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HomeMy WebLinkAboutEKLUTNA GATE Blocks 1-5 Tract A Plat# 80-176 S-5315 MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONMENTAL PROTECTION ENVIRONMENTAL HEALTH CASE REVIEW WORK SHEET CASE NUMBER S-5315 DATE REC 51VED January 3, 1980 COMMENT TO PLANNING BY January 21, 1980 FOR MEETING OF [] PLATTING BOARD [] PLANNING & ZONING Eklutna Housing Subdivision CASE OF PUBLIC WATER NOT AVAILABLE TO PETITION AREA PUBLIC SEWER NOT AVAILABLE TO PETITION AREA )MMENTS: 71-014 IRev. 2/78) MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONMENTAL PROTECTION ENVIRONMENTAL HEALTH CASE REVIEW WORK SHEET CASE NUMBER S-5315 [] PLATTING BOARD [] PLANNING&ZONING NAME Eklutna Houseing Subdivision DATE RECE VED February 13, 1980 COMMENT TO PLANNING BY February 25, 1980 FOR MEETING OF CASE OF [~PPUBLIC WATER O~,,,~AVAILABLE TO PETITION AREA ~d~0"BLIC SEWER NO..~,.T AVAILABLE TO PETITION AREA REVIEWER'S COMMENTS: ..../2~ ~ ~/Z/~., ~,~' 71-014 Rev, 2/78) Habitat North P.O. Box 2240 Anchorage, Alaska 99510 Attention: Mr. Mike Jones Subject: December 27, W.O. #D12023 Area 1 Subsurface Investigation for Proposed Eklutna Housing Project Located Within the Southeast 1/4, Section 24, Township 16N, Range 1W, Seward Meridian, Alaska Gentlemen: The fOllowing are the results of subsurface investigation conducted on the subject site on December 19 and 20, 1979. The purpose of this investigation was to determine the feasibility of on-site wastewater disposal systems and to provide subsurface information to aid in the design and construction of roads and utilities. Subsurface exploration was conducted by means of tractor mounted backhoe. The test pits were logged and located in the field by Tom Williams and Joe Millhouse, geologists with Alaska Testlab. Excavation was performed by Erickson's Backhoe Service of Chugiak, Alaska. As the test pits were excavated the geologist visually classified the soils and took samples of important horizons. With the exception of large cobbly samples, these were sealed in plastic bags to protect the natural moisture content. Samples returned to the laboratory were visually classified and moisture content and dry strength determined. Samples of similar color, texture and particle size distribution were grouped together and given an arbitrary group designation. Grain size analysis was performed on a composite sample of the important group rather than on individual samples. The site may be roughly characterized as having two soil horizons. The surficial layer, which varies from about one to five feet in thickness, consists of interlayered sand, gravel and occasional organic silt. The thickness and comp6sition of this layer is highly variable between test pits. The second horizon is very uniform among the test pits. It consists of well graded sandy gravel with cobbles. This material is present below the surficial layer in all test pits and is the predominant soil on the site. S 5 } 1 5 FEB '6 1980 H~bitat North December 27, 1979 Page Two The various group designations given on the test hole logs are described below. Group A - is a gray Gravell~ Sand. This group is non-frost SusCeptible, rated NFS. Its Unified Classification is ~W. Group A consists of two samples. is a brown Silty fine Sand containing some roots and Organics. This group is frost susceptible, rated F-2. ~%S Unified Classification is SM. Group B consists of tWO samples. ~ro~p D - is a b~own Silty fine Sand. This group is highly frost susceptible rated F-2/~. Its Unified Classification iS SM. Group D consists of two samples. ~rOup E - is a brown to gray Sandy Gravel with cobbles. This group is non-frost susceptible, rated NFS. Its unified Classification is GW. Grain size distribution is shown OR Sheet 4. Group E is the predominant soil on the Site and is the group present at the depths critical to operation of septic tank drain fields. Group E consists Of 11 samples. ~roup I - is a brown Sandy Silt with organics. This group is highly frost susceptible rated F-4. Its Unified Classifi- cation is ML to OL. Group I consists of two samples. No percolation test was performed with this study. Based on the oharacteristics of Group E, seepage pits and drain fields may be sized using a minimum absorption area of 85 square feet per bedroom. N~ groundwater table was encountered during the exploration. only frozen soil encountered was seasonal frost within the ~Oadway. The ~he followin~ figures and tables accompany this report. Vicinity Map ~e8t Hole Location Sketch ~est Pit Logs Standard Explanatory Information Grain Size Distribution Curve Figure 1 Figure 2 Tables A-E Sheets 1-3 Sheet 4 ~bitat North December 27, 1979 Page Three We trust the above meets your present requirements. any questions please do not hesitate to contact us. kMH/mg Attachments If there are Very sincerely, DICKINSON-OSWALD-WALCH-LEE R. Mark Hansen, P.E. Approved by: Melvin R. Nichols, P.E. Alaska Testlab Manager Test Hole #1 Table A WO #D12023 Date: 12/20/79 Logged by: J. Millhouse Depth in Feet From To 0.0 1 .0 1.0 2.0 2.0 2.5 2.5 3.0 3.0 4.5 4.5 5.0 5.0 11.0 Soil Description F-4, brown Peat and roots, damp, soft, Pt NFS, brown Gravelly Sand, damp, subrounded particles to 1/2", S~ F-2, brown organic Silty'fine Sand, damp, SM NFS, brown Gravelly Sand, damp, SP NFS, brown Sandy Gravel, damp, GW F-4, brown organic Sandy Silt, damp, ML NFS, brown Sandy Gravel with many boulders and Cobbles, damp, rounded and subrounded particles to 12", GW Bottom of Test Hole: Frost Line: Free Water Level: 11.5 Feet None Observed None Observed While Drilling Sa. No. Depth 1 1.5 2 2.0 3 2.5 4 4.0 5 4.5 6 6.0 Type of Dry Blows/6" M% Sample Strength Group Unified 2.1 G N A SW 23.1 G N B SM 3.4 G N A SW 2.7 G N -- SP 30.3 G L D SM -- G N E GW Remarks: 1. Type of Sample, G=Grab, SPT = Standard Penetration, U TM Undisturbed. 2. Dry Strength, N=None, L=Low, M=Medium, H=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, see Sheet 2. 6. Unified Classification, see Sheet 3. Test Hole #2 Table B WO 9D12023 Date: 12/19/79 Logged by: T. Williams Depth in Feet From To 0.0 0.4 0.4 2.0 2.0 4.4 4.4 4.6 4.6 11.4 Soil Description Peat with roots, Pt NFS, gray Sand~ Gravel, damp, GW F-2, brown Silty Sand, damp, SM F-4, brown Sandy ~ilt, damp, SM NFS, gray Sandy Gravel, well graded, many cobbles, damp, particles to 7", GW Bottom of Test Hole: Frost Line: Free Water Level: 11.4 Feet 4.6 Feet None Observed While Excavating Sa. No. Depth I 2.0 2 3.0 3 4.5 4 5.0 5 10.0 Type of Blows/6" M% Samp~ 3.0 G 13.4 G 29.3 G 4.3 G 6.4 G Dry Strength Group Unified N E GW N B SM N D SM N E GW N E GW Remarks: I. e 3. 4. 5. 6. Type of Sample, G=Grab, SPT = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Test Hole #3 Table C WO #D12023 ~-Date: 12/19/79" Logged by: T. Williams Depth in Feet From To 0.0 0.5 0.5 1.0 1.0 1 .4 1.4 2.4 2.4 3.7 3.7 4.4 4.4 4.9 4.9 11 .1 Soil Description Brown Peat, damp, Pt NFS, brown Gravelly Sand, damp, SP NFS, brown Sandy Gravel, damp, GP NFS, brown Sand, damp, SP NFS, brown Sandy Gravel, damp, GW NFS, brown Gravelly Sand, damp, SW F-4, brown Sandy. Silt, damp, ML/OL NFS, gray Sandy Gravel, well graded, many cobbles, damp, particles to 6", GW Bottom of Test Hole: Frost Line: Free Water Level: 11.1 Feet None Observed None Observed While Excavating Sa. No. Depth 1 0.5 2 1.0 3 2.0 4 3.0 5 4.0 6 4.5 7 6.0 8 10.0 Type of Dry Blows/6" M% Sample Strength Group Unified 16.4 G N .... 4.1 G N -- SP 4.3 G N -- SW 3.7 G N E GW 3.9 G N -- SW 27.2 G L I ML/OL 3.0 G N E GW 5.8 G N E GW Remarks: 1. e 3. 4. 5. 6. Type of Sample, G=Grab, SPT = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Test Hole #4 Table D WO #D12023 Date: 12/20/79 Logged by: J. Millhouse Depth in Feet From To 0.0 1.0 1.0 10.0 Soil Description Brown Peat and plants, damp, Pt NFS, brown Sandy Gravel, well graded, many cobbles and boulders, damp, subrounded particles to 12", GW Bottom of Test Hole: Frost Line: Free Water Level: 10.0 Feet None Observed None Observed While Excavating Sa. No. Depth 8.0 Type of Dry Blows/6" M% Sample Strength -- G N Group Unified E GW Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SPT = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Test Hole #5 Table E WO #D12023 Date: 12/20/79 Logged by: J. Millhouse Depth in Feet From To 0.0 1.5 1.5 3.5 3.5 4.5 4.5 ~1.5 Soil Description Brown Peat, Pt/OL NFS./F-2, brown slightly organic Sandy Gravel with many cobbles, damp, GW F-4, brown organic Sandy Silt, damp, ML/OL NFS, brown Sandy Gravel, well graded, many cobbles and boulders, damp, GW Bottom of Test Hole: Frost Line: Free Water Level: 11.5 Feet None Observed None Observed While Excavating Sa. No. Depth 1 1.0 2 2.0 3 4.0 4 10.0 Blows/6" M% Type of Dry Sample Strength Group Unified 29.2 G N/L -- OL 5.5 G N E GW 27.5 G L I ML/OL -- G N E GW Remarks: 1. e 3. 4. 5. 6. Type of Sample, G=Grab, SPT = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, H=High. Group refers to similar material, this study only. General Information, see Sheet 1. Frost and Textural Classification, see Sheet 2. Unified Classification, see Sheet 3. Test Hole Log - Description. Guide The soil descriptions shown on the logs are the best estimate of the soil's characteristics at the time of field examination and as such do not achieve the preclston of a laboratory testmg procedure. If the log includes soils samples, those samples receive an independent textucal classification in thc laboratory to verify the field examinatlom The logs often include the following items: Depth Interval -- usually shown to 0.1 foot within that zone no significant change in soil type was observed through &.ill action, direct observation or sampling. Frost Classification - NFS. Fl, F2, F3, F4, see "Soil Classification Chart" Texture of Soil - An engineering classification of the soils by particle size and proporuon, see "Soft Classification Chart". note the proportions are approximate and modifications to the soil group due to stratification, inclusions and changes m properties are included. Moisture Content -- this is a qualitative measure: d_Ly_, no or little apparent surface moisture damp, moisture forms portion of color, less than plastic limit, wet. no free water, often soft. if cohesive soil, saturated, free water may be squeezed out. ifa free draining soil: dilatent at natural moisture content, if a non-plastic silt or fine sand. {The motsture content is further definedby reference to P1, LW, NP, M % or dftatency. Density - refers to more-or-less non-cohesive coils, such as sand gravel mixtures with or without a fine fraction, derived from drilling action and/or sample data: usually described as: very loose, loose medium dense, very dense. General intent is to portray earthwork characteristics. Stiffness - refers to more-or-less cohesive soils and fine graixted silts of ~ clay-silt groups. Derived from drill action and~or sample data. Very soft, soft, stiff, very stiff and hard are commonly used terms. Particle size - The largest particle recovered by the split spoon is 1-3/8". Shelby tube Y'. auger flights minute-manj 2". Auger flights (B-50 hollow stem 6"-8'. Larger particles are described indirectly by action of the drilling and are referred to as cobbles. 3" to 8". or boulders 8"+. Therefore whe~ revmwlng thc gradation sheets if any, the descriptxon on the hole log must be considered for an indication of larger particles. Unified Soil Classification - This ts a two letter code. See Unified Classification sheet for further definition. In some cases AASHO and or FAA soil classificauons may be shown as well as the unified. Atterberg Limits - useful for fine grained and other plastic softs. P._h natural moisture content believed to be less than plastic limit PI+; natural moisture content believed to be between plastic and liquid l~-mit s Lw_+; natural moisture content believed to be greater than liquid limit NP; non-plastic, useful as a materials. modifying descripuon of some silty Dilateltcv - is the ability of water to migrate to the surface of a saturated or nearl} saturated soil sample when vibrated orjohcd - u~ed as an aid to determine iD' a fine grained soil ~s a slightly or non-plastic silt or a volcanic ash. Rock flour - finely ground soil that is not plastic but otherwise appears similar to a clayey silt. Organic Content -- usually described as Peat, PT, sometimes includes discrete particles such as wood, coal. etc. as a modifier to an inorgamc soil. Quantity described as: trace, or an estimate of volume, or. tn case of all organic, - as Peat. This may include tundra, muskeg and bog material. Muck - a modifier used to describe very soft. sem~-organic depostts u~ually occuring below a peat deposl~ Amorphus peat - organic particles nearly or fully disintegrated. Fibrous Peat - organic particles more-or-less intact. Bottom of Testhole - includes last sample interval. Frost Line -- seasonal frost de pth as described by drilling action and/or samples at the time of drilling. Frozen Ground - other than frost line. described by samples, usually includes descripuon of ice content, often will include modified Unified Classification for frozen soils - this ts a special case related to permafrost studies. Free Water Level - The free water level noted during drilling. This is not necessarily the stattc water table ar the ume of drilling or at other seasons. Static water table determination in other than very permeable soils requires observation wells or p~ezomcter installations, used only in special cases. Blow/6" The number of blows of a 140 weight free falling 30" to advance a 2" split spoon 6"; thc number of blows for a 12" advance is, by definition, the standard penetration. M% -- natural moisture content of the soil sample, usually not performed on clean sands or gravels below the water table, Type of Sample - S__P, refers to 2" split spoon driven toro tile soil by 140 pound wetght, a disturbed sa*nple, S, thin wall tube. "Shelby" used to obtain undisturbed samples of fine grained soil 13, "grab" disturbed sample front auger flights or w~ll of trench. C, cut sample, undisturbed sample from wall of trench. Dry Strength - a useful indicator of a soil's clayey fraction, N=None, L=Low. M=Medium. ii=High Group - The sam pies are placed nto apparently similar groups based on color and texture and are arbitrarily assigned a group letter. Further disturbed tests including Atterberg Limits, grain s~zc, moisture-dcnsity reflect the general distruhed characteristics of tile soils asstgned tu thc group. This ~s a~ important phase of thc soil analys~s and is used to SOIL CLASSIF'ICATiON CHART 30% GRAVEL CLAY CLAYEY CLAYEY CLAYEY OR SILTY SILTY SILTY CLAYEY SILTY SAND ~ GRAVELLY SAND SANDY GRAVEL~ GRAVEL SAND GRAVELLY SAND SANDY GRAVEL GRAVEL \ ho 0 10 20 30 40 50 60 70 80 90 1u0 GRAVEL (+#4 SCREEN) % BY WEIGHT NONFROST SUSCEPTIBLE SOILS ARE INORGANIC SOILS CONTAINING LESS THAN 3% FINER THAN 0.02 mm. GROUPS OF FROST-SUSCEPTIBLE SOILS: F! GRAVELLY SOILS CONTAINING BETWEEN 3 AND 20% FINER THAN 0.02 mm. F2 SANDY SOILS CONTAINING BETWEEN 3 AND 15% FINER THAN 0.02 mm. F3 a. GRAVELLY SOILS CONTAINING MORE THAN 20% FINER THAN 0.02 mm. AND SANDY SOILS (EXCEPT FINE SILTY, SANDS) CONTAINING MORE THAN J5% FINER THAN 0.02 mm. b. CLAYS WITH PLASTICITY INDEXES OF MORE THAN 12. EXCEPT VARVED CLAYS. F4 a. ALL SILTS INCLUDING SANDY SILTS. b. FINE SILTY SANDS CONTAINING MORE THAN 15% FINER THAN 0.02 mm. ¢. LEAN CLAYS WITH PLASTICITY INDEXES OF LESS THAN 12. d, VARVED CLAYS. I February 21, 1980 W.O. #D12023 Habitat North P.O. Box 2240 Anchorage, Alaska 99510 Attention: Mike Jones Subject: Addendum to Subsurface Investigation Dated December 27, 1979, Eklutna Housing Project, Eklutna, Alaska Gentlemen: We have received an inquiry from the Municipality of Anchorage, Department of Public Health and Environmental Protection as to the possibility of the ground water level ris.ing to within 16 feet of the surface such that it might affect construction of on- site sewage disposal systems. It is inconceivable to us that a ground water problem would ever exist at the site. All of our test pits showed no trace of a ground water table down to their full depth of approximately 11 feet. Normally, we would have explored the site using a drill rig and drilled borings to a depth of at least 16 feet, as required by the Municipality of Anchorage. However, our knowledge of this particular site was such that we were concerned that this would not be possible. We knew the site was very clean, coarse gravels. A review of the logs of the test pits will show that this is exactly what was encountered. Many cobbles and boulders were excavated with sizes ranging up to 18 inches in diameter. It is doubtful whether a 16 foot boring could have been drilled on the site.. We just cannot conceive of their being a water table problem at this location. There is a substantial road cut adjacent to the site in the southeast. This cut probably is 15 feet deep and shows no evidence of any seepage or ground water. Additionally, about one-fourth mile to the northwest is a large gravel pit that has been developed jointly by MB Contracting and the Eklutna Village Corporation. Many areas of %his pit have been excavated well over 20 feet, again with no ground water intrusion. Habitat North February 21, 1980 Page Two Should any further questions arise with regards to any aspect of the soils on this site, please do not hesitate to contact us. Very sincerely, DICKINSON-OSWALD-WALCH-LEE ENGINEERS Melvin R. Nichols, P.E. Alaska Testlab Manager MRN/mg MUNICIPALITY OF ANCHORAGE DEPT. OF I'ZALTh & ENVIRONMENT,._., :.¥1-ECTION FEB 2, '., 1980 RFCE.! FD. February 20, 1980 Mr. Jerry Weaver Platting Officer Municipality of Anchorage Pouch 6-650 Anchorage, Alaska 99502 RE: Eklutna Housing Project Dear ~¥er: I have been instructed by the Cook Inlet Housing Authority to forward a copy of the enclosed correspondence to you, regarding the procedures to be used by the Public Health Service in developing the common water well in Ektutna. I hope this will be of use to you. If you require more information, please don't hesitate to call Larry or myself. Sincerely, HABITAT NORTH, INC. John F. Sevy Vice-President JS/tg Attachment Habitat North o Architects and Planners Post Office Box 2240 Anchorage, Alaska 99510 · (907) 277-3691 Micnae~ B. Jones - Patrick O. McKittrick A I.A · John c Sevy DEPARTMENT OF HEALTH, EDUCATION, AND WELFARE PUBLIC HEALTH SERVICE HEALTH SERVICES ADMINISTRATION Refer to:' A-EHB February 15, 1980 Mr. Larry Eckels Executive Director Cook Inlet Native }busing Authority 670 West Fireweed Lane Anchorage, Alaska 99503 Dear Mr. Eckels: Re: Eklutna Housing Project Enclosed is a copy of our typical specifications for drilling a community water well. These specifications would be used for drilling the community well proposed for the Eklutna housing area, although review and approval by Alaska Department of Enviromnental Conservation and the Anchorage Borough would be necessary prior to construction. We would anticipate incorporating any specific requirements these agencies have into the final specs before proceeding with a well drilling contract or foroe account operation. We have not yet had the opportunity to perform any soils analysis at the site. However, it appears from the testingwhid~ your engineer has done, and the location proposed for the well (200 foot radius from any source of contamination) that a safe water source can be established. I hope this information is helpful. ~ will be able to provide more specific information related to the well design, distribution system, and cost estimates for these facilities after examining the site and performing additional design work later this spring. Sincere ly, .~ohn R. DeLapp, P.~. Sr. Sanitary Engineer Chief, Design I~it F~nclosure cc: James Patterson, ~, Anchorage Leland Fugal, E}B, Anchorage II. TEOtNICAL SPECIFICATIG~',S WELL DRILLING ' Eklutna, Alaska .... - ,~. The vzo~k cove~ed by this section includes the plant~ labor, tools, equlp~en~ and mafe~ials, and perPlExing al~.:" ope~at&ons in ~he d~111ng~ cas~nq ~c~e~n~nq developfn~" an~ ' test&ng off a sanitary wate~ well ~n accordance wi~h these ~ · specifications and aopl~cable d~a~fngs. The ~ell 1s to pzowde potable watez fo~ ~he new subdivision ~aska. Water is expected to be obtained from a water bearing Stratum from 30 feet to 250 feet belo~ the ground surface. The Contractor shall obtain specific instructions from the Contracting Officer or his representative before proceeding beyond 150 feet. If a satisfactory yield is obtained at a lesser depth, the drilling shall be terminated and the well developed a~ that depth. Except as herein provided, all work and material shall conform to the recommendations of the American Water Works Association as set forth in the appendices of the latest edition of AWWA Publication A~100-~8, "Standard Specifications for Deep WelIs".. DRILLING: The drilling may be accomplished by a cable tool, a conventional hydraulic (mud) rotary, or an air rotary drilling machine. The ~quipment used shall be in good repair and be capable of drilling, as specified herein, up to a depth of 300 feet. Prior to drilling, the Contractor will inform the Contracting Officer of'thO"type"of drilling machine that will be used. If drilling is accomplished by conventional hydraulic (mud) rotary, the drilling fluid shall be a water-based fluid with -self-destroying properties such as "ReverL" or an approved equal. Any additives to this drilling fluid shall have the Contracting Officer's aoproval. 'The Contractor shall submit to the Contracting Officer a description of the drilling fluid he intends to use. ~basuring equipment shall be immediately available at the well site. The drilling fluid shall be kept within the following limits: Maximum fluid weight will be 9.6 pounds per gallon. Maximum "marsh funnel" viscosity will be 4~ seconds. III. IV. lhe well shall be six inches (6") in diameter. If sufficient yield is estimated within the specified oepth, the well may then be completed as directed by the Contracting Officer. A minimum yield of forty gallons per minute (40 gpm) is being sought. If a stratum which will produce in excess of 40 gpm is encountered, the well shall be developed to produce the maximum yield obtainable through the well screen. STEEL WELL CASING: Steel casing used as a permanent part of the well structure shall be new steel pipe conforming to ASTN specifications A-120 or It shall 5e of standard brand manufacture and have the brand name clearly printed on each length of pipe. Manufacturer rejected pipe shall not be used. The permanent steel casing shall have an'outside diameter of 6.625 inches, minimum'wall thickness of 0.280 inches and a minimum weight per foot of 18.97 pounds. The casing for drilled or driven wells shall extend three feet (~') above the mean ground level at the drilling site. Lengths of casing shall be connected with either screwed couplings or approved welds. Welded joints shall be made in accordance with the provisions of paragraph V, WELOiNG. The Contracting Officer shall be furnished a supplier's certificate indicating that all steel casing is in compliance with this specification. ~RIVE SHOES: ~en steel casing is to be installed by driving methods the use of drive shoes is required. The type and weight of drive shoes shall be determined by the Contractor, and approved by the Contracting Officer. WELDING: Welding of the steel casing shai1 be done by experienced operators who produce quality welds. Welds shai1 be free from slag deposits, pin holes, and o~her evidence of weakness and shaIi form a watertight joint beLween the casing being joined. Welded casing shall be true to line and free from bends. Field welding shall be done by direct current. VI. -VII~ VIII. The technique of welding employed, the appearance and quality of ~elds made, and the methods of correcting defective work shall conform to ordinarily acceptable standards of workmanship. Surfaces to be welded shall be free from loose scale, rust, grease, paint, and other foreign material, exceot that mill scale which withstands vigorous wire brushing may remain. A light film of linseed oil may likewise be disregarded. Ooint surfaces shall be free from fins and tears. No welding shall be done when the temperature of the base metal is lower than 0 degrees Fahrenheit (O°F). At temperatures between 32OF and O°F, the surfaces of all areas within three inches (}") of a'~oint where a weld is started shall be heated until they are too hot to touch before welding is started. S~MPLING OF FORMATION: .. The Contractor ~hall provide containers approved by the Contracting Officer, in which to store unwashed samples. He shall collect and save unwashed samples taken at each change in formation or drilling characteristics. If so directed by the Contracting Officer or his representative, the Contractor shall take samples at two foot (2') %Atervals in a potential aquifer. RECORDS: The Contractor shall keep an accurate record of the location of the top and bottom of each stratum oenetrated, and shall furnish the Contracting Officer with a.repo~t of the tyoe of material encountered in each stratum at the completion of the work. The drilling log shall be kept as the drilling progresses and shall be available for inspection at any time during the well drilling by the Contracting Officer or his designated representative. The Contractor shall keep an accurate record as assembled of the order, number, size and length of each individual piece of casing installed in the well. Copies of the above records and welt logs shall be furnished in a complete and satisfactory form to the Contracting Officer within 7 days after a hole is complete~ whether ~ccepted or abandoned. WELL SCREEN INSTALLATION: ~hen a water bearing stratum is encountered, the Contractor shall test the approximate capacity of the well by bailing. If the bailing test indicates a production rate approaching or exceeding the yield required, the Contractor shall pro'ced to finish the well. If the bailing test indicates production rate less than the yield required, the Contractor shall continue Orilling upon approval of the Contracting Officer. A well screen shall be used. Perforations in the casing shall not be used in lieu of a screen. The following paragraphs specify the screening material, screen selection proceoures and screen installation: SCREEN MATERAL: The well screen shall be of the continuous ~lot design, fabricated of special shaped cold drawn bars. The cuter winding that forms the screen.surface and the internal longitudinal bars shall be joined at each intersection by welding. Both members shall be type 304 stainless steel conforming to (AISi) requirements. Pipe base screen will not be acceptable. The screen and all accessories reouired for installation shall be commercial products of a manufacturer regularly engaged in the production of such equipment. B. SCREEN SELECTION: After a w~ter-bearing formation has been -found capable of adequate production, the Contractor shall collect a representative sample of the formation and submit it for sieve analysis to a screen manufacturer of some other firm regularly engaged in the sieve analysis of soils. The (PHS) project engineer will select the screen size and length to be used based on telephonic and/or ~ritten results of the sieve analysis and manufacturer's recommendations. A copy of the sieve analysis will be provided the Contracting Officer or his representative prior to the installation of the well screen. The well screen openings shall be of the proper width and geometry to permit the maximum practical sand and fines free yield, without clogging or jamming, after development of the well. If it is necessary to join several screens together to obtain adequate yield, the joints connecting the screen sections shall be butt-type couplings of the same material as the ~NSTALLATION: The screen shall be installed by one of the ~ollowing methods: pull back, open hole, or bail or wash down, as described in Groundwater and Well~, UOP, Oohnson Div~sion, Chapter 12. IX. WELL DEVELOP,,uNT. The Contractor shall notify the Contracting Officer or his representative 24 hours before development is to begin. The Contracting Officer or his representative shall be present during development. The Contractor shall take extreme care in the performance of his work in order to prevent the breakdo~n or caving in of strata overlying that (or those) from ~zhich the water is being dra'.,zn. The well shall be thoroughly deve!ooed by a surge method or high Yelocity jetting and, if necessary, by chemical treatment, or other appropriate means to remove all silt, sand, mud, etc~, from the pores of the water bearing strata. Hi-velocity jetting ~ith the use of polyphosphates, in concentrations of five pounds (5 lbs.) of polyphosphates per 100 gallons of jetting water, shall be required for any drilling method which has used drilling mud through the water bearing strata or stratum. Pressure pumps and jetting nozzles ~il.1 be sized such that a minimum water velocity of 150 feet per second is achieved. ~he well shall be thoroughly cleaned of all suspended matter ~nd sand by either bailing or pumping. Development of the well shall be continued until water pumped from the well at the rate determined by the Contracting Officer is clear and free from Fines. The water shall be considered sand free when all samples taken at the determined pumping rate contain less ~han t~o parts per million (by weight) of sand, or are acceptable to the Contracting Officer. Neither bailing nor pumping shall be considered a development method under this contract, or chargeable under line items set forth under this contract. I~ [he water pumped from the well is not clear and free of fines after a development time of four (4) hours, the Contracting Officer shall be contacted regarding a decision on further development. In those instances ~vhere a correctly constructed and develope~ well ~ill not clear up despite the bes~ efforts of the Contractor, the well will be abandoned. Such determination shall be made by the Contracting Officer. . lhe Contractor shall submit his proposed development methods to the Con~rac[ing Officer for approval prior to the initiation of well construction. TEST PLNPIN~: Upon completion of the well and after it has been satisfactorily developed, the Contractor shall furnish all labor, equipment, and materials reouired to test pump the well at a rate determined by the Contractir~ Officer that shall cause the drawdown in the well to reach 75% o~ the available drawdown, but in no case shall the pumping rate be greater than 100 gpm. The Contractor shall also Furnish equipment for measuring the water level in the well. The measuring equipment shall be capable of an accuracy within 1/2 inch. The pumping equipment shall be capable of pumping 100 gallons per minute against a total dynamic head of 200 feet. Equipment shall also be provided for measuring the discharge rate and controlling the pump discharge to the rate specified by the Contracting Officer or his representative. Fmasurement of pumping rate shall be made by water meter, orifice meter, or wier for all flows over 10 gpm: Test pump results shall be recorded on forms Supplied by the Contracting Officer, (See Appendix). Readings shall be taken at the time intervals indicated on the forms. Test pumping shall last until the water level stabilizes, or until %be Contractor is directed by the Contracting Officer to stop ~Jmping. ' ..... The Contractor shall be responsible for furnishing and installing 811 necessary piping for conducting the water being pumped in these tests to the nearest available drainage. If a pump is to be furnished as part of this contract, test pumping shall not be done with the pump that is to be furnished as part of the contract. Recover readings shall be taken in the new well by the Contractor. Except in cases where complete recovery to the static level occurs tn lesser time, recording depths of water in the new and existing wells shall be continued for a period at least four (4) hours after pumping has stopped, in order to obtain data for constructing a recovery curve. Recordings shall be taker during this four (4) hour period, as indicated on the attached recovery data sheet. Recovery readings are to be taken only after the maximum test pumping rate, and are not required at the end of lesser test pumping rates. The Contractor shall notify the Contracting Officer at least 24 hours prior to performing any test pumping. -7- XIo GROUT ING; Surface grout shall consist of bentonite placed in the annular space around the outside of the casing after the well is completed, with a minimum thickness of two inches (2"). Grouting shall begin at the ground surface and extend a minimum of 20 feet below the ground surface. Ali grouting shall be performed by pumoing bentonite slurry through a conductor pipe from the bottom of the annular space to be grouted towards the surface. If a starter casing is utilized it shall be extracted during the grouting operation. If the diameter of the total length of the drilled hole is larger than the outside diameter of the wail casing, bentonite grout shall extend from the ground surface to within five feet (5') of the end of the well casing. Before proceeding with placing the grout the Contractor shall secure the Contracting Officer's approval of the grouting method he proposes to use and the bentonite slurry mix. No method will be seoroved that does not soecify the forcino of the under pressure from the oo:ccm of the soace to De grouted s the surface. The grouting shall de done continuously and -in a manner :nec will ensure the fil!ing of the entire annular space with grout in a single operation. XII, CLEANING ANO DISINFECTING: After the well has been completed, it shall be thoroughly cleaned of all foreign substances, including tools, timbers, rope, debris Of any kind, cement, oil, joint dope, and scum. The casing interior shall be thoroughly swabbed, using alkalies if necessary, to remove oil, grease, or joint dope. After the welt has been tested for capacity, the well shall be disinfected with a chlorine solution. The chlorine sol~ton used shall be of such volume and s~rength and shall be applied such that a concentration of at least 50 ppm of chlorine is obtained in all parts of the well for a period of 24 hours. Chlorine solutions shall be prepared and applied in accordance with the directions of, and to the satisfaction of, the Contracting Officer. Dumoino of oranular HTH into the top of the · well shall not be allowed. A water sample shall be taken for bacteriological analysis by the Contracting Officer, after the well has been completed and pumped by the Contractor so that no chlorine coot is detectable. If -8- XIII. XIV. A. positive bacteriological results are obtained, the Contractor shall repeat the oisinfection process until negative results are obtained. If it is determined that th6 aquifer has been contaminated due to actions by the Contractor or faulty construction, the well will not be accepted until a safe water supply can be obtained from the well. ABANDON4ENT OF THE WELL: In the event the well shall not be accepted for completion due to &nsufficient caoacity or yield, or shoutd it be abandoned because of poor alignment, ioss of tools, quality of water, or for any other cause, the Contractor shall fill the abandoned hole with clay or. as directed by the Contracting Officer. - .PL~qBNESS AND ALIGnmENT: The well shall not deviate from the vertical by more than 2-1/2 ~nches in each.lO0 feet of depth. A straightness and alignment test shall be run on questionable ~ells after the well is cased. This shall consist of running a pipe of 40 foot length and ~hose outsiOe diameter is between 1/4 ~nch and 1/2 inch smaller than ~he casing to the bottom of the well. ~f the test pipe binds, does not pass through the well casing freely, or is bent as a result of testing procedure, the well shall be rejected as drilled and cased with no payment to the Contractor, until the deficiency is corrected to thm Contracting Officer's satisfaction. The ~ell shall be capped ~ith a tight-fitting screwed flange, or ~elded cap, or similar device satisfactory to the Contracting Officer, until pumping equipment ~s installed. PRECAUTIONS D~RtNG CONSTRUCTION: The Contractor shall take such precautions as are necessary or as may be required to prevent contaminated wa~er or water having undesirable physical or chemical characteristics from entering through the opening made by the Contractor in drilling the well, the stratum, or strata from which the well is to draw its supply. He shall also take all necessary precautions during the consbrucion period to prevent contaminated water, gasoline, oil, etc., 'from entering the well either through the opening or by seepage through the ground surface. MUNICIPALITY OF ANCHORAGE DEPARTMENT OF HEALTH & ENVIRONMENTAL PROTECTION ENVIRONMENTAL HEALTH CASE REVIEW WORK SHEET CASE NUMBER S-5320 DATE RECEIVED January 15, 1980 COMMENT TO PLANNING BY January 30, 1980 FOR MEETING OF [] PLATTING BOARD NAME Lots 4A, CASE [] PLANNING & ZONING 5A Block 1 Hideaway Lake OF Subdivision P~UBLI~ WATER NOT_AVAILABLE TO PETITION AREA ,~PPUBLIC SEWER '",lOT AVAILABLE TO PETITION AREA REVIEWER'S COMMENTS: 71-014 (Rev. 2/78) May 24, 1982 ~ lAY $. NA,~4ONB, ~O¥£#NOR i a37 E. Street SECOND FLOOR ~ ANCHORAGE, ALASKA 99501 (907) 274-2533 P.O. BOX 515 [] KODIAK. ALASKA 99615 (907) 486-3350 P.O BOX 1207 [] SOLDOTNA, ALASKA 99669 (90/) 262 5210 P.O BOX 1709 [] VALDEZ, ALASKA 99686 (907) 835-4698 ~- ,,,,~,¢~ELA,".ALASKA 99687 "T , 'mO-l) L~7, C~5038 4 ; I /: .... 'J ' Sherri Wilette ?,lunicipality of Anchorage Pouch 6-650 ,~ Alaska 99502 ~fw~ Anchorage, SUBJECT: Bavarian Heights Water and Sewer RECEIVED The Department has reviewed the conceptual plans for the water and sewer system for Bavarian Heights. There appears to be room for the proposed sewage treatment system and alternative systems. However, final approval of the system would require far more information about the impervious strata location, soils type, the soil percolation and permeability, and the subsurface drainage in the proposed subdivision and on the property next to the subdivision. Therefore, the Department can grant approval of the water and sewer system concept only. Sincerely, '3-ruce E. Erickson Environmental Engineer BEE/mm/vh CERTIFICATE OF OWNERSHIP AND DEDiCATiON I(WE)HEREBY CERTIFY THAT I(WE)HOLD THE HEREIN SPECIFIED P~OP~RTY INTEREST IN THE PROPERTY DESCRIBED HEREON, ItWE}HEREBY DEDICATE TO THE MUNICIPALITY OF ANCHORAGE kJ N S LJ B IV I D F I 2'ABOVE GRND. SURVEYOR'S CERTIFICATE · MAURIC~E_? _O_S~W_AL~D ....... · PROFESSIONAL LAND SURVEYOR· HEREBY CERTIFY THAT THE PLAT ..... ~lJOW N ~.N_~ ...... IS A TRUE AND CORRECT REPRESENTATION OF LANDS ACTUALLY SURVEYED AND THAT THE DISTANCES AND BEARINGS ARE SHOWN CORRECTLY AND THAT ALL PERMANENT EX- TERIOR CONTROL MONUMENTS AND LOT CORNERS HAVE BEEN SET AND STAKED, OR IF FINAL COMPLETION IS ASSURED BY SUBDIVISION AGREEMENT, THEY WILL BE SET AS SPECIFIED IN SAID SUBDIVISION AGREEMENT, -.', // / ~m~° BASIS OF ~[ARINGSj GLO, ~0 O0 ~C '0o / ~ ~p~ 03 BE~WPVMt BY mOJECTION OF /4COR AT MEAN WITH E"WCENTERLINE OFSECTION 24 %'~ '-- ~o-~7. "' ACCEPTANCE OF DEDICATION ANCHORAGE HEREBY ACCEPTS FOR PUBLIC USES AND LEGEND FOR PUBLIC PURPOSES THE REAL PROPERTY DEDICATED ON THIS PLAT~ INCLUDING BUT NOT LIMITED TO ~ 2D"6LO B~ASSCAP THE EASEMENTS, RIGHTS-OF-WAY, ALLEYS~ ROADWAYS, ~ONU~ENT FOUND ~ I"l R ~ 2.~"STATE H~6HWAYS BRASS THOROUGHFARES AND PARKS SHOWN HEREO~ CAP IN ~ON. CASE FOUND DATED AT ANCHORAGE~ ALASKA~ TMIS~DAY ~F ~ OTNER BRASS CAP ~ONU~ENT ~,~ FOUND ~ 2.5'ALU~INU~ ~P ON 2 2~0" ATTEST RE~AI'NING CORNERS A~E ALL AREAS DEPICTED FOR USE AS PUBLIC UTILITY EASEMENTS~ STREE[S~ ALLEYS~ THOROUGHFARES~ PARKS AND OTHER PUBLIC AREAS SHOWN HEREON, THERE SHALL BE RESERVED ADJACENT TO THE DEDICATED STREETS SHOWN HEREON A SLOPE RESERVA- TION EASEMENT SUFFICIENT TO CONTAIN CUT AND FILL SLOPFS OF I 5 FEET HORIZONTAL FOR EACH I FOOT VERTICAL ( 1.5 TO I ) OF CUT OR FILL FOR THE PURPOSE OF PROVIDING AND MAINTAINING THE LATERAL SUPPORT OF THE CONSTRUCTED STREETS, THERE 1S RESERVED TO THE GRANTORS~ THEIR HEIRS SUCCESSORS AND ASSIGNS, THE RIGHT TO USE SUCH AREAS AT ANY TIME UPON PROVIDING AND MAINTAINING OTHER ADEQUATE LATERAL SUPPORT, AS APPROVED BY THE MUNICIPALITY, I(WE) HEREBY AGREE TO THIS PLAT AND TO ANY RESTRICTION OR COVENANT APPEARING HEREON AND ANY SUCH RESTRICTION OR COVENANT SHALL BE BINDING AND ENFORCABLE AGAINST PRESENT AND SUCCESSIVE OWNERS OF THIS SUBDIVIDED PROPERTY, EKLUTNA,INC. 640 K ST ANCH,AK NOTARY'S ACKNOWLEDGMENT SUBSCRIBED AND SWORN TO BEFORE ME THIS:~.'r~'.DAY MY COMMISSION EXPIRES', -SIGNATURE VICINITY MAP :::.:: ": .. SCALE: I"=IMI ~::. ':~ : ~:~ ./~ ................ //1~ ~.~ ..... ~5 k ~ ~ ~9 EKLUTNA GATE SUBDIVISION LOTS l- g, BLOCK I. A SUBDIVISION OF LOCATED WITHIN CONTIGUOUSLY OWNED PROPERTY A ~.4 ACRE SUBDIVISION ~CATEDWITHIN THE S.E. T 16 N~ R t W, SM.iALASKA I .~ DIC[IM~. ~WhLDmWMLCH-LEE I ~RIO NW 2065 SCALE I'~1~0' DATE NOV, 79 W.O. NO. DRAWN SLH ZONING U ~? 131-49 FILE .o. 106- S NO 5~15 FIELD B~K 7~-16 PLAT APPROVAL DTj000267 TNAPPROVED_J)Y THE .PLATTING BOARD ON THE DAY 0 F~___, 1 °~lJJJj BASIS OF BEARINGS CURVE DATA LEGEND NOTE~ All Jot corne~e ~o be monumllnted wffh §/0"x 30" rebar minimum / SUR VE YOR'S CER T/FICA TE OWNER' NOTARYS ACKNOWLEDGEMENT, ...... ~::~_ _. -__:~., ....... ,~. LOTS $ through IO, BLOCK FIRST ADDITION EKLUTNA GATE SUBDiViSiON TIADDTI000268 1984-735!