENT [_1/2" PASSING |3/8" \a 4 >#10 1 t #40 100 100 #50 - =-_. { #100 98 98 200 79 89 { 02mm i 005mm " LIQUID LIMIT NV NV ; PLASTIC INDEX NP NP BOIL CLASS ML ML SUIL DESCRIPTION SaSi Org.Si Org.Si Org.Si Silt Org.Si Silt Org.Si KAT.FOISTURE 53.8 111.1 109.3 71.4 109.9 99.67 pp.G.Fine ' sp.G.Coarse | AbsorptionMax.Density | Opt.Moisture eA.AbrasionNJegradation° Sult.Soundness , Organics - "1 rE Sh. DEPARTMENT OF THANSPS NON CHECK ONE ANDO PUBLIC FACILITIES xX .CENTERLINE PROJECT NAME &NO.Selawik Airport Improvements AIP 4-02-C254-G1/S27584 »_SOILS TESTING REPORT MATERIALS SITE:NO.©SAMPLED BY;"H.Livingston STATION c/W_32460 OPFSET (FEET)630 L DEPTH (FEET)2-3 | ITEST HOLE NO.85-16 FIELD NO.85-1779 _ CAB NO.85B-1779 DATE 28 Sep 85 ESTIMATED %+10"; "43"to 10" 3" 2" 1" 3/4" PERCENT |1/2"PASSING |3/8"in 'H 4 S #10 100 i 140 99 #50 -- #100 96 #200 279 -O2mm]]* -005mm -{LIQUID LIMIT PLASTIC INDEX BOIL CLASS ML orb DESCRIPTION SaSi NAT.MOISTURE . ' Sp.G,Fine sp.G.CoarseAbsorption Max.Density Opt.Moisture L.A.Abrasion NegradationSult.SoundnessOrganics Murfitt Company. Subsurface Soil and Foundation Conditions, Project AN-90-022,Water and Sewer Service Improvements, Selawik,Alaska.July 27,1992. CHM H/LL TRANSMITTAL TO:Ms.Marie Becker AVEC 4831 EAGLE STREET ANCHORAGE,AK 99503 ann:-§Aeescb Devs RE:SELAWIK SCHOOL RENOVATION &ADDITION WE ARE SENDING YOU: X ATTACHED SHOP DRAWINGS PRINTS CCIRS SPECIFICATIONS SUBMITTALS RESUBMITTALS - FROM:LINDAOLES CH2M Hill 301 West Northern Lights Boulevard Suite 601 Anchorage,Alaska 99503 DATE:3/12/99 PROJECT #130874.AO0.DE.01 UNDER SEPARATE COVER TRACINGS CATALOGS COPY OF LETTER CLARIFICATION/ INTERPRETATION OTHER: QUANTITY Item Description 4 Geotechnical design criteria for Selawik School Addition IF MATERIAL IS NOT RECEIVED AS LISTED,PLEASE NOTIFY US AT ONCE. REMARKS: Raf oes;Mikael ca eSatded a rhe be 2S Beit werBen” te tees MST ogooNeePrvi,” aeARTIS an A vi s PSUs $ Fa "',. 4 .rn ray ee 4 2 . BY "ag” aap x- Sy . ' eat ® Fnae OEScenERTe OT ree!SPS ty om cme a. es ' sos 2 7 Fee me BoeSh ares 'LOG OF BORING/TEST PIT #__5 Ra AWM,DATE:__6/15/92 SELAWIK 2 5cEeeFE EQUIPMENT:__MOBILE B-24,3"S.F.A.'BORATORY =3 Z Be 5 ES g §ELEVATION:Extng.Grnd.DATE.5/23/92STS26299#8 82:¢--- 0 ,PEAT (Pt)and ORGANIC SILT (OL),dark 4.brown,visible ICE,Vx. 2 + .SILT (ML),trace SAND,brown,visible 4-ICE,Vs. ] Hard Drilling. Organics 252.2 4 ICE +SILT (ML),gray-brown. 6-38.5%Organics. 8+ 10- 12-4 .SILT (ML),trace CLAY,gray,F 4, 14-4 visible ICE,Vs,17.2%organics. '-ganics -700.5 my 16-7 18+ Grainsize,Salinity,50.9 15.3%organics. f yanics 20-TOTAL .DEPTH 19.5 Ft. W.C LOG OF BORING/TEST PIT#5 PLATELW,Murfitt mpany”U.S.-POBLICTHEALTH SERVICECONSULTINGENGINEERS&TESTING ow" OB NO._92-202.20 2 ALASKA 3 =.LOG OF BORING /TEST PIT#6 x 6g --> J iz .E 55 >ae a Z EQUIPMENT:MOBILE B-24,3"S.F.A.LABORATORY =2 2 &3 Ee g :9 6 B64 x=Z ES =O Jeevation:Extng.Grd.»_5/23/92"ESTS eg ¢$8 #8 #228 DATE 0 j PEAT (Pt),and ORGANIC SILT (OL),dark '] brown,visible ICE,Vx. 2-4 I 4 - .7]itt ORGANIC SILT (OL),brown,visible 'ICE,dia Vs.i Organics 44 ICE +SILT (ML),trace SAND,gray-brown, 7 183.4%organics. |SILT (ML),trace SAND,gray,visible ICE, Vs.64 Hard Drilling. "] _Grainsize,Salinty,258.0 ttt SILTY SAND (SM),gray,F 2,visible ICE, §Organics TLE Vs»20.6%organics. 10-4 WAG 12-uae4 a J SILT (ML),trace SAND and CLAY,gray, i F 4,visible ICE,Vs. Grainsize,Salinity 98.0 "h |+ 167 18+ Organics 43.4 +18.3%organics., TOTAL DEPTH 19.5 Ft.PVC Standpipe . 20-Installed. W.Ce LOG OF BORING/TEST PIT#6 PLATE_AW,Murfitt Company U.S.PUBLIC HEALTH SERVICECONSULTINGENGINEERS&TESTING : ,; |'28.No.:92-202.20 3 wrens AWM.pare_6/15/92 SELAWIK . ALASKA” "GRAIN SIZE DISTRIBUTION PROJECT__U.S.Public Health Service Jos.NO.__92-202.20 LOCATION OF PROJECT__Selawik,AK.BORING/TESTPITNO.___5 SAMPLE NO,3 TESTED BY J.O. DEPTHOFSAMPLE __19 -19.5' DATE OF TESTING.6/10/92 GRAVEL SAND COURSE TO MEDIUM FINE SILT CLAY PERCENTAGES 2.7 88.1 9.2 U.S.standard sieve sizes 2 &¢&8>ss ¢££€€€£2 100 +-t }rit {!{ |]||HY || I rr l lsot!|WEEE LETTE |! |amt I |WT TN ||HT Telit -so Po ryé||Wy faye I fF c }ly !t 1 l . 3 T I J 1 Thy |{ ET TT HEU LULL TN ELLE i.1 {|wail |\{ |||Lil || |||iii || ott |a | | ||TTY Tayi |\t !!\cu I tT T T T 7 t t R |1 |byl |.I. 1 t 2 1 1 1 a a 2 ros"48 $$3°48 gf SOIL DESCRIPTIO Grain diameter,mm nN SILT (ML),trace CLAY,natural moisture 50.9%,F 4,65.2%-0.02 mn. 15.3%Organics.Freeze Point Depression -0.003 °c. SOIL CLASSIFICATION SILT (ML),trace CLAY. |AW.Murfitt Company PLATEOTHERTESTS- CONSULTING ENGINEERS &TESTING |AW.Murfitt Company CONSULTING ENGINEERS &TESTING L GRAIN SIZE DISTRIBUTION PROJECT__U.S.Public Health Service 3 3 JOB.NO._92-202.20 LOCATION OF PROJECT__Selawik,AK. SAMPLE NO.___2 BORING /TEST PIT NO.6 TESTED BY J.D.7 DEPTHOFSAMPLE _-_9_=9.5! DATE OF TESTING___6/10/92 $0101at0.016.001GRAVEL SAND COURSETO MEDIUM FINE SILT CLAY PERCENTAGES :. 59.]39.4 1.5 U.S.standard sieve sizes :.«2 &8 g 88os2.3 =£8:¢¢¢§¢€€ _tor ath I J||BNO EEE | I |rN tiy [ volt!|WELL TU [ ny (UTI l rHELENTELL |l WN | 5 60 ||Hetc”Y t =||||||I 5 t yt Nit i Iwo=Atl TL Tun || I I Mn aon | |[||PHN || ||||Pil || ot tt Lt HE EN l |!WT Tat NU | if i i j !{ t Li]t t T i 1.t ||WY Uv LTT 2 ee ee ee ae = :3 3 98 =:§ SOIL DESCRIPTION _SILTY SAND (SM),natural 'moisture 258.6%,°F 2,11.0%'-0.02 mm. Grain diameter,mm 20.6%Organics.Freeze Point Depression -0.001 %. SOIL CLASSIFICATION SILTY SAND (SM). OTHER TESTS PLATE GRAIN SIZE DISTRIBUTION project__U.S.Public Health Service JOB,NO,__92-202.20 LOCATION OF PROJECT__Selawik,AK.BORING /TESTPITNO. SAMPLE NO.3 DEPTH OF SAMPLE ____14 -14.5' TesTeD BY__J-D.DATEOFTESTING___6/10/92 GRAVEL SAND COURSE TO . MEDIUM FINE SILT CLAY PERCENTAGES .6.6 84.8 8.6 U.S.standard sieve sizeshoo.-2 8 8 g 8 7 -§&¢2 £2 2 ¢ ror SEN HANAT a eeatiHE I IULLET ||nH an Fl||LTH ||80 ||||wil |||WT Lh ||WT ayy || &60 ft A { é CHTTTWET Y TWP PEE5{rH tit {{ 3S ||||Pil \i | 40 1 |.{{|mr | |[||Eu I ||||ty 1 TN | ott tll AE Eh PANEL ||||Lyi || i !i !i !!t T T t t t t t >5 ||||Pil || )i I TH t--tT I i t 8 2 2 -¢3 832%5 . 5 :3 5 378 38 a3 SOIL DESCRIPTION Grain diameter,mm SILT (ML),trace SAND and CLAY,natural moisture 98%,F 4, 35.8%-0.02 mm.Freeze Point Depression -0.002 °C. SOIL CLASSIFICATION SILT (ML),trace SAND and CLAY. ;AW.Murfitt Company OTHER TESTS PLATE CONSULTING ENGINEERS &TESTING Murfitt Company.- Subsurface Soil and Foundation Conditions, HUD.Housing Units,20 Unit Apartment Complex, Selawik,Alaska.July 27,1992. Pog Nit ox ogre 675.00"3009 Boo.c0"oo ERAT ta QTES:.. i + [O@VERTICAL pxTUM-ASSUMED ta0™To DOOR SILL .. . ..*WATER TREATMENT PLANT @ NORTHWEST ERLYV4BLDG.SNIRY . 4 y .2 LDA.CFF EETH ot EATERSAREOTHE tints.OOS LS AD PEE MAME fEtfernAre te?2)Tea Paorenty Une .re SRC FER Te Srecramed PLAT of "naL Gelade SuOn* ' .T aw wer .fom,RECORD sirORATUr. . .4)SOT ELAWTIOND Srieenl Ath To Onin,Gane .;SUS OTHER sleTeO ALL Le coleman pateoo{|;7 Ome Jay Mu, 1 ;:@ Boring Locations8|5:oring 5 A,oa N Tract.B |[i g Teste sas g a ,g . z 2 : f ".. eit'crs FUTURE SITE EXPANSION ¢baale3lz¥Ib 3 :8 +e BF L °e 8Lal.=z FS ry =erosect: 'y 5 RE * 'a ' tw,e.r ePSseve4keZé§ ®&sa 3:.a uaedudszneo.-5 EE _-mw 0448"8 309,00 -5 &z H 'au z iJ -=,s---Rorlng-A FA =2 3 ¥gt Boring 3 .* £Rt:@ pot vibes »hese 7 zea 4gF)oo BUILDING *A*:'S ===0 7 &» 14282 SHV evorwn x:rs y bo OMaesaWl Bee?j *AN . °i . 4 Zp ch oag:Bopepreyan.De madara i Ei.x =wits a RET :5 "ile& @reaarT TiTLa:=re 'vabole,, -3 ba f.”™SITE PLAN, : .&;.SELAWIK i 'Peer as eu”S 2 #|a scp sl|sone leew nace acat oT we 30° .i eset wo.\@ 'J . 'PHS BORWIS §Lf °o ee ace Pm -4HPlate1Z\..\roam . 'or 3 x LOG OF BORING /TEST PIT #_3 J.-- J x we =e tt .e .E 5 8 on 3%EQUIPMENT:_MORILE B-24,3"SF 9LABORATORY£§9°8 Bz >2 ES $8 aevanion:DATE:_5TESTS26298#8 BREE :eres 0 1K PEAT (Pt),dark brown,visible ICE,'Vx. I 4 -. 2-|(LM =oRGaNIC SILT (OL),dark brown,visible ,ICE's. 5 ICE +SILT (ML),thin layers,brown.” "4 - Organics 581.2 QXVUI =ORGANIC 'SILT (OL),dark brown,HH 177.0%..0rganics',visible ICE,#V§. :TOTAL DEPTH 5.0 Ft. 6 , !i I a . {;4 10- }. | 12- 14 '4 16-4 18- 20 - . ; LOG OF BORING/TESTPIT#3 PLATEAW.Murkitt Company HU Nous.ousingCONSULTINGENGINEERS&TESTING KOWCHEE,INC..2)f 108 NO.:___92-188.30 , : APPR:A.W.M,.pate.6/15/92 SELAWIK ALASKA © TEV tema: |3 5 i”LOG OF BORING/TEST PIT#4 i ce.&55 -Ew >EQUIPMENT:_MOBILE B-24,3"S.A.lagorATORY =3 2 BE 3 ge 8 &msts BOS ©$8 BE Ba &2 [aeons tutes cond.onre_sszusar0 10 PEAT (Pt),dark brown,visible ICE,Vx. I 1 UWE orcantc SILT (OL),dark brown,visibleUNEIce,vs2-wayF|Kt j SANDY SILT (ML),trace CLAY,F 4,brown, ,7 4 visible ICE,Vs. |) 132.4 x '] |6- }] | "| 1 |.; Grainsize,Organics 37.2 Bef stury sano (SM),trace CLAY,F 4,light Salinity tot Hi brown and gray,3.9%organics,visibleO-7 TILE ICE,Vs. 125 1), br ,14-:a 44.4 i SILT (ML),trace SAND and CLAY,gray, | F 4,visible ICE,'Vs.o 16-5 18- Grainsize,Organics,.53.7 J 2.1%organics salinity 00 ||TOTAL DEPTH 19.5 Ft. .LOG OF BORING/TESTPIT#4 PLATE|AW.Murfitt Company WUD Housing CONSULTING ENGINEERS &TESTING KOWCHEE,INC. |108 NO-92-188.30 |3 rer:A.W.M.DATE:_6/15/92 SELAWIK :-ALASKA 21RETSO:meeeHstne LOG OF BORING /TEST PIT #__5x§I =cE #5 ©E ||_Jequipmenr:_MOBILE MINUTEMAN,3"S.F.A.LaporATORY =3 $BE §=z 8 &0 0 64 2 =O JELEVATION:__Extng.Grnd.2 3/17-TESTS ag 2 98 #8 #2 ze 8 :DATE:3/17-18/92 ,0 | 4 PEAT (Pt),dark brown,visible ICE,Vx. |360.9 WNT ORGANIC SILT (OL),brown,visible ICE,i 2-|nt Vs.. 4 pay J Ubu ; . SANDY SILT (ML),trace CLAY,F 4,brown,|4-visible ICE,Vs., Organics 246.4 fi 17.7%organics. Grainsize,Salinity 78.5 6- q 8-.1 ||SILTY SAND (SM),trace CLAY,F 4,visibleJITIcCE.Yvs &Vx. ton °,Organics 58.6 "LITE 9.3%organics 12+any |145 FTI. Grainsize,Organics,26.6 4 aT 2.1%organics. Salinit st)oeaay16TOTAL"DEPTH 16.0 Ft.7 PVC CASING INSTALLED i 18- . 20 +. LOG OF BORING/TEST PIT#5 PLATE_AW.Murfitt Company «UD fousing ; CONSULTING ENGINEERS &TESTING KOWCHEE,INC.°4I108.NO;___92-188.30 _Were:A.W.M.NATE:__6/16/92 SELAWIK ALASKAaneTeer GRAIN SIZE DISTRIBUTION project__HUD Housing,Kowchee Inc.JOB.NO.92-188.30 "LOCATION OF PROJECT__Se1aWik»AK.BORING /TEST PITNO.___4 SAMPLE NO.2 DEPTH OF SAMPLE __9 9-9! TESTED BY J.D.DATE OF TESTING 6/10/92 GRAVEL SAND COURSE TO | MEDIUM FINE SILT CLAY PERCENTAGES 54.6 39.4 6.0 U.S.standard sieve sizes a ?2 a 3 8 g=sk ¢g¢¢€€£€€€ 100 l 1 !|{{f {7|||I\Ly)| mi im l lotUTWONEE||||\mil {| WE We ||Wid | c tT T t tT ry Ly i t =||||IN |{ 5 t f f Tritt t {yu5 LU WELLL UTA LLL | |TN Tt I ||||PEN I | ||||byl | |||||'I 20 +x + ||||Lil |S |{-{HH f Pt mi KET TUL DS a a SO To "-3 5 5 3°8 3 3 8 Grain diameter,mm SOIL DESCRIPTION SILTY SAND (SM),trace CLAY,natural moisture 37.22,F 4, 24.2%-0.02 mm.3.9%Organics.Freeze Point Depression -0.003 °c. SILTY SAND(SM),trace CLAY.SOIL CLASSIFICATION AW.Murfitt Company CONSULTING ENGINEERS &TESTING PLATEOTHERTESTS 2sceeeemewers GRAIN SIZE DISTRIBUTION project__HUD Housing,Kowchee Inc. LOCATION OF PROJECT_Selawik,AK. SAMPLE NO.4 TESTED BY J.D. 100 80 60 Percentfiner40 20 JOB.NO.92-188.30 BORING/TEST PIT NO. DEPTH OF SAMPLE __19 -19.5! DATE OF TESTING __§/10/92 GRAVEL SAND COURSETO .MEDIUM FINE SILT CLAY PERCENTAGES 11.7 78.1 10.2 U.S.standard sieve sizes :2 8 2 g 8=&$S ¢¢£€£2 ||HT !||Tins |l ||WEL LLUTIN I HL | '|||byl . {{|pith \|| t ul t t +t || ||HTT ELTA,, ||Wy Pa |l min ant I ||||Lu | ||||Lil | !!He l | |i Wa Pua || |!||{|{NI i i T T T t tT , |||Pyiil || on ee Se it ”=5 3.§ao 8 5 8 g g SOIL DESCRIPTION Grain diameter,mm SILT (ML),trace SAND and CLAY,natural moisture 51.72,F 4, 10.2%-0.02 mm.Freeze Point Depression -0.003 %. SOIL CLASSIFICATION SILT (ML),trace SAND and CLAY. |AW.Murfitt Company'CONSULTING ENGINEERS &TESTING OTHER TESTS PLATE +neemmecmemes GRAIN SIZE DISTRIBUTION PROJECT__HUD Housing,KoWwchee Inc,JOB.NO.__92-188.30 LOCATIONOFPROJECT__Selawik,AK.°BORING/TEST PITNO.__5 SAMPLE NO.__3 DEPTH OF SAMPLE __5,4 -6! TESTED BY J.D.DATEOFTESTING.__6/10/92 GRAVEL SAND ; COURSETOMEDIUM FINE SILT .|CLAY PERCENTAGES : - 39.3 55.1 5.6 U.S.standard sieve sizes :.-2 8 2 8Sse4d223 100 ]!I i ]!!! TTT ToyUTTEELELTT,POLE ! |I |I ryt || 40 |||Ni ||| |||\||| l WA LN l ||||IL INI {| 5 60 |!|||f ' c Lj Ly T v 'J LY e ||Wy IN |l 5 t {t tml l Iuy E ||WET TUNG40IImtY 1 | ||AEE ETN ||||Lyi | volt tt WL ty Uh Ni ||WY Ta UIT Wii tay l nA HHT WT TUT Lt NYasart 2 FR 4 re 3 Grain diameter,mm SOIL DESCRIPTION __SANDY SILT (ML),trace CLAY,natural moisture 78.5%,F 4, 27.4%-0.02 mm.Freeze Point Depression -0.00)°c, SOIL CLASSIFICATION _SANDY SILT (ML),trace CLAY. 1 AW.Murfitt Company OTHER TESTS naCONSULTINGENGINEERS&TESTING Ceeee GRAIN SIZE DISTRIBUTION PROJECT HUD Housing,Kowchee Inc.JO8.NO. LOCATION OF PROJECT_Se !awik,AK. 92-188.30 SAMPLE NO.9 DEPTH OF SAMPLE BORING/TEST PIT NO. 15 -15.8' 5 pate of TesTING__6/10/92TestepBy. -GRAVEL SAND COURSETO MEDIUM FINE SILT CLAY PERCENTAGES , 63.8 31.0 5.2 U.S.standard sieve sizes e -22 2 €8>ss ¢¢£€€2 € 190 7 f f ort }{T |tT NUN UU Lt | |miyyy yi | Bo |||WA LUI |:| ||WET \P{yil || ||!Liu ! ||IE \|| &Go }{{ait }i fe i I =UTTTTTTR ETT AUT 5 t UL l Iuw E |HTL PEN || 4n I TO AG I |||||S i | ||||PHN | vot |WE ENG | ||TTT TUM TT PHT ttf}f}+-tf{f tt a]|WAV)FUT |.taai!rr *7 ?3 3 3°83 3 3 §8 Grain diameter,mm 6%,F 4SCIDESCRIPTIONSILTYSAND(SM),trace CLAY,natural moisture 26.62,5 18.6%-0.02 mm.-2.1%Organics.Freeze Point Depression -0.005 %. SOIL CLASSIFICATION.SILTY SAND (St),trace CLAY. AM.Murfitt Company CONSULTING ENGINEERS &TESTING PLATEOTHERTESTS Appendix Bo 7 _-Boring Logs From This Investigation cee0.51SrneeewdRevo11/6/93CL ML CH MH OL/ OH GAAVEL %gravel > %and SAND %"%send > %gravel N\AAAFLOW CHART FOR IDENTIFYING INORGANIC FINE-GRAINED SOIL (50%OR MORE FINES) <30%plus No.200 <i plus No,200 Lean clay 15-25%plus No.200 -%sand 2%gravel ----Lean clay with sand%sand <%gravel >Lean clay with gravel %sand >%of gavel ---<15%gravel -------->Sandy lean clay .230%plus No.200-<--215%gravel ------>Sandy lean clay with gravel%sand <%grave!-<15%sand ----->Gravelly lean clay215%sand ----"---->Gravelly lean clay with sand ' <30%plus No.200 -<15%plus No.200 om Silt ' 15-25%plus No.20 %sand >%gravel ----»Silt with sand :%sand <%gravel -- -->Silt with gravel i %sand >%of gravel --<18%gravel ------->Sandy silt |230%plus No.200 <<215%gravel ------Sandy silt with gravel , %sand <%gv <15%sand ---------_->Gravelly silt : 215%sand --_-_-_----»>Gravelly silt with sand ; <30%plus No.200 ==<15%plus No,200 >Fat clay15-25%plus No,200-<-----+*sand >%gravel ---»Fat clay with sand%sand <%gravel --->Fat clay with gravel <15%gravel ------Sandy fat clay%sand >%of gravel>30%plus No.200 <<215%gravel ---------»Sandy fat clay with gravel%sand <%gravel -_85"sand ------->Gravelly fat clay215%sand --- ------_-->Gravelly fat clay with sand <30%plus No.200 -<15%plus No,200 Elastic silt 15-25%plus No.200 -%sand 2%gravel ---->Elastic silt with sand%sand <%gravel ------>Elastic silt with gravel%sand D%of gravel -<15%gravel --------->Sandy elastic silt230%plus No.200 <=215%gravel Sandy elastic silt with gravel %sand <%gravel -ar 55"sand -----___--»Graveily elastic siltD15%sand ---_-___-___»Gravelly elastic silt with sand FLOW CHART FOR IDENTIFYING ORGANIC FINE-GRAINED SOIL (50%OR MORE FINES) <30%plus No.200 -<15%plus No.200 >Organic soil 15-25%plus No.200 -%sand >%graveh----Organic soil with sand J%sand <%gravel ----Organie soil with gravel i %sand 2s orevel =z <15%gravel ---------Sandy organic soil230%plus No,200 <215%gravel ---------Sandy organic soil with gravel %sand <%gravel -_-<15%sand ---------Gravelly organic soit i 2.15%sand >Gravelly organic soil with send/\FLOW CHART FOR IDENTIFYING COARSE-GRAINED SOILS (LESS THAN 50%FINES) 5%f Weil-graded GW.<15%sand ----»Well-qraded gravel .™,18%sand -> Well-graded gravel with tand : Poorly graded GP <15%sand Poorty graded gravel ie185tand----Poorly graded gravel with sand : Well.graded fines*ML of MM GW-GM <15%sand -----e Well-graded gravel with silt :ee 215%sand ---e Weil-graded gravel with ult and sand 10%fines fineseCL or CH Gw-GC Se515%sand -->Welt graced grovel with cley \ 215%sand ---Well-graded gravel with clay and sand Poorty graded fneseMt of MH GP-GM 215%sand ---Poorty graded gravel with siltoo218%sand ----Poorty graded gravet with silt and sand fines=CL of CH G P-GC <15%sand ----e Poorty graded gravel with claya215%sand ---»Poorly graded gravel with clay and sand oe fineseMt of MH =-_<15%sand ---Silty gravel215%fines 215%sand ---+Silty gravet with sand \<15%sand ----o Clayey gravelaefines=Cl of CH ------ 218%sand --m Clayey gravel with tend i Well-qaded SW +218%gravel -->Well-graded sand38%tne a 8%Qtavel -->Weill-graded sand with gravel 'Poorly graded SP 515%gravel ---e Poorly graded sandae215%grave!--e Poorly graded sand with gravel SW-SM S154 revel -e Wall-graded sand with sift215%gravel --->Well-graded sand with silt and gravelSW-SC <15%gravel --->Well-qraded sand with clay fineseML or MHWell-graded =a tines*CU or CH i215%gravel ----m Walt-graded sand with elay and grevet10%fines SP-SM <15%gravel ----m>Poorly graded sand with silt'revert se Poorty graded rand with silt and gravelPoorlygraded215%gravel}--w weil"ee inet er CH --SP-SC <15%gravel ---e Poorty graded send with clayse215%gravel --™Poorty graded sand with clay and gravel fines*Mt or MH SM ee <15%gravel --->Siwy ued .'21S f 215%gravel ---->Silty sand with grave!_ -- >finereCt,or CH sc <15%gravel ----»Clayey sandge,215%gravel --e Clayey sand with gravel gum Soil Classification System Used on Logs-(From ASTM 02488,Based onUnifiedSoilClassificationSystem) ANC10.61GeotechFormsRev1-11/003*symbol 4.' N Poorly bonded or friable Ny No excess ice Noo (ce not visibleWell-bonded Excess eo Ny New Individual ice crystal or inclusions V, Ice coatings on particles V. V Random or irregularly oriented ice formations V,Visible Ice fess than 1 inch thick Stratified or distinctly oriented ice formations V, Uniformly distributed ice Vy Ice with soil inclusions ICE +soil type .ICE 'ca without soil inclusions CE Visible ice strata greater than 1 inch thick Ny Poorly bonded "1 Noa Well bonded- no excess Ice Noe Well bonded- excess ice Individual ice inclusions Vv, Random or irregularly oriented ice Ice coatings on particles Vv s Stratified or distinctly orianted Ice formations Ice without soil formations Ice with soil inclusions inclusions Ico-Etea Reference:ASTM D4083-89 i .PS Se|)es *ey ||raEstimatedVolumeofVisibleSegregatedIceasaPercentageofTotalSampleVolume 10%20%30%co% Ey | Frozen Soil Classification System S3HONI TERMS USED ON LOGS Criteria for Describing Moisture Condition Description Criteria Dry Absence of moisture,dusty,dry to the touch Moist Damp,but no visible water Wet Visible free water,usually soil is below water table Relative Density of Coarse-Grained Soil Approximate Relative Blows/Density . Foot*|Description (%)Field Test 0-4 Very loose 0-20 Easily penetrated with 1/2-inch steel rod pushed by hand 5-10 |Loose 20-40 Easily penetrated with 1/2-inch steel rod pushed by hand 11-30 |Medium 40-70 Easily penetrated with 1/2-inch steel rod driven with 5-pound hammer 31-50 |Dense 70-90 Penetrated a foot with 1/2-inch steel rod driven with 5-pound hammer 50 Very Dense 90-100 Penetrated only a few inches with 1/2-inch steel rod driven with 5-pound hammer Consistency of Fine-Grained Soil Pocket Blows/Penetrometer TorvaneFoot*|Consistency (TSF)(TSF)Field Test <2 Very soft <0.25 <0.12 Easily penetrated several inches by fist 2-4 Soft 0.25-0.50 <0.12-0.25 |Easily penetrated several inches by thumb 5-8 |Firm 0.50-1.0 0.25-0.5 |Can be penetrated several inches by thumb . :with moderate effort 9-15 Stiff 1.0-2.0 0.5-1.0 Readily indented by thumbnail,but penetrated only with great effort 16-30 |Very stiff 2.0-4.0 1.0-2.0 Readily indented by thumbnail 30 Hard >4.0 >2.0 Indented with difficulty by thumbnail *The number of blows on a 2-inch OD,split-spoon sampler by a 140-pound hammer falling 30 inches . required to drive the sampler a distance of 1 foot from 6 to 18 inches (Standard Penetration Test, ASTM D1586).Actual sampler/hammer characteristics and actual field blow counts are noted on the boring logs.: Source:Sowers,1979, ANCI0011A5B.WPS5/1 CHMHILL |a|Cag PROJECT NUMBER:130874.A0.PR.04 BORING NUMBER:8-1 SHEET 10F 14 CHMHILL SOIL BORING LOG | |PROJECT :Selawik School Addition LOCATION:Selawk ELEVATION :NA DRILLING CONTRACTOR :Osbome Construction [DRILLING METHOD AND EQUIPMENT USED :TEXOMA 6400 Pile Rig,Collecting Grab SamplesIWATERLEVELS:None START :1200 on 12/11/95 END :1325 LOGGER :ROB CROTTY CORE DESCRIPTION COMMENTS DEPTH BELOW SURFACE (FT)_|SOIL NAME,USCS GROUP SYMBOL,COLOR,CASING DEPTH,DRILLING RATE, INTERVAL (FT)MOISTURE CONTENT,RELATIVE DENSITY,DAILLING FLUID LOSS, SAMPLE NO.OR CONSISTENCY,SOIL STRUCTURE,Frozen TESTS,INSTRUMENTATION. &TYPE MINERALOGY.USCS _|0.0 From 0 to 2 ft.:-||1.ORGANIC MAT (PT,Nbn and Ve)Black,fibrous organics with silt;visible _-PT _ -1 -GRAB Ice to 10%,_| 2_{20 -_1L____| _From 2 to 8 ft.:-i |3_MASSIVE ICE (ICE)-- 4.__ 5 __ _-ICE i: 6 -_--_| 7 __ 8 _|80 From8to 10 ft:__ .ICE and ORGANIC SILT (ICE and ML)-_ 9__ICE _ -2 -GRAB -and | 10 __|10.0 _OL _ ._From 10 to 14 ft.:-- MW ORGANIC SILT (OL,Nbn and Ve)Brown to light grayish brown,nonplastic silt ___ -with fibrous organics including roots and wood;visible ice to 30%.-- 12 3 -GRAB _OL._ 13 _13.0 _Definite decrease in drilling rate;silt _ _-bonding to pilot bit and teeth - 14 _nee - -From 14 to 19 ft.:a - 15 __|15.0 SILTY SAND (SM,Nbn and Ve)Gray Brown,fine sand with organics;_-4 -visible ice to 15%.-- 16 _-- -4 -GRAB -- 17 _1 17.0 -_SM - 18 __|__ 19 _1 19.0 From 19 to 30 ft.:-TL__._ .INTERBEDDED SILT AND CLAY (ML and CL,Nbn)Gray,plastic silt -- 20 _.and elastic clay;trace fine sand and organics;visible ice <5%.-- -5 -GRAB -4 21 _|21.0 -_-- 22 ___- |_6 -GRAB -+ 23 __1 23.0 _- 24 _|24.0 -fq Mt - -&-|25 ___CL - _7 -GRAB - 26 __|26.0 _-- k=: = |28 __|28.0 -aa |29 |_ _ 8 -GRAB - |30 _|30.0 END OF BORING AT 30.0 Ft. |Cosy PROJECT NUMBER:130874.A0.PR.04 BORING NUMBER:B-2 SHEET 10F1 CEMHILL SOIL BORING LOG |bay PROJECT :Selawik School Addition LOCATION:Selawik ELEVATION :NA DRILLING CONTRACTOR :Osbome Construction [DRILLING METHOD AND EQUIPMENT USED :TEXOMA 6400 Pile Rig,Collecting Grab Samples IWATER LEVELS :None START :1030 on 12/11/95 END :1145 LOGGER :ROB CROTTY CORE DESCRIPTION COMMENTS DEPTH BELOW SURFACE (FT)SOIL NAME,USCS GROUP SYMBOL,COLOR,CASING DEPTH,DRILLING RATE, INTERVAL (FT)MOISTURE CONTENT,RELATIVE DENSITY,DRILLING FLUID LOSS, SAMPLE NO.OR CONSISTENCY,SOIL STRUCTURE,Frozen TESTS,INSTRUMENTATION. &TYPE MINERALOGY.USCS _|0.0 From 0 to 0.5 ft.:-PT |_|1_ORGANIC MAT (PT,Nbn,Vx,Vs and Vc)Black,fibrous organics;visible ice to 20%_Strong sewage odor fromOto6 ft.__ |From 0.5 to 5 ft.:-. 2_18 -GRAB ICE and ORGANIC SILT (ICE and OL)_-_] _ ,-ICE .|3 _|3.0 _and _ --OL _ 4_|-- |5 5.0 From 5 to 8 ft.:_ ._ _ORGANIC SILT (OL,Nbn,Vx,Vs,Vr and Vc)Brown,silt with fine sand;-_ 6_occasional organic lenses;visible ice to 40%; _- |7_19 -GRAB _Iq on _ 8 _|8.0 _JL__-:_ _From8 to 14 ft.:-4 9_SILTY SAND (SM,Nbn,Vx,Vr and Vc)Brown,fine sand with occasional organics;___| |-visible ice ranges <5 to 25%.-_ 10 __|10.0 ; -- "1 _By sm _ _20 -GRAB --|12 112.0 -+|Definite decrease in drilling rate;sit __| _-bonding to pilot bit and teeth - 13 __- |14 __]14.0 From 14 to 24 ft.:_IL___!_ _SANDY SILT (ML,Nbn,Ve,Vx,and Vr)Brown,with fine sand and occasional .i 15 _|15.01 21 -GRAB organics;visible ice ranges <5 to 25%._- |16 ____ _22 -GRAB -| 17 __|17.0 -- |18 _iy Mt _ 19 __! 20 _20.0 _Organics decreasing._ 21 _| 22 23 -GRAB __ |_ -+ 23 __|23.0 -_-4 24 |24.0 From 24 to 30 ft.:-_j L___4 + -SILT (ML,Nbn and Ve)Grayish brown,with trace fine sand and organics;- -|25 __visible ice <5 to 15%.-i Se _24 -GRAB - - 26 __|26.0 _ _ -|-Bt | |27 _Bg Mt 4 28 __|28.0 - _ |29 __|- - 25 -GRAB 7 30 _|30.0 = -- END OF BORING AT 30.0 Ft. PROJECT NUMBER:130874.A0.PR.04 BORING NUMBER:B-3 SHEET 10F1|a||a|CEMHILL SOIL BORING LOG = PROJECT :Selawik School Addition .LOCATION :Selawik ELEVATION :NA DRILLING CONTRACTOR :Osbome Construction DRILLING METHOD AND EQUIPMENT USED :TEXOMA 6400 Pile Rig,Collecting Grab Samples WATER LEVELS :None START:0930 on 12/11/95 END :1030 LOGGER :ROB CROTTY CORE DESCRIPTION COMMENTS DEPTH BELOW SURFACE (FT)SOIL NAME,USCS GROUP SYMBOL,COLOR,CASING DEPTH,DRILLING RATE, INTERVAL (FT)MOISTURE CONTENT,RELATIVE DENSITY,DRILLING FLUID LOSS, SAMPLE NO.OR CONSISTENCY,SOIL STRUCTURE,|TESTS,INSTRUMENTATION. &TYPE MINERALOGY. _|0.0 From 0 to 2 ft.:-- 1 ORGANIC MAT (PT,Nbn and Vc)Reddish brown,fibrous organics including roots __PT _ -9 -GRAB visible ice to 25%.-Thermistor String B-3:_ 2 _|2.0 -f f_.__Bead 1 O -From2 to 8 ft.:-= 3 ORGANICS with SILT (OL,Nbn,Vx and Ve)Light brown,fibrous organics _-_ _10 -GRAB including roots and wood with silt and trace fine sand;visible ice to 30%.-_ 4_}4.0 -Bead2 C) 5_|5.0 _= --OL _ 6 _-Bead 3 _|[11 -GRaB 7 oO 7 _|7.0 __ 8 From 8 to 14 ft.,_it____Beads Cy _SANDY SILT (ML,Vx,Vr and Vs)Grayish brown,non-plastic sit with fine sand =___ 9_and occasional organics;visible ice ranges from 15 to 25%._-- 10 _}10.0 _Beads Cy --ML © MW -_- _12 -GRAB -_ 12 __1 12.0 -"_ 13 _|__ 14__|14.0 From 14 to 19 ft.7 oo _ _SILTY SAND (SM,Nbn)Brown,fine sand with non-piastic silt and occasional -_ 15 _organics;visible ice to 15%.-_-Bead 6 CO -13 -GRAB -= 16 __|16.0 _Marked decrease in drilling rate.__| a . :.SM_[Silt bonding to pilot bit,teeth and =__ 17 __auger flights has to be removed =__ | -between drilling runs._ 18 ___- 19__|19.0 From 19 to 26 ft.:_-It___._ _SILT (ML,Nbn)Grayish brown,non-plastic silt with some fine sand and -- 20 _occasional organics;visible ice ranges to 5%.-Bead 7 OQ |14 -GRAB -- 21 -- 22 _|22.0 __ - -ML - 23 __|- - 24 __|24.0 _ - 25 _Bead 8 'oe _15 -GRAB From 26 to 28 ft.:- = 26 _|26.0 ORGANIC SILT (OL,Nbn and Vc)Brown to reddish brown,non-plastic silt with =______|Strong earthy,organic odor - _organics including roots and wood;visible ice to <5%.- - 27 _|-| -16 -GRAB -OL | 28 __|28.0 From 28 to 30 ft.:-La..- - - :SILT (ML,Nbn)Grayish brown,non-plastic silt with some organics and fine sand;_if - 29 _visible ice ranges to 5%.t ML - 17 -GRAB = 30 _}30.0 BeadS_) END OF BORING AT 30.0 Ft. | |boy PROJECT NUMBER:130874.A0.PR.04 BORING NUMBER:B-4 SHEET 10F1 CEMHILL SOIL BORING LOG |a= { PROJECT:Selawik Schoo!Addition LOCATION :Selawik ELEVATION :NA DRILLING CONTRACTOR :Osbome Construction [DRILLING METHOD AND EQUIPMENT USED :TEXOMA 6400 Pile Rig,Collecting Grab SamplesIWATERLEVELS:None START :1700 on 12/11/95 END :1800 LOGGER :ROB CROTTY CORE DESCRIPTION COMMENTS DEPTH BELOW SURFACE (FT)SOIL NAME,USCS GROUP SYMBOL,COLOR,CASING DEPTH,DRILLING RATE, INTERVAL (FT)MOISTURE CONTENT,RELATIVE DENSITY,DRILLING FLUID LOSS, SAMPLE NO.OR CONSISTENCY,SOIL STAUCTURE,Frozen TESTS,INSTRUMENTATION. &TYPE MINERALOGY,USCS _|0.0 From 0 to 3 ft.:-|to ORGANICS with SILT (OL,Nbn,Vx,Vs,Vr and Vc)Reddish brown,fibrous _] -27 -GRAB organics Including roots and wood with silt;visible ice to 35%.| 2_|2.0 OL _ |3 From 3 to 9 ft.:___ _MASSIVE ICE (ICE)_ 4_- |*z -ICE _ 6_- |7 8 _ 9__|9.0 From 9 to 14 ft:__._|-ORGANIC SILT (OL,Nbn,Vx,Vr and Vc)Brown,non-piastic silt with organics _ 10 __including roots and wood;visible ice to 15%.-_- 1 28 -GRAB _ |_OL ,_ 12 _]12.0 ;_ 13 __,"Decrease in drilling rate;sitt _ _ 'bonding to pilot bit,teeth and flights._||14 _- 15 __|15.0 From 14 to 20 ft.:_- SILT (ML,Ve,Vx,Vr and Vs)Brown,with some organics and trace fine sand,_ |16 visible ice ranges from 20 to 40%.ML - 17 _|29 -GRAB ;_| |18 __|18.0 _ 19 _ 20 __|20.0 From 20 to 30 ft.:| _|I SANDY SILT (ML,Ve,Vx,Vr and Vs)Brown,with fine sand and trace organics;- 21 _visible ice to 20%.- 22 30 -GRAB - |23 __|23.0 -_'8 - 24 - |_ ML 25 __|31 -GRAB 26 __|26.0._ |27 __|27.0 - 28 - 29 32 -GRAB _ 30 _]30.0 -- END OF BORING AT 30.0 FT. PROJECT NUMBER:130874.A0.PR.04 BORING NUMBER:B-5 |ee;SHEET 10F1 CHMHILL SOIL BORING LOG . _oo] PROJECT :Selawik School Addition LOCATION :Selawik ELEVATION :NA DRILLING CONTRACTOR :Osbome Construction {DRILLING METHOD AND EQUIPMENT USED :TEXOMA 6400 Pile Rig,Collecting Grab Samples{WATER LEVELS:Talik at 2 ft.START :1900 on 12/11/95 END :1930 LOGGER :ROB CROTTY CORE DESCRIPTION COMMENTS DEPTH BELOW SURFACE (FT)SOIL NAME,USCS GROUP SYMBOL,COLOR,CASING DEPTH,DRILLING RATE, |INTERVAL (FT)MOISTURE CONTENT,RELATIVE DENSITY,DRILLING FLUID LOSS, SAMPLE NO.OR CONSISTENCY,SOIL STRUCTURE,Frozen TESTS,INSTRUMENTATION. &TYPE MINERALOGY.fuscs _From 0 to 7 tt.:- |1_J ORGANIC MAT (PT,Nbn)Reddish brown,fibrous organics with silt and fine sand;__ -visible ice to 5%.- 2 _Vv.Talik/water seep at 2 ft. |°_|_ 4_|4.0 _PT 5 _|_39 -GRAB - 6 __}6.0 - 7_From 7 to 16 ft.:_ItL__.|-ORGANIC SILT (OL,Nbn,Vx,Vr and Vc)Brown,non-plastic silt with organics - 8_including roots and wood;visible ice 10 to 20%.- 9 _ |10 __|10.0 _ - Ww _ _40 -GRAB --|12 _.}12.0 _OL 13 _ --Decrease in drilling rate;silt |14 _bonding to pilot bit,teeth and flights. 15 __{15.0 _ |16 _|From 16 to 26 ft.:IL. _41 -GRAB SILT (ML,Nbn)Brownish gray,silt with some clay,occasional organics and trace _ 17 __}17.0 fine sand;visibie ice 5 to 10%.- |18 _ 19 _ 20 __|20.0 _ |_ -ML an 21 - -.42 -GRAB - 22 _|22.0 _ |23 __|_ 24 43 -GRAB _ |25 _ 26 |26.0 END OF BORING AT 26.0 FT. PROJECT NUMBER:130874.A0.PR.04 BORING NUMBER:B-6 CHMHILL SOIL BORING LOG PROJECT :Selawik School Addition LOCATION:Selawik ELEVATION :NA DRILLING CONTRACTOR :Osbome Construction DRILLING METHOD AND EQUIPMENT USED :TEXOMA 6400 Pile Rig,Collecting Grab Samples WATER LEVELS :None START :1805 on 12/11/95 END :1900 LOGGER :ROB CROTTY CORE DESCRIPTION COMMENTS DEPTH BELOW SURFACE (FT)SOIL NAME,USCS GROUP SYMBOL,COLOR,CASING DEPTH,DRILLING RATE, INTERVAL (FT)MOISTURE CONTENT,RELATIVE DENSITY,ORILLING FLUID LOSS, SAMPLE NO.OR CONSISTENCY,SOIL STRUCTURE,Frozen TESTS,INSTRUMENTATION. &TYPE MINERALOGY.USCS _|0.0 From 0 to 5 ft.:- :ORGANIC SILT (OL,Nbn)Reddish brown,non-plastic silt and fibrous organics; _visible ice to 10%.Thermistor String B-6:. 2 'Bead 1 oO _OL [Strong sewage odor from " 3 33 -GRAB Oto 3 tt. _ 4_]Bead2 C) 5_|5.0 From5to 17 ft.:___ -SILT with SAND (ML,Nbn,Vx,Vr and Vc)Brown,nonplastic silt with organics _ 6_including roots and wood;fine sand,visible ice to 20%.Bead 3 O -34 -GRAB < 71 7.0 - 8 Beads C) 9__ 10 _|10.0 "ML Bead 5 OC Ww Marked decrease in drilling rate.__ _35 -GRAB Silt bonding to pilot bit... 12 _|12.0 " - 13 __ 14 _|14.0 _ 15 __Bead 6 'oe 16 __36 -GRAB _ 17 _|17.0 From 17 to 30 ft:oe _ -SILT (ML,Nbn)Brownish gray,silt with some organics and trace clay with trace - 18 _fine sand;visible ice 5%.- 19 |_ 20 __|20.0 Bead?CC) 21 ___ |37 -GRAB - 22 __|22.0 _- - ML _ 23 - 24 - 25 __|25.0 Beads 26 __|- 27 _|- 28 __|38 -GRAB _ 29 __|_ 30 _|30.0 Bead?_("> -END OF BORING AT 30.0 FT. AppendixCLaboratoryTestResults _ GRAIN SIZE ANALYSIS (ASTM D422) PROJECT NAME:SELAWIK SCHOOL PROJECT NO.:M131-5258 CLIENT:CH2M HILL DATE TESTED:12/15/95 BOREHOLE/LOCATION:1 'TESTED BY:RJPC SAMPLE NO.:4 REVIEWED BY: DEPTH:15'-17"DESCRIPTION:SILTY SAND EBA Engineering Inc. Phone:(907)561-4085 907 East Dowling Road,Suite 27,Anchorage,Alaska _99518 Fax:(907)561-7071 SIEVE ANALYSIS TEST HYDROMETER TEST SIEVE DIAMETER TOTAL %ELAPSED DIAMETER TOTAL %%GRAVEL:0.0 SIZE (mm)PASSING TIME (mm)PASSING %SAND:56.5 6°152.4 0 %SILTICLAY:43.5 4"100 0.5 3 76.2 1 D60=0.16 2°50.8 2 D30=. 1°25.4 4 D102 3/4"19°8 Cus 1/2"12.7 15 Ce= 3/8"9.5 30 #4 4.75 100 60 N.C.=0.0% #10 2 100 250 #20 0.85 100 1440 usc:SM #40 0.425 97 FC: #60 0.25 88 %.02 mm #100 0.15 58 . . #200 0.075 43.5 GRAIN SIZE DISTRIBUTION U.S.STANDARD SIEVE OPENINGS 3°2°fd 1/2"a4 #10 #20 #40 «#60 #100 #200 100 ¢Lil] 1 j90ryti "= bobo:t i70ee! ro:t { 60 hd ric:! PP i"weer 59 a °Sh bo40,to| 30 !ot20sfof "o i);t 0 tat 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MLUMETERS GRAVEL _|SAND I SILT AND CLAY DATE PRINTED 12/15/95 REV6/93 GRAIN SIZE ANALYSIS (ASTM D422) PROJECT NAME:SELAWIK SCHOOL PROJECT NO.:M131-5258 CLIENT:CH2M HILL DATE TESTED:12/15/95 BOREHOLE/LOCATION:2 TESTED BY:RJPC SAMPLE NO.:20 REVIEWED BY: DEPTH:10'-12'DESCRIPTION:SILTY SAND EBA Engineering Inc. Phone:(907)561-4085 907 East Dowling Road,Suite 27,Anchorage,Alaska 99518 Fax:(907)561-7071 SIEVE ANALYSIS TEST HYDROMETER TEST SIEVE DIAMETER TOTAL %ELAPSED DIAMETER TOTAL %%GRAVEL:0.0 SIZE (mm)PASSING TIME (mm)PASSING %SAND:56.7 6°152.4 0 %SILT/CLAY:43.3 4°100 0.5 3°76.2 1 D60=0.16 2"50.8 2 D302 1"25.4 4 010s 3/4"19 8 Cu= 1/2"12.7 15 Cos 3/8"9.5 30 #4 4.75 100 60 N.C.0.0% #10 2 100 250 #20 0.85 99 1440 USC:SM #40 0.425 98 Fe: #60 0.25 88 %02mm #100 0.15 57 #200 0.075 43.3 GRAIN SIZE DISTRIBUTION U.S.STANDARD SIEVE OPENINGS 3°2°1/2°#4 #10 #20 #40)«6©#60 «6©#100 #200 100 °T -rs +t | i H |H 90 .>:: 480itd | t |70 i 1 i 60 i %FINER BY i i |'weight 5°F ;*!40 - 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLUMETERS GRAVEL _I SAND tL.SILT AND CLAY DATE PRINTED 12/15/95 REV6/93 GRAIN SIZE ANALYSIS (ASTM D422) PROJECT NAME:SELAWIK SCHOOL PROJECT NO.:M131-5258 CLIENT:CH2M HILL DATE TESTED:12/15/95 BOREHOLE/LOCATION:3 TESTED BY:RJPC SAMPLE NO.:13 REVIEWED BY: DEPTH:14'-16'DESCRIPTION:SILTY SAND EBA Engineering Inc. Phone:(907)561-4085 907 East Dowling Road,Suite 27,Anchorage,Alaska 99518 Fax:(907)561-7071 SIEVE ANALYSIS TEST HYDROMETER TEST SIEVE DIAMETER TOTAL %.ELAPSED DIAMETER TOTAL %%GRAVEL:0.0 SIZE (mm)PASSING TIME (mm)PASSING %SAND:77.8 6"182.4 0 %SILT/CLAY:22.2 4 100 0.5 3"76.2 1 D60=0.19 2 50.8 2 D30=0.11 1°25.4 4 D10= 3/4"19 8 Cus 1/2°12.7 15 Com 3/8"9.5 30 #4 4.75 100 60 N.C.=0.0% #10 2 100 250 #20 0.85 100 1440 USC:SM #40 0.425 98 FC: #60 0.25 8s %.02 mm #100 0.15 40 #200 0.075 22.2 ° GRAIN SIZE DISTRIBUTION U.S.STANDARD SIEVE OPENINGS 3 2°142°"4 #10 #20 #40 ##60 #100 #200 100 o -TI 90 |!: i .|, 80 4 ]70 TT , 60 %FINER BYWEIGHT 50 \|: 40 ! . ti i :Uh 30 i 20 *. 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL _|SAND IL SILT AND CLAY DATE PRINTED 12/15/95 REV6/93 GRAIN SIZE ANALYSIS (ASTM D422) PROJECT NAME:SELAWIK SCHOOL PROJECT NO.:M131-5258 CLIENT:CH2M HILL DATE TESTED:12/15/95 BOREHOLE/LOCATION:6 TESTED BY:RJPC SAMPLE NO.:37 REVIEWED BY: DEPTH:20'-22'DESCRIPTION:SILT EBA Engineering Inc. Phone:(907)561-4085 907 East Dowling Road,Suite 27,Anchorage,Alaska_99518 Fax:(907)561-7071 SIEVE ANALYSIS TEST HYDROMETER TEST ; SIEVE DIAMETER TOTAL %ELAPSED DIAMETER TOTAL %%GRAVEL:0.0 SIZE (mm)PASSING TIME (mm)PASSING %SAND:.3.3 6"152.4 0 %SILTICLAY:96.7 4 100 0.5 3"76.2 1 D60= 2"50.8 2 D30= 1°25.4 4 D10s a4"19 8 Cu= 1/2"12.7 15 Cos 3/8"9.5 30 #4 4.75 100 60 M.C.=52.2% #10 2 100 250 #20 0.85 100 1440 USC:ML #40 0.425 100 FC: #60 0.25 99 %02 mm #100 0.15 99 .#200 0.075 96.7 GRAIN SIZE DISTRIBUTION U.S.STANDARD SIEVE OPENINGS 3°2°bid 1/2°#4 #10 #20 #40 #60 #100 #200 100 ?e °imT li j ji i |90 [ii eo oo - 70 {ig 60 : 40 TTT 30 i | 20 7 i !5 10 0 Li | 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILUMETERS GRAVEL _SAND 1 SILT AND CLAY DATE PRINTED 12/15/95 REVE/93 APPENDIX F U.S.ARMY CORPS OF ENGINEERS FLOOD DATA Page 241 ALASKAN COMMUNITIES FLOOD HAZARD DATA 1998 U.S.Anny Corps Of Engineers -Flood Plain Management Services COMMUNITY:Selawik -CITY OFFICE:.(907)484-2132 LAST FLOOD EVENT:STATUS:2°"Class City FLOOD CAUSE:ELEVATION: POPULATION:696 BUILDINGS;FLOOD OF RECORD: FLOOD CAUSE: RIVER SYSTEM:Selawik R.ELEVATION: COASTAL AREA:none .; 'WORST FLOOD EVENT: NFIP STATUS:Not Participating FLOOD CAUSE: FLOOD PLAIN REPORT:Yes FLOOD INSURANCE STUDY:No FLOOD GAUGE:.No COMMENTS: Spring breakup had been an annual problem until a channel was cut above town from the river to Selawik Lake.There has been no flooding since. The Selawik flood plain is extremely broad so that a large increase in flocd flow would result in a nominal increase in flood height.Elevations are based on a temporary bench mark with an assumed elevation of 100.0 feet. The TBM Is the top of a 1%-inch diameter bolt on the downstraam side,right bank (island side)of the bridge.The bolt holds the bridge to the piling. Survey information: Estimated 100-year flood level 94.0 Recommended building elevation 95.0 First floor of Dooley Knox's new house 94.6 Ground beside Lucy Smith's house 06.2 First floor of Dooley Knox's old house 95.3 Door sit!of Art Shin's old house 95.7 First floor of Herbert Jones'old house 95.9 There were three major floods recalled by residents.The 1947 flood was possibly the highest.This flood did not flood Dooley Knox's log cabin or Herbert Jones'old house,both low buildings.A 1930's flood inundated the area around Lucy Smith's house but cid not flood the house.The spring breakup flood of 1972 came to about 6 inches below the top of the floor of Dooley Knox's house. SelawikRevised:6/17/99 Received Time Sep.10.9:19AM APPENDIX G BUDGET PROJECT COST ESTIMATES BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Gravel Pad Tank Farm PROJECT:Conceptual Design Construction Budget BY:WWW PROJECT No.:99-036 FILE NAME:Selawik BIA Gravel TF CostEst LEVEL:Budget DATE:11/18/99 REFERENCE DRAWING(S):11/18/99 Conceptual Design Report BASIS:Force Account Construction FREIGHT RATE:$0.50/Ib MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR|EQUIP No.ITEM QTY |UNITS}COST TOTAL |DAYS =***TOTAL |RENT |FREIGHT TOTAL **(See Note Below) Miscellaneous ...............sccccecececeteeeenceeeeceeceneeneneneeeneeeeeeeeeeeeebSeeOeeABGOEOSORSEEESEAEOLDEREDEEEEESSEOOO;E SHEERS HEE SEE HE RES 1 Crew Labor MD's 1350 500 675,000 675,000 Miscellaneous ............cececeeeecec eee ne econ eee neecee eee eee ene nen eee ese eee ee eee eee ee DESH EE AEDS SESE SO EEE ED ESOS ED ES ESSE DDEE ESSER DEERE ESSE DS REESE 2 Mob/DeMob I SUM 20,000 20,000 20,000 3 Crew Per Diem 1526 MD's 42 64,092 64,092 4 Crew Housing 1526 MD's 50 76,300 . 76,300 5 Loader Rental 9 MO _8,500 76,500 22,200 98,700 6 Loader Standby 3 MO _5,000 15,000 15,000 7 Crane Rental 3 MO _15,000 45,000 24,000 69,000 8 Crane Standby 5 MO _11,000 §5,000 §5,000 9 Drill Rig Rental 3 MO -25,000 75,000 3,600 78,600 10 Drill Rig Standby 6 MO _10,000 60,000 60,000 11 Skid Steer Rental 9 MO -3,500 31,500 3,600 35,100 12 Skid Steer Standby 3 MO __1,750 5,250 5,250 13 Welder Rental 9 MO 4,000 36,000 600 36,600 14 Four Wheeler Rental 9 MO __1,500 13,500 13,500 15 Fuel 1 SUM 30,000 30,000 16 Tool Rental 9 MO __15,000 135,000 5,000 140,000 17 Consumables 1 SUM__50,000 50,000 5,000 55,000 2000'Access Road Upgrade .........csccseesesssceeeescnecenensscnseraasessessenneseeeeeeaaeeaeneeneeseneeneenesenestanesteennaseeneneeeeenees 280,542 18 Woven Geotextile 48000 SF 0.09 4,320 10,416 14,736 19 NFS Gravel 2080 CY 100 208,000 208,000 20 Rigid Insulation 96010 BF 0.27 25,803 32,003 57,806 © Page 1 of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Gravel Pad Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP No ITEM QTY |UNITS|COST TOTAL |DAYS ***TOTAL |RENT {FREIGHT TOTAL **(See Note Below) 20'x 100'Access Pad ..........ccceccecscescecteccececueevecsecceesecauctseteeesens Leceseesceecaecutecteccesceeceesceeseusenstecseacesseeseucseees 20,559 370'x 70'Tank Farm Pad ..........cccccccccceccsccuecssueeasesaeeccesscnseeneeenesnseeeeseeeaeeeeenuesesesseeneeeseteeteesesatsussensenseveseus 21 Woven Geotextile 2400 22 NFS Gravel 150 23 Rigid Insulation 8010 24 Woven Geotextile 31,080 25 NFS Gravel 4,504 26 Rigid Insulation 103610 27 Thermal Siphons 25 350'x 50'Tank Farm Secondary Containment 28 Dike Posts 138 29 6x6 Wall Timbers 2'dike 9,800 30 Membrane Liner 25,200 31 Non-Woven Geotextile 60,480 32 Sheet Metal Covers 770 33 Chain Link Fence 900 34 New Tank Foundations 49 35 Foundation Gravel Backfill 882 36 Refurbished BIA Tanks 36 37 New BIA Tanks 13 38 Refurb 10k tank 1 39 New 10,000 Gal Horiz Tank 2 Barge Off-Loading Pipeline and Header ..............ccccsccescceecencceecenneneeseeeeseeeenesneeeeeeeseeereeeeneneceeeeeeceetenenteetees 40 4"Off-Loading Pipelines 800 41 4"Ball Valve 2 42 4"Check Valve 2 43 Timber Pipe Supports 30 SF 0.09 216 CY 100 15,000 BF 0.27 2,153 SF 0.09 2,797 CY 100 450,370 BF 0.27 27,845 EA 1500 37,000 EA 70 9,625 LF 2.00 19,600 SF 1.20 30,240 SF 0.08 4,838 LF 22 16,940 LF 10 9,000 CY 100 88,200 EA 12,000 432,000 EA 16,000 208,000 EA 5,000 5,000 EA 20,000 40,000 LF 6.00 4,800 EA 500 1,000 EA 450 900 EA 15 450 Page 2 of 4 PO ePE CeCe TET eS TST eT ee Tere e eT eee ee ECC EC ESE ree rer ere ere reece Cee Tere ere rr rer ress eres ere reer 521 737 15,000 2,670 4,823 565,460 6,744 9,542 450,370 34,537 62,382 6,167 43,167 166,134 110,002 183,502 88,200 432,000 28,350 236,350 5,000 15,585 55,585 6,000 10,800 50 1,050 50 950 225 675 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Gravel Pad Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP No.ITEM QTY UNITS}COST TOTAL |DAYS ***TOTAL {|RENT |FREIGHT TOTAL **(See Note Below) Tank Farm Manifold Piping ........sccsscscsscssscsesssssecsessscssssscsssoucsucsucssasecsessesussusaesaeeseeaeesesseesesueeeceseseaeaeeaeaee 44 4"Manifold Piping 750 LF 6.00 4,500 3,844 8,344 45 4"Ball Valve 1 EA 500 500 25 $25 46 4"Check Valve 3 EA 450 1,350 75 1,425 47 4"Flex Fittings 2 EA 100 200 50 250 48 3"Piping 100 LF 5 500 251 751 49 3"Ball Valve 56 EA 350 19,600 700 20,300 50 3"Flex Fittings 56 EA 100 5,600 1,400 7,000 51 2"Strainer 2 EA 400 800 25 825 §2 2"Solenoid Valve 3 EA 600 1,800 38 1,838 53 Timber Pipe Supports 33 EA 15 495 248 743 Power Plant Fuel Distribution System .............cccecscseececescneneeesceneeeseneeeecenecesaeeeeecesseseeeceseeeteeeereeeseseneeeeeeeeeees 54 3"Distribution Pipeline 120 LF 5.50 660 615 1,275 55 Timber Pipe Supports 12 EA 15 180 90 270 School Fuel Distribution System ............ccccceceeeecese cence eee eee eee e ee ee eens nese A eAEA AAG EEA EEE EEEAO EAI EEE ESSE ELE EEE ERAGE EEE EEE EEE EDS 56 3"Distribution Pipeline 1000 LF 5.50 5,500 5,125 10,625 57 Timber Pipe Supports 12 EA 15 175 88 263 58 Pipe Hangers $1 EA 30 2,438 609 3,047 59 Transfer Pump System 1 EA 10,000 10,000 8 10,008 Washeteria Fuel Distribution System .............ccccsccceesceeeeeceesecaeneeeeeeeeeeeneneeeeenseeeeeeeeAaaeeeaEEAeEEEEEEOESEEOEeteEEEEOEEGEE 60 3"Distribution Pipeline 1450 LF 5.50 7,975 7,431 15,406 61 Timber Pipe Supports 12 EA 15 175 88 263 62 Pipe Hangers 138 EA 30 4,125 1,031 5,156 63 Transfer Pump System 1.EA 10,000 10,000 8 10,008 NWIHA Tank Fill Pipeline .............ccceecce see ee eee eceeceeeee ne ee ese ee ee ess nee eee eeeeee eee esas eee ee DEE OE EOL OH EERE EA DOE EEE ESE OEE EER EE EEE EH 20,059 7,175 14,875 88 263 984 4,922 Tank Farm Electrical ..........cccececcceccccccccccvseecseceesceesseueesuesneesenseaseeseeeeenesseseReebeeeeeeseeeneeeeEeeseeSeeeneseeseeneneseeee 64 3"Fill Pipeline 1400 65 Timber Pipe Supports 12 66 Pipe Hangers 131 67 Lighting 1 68 Control Pannel 1 LF 5.50 7,700 EA 15 175 EA 30 3,938 SUM 25,000 30,000 SUM 15,000 15,000 500 500 Page 3 of 4 1,000 1,000 45,000 30,000 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Gravel Pad Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP INo ITEM QTY jUNITS}|COST TOTAL {|DAYS ***TOTAL]RENT |FREIGHT TOTAL **(See Note Below) Power Plant Piling and Foundation ................ccsccsseceeccecceeceeseneeceeseseaeecsteneeeesesseecenceateceeseseessaeseessaesaeseaserence 56,000 69 Piles 20 EA 600 12,000 20,000 32,000 70 Pile Slurry Sand 70 CY 100 7,000 7,000 71 Structural Steel 20,000 LBS 0.35 7,000 10,000 17,000 Power Plant Relocation .............cccececscucsccccececessceesccecesseeseseeeeeseseessessscecsseeeesesesseseeenesesteesstenseeseseseseeasesenens 198,500 72 Relocation 1 SUM 25,000 25,000 25,000 73 Set-Up 1 SUM__15,000 15,000 120 500 60,000 2,500 77,500 74 Power Poles 10 EA 1,500 15,000 5,000 20,000 75 3-Phase Extension 3000 LF 12 36,000 5,000 41,000 76 Waste Heat Recovery Pipe 1000 LF 30 30,000 5,000 35,000 Sub-Totals:2,208,375 763,000 577,750 472,703 4,021,828 Contingency @ 10%402,183 Construction Total:4,424,011 MISCELLANEOUS COSTS 77 Design Cost .......sccescccccscecccevcucesensesencctcecsenccneecnesececnceaseenenssesesseeeeseeesenesseeseeseneseeeseesnenceesesnenenecneneeses 75,000 78 Regulatory Plans (EPA SPCC Plan,EPA Facility Resp Plan,USCG Oil Spill Resp Plan,USCG Ops Manual)......12,000 79 Construction Administration Cost ..........csccesssccscenceccencenccssccsscesssnssesensssncccsecsncsecccnsceeaccnasonerseccescoussecene 40,000 80 Project Insurance .........scccccrerececescvsrcccscncecececeseceserecnsesesceseneeseneersseeneseenonsanaeeeaeneeeneeeeeneseaeeeeeseeeeenens 25,000 81 Facility Start-Up ..........sscccocsscscceccreccnscssensenecesecececoseneeeeseseeeceeeeeeeeeeenenemeneenshenenanansanesennensenneneneneneeseees 3,000 82 Financial Audit .......cccceccccssscccscccssuscessceseeseeseceeeseeeeenessenseeaesseneeeeeeeaeenesenneeeesceeneccnenecannscscecasseeccocucnees 5,000 TOTAL CONSOLIDATED TANK FARM BUDGET COST =_4,559,011 BASIS FOR BUDGET COST ESTIMATE nAF&FWN-Page 4 of 4 **EQUIPMENT FREIGHT COST CALCULATED AT $0.30/LB EACH WAY FROM FROM KOTZEBUE TO SELAWIK. ***TABOR MANDAY COST BASED ON AVERAGE OF 5 MAN CREW FOR 10 HOUR DAY. RIGID INSULATION SHIPPING COST =$4/CF. PREFABRICATED TANK SHIPPING COST =$1/GAL. GRAVEL HAULED AND PLACED UNDER SEPARATE CONTRACT BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Pile Supported Tank Farm PROJECT:Conceptual Design Construction Budget BY:WWW PROJECT No.:99-036 FILE NAME:Selawik BIA Pile TF CostEst2 LEVEL:Budget DATE:11/18/99 REFERENCE DRAWING(S):11/18/99 Conceptual Design Report BASIS:Force Account Construction FREIGHT RATE:$0.50/lb MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]|EQUIP No.ITEM QTY |UNITS}]COST TOTAL |DAYS ***TOTAL |RENT |FREIGHT TOTAL **(See Note Below) Miscellaneous ...........ccccceceereoececececececececeesseeeeeeneeceeeseceeeseeeeneeeeeeesheeeeseeeseeOneaeGBeeORGSEEDSEEEESEOEESEEOEEDEOEEOaEEOES 1 Crew Labor MD's 1200 $00 600,000 600,000 Miscellaneous ............ccececeenceececeeeceteeececerecesecncneeeeesseseeeneeeenseeeeeeeeHeeeeeeeeOHAGeOEAGEOOEEEEEEESEEGSODASEEEESSEEOEEEEESSEES 2 Mob/DeMob 1 SUM 20,000 20,000 20,000 3 Crew Per Diem 1376 MD's 42 57,792 $7,792 4 Crew Housing 1376 MD's 50 68,800 68,800 5 Loader Rental 8 MO -8,500 68,000 22,200 90,200 6 Loader Standby 4 MO _5,000 .20,000 20,000 7 Crane Rental 3 MO 15,000 45,000 24,000 69,000 8 Crane Standby 5 MO _11,000 $5,000 55,000 9 Drill Rig Rental 4 MO 25,000 100,000 3,600 103,600 10 Drill Rig Standby 5 MO _10,000 50,000 50,000 11 Skid Steer Rental 6 MO -3,500 21,000 3,600 24,600 12 Skid Steer Standby 4 MO 1,750 7,000 7,000 13 Welder Rental 8 MO 4,000 32,000 600 32,600 14 Four Wheeler Rental 8 MO __1,500 12,000 12,000 15 Fuel 1 SUM 30,000 30,000 16 Tool Rental 8 MO __15,000 120,000 5,000 125,000 17 Miscellaneous 1 SUM 50,000 $0,000 5,000 55,000 2000 Access Road Upgrade ...........ccceeececeeceteeee eres et eee nee eee nen ee nee ese eeee ene eee enn teense ee ete Ae eee e EE EEE SEER CE SEE EEE EE EE ETE EES 18 Woven Geotextile 48000 SF 0.09 4,320 10,416 14,736 19 NFS Gravel 2080 CY 100 208,000 208,000 20 Rigid Insulation 96010 BF 0.27 25,803 32,003 57,806 Page 1 of 4 BIA Tanks on Pile Suppo BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades rted Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR}EQUIP No.ITEM QTY |UNITS}COST TOTAL}DAYS ***TOTAL]RENT |FREIGHT TOTAL **(See Note Below) 20'x 100"Access Pad ..........cccecesenenceeeeeeeeeesensesteeseeeeeeeeesetesseeneeeneeeeeeeeenseeeeseneeesesteeeeeeeeeeeeeeaeeeeseseteseeesesens 21 Woven Geotextile 2400 SF 0.09 216 521 737 22 NFS Gravel 150 CY 100 15,000 15,000 23 Rigid Insulation 8010 BF 0.27 2,153 2,670 4,823 Tank Farm Piling and Secondary Containment Structure 24 Piles 25 Pile Slurry Sand 26 Structural Steel 27 Deck Plate 28 Dike Wall 29 Chain Link Fence 140 460 152,600 178,646 1,300 900 EA CY 600 84,000 100 46,000 0.35 53,410 0.50 89,323 30 39,000 10 9,000 nnnnstennnnnnninennninennnensnsnes 140,000 224,000 46,000 76,300 129,710 89,323 178,646 23,270 62,270 6,750 15,750 Tanks .......ccccencecseccescececeeceetacsetecceenseuneaeens See EEE ene ED eEETOESETEESUSSSESTOSOOOOLSLSSISNOOSESETOSTOSCSTLSSOTSTNESSESISEST 30 Vert Tank Foundations 31 Refurbished BIA Tanks 32 New 8K GAL BIA Tanks 33 Refurb 10k tank 34 New 10,000 Gal Horiz Tank Barge Off-Loading Pipeline 35 4"Off-Loading Pipelines 36 4"Ball Valve 37 4"Check Valve 38 Timber Pipe Supports Tank Farm Manifold Piping 39 4"Manifold Piping 40 4"Ball Valve 41 4"Check Valve 42 4"Flex Fittings 43 3"Piping 44 3"Ball Valve 100 0.35 10,290 12,000 432,000 16,000 208,000 5,000 5,000 20,000 -40,000 6.00 4,800 500 1,000 450 900 15 450 6.00 4,500 500 500 450 1,350 100 200 5 300 350 19,600 Page 2 of 4 Ce ee Ree meee Oe meee eee TORR Oe HERR ED REDE HEHE DESDE HOH EH HEH EES EOE ESO EEE S ERE ES OS EEES HO DEDEDSaED ET eE Deanne Ome CeO Oe EO EAH RRO r eee eee EEE ERE ESE SSESEOEH SEES E REESE DES HEE ERED ESOS ESE MS SESE EESEES EPS EEH ESE SEL EERE EE EEE 14,700 24,990 432,000 104,000 312,000 5,000 15,585 55,585 50 1,050 50 950 225 675 3,844 8,344 25 525 75 1,425 50 250 251 751 700 --20,300 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Pile Supported Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP No.ITEM QTY |UNITS|COST TOTAL |DAYS ***TOTAL |RENT |FREIGHT TOTAL **(See Note Below) 45 3"Flex Fittings 16 EA 100 1,600 400 2,000 46 2"Strainer 2 EA 400 800 .25 825 47 2"Solenoid Valve 3 EA 600 1,800 38 1,838 48 Timber Pipe Supports 33 EA 15 495 248 743 Power Plant Fuel Distribution System ......Mec ececee nee eeecececec ences en eneeen ee eeee ee nen ete eed ed essence ee eb EG Oe M Rees eo Ee ees Ee een SEE ES . 49 3"Distribution Pipeline 120 LF 5.50 660 615 1,275 50 Timber Pipe Supports 12 EA 15 180 90 270 School Fuel Distribution System ........cccsccsssessssessssssescsssesessscsesescsesescssesesessescseseeseseeeseessucsesescetsessesaseseecseees 51 3"Distribution Pipeline 850 LF 5.50 4,675 4,356 9,031 $2 Timber Pipe Supports 12 EA 15 175 88 263 53 Pipe Hangers 63 EA 30 1,875 469 2,344 54 Transfer Pump System 1 EA 10,000 10,000 8 10,008 Washeteria Fuel Distribution System .............:.ccecsscesceeceeeteneeeeeeeneeeenceeeeeeeneeneeeeeeeeeneeeReEEEEEGEEEEEAEEEEEREGEEOEEEEEEEEEE 55 3"Distribution Pipeline 1300 LF 5.50 7,150 .6,663 13,813 56 Timber Pipe Supports 12 EA 15 175 88 263 57 Pipe Hangers 119 EA 30 3,563 891 4,453 58 Transfer Pump System I EA 10,000 10,000 8 10,008 NWIHA Tank Fill Pipeline .....cssssssscsssssescccessssescecssssecesunseseesnieesesssneesessesssnsesseessnesesessaseeceesnesesessnereesesenenees 59 3"Fill Pipeline 1250 LF 5.50 6,875 6,406 =:13,281 60 Timber Pipe Supports 12 EA 15 175 88 263 61 Pipe Hangers 113 EA 30 3,375 844 4,219 Tank Farm Electrical ............ccccscccsceeesccecscecncceseecoeneeeeedeeGeeeeeeeenensenneeeesseeeeeeeeeeeeeeeeneeeeeeeeeeeeereresnseeeenseeeeas 62 Lighting ]SUM 25,000 30,000 28 500 14,000 1,000 45,000 63 Control]Pannel 1 SUM |15,000 15,000 28 500 14,000 1,000 30,000 Power Plant Piling and Foundation .............ccccessessceceeeeseeneeeaeeeeneceeseeaeeeeeuseseceeeeeeeeeeeseennenaeeeeeeeeeens saeeeeneneeees 64 Piles 20 EA 600 12,000 20,000 32,000 65 Pile Slurry Sand 70 CY 100 7,000 7,000 66 Structural Steel 20,000 LBS 0.35 7,000 10,000 17,000 Page 3 of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades BIA Tanks on Pile Supported Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP No,ITEM QTY |UNITS}COST TOTAL |DAYS ***TOTAL |RENT |FREIGHT TOTAL **(See Note Below) Power Plant Relocation ..............cceccesesescsecevcevcccuceucenscsunsseertencesesseceeseeceeseeeteneeseseeseseasecesseaensenseatecsensuuseess 198,500 67 Relocation 1 SUM 25,000 25,000 .25,000 68 Set-Up 1 SUM__15,000 15,000 120 500 60,000 "2,500 77,500 69 Power Poles 10 EA 1,500 15,000 5,000 20,000 70 3-Phase Extension 3000 LF 12 36,000 5,000 41,000 71 Waste Heat Recovery Pipe 1000 LF 30 30,000 5,000 35,000 Sub-Totals:1,747,479 688,000 560,000 661,628 3,657,107 Contingency @ 10%365,711 Construction Total:4,022,818 MISCELLANEOUS COSTS 72 Design Cost .......scccescecscccccecssccsnsccccsccscssceeccccceerscssceseeeseseeseceeesreneeseeneneeesenenseneneeeeneseneenesenerecserenneeenee 75,000 73 Regulatory Plans (EPA SPCC Plan,EPA Facility Resp Plan,USCG Oil Spill Resp Plan,USCG Ops Manual)......12,000 74 Construction Administration Cost .......cccccccsceccccsccccccccscncccccacteesssaccanccusseerecssscnaseussesonssesssenssccnssecseoosese 40,000 75 Project IMSurance .........cccceccenccccsncccscccnscscecccscesecccnseccnenreceseeteceeesenseseeeeeseeseeteeeeensneneneEaneenenesensestaeess 25,000 76 Facility Start-Up ........ccccccccenccnctccsccccnsccccesscececnceseeeneeceseseeseceseeeeeOsSeeenenatesEseeeDEOeeeeeDeOEEOeODEOESSeSESSOEOSNOES 3,000 77 Fimancial Audit ........cccsccssscccesccsccscscncresesssecseseseneeensensaeeneeeneeaeesenseeeeseeeesseasonceneeseeseseneserencrsnsseeencees 5,000 TOTAL CONSOLIDATED TANK FARM BUDGET COST =4,157,818] BASIS FOR BUDGET COST ESTIMATE **EQUIPMENT FREIGHT COST CALCULATED AT $0.30/LB EACH WAY FROM FROM KOTZEBUE TO SELAWIK.1 2 ***LABOR MANDAY COST BASED ON AVERAGE OF 5 MAN CREW FOR 10 HOUR DAY. 3 RIGID INSULATION SHIPPING COST =$4/CF. 4 5 PREFABRICATED TANK SHIPPING COST =$1/GAL. GRAVEL HAULED AND PLACED UNDER SEPARATE CONTRACT Page 4 of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Gravel Pad Tank Farm PROJECT:Conceptual Design Construction Budget BY:WWW PROJECT No.:99-036 FILE NAME:Selawik Gravel TF CostEst.xls LEVEL:Budget DATE:11/18/99 REFERENCE DRAWING(S):11/18/99 Conceptual Design Report BASIS:Fore Account Construction FREIGHT RATE:$0.50/lb MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR |EQUIP No,ITEM QTY |{UNITS|COST TOTAL |DAYS ***TOTAL]RENT {FREIGHT TOTAL **(See Note Below) Miscellaneous ...........csceesecceeccenceesseneeeseneesseasesaeeneeeseensenseeeseeesestaneaeeSeesseseeeeeeeeneeeeeeeeetebetenseneeraseeseeenenees 675,000 1 Crew Labor 1350 500 675,000 675,000 Miscellaneous .........c.cccseccccccvccccceccceccecseccceneeseesdcesseusenurecseaeescensecseetsesepeeeseessesseussesstesseeccteuacesseveesstessenses Mob/DeMob Crew Per Diem Crew Housing Loader Rental Loader Standby Crane Rental Crane Standby 9 Drill Rig Rental 10 Drill Rig Standby 11 Skid Steer Rental 12 Skid Steer Standby 13 Welder Rental 14 Four Wheeler Rental 15 Fuel 16 Tool Rental 17 ConsumablesSanNNbhWwWN -_OeOOYWODWYfFDW42 64,092 50 76,300 8,500 76,500 5,000 _15,000 15,000 105,000 11,000 44,000 25,000 75,000 10,000 60,000 3,500 31,500 1,750 5,250 4,000 -36,000 1,500 13,500 30,000 15,000 135,000 20,000 64,092 76,300 22,200 98,700 15,000 24,000 129,000 44,000 3,600 78,600 60,000 3,600 35,100 5,250 600 36,600 13,500 30,000 5,000 140,000 5,000 55,000 2000'Access Road Upgrade ..........cccssccsccescessersseencnseeeneeseseetenneeeeeeseesenenceseeneeeeeneneseeneseeneaseeeeeeeeeeseeneeeeeees 280,542 18 Woven Geotextile 19 NFS Gravel 20 Rigid Insulation SF CY BF 0.09 4,320 100 208,000 0.27 25,803 Page 1 of 4 10,416 14,736 208,000 32,003 57,806 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Gravel Pad Tank Farm Page 2 of 4 MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR}EQUIP No ITEM QTY |UNITS|COST TOTAL |DAYS ***TOTAL}RENT |FREIGHT|TOTAL **(See Note Below) 20"X 100'Access Pad ..........cccsecesecneceseccenseneeceseaneenseeneesensesGeeneteneneeeeseesesseeeeeEeeESAseeeeeeeetEeSEEEEEECEEESEESHOEIEE 21 Woven Geotextile 2400 SF 0.09 216 521 737 22 NFS Gravel 150 CY 100 15,000 15,000 23 Rigid Insulation 8010 BF 0.27 2,153 2,670 4,823 ©230"x 72!Tank Farm Pad .....ssessesseesssssssseesseesuesssessecseeeeeeaeestesessussuessnsesesssessuessseesnesseesutsanseseesseseseneanesnees 24 Woven Geotextile 19,872 SF 0.09 1,788 4,312 6,101 25 NFS Gravel 2,916 CY 100 291,556 291,556 26 Rigid Insulation 66250 BF 0.27 17,805 22,083 39,888 27 Thermal Siphons 16 EA 1500 24,000 4,000 28,000 208'x 52'Tank Farm Secondary Containment .............cccccseccceeeeeneceeeeeeeeneeeneeeeeeeeeAEEEEAEEEAODREGEEEESEESSETAESEEDEREES 28 Dike Posts 85 EA 70 5,915 6,443 12,358 29 6x6 Wall Timbers 3'dike 7,488 LF 2.00 14,976 25,030 40,006 30 Membrane Liner 19,220 SF 1.20 23,064 ,2,403 25,467 31 Non-Woven Geotextile 46,128 SF 0.08 3,690 10,010 13,700 32 Sheet Metal Covers 836 LF 22 18,392 10,450 28,842 33 Chain Link Fence 628 LF 10 6,280 4,710 10,990 Tanks.....cccececsseseeceeceeee see eeeee eens eee nse eee eee eeeee enon sense en ee eee een e es Den eee EEG EEE REE ES EAE EEA DEE EO EEEEESEDEEEEDEOESEO DES ESE EH EE EES 34 New Tank Foundations 13 EA 1,500 19,500 29,184 48,684 35 Foundation Gravel Backfill 234 CY 100 23,400 23,400 36 New 34k Tanks 13 EA 70,000 910,000 101,310 1,011,310 Barge Off-Loading Pipeline and Header ...........cccccsscesseeveeseeesseeeneceeeeenceeeseeeeneeseteeneeeeeeeeeeseeeeeeerasesneenseeeseeeees 37 4"Off-Loading Pipelines 950 LF 6.00 5,700 7,125 12,825 38 4"Ball Valve 2 EA 500 1,000 50 1,050 39 4"Check Valve 2 EA 450 900 50 950 40 Timber Pipe Supports 30 EA 15 450 225 675 Tank Farm Manifold Piping ..............:eccecseceeceseseeeeeeereeeeeseaneeneseeeneeeeeeeeeeeeeeueeeaeeeeeeeeennesesenseeeneeeeneeeeeeeees 41 4"Manifold Piping 275 LF 6.00 1,650 . 1,409 3,059 42 4"Ball Valve 1 EA 500 500 25 525 43 4"Check Valve 3 EA 450 1,350 75 1,425 44 4"Flex Fittings 2 EA 100 200 50 250 45 3"Piping 100 LF 5 500 251 751 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Gravel Pad Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP No.ITEM QTY |UNITS}|COST TOTAL |DAYS ***TOTAL]RENT |FREIGHT TOTAL **(See Note Below) 46 3"Ball Valve 13 EA 350 4,550 163 4,713 47 3"Flex Fittings 16 EA 100 1,600 .400 2,000 48 2"Strainer 2 EA 400 800 25 825 49 2"Solenoid Valve 3 EA 600 1,800 .38 1,838 50 Timber Pipe Supports 33 -EA 15 495 ,248 743 Power Plant Fuel Distribution System ..............ccecesecscscececerencecessceneceeteenseserseeseeneeesersntesaceteneneseneeseseseneeseseees $1 3”Distribution Pipeline 120 LF 5.50 660 615 1,275 52 Timber Pipe Supports 12 EA 15 180 90 270 School Fuel Distribution System .............c.cscscesccececnecnecneseneeeesesseessencensesseneeenecsnesaeseeeeeeceseeseseasenteatessessegges 23,942 53 3"Distribution Pipeline 1000 LF 5.50 5,500 5,125 10,625 54 Timber Pipe Supports 12 EA 15 175 88 263 55 Pipe Hangers 81 EA 30 2,438 609 3,047 56 Transfer Pump System 1 EA 10,000 10,000 8 10,008 Washeteria Fuel Distribution System ............cccccceecseeee rece eee eee sence eee e ee ee ea ee ee eee eee eee een EAA Eee EES EEE EE EERE EEE EE EEE EO OCE EOS 57 3"Distribution Pipeline 1450 LF 5.50 7,975 .7,431 15,406 58 Timber Pipe Supports 12 EA 15 175 88 263 59 Pipe Hangers 138 EA 30 4,125 1,031 5,156 60 Transfer Pump System I EA 10,000 10,000 8 10,008 NWIHA Tank Fill Pipeline .....c.ccsccsssssssssscsesscsesesscsscsssucscsvescsseusscaveseseesceeeeeseeceeeerseeeeeneacensessereeaeentisaneeesenee 61 3”Fill Pipeline 1400 LF 5.50 7,700 7,175 14,875 62 Timber Pipe Supports 12 EA 15 175 88 263 63 Pipe Hangers 131 EA 30 = --s 3,938 984 4,922 Tank Farm Electrical .............cccccecececnecet eee seesse eens een sense c neues ese ee eeee eee eee senses eens ese ee eens rene eee eeeet ect es esse neers 64 Lighting 1 SUM 25,000 30,000 28 500 14,000 1,000 45,000 65 Contro!Pannel 1 SUM__15,000 15,000 28 500 14,000 1,000 30,000 Power Plant Piling and Foundation .............ccccssecscesssceeeeneeeceenaeeesnaeeesennesesceueseeaencessesenseneaeeessnaeeeeseeeeeseneeerene 66 Piles 20 EA 600 12,000 20,000 32,000 67 Pile Slurry Sand 70 CY 100 7,000 7,000. 68 Structural Steel 20,000 LBS 0.35 7,000 '10,000 17,000 Page 3 of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Gravel Pad Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR |EQUIP No.ITEM QTY |UNITS}COST TOTAL |DAYS ***TOTAL |RENT |FREIGHT TOTAL **(See Note Below) Power Plant Relocation ..............cccccccceccevussneesucenccnesscesseseesaeensescseseseeseeeeeseessensceceeceeserecceucsseesenesencessteseeens 198,500 69 Relocation 1 SUM_25,000 25,000 .25,000 70 Set-Up 1 SUM _15,000 15,000 120 500 §=©60,000 2,500 77,500 71 Power Poles 10 EA 1,500 15,000 5,000 20,000 72 3-Phase Extension 3000 LF 12 36,000 5,000 41,000 73 Waste Heat Recovery Pipe 1000 LF 30 30,000 5,000 35,000 Sub-Totals:2,092,784 _763,000 626,750 412,516 3,895,050 3,895,050 Contingency @ 10%389,505 Construction Total:4,284,555 MISCELLANEOUS COSTS 74 Design Cost ......cccccserccercscenncecesncestcececesccescsccnncesersceenensensuseeeeeeescenessenseseeeseeeeneceesssenseseeecnensseneseesnens 75,000 75 Regulatory Plans (EPA SPCC Plan,EPA Facility Resp Plan,USCG Oil Spill Resp Plan,USCG Ops Manual)......12,000 76 Construction Administration Cost .........ssccccccccccvenccccvecenccccvccescccssseesccssescsscessececesesees evececcereccevcvcsccccusese 40,000 77 Project InSurance ........sccesscsccrecccssncerscescceccecscncesscncecnesesesesnessssassseeaseeenananecesseneesoneseseneesnenecesenecensneees 25,000 78 Facility Start-Up .........cccccccscccccserccenssscccscnccscsceserernsasesesencecneeeneneneeenesseesessenseenenennnneneesnenensaunasanaeseneane 3,000 79 Financial Audit ........ccecsccccrccscccosssccceseceesereeesseeseesensneeeesenseeceeneeneneeennccnneseeneteneseseeeeeeeeresoneseseneesennenee 5,000 TOTAL CONSOLIDATED TANK FARM BUDGET COST =4,419,555 BASIS FOR BUDGET COST ESTIMATE **EQUIPMENT FREIGHT COST CALCULATED AT $0.30/LB EACH WAY FROM FROM KOTZEBUE TO SELAWIK. ***TABOR MANDAY COST BASED ON AVERAGE OF 5 MAN CREW FOR 10 HOUR DAY. RIGID INSULATION SHIPPING COST =$4/CF. GRAVEL HAULED AND PLACED UNDER SEPARATE CONTRACT 34,000 GALLON TANKS FIELD FABRICATED.MmkWNHN-Page 4 of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Pile Supported Tank Farm PROJECT:Conceptual Design Construction Budget BY:WWW PROJECT No.:99-036 FILE NAME: Selawik Pile TF CostEst2.xls LEVEL:Budget DATE:11/18/99 REFERENCE DRAWING(S):11/18/99 Conceptual Design Report BASIS:Force Account Construction FREIGHT RATE:$0.50/Ib MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR |EQUIP No ITEM QTY |UNITS|COST TOTAL |DAYS ***TOTAL]RENT /FREIGHT TOTAL **(See Note Below) IY,CTored E0020)| 1 Crew Labor MD's 1350 500 675,000 675,000 Miscellaneous .........cccececsccecaceccceceseesneeeneeesceeeeseseeeeeecaseeeeenseenneseeaseseeeDeeebeSEAESESAEEDEGEEEESEESSESSesESESSAESEEEEaES 903,892 2 Mob/DeMob 1 SUM 20,000 20,000 20,000 3 Crew Per Diem 1526 MD's 42 64,092 64,092 4 Crew Housing 1526 MD's 50 76,300 76,300 5 Loader Rental 9 MO _8,500 76,500 22,200 98,700 6 Loader Standby 3 MO _5,000 15,000 15,000 7 Crane Rental 7 MO __15,000 105,000 24,000 129,000 8 Crane Standby 4 MO 11,000 44,000 44,000 9 Drill Rig Rental 4 MO 25,000 100,000 3,600 103,600 10 Drill Rig Standby 5 MO _10,000 $0,000 $0,000 11 Skid Steer Rental 5 MO -3,500 17,500 3,600 21,100 12 Skid Steer Standby 4 MO __1,750 7,000 7,000 13 Welder Rental 9 MO 4,000 36,000 600 36,600 14 Four Wheeler Rental 9 MO __1,500 13,500 13,500 15 Fuel 1 SUM 30,000 30,000 16 Tool Rental 9 MO _15,000 135,000 5,000 140,000 17 Consumables 1 SUM_50,000 50,000 5,000 $5,000 2000'Access Road Upgrade .........scccesccssccnsensereneeceneeneeenessenseeeeeaesaeeseeeeeeeeaesteeeneneseeeeeeeeeeeenGeetaeeneeeeeeeeeeee 18 Woven Geotextile 48000 SF 0.09 4,320 10,416 14,736 19 NFS Gravel 2080 CY 100 208,000 208,000 20 Rigid Insulation 96010 BF 0.27 25,803 32,003 57,806 20'x 100"Access Pad ....ssscssssssescssessssecesssecesnscesssscessnecessneceseesessuesssssecssssessusecssusecsnsccasaeesnacesnecsaneseoneeesenees 21 Woven Geotextile 2400 SF 0.09 216 521 737 22 NFS Gravel 150 CY 100 15,000 15,000 23 Rigid Insulation 8010 BF 0.27 2,153 2,670 4,823 Page |of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Pile Supported Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR |EQUIP No,ITEM QTY |UNITS|COST TOTAL |DAYS ***TOTAL|RENT |FREIGHT TOTAL **(See Note Below) Tank Farm Piling and Secondary Containment Structure ...........cccccsceescenseeseeeeeeeeeeeseenneseeeeseeeneeneennseaseaeseseneeeneeges 24 Piles 112 EA 600 67,200 112,000 179,200 25 Pile Slurry Sand 370 CY 100 36,960 36,960 26 Structural Steel 107,400 LBS 0.35 37,590 53,700 91,290 27 Deck Plate 110,413 LBS 0.50 55,207 55,207 110,413 28 Dike Wall 832 LF 35 29,120 14,893 44,013 29 Chain Link Fence 628 LF 10 6,280 4,710 10,990 TAnkS 00...cece ec ec eee eee nce e nen eee nee neon eee ne eens ene een eee ee ene DORE EO ER EG EO EE SESE EE SE SESE ESEDESE SESE ES OHS DS EE ESSE ESE S ERE EO EE DO EE GEE ESE Eee EE 30 New Tank Foundations 31200 LBS 0.35 10,920 15,600 26,520 31 New 34k Tanks 13 EA 70,000 910,000 101,310 1,011,310 Barge Off-Loading Pipeline ...........cssccceseccseeeeeeseeeeseeeensecseneesaaeeees eens ee eee ance eneen eee en ee eenetee eeu eee se nee neeeeesuesenees 32 4"Off-Loading Pipelines 1000 LF 6.00 6,000 ,7,500 13,500 33 4"Ball Valve 2 EA 500 1,000 50 1,050 34 4"Check Valve 2 EA 450 900 50 950 35 Timber Pipe Supports 30 EA 15 450 225 675 Tank Farm Manifold Piping ................eceeeeeeseeeeecneneceenceeeeeeensbeeseeneneeseneaeeaenesseeaeeersenereseneMeceececececeeecaeeeaeoees 15,627 36 4"Manifold Piping 230 LF 6.00 1,380 1,179 2,559 37 4"Ball Valve I EA 500 500 25 525 38 4"Check Valve 3 EA 450 1,350 75 1,425 39 4"Flex Fittings 2 EA 100 200 50 250 40 3"Piping 100 LF 5 500 251 751 41 3"Ball Valve 13 EA 350 4,550 163 4,713 42 3"Flex Fittings 16 -EA 100 1,600 400 2,000 43 2"Strainer 2 EA 400 800 25 825 44 2"Solenoid Valve 3 EA 600 1,800 38 1,838 45 Timber Pipe Supports 33 EA 15 495 248 743 Power Plant Fuel Distribution System ...............-cccsecce eee eee ene cee een eun cee ee ene e ee teense eee ee EA DEORE ROE CEES EE DAO EEA EGA EER Ee EEO EEE EES 46 3"Distribution Pipeline 120 LF 5.50 660 615 1,275 47 Timber Pipe Supports 12 EA 15 180 90 270 School Fuel Distribution System ...........c.cccscceeeseeeeneseeeeeecenensenseeeeeeeeeeeneenseeeeeeaneseeeeeeeeeeaeeeeeeeeeHEHEEEEEEEEEERE 48 3"Distribution Pipeline 850 LF 5.50 4,675 4,356 9,031 49 Timber Pipe Supports 12 EA 15 175 88 263 50 Pipe Hangers 63 EA 30 1,875 469 2,344 51 Transfer Pump System 1 EA 10,000 10,000 8 10,008 Page 2 of 4 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Gallon Tanks on Pile Supported Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR;EQUIP No]ITEM QTY |UNITS}COST TOTAL |DAYS ***TOTAL|RENT |FREIGHT TOTAL **(See Note Below) Washeteria Fuel Distribution System ............cccsssceessseeeennceeeeeeeeeeenenceseeeeeeeeeeeeeeteenseeeneeeeneeeeeeeteeseteeeneeeeaeseeptts 52 3”Distribution Pipeline 1300 LF 5.50 7,150 6,663 13,813 53 Timber Pipe Supports 12 EA 15 175 88 263 54 Pipe Hangers 119 EA 30 3,563 891 4,453 55 Transfer Pump System 1 EA 10,000 10,000 8 10,008 NWIHA Tank Fill Pipeline .........cccccccscsescsesesesescscscsescessesesesesesesesescaessneseucusscscuevsveecseseecacacaseseeanscseseseeseaeass 56 3"Fill Pipeline 1250 LF 5.50 6,875 6,406 13,281 57 Timber Pipe Supports 12 EA 15 175 88 263 58 Pipe Hangers 113 EA 30 3,375 844 4,219 WUal ok 00008 ©)(0109 (|POSES OOEOOSSCOOOOSOOOOSOOOOCSOOOSSOOOSSOOOSOOOOSOOOSSOSSSSOOSS 59 Lighting I SUM 25,000 30,000 28 500 14,000 1,000 45,000 60 Control Pannel I SUM__15,000 15,000 28 500 14,000 1,000 30,000 Power Plant Piling and Foundation ............ccccccceeeceeeeeecceeeseneeneeeaeeeeeenenaeeeeeeetneCHEEEOEOREEEEGEEEECEEEAEEEEEEEECEEREEEE 61 Piles 20 EA 600 12,000 20,000 32,000 62 Pile Slurry Sand 70 CY 100 7,000 7,000 63 Structural Steel 20,000 LBS 0.35 7,000 10,000 17,000 Power Plant Relocation ............cccccceeeessese ee eee cence ese n cence eee e een ee sent eee eee eee EEAG EDU EREOEEEEEG OE ESEDOGE OO RSE EEO EEG CA EAA EEE OREO ES 64 Relocation 1 SUM 25,000 25,000 25,000 65 Set-Up I SUM 15,000 15,000 120 500 60,000 2,500 77,500 66 Power Poles 10 EA 1,500 15,000 5,000 20,000 67 3-Phase Extension 3000 LF 12 36,000 5,000 41,000 68 Waste Heat Recovery Pipe 1000 LF 30 30,000 5,000 35,000 Sub-Totals:1,881,563 Page 3 of 4 763,000 629,500 547,417 3,821,480 Contingency @ 10%382,148 Construction Total:4,203,628 BUDGET COST ESTIMATE Selawik West Shore Fuel System Upgrades 34,000 Galion Tanks on Pile Supported Tank Farm MATERIAL LABOR OTHER UNIT OR UNIT MATL MAN COST LABOR]EQUIP No.-ITEM QTY |UNITS}COST TOTAL}DAYS ***TOTAL |RENT |FREIGHT TOTAL **(See Note Below) MISCELLANEOUS COSTS 69 Design Cost ........ccccccscecccenscccrscsceccsvsnsceecesscsccsesecessceeseneescesenensseeeseceseesecnencarenesenceaeesuonencnaserasenensenesees 75,000 70 Regulatory Plans (EPA SPCC Plan,EPA Facility Resp Plan,USCG Oil Spill Resp Plan,USCG Ops Manual)......12,000 71 Construction Administration Cost .........ccsccccccecssescsccenscencuccaccrsepvscacseecescvassesccsccastsesccerenessass sescesseasenees 40,000 72 Project IMSUrAance ........cceccccecurecnccssccscecenscacecscessneceneaesecsseeeneeeseeeneeeeSeseeeneeeeeeeseeeeeeeeseetaensnenenennsaaeeens 25,000 73 Facility Start-Up .........sccccccsscssccscercsnseeneccescscssecccesscsecscaeseeeseeeaeenensaeaeanenenennsscsenanssensesseroussverereseroneesess 3,000 74 Financial Audit ...........cccccsccscceccecerscsccsseccsceseesenecessesccsenseusueanseesaceneneccneseneeseascesenscseeeneesceseesererensesene 5,000 |TOTAL CONSOLIDATED TANK FARM BUDGET COST =_=4,338,628 BASIS FOR BUDGET COST ESTIMATE l 2 3 4 5 **EQUIPMENT FREIGHT COST CALCULATED AT $0.30/LB EACH WAY FROM FROM KOTZEBUE TO SELAWIK. ***LABOR MANDAY COST BASED ON AVERAGE OF 5 MAN CREW FOR 10 HOUR DAY. RIGID INSULATION SHIPPING COST =$4/CF. GRAVEL HAULED AND PLACED UNDER SEPARATE CONTRACT 34,000 GALLON TANKS FIELD FABRICATED. Page 4 of 4