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Home My WebLink AboutLot 04 ARCTIC PUMP & WELL INC. Jim Sullivan, CPI PO Box 770197 Eagle River, AK 99577 (907) 688-2510 (907) 258-2510 apw,_~_,gci.net Decommissioning Log Well Drilling Permit Number: SW Parcel Identification Number: Date of Issue: Legal Description: ADA 2921 Intl Arpt Lot: 4 Block: 18 Property Owner Name & Address: ERA FBO LLC 6160 Carl Brady Dr Anr, h Al( OOqCl9 Pump Installation Date: 5/20/2011 Pump Intake Depth Below Top of Well Casing: Feet Pump Manufacturer's Name: Pump Size: Pump Model: hp Pitless Adapter Burial Depth: Pitless Adapter Manufacturer's Name: Pitless Adapter Installer: Well Disinfected Upon Completion? Yes Method of Disinfection: Chlorine Comments: Well permanently decommissioned by procedurel 5.55.060L.c. Pump Installer Name: Arctic Pump & Well, Inc. Arctic Pump & Well, Inc. Page I o fl GREAi~R ANCHORAGE AREA BOR6..iH Department of Environmental Quality 3330 C Street Anchorage, Alaska 99503 SEPTIC TANK: DISTANCE FROM W E LL/I~ INSIDE LENGTH MANUFACTURE R~,~{. INSIDE WIDTH MATERIAL ~ NUMBER OF COMPARTMENTS LIQUID DEPTH LIQUID CAPACITY/"~q'~GALLONS. TILE DRAIN FIELD: DISTANCE FROM WELL .~1/~, FOUNDATION ~'/~ "~" NUMBER OF LINES / DISTANCE BETWEEN LINES ABSORPTION AREA 7Z/~ SQ. FT. LENGTH OF EACH LINE DEPTH OF FILTER t DEPTH: TOP OF TILE TO FINISH GRADE ~7/ MATERIAL BENEATH TILE.~ TOTAL LENGTH NEAREST LOT L,NE__/~ "/- OF L,NES .7~ / /V/~ TRE.C. W,DT. ~:l.. TOTAL EFFECT,VE ~. ABOVE ~,~ C '"- WELL: TYPE Z~'T /.~/ BUILDING FOUNDATION CESSPOOL APPROVED CONSTRUCTION NEAREST LOT LINE_ OTHER SOURCES DISAPPROVED NEAREST SEPTIC SEWER LINE __ TANK REMARKS DEPTH SEEPAGE SYSTEM DISTANCE FROM: DISTANCES: I NSTALLEDBY/~~--~-.~ SEWER LINE DEPTH: PIPE MATERIAL: .~-~'~.~ LOT SLOPE: REMARKS: Form EQ-O32 DIAGRAM OF SYSTEM G.A.A.B. C~ GREATER ANCHORAGE AREA BorOUGH SEWAGE DISPOSAL SYSTEM -- APPLICATION AND PERMIT ~INANC~D THROUGH ~O B~ INSTALLED BY J~/~ SOIL TEST RESULTS ~ ~ ~'~ K NO~; THIS PERMIT IS NOT VALID WITHOUT FINAL INSPECTION: 24 HOUR NOTICE REQUIRED. BACKFILLING OF ANY SYSTEM WITHOUT FINAL INSPECTION BY THE DEPARTMENT OF ENVIRONMENTAL QUALITY AUTHORITY WILL BE SUBJECT TO PROSECUTION. SEPTIC TANK SIZEZ'~ I~ TYPE SEPTIC TANK TO NEAREST LOT LINE. WELt. TO SEPTIC TANK , DRAIN FIELD DRAIN FIELD SEEPAGE AREA DIAGRAM OF SYSTEM SEEPAGE PiT ALSO CONSIDER AREA ~NELLS. SEEPAGE PIT : SEPTIC TANK· . SEEPAGE PIT DRAIN FIELD TO RIVER, I.AKE. STREAM. CAST IRON INTO AND OUT OF SEPTIC TANK AND INTO CRIB CROSSING GAP OF GRAVEL BACKFIll. JAY $. IL4~I~IO~O, EOYEMIO~I $OUTMCEIITRAL IIE~IO#AL OFFIC£ /,~1 DEA64U August 20, 1976 Mr. Pete Bowdish J.D. Gifford and Associates 1524 Ship Avenue Anchorage, AK 99501 Subject: Red Dodge ]langer-Anchorage International Airport Dear }~. Gifford: The office has no objection to the construction of a septic tank- seepage system 150 feet from the proposed well. The septic tank- seepage system must not be located under the parking area or other areas cleared of snow and must meet standards required by the Municipaliyt of Anchorage. Sincerely, Regional Environmental Supervisor cc: AM-DIIEP '4040 "B" STREET, ANCHORAGE, ALASKA ?9503 · PHONE: 907-279-258! 3August 17, '1976 ~W.O. ~17783 .J.D. Gifford & Associates 1524 Ship Avenue .Anchorage, Alaska 99501 ;Attention: Mr. Pete'Bowdish ~Ref: :Subsurface Soils Investigation and .Foundation Study .~Red ~Dodge Hanger ~Deari~. iBowdish: %Transmitted herein is are.subsurface'investigation'and foundation ~study perferm, ed on the Red Dodge property south of the.Anchorage .International.Airport. }Following the .text are: :.Test IIole Location~Sketch Test Hole Logs ~Grain'Size Distribution Curves ~Standard'.Explanatory Information !Figure.1 · .Table A :Sheets 1-3 ESheets 4-6 '~he soils analysis portion of the'report~includes.logs of the :subsurface exploration and classification of the soils while . %the foundation study includes basic foundation and site work ~recommendations. These recommendations are based on existing ;soils, ~he design perimeters given to us, and .the subarctic environment of the Anchorage area. The enclosed recommendations need not be held inviolate as the ~only approach to foundation or site construction. We will, if requested, consider the effect of alternate approaches to these or other problems that may arise. ,CONCLUSIONS .1. · Soil conditions at the site are satisfactory to support the planned, single story, 100' x 120' metal hanger. -J..D. Gifford & Assocl=tes August 17, 1976 ' Page 2 The site has been cleared of vegetation and regraded, with the north end of the building being in a cut section and the south end of the building having 7' to 8' of fill over natural grade. The native soils used for fill material are ~redominately a silt or slightly sandy silt that is relatively dry. The soils are highly frost susceptible. The fill in some areas has not been thoroughly compacted and is relatively soft. Though the native soil exposed is in a relatively dry state at this time, if exposed to moisture over a period of time the site could quickly turn into a quagmire making construction difficult. Percolation data taken of the site indicates that construction of an on-site sewage disposal system to serve the restrooms planned for the hanger will be feasible. ® No water table of significance was detected in any of the test holes to the depths explored, though it should be remembered that the water table will fluctuate with seasonal and climatic changes. Values listed in test hole logs for the depth to water table are valid for the date of drilling only. It is difficult to determine the exact location of ~ ..... ~ tab!c~..~ fin~ -~- ___.__~ without the pl~.c~ng ~T,~ monitoring of observation wells. .. ® No permafrost or normally loaded soft clay and/or silt layers were detected that might lead to excessive time dependent settlement of the structure. RECOMMENDATIONS Foundation System: Well constructed, conventional, shallow, spread footings placed on compacted, non-frost susceptible (NFS) fill will be adequate. Minimum width: Continuous footings should be at least ~-4~e, w---~le isolated, square footings should be at least 18" square. Size footings using the soil bearing capacity listed in this report and the footing design load. Minimum depth of cover ~r~m the nearest surface grade ~-6~-6-~omo-~f~t~mlnlmum depths should also be maintained diggonally to the edge of the building pad): }~eated perimeter footings; 4' below surface .grade. ,J.D. Gifford & Associates August 17, 1976 ' Page 3 Ce 2) }Ieated interior footings; 2' below surface grade. 3) Unheated footings; 5' below surface grade to the top of footing. Also, footing should be at least 6" wider than stem (or column). Reinforce stem and footing to resist tensile uplift forces along face of stem. Insulation: Provide a bond break and thermal barrier, by placing 1" of Styrofoam SB (blue) or similar closed cell, non-water absorbing, gas filled, polystyrene, rigid insulation below grade along the outboard face of all perimeter footing walls. The insulation serves three functions: l) TO control heat loss by directing heat flow do~m, from the interior slab, along the footing wall and under the footing to keep the underlying foundation soil thawed. To provide a ~esilient surface to absorb horizontal frost heave strains which would otherwise actu~y~' ' .... on '~="- footing face. 3) To reduce the freeze-thaw cycles the concrete footing will experience, by having the concrete on the "warm side" of the insulation. Note: To be properly termed a heated structure, the building must be heated during the winter months for its entire life, even during construction. Additionally, the floor slab must be uninsulated to allow heat escapement down into the soil. Soil Bearin_~ Capacity: .Use a maximum bearing v-~e'~--f 2,000 psf. This assumes at least 2' of 'cover. Footing widths greater than 6' should not be used without consulting the writer. Earthwork a. Excavation Excavate and waste all loose fill, frozen soils, or organic soils _p-~-~t) from beneath any structures or load bearing areas. 'J~D. Gilford & AsSociates August 17, 1976 Page 4 3) 4) Excavate all frost susceptible soils from within one foot of the bottom of all foo--6~-~gs and grade slabs and replace with compacted, non- frost susceptible (NFS) fill. Excavate all loose fill, frozen soils, organic · soils or frost susceptible soils from around the perimeter of all footings, horizontally for a distance equal to at least one-half the depth of material excavated from beneath the footing, and replace with compacted, non-frost susceptible (NFS) fill. Excavate all loose fill, frozen soils, or organic soils (peat) from beneath roads, driveways, and parking areas, though under some conditions it may be acceptable to leave some or all the peat in place and simply overlay the peat with non-frost susceptible (NFS) fill. If this is done, minimum depth of fill over the peat is three feet under light traffic loadings and four feet or more under heavy traffic loadings. The more peat ]eft in place, the higher the maintenance costs for the paved areas will be. Excavate and waste all frost susceptible soils that are-within the base and subbase of the section.for roads, driveways'or parking lots, for only non-frost susceptible (NFS) soils are adequate for these purposes. The depth of NFS base and subbase is a function of the traffic loading expected, and will range from 18".for access driveways, 24" fo~ aircraft parking apons and 36", or more, for areas of heavy truck traffic. ' Foundation excavation and utility trenches, when dug in silty sands, silts, and clays should stand well when dry to damp. When dug in granular materials (sands and gravels); the excavation should be expected to sluff. Side slopes of at least 1:1 are recommended in such conditions. Sluffing will increase substantially when the excavation goes beneath the water table. Excavation in frozen material should stand well, but may sluff without warning, particularly during periods of thaw. Additional controls with r~gard to shoring .'J,D. Gifford & Associat, es 'August 17, 1976 ' iPage 5 .and side slopes may be required by various federal and/or state regulatory organizations · depending on the.nature of excavation. Fill 2) 3) Ail fill used to support structures, or other load-bearing areas, or as base or subbase for · roads, driveways and parking lots should be · non-frost susceptible (NFS), granular material. To reduce "pumping" of fines and facilitate compaction, the amount of material, by weight, .passing the %200 screen, should be less than 5%. The first lift of fill placed on the native soils .should have a significant gravel content and may ~include occasional cobbles. The sand fraction ~(-~4, +~200) should exceed 30% of the total. ]The'last'12"'of fill below footings or slabs ~should have an upper size limit of less than 2". 7It-is-advisable to perform mechanical analysis -.test on all fill placed, to verify the material's ~frost.classification and gradation, to help :assure the quality of the ~ill. .Compaction 'All'fill.placed to'support.structures, load ~beariDg areas, or to be used as base or subbase for.roads, driveways, or parking lots should be 7thoroughly and uniformly compacted. :a) 'Below footings, grade slabs or under ~paved areas the minimum permissible ;density for any one test should be 95%. Backfill against footing walls should .have a minimum permissible density of ~88% with an average value of at least ~93%. ~Compaction tests should be taken in ~every lift, with lifts being no more · .than 18" thick. .Compaction of granular, NFS fills is ~usually best done with large, vibratory ,compactors and sufficient.quantities of ~water to have free water come to the .surface during compaction. 'J~D. Giff0rd & Associates August 17, 1976 Page 6 e 2) e) In-place densities may be determined by comparison with the Providence Field Standard (in NFS material only), the Alaska Testlab Area Standard or AASHTO T180, Method D. Natural soils should be compacted if they are within 12" of the bottom of the footing or if they are used as base or subbase materials. This is to correct inevitable disturbance of the soils due to excavation, grading and miscellaneous construction operations. Grading and Drainage: ae Surface 1) Grade at a minimum of 3% for 10' away from structure, and a minimum of 1.5% elsewhere. Direct surface water well away from developed areas to storm drains and drainage ditches. 2) Exterior surface grade should be depressed below the finish floor at all "at grade" entrances to buildings. 3~ Seal the surface of all'pe~imeter footing excava- tions. This can be done by either, paving the surface or backfilling the top 12" of the excavation with impermeable soil,.such as silt or clay. Control of surface water and ground water during construc~-~on will '~re--~y speed construction. Use construction ditches, sumps and pumps to keep all excavations and trenches well drained. Subsurface - Subdrains and perforated storm drains, if used, shoul--~b-~ su---~round~d by a graded------~ilter. The fine grained soils should be isolated by a 3" to 6" layer of sand, such as that used in making concrete, overlaid with 3" to 6" of uniform 3/4" gravel. The pipe should be laid slot or perfora- 'tions down and then covered with more 3/4" gravel. The remainder of the trench should be NFS material to within 6" of the surface. An alternate, and probably better, filter is to wrap the drain with a fiber drainage such as Mirafi 140 manufactured by Celanese. ,J.D. Gifford & Assou~ates .August 17, 1976' ' ~Page 7 Suggested Paving Sections: a® ~Light traffic loadings: Use '2" A.C. paving with 4" of D-1 crushed base/leveling course and 18" of iNFS soil. See section 4c below for a modified .section. :b. :IIeavy truck traffic loadings: Use 2" A.C. paving with 6" of D-1 crushed rock base/leveling course and 124" of NFS soil. See Section 4c below for a modified section. 3Aircraft parking aprons: Use 2" A.C. paving with 6" 'of D-1 crushed rock base/leveling course and 36" of ~NFS soil for aircraft types up to DC-6 or equivalent :and 48" for up to a Boeing 727 or equivalent. %The amount of D-1 material in the above three sections :may be reduced to.as little as 2" if the NFS ]subb~e material is a graded sandy gravel or a ~sand with a significant gravel content and not .simply a fine sand. The purpose of these sections is to provide a satisfactory b~ £u~ t~af£ic loadings and to control frost heave, so pavements. ~can carry traffic loads during spring thaw without ~excessive "chuck-holing" or other pavement failures. ~ransverse or longitudinal gradients on the order of ~.5%+ will discourage the formation of "birdbaths" ~uri~g the thaw. ~5. Miscellaneous: ~Care should be taken tocause surface water to drain iaway from the work in areas of cyclic freeze and ~thaw, near entrances and about the perimeter of ~heated structures. (It is assumed that structures ~ill have sufficient heat loss to maintain the bearing soils in the thawed state.) Unheated foundations remote from heated buildings may heave :unless founded well below the frost line, which is .'deepest in areas of snow removal or compaction. For ~ypical areas, the footing of Section 1(b)3 is reasonable, .and should not develop significant heave even though ~t is embedded within the ultimate frost zone. The ~use of permeable backfill, impermeable surface seals ~and frost breaks should prevent frost heave stresses :from becomi~g excessive on the footing. · J'.D. Gilford & A~soc~%tes August 17, 1976 Page 8 Cracking of p.c. concrete slabs can be reduced by allowing them to be free floating. Slabs exterior to the structure must not be connected to the footings, as they will receive some differential vertical movement due to frost action.. Control joints should be placed at each change in section or direction and at not more than the width of the slab as appropriate to the work. ,JiDi Gilford & Assoc~utes ,~ugust 17, 1976 'Page 8 ~DISCUSSION 'The exploration was conducted July 27, 1976 using a Nodwell mounted '~Mobile Drill B-50" drill rig owned and operated by Denali Drilling, Inc. '~he test holes were logged and the drilling supervised by }~. O.M. Hatch, ~senior technician/geologist with Alaska Testlab. Six test holes were drilled: 1-16 feet; 4-22.0 feet; and 1-32.0 feet. Continuous flight, hollow stem auger was utilized for drilling test holes 1 through 5 .with samples being taken down hole, through the hollow stem. For test hole 6, solid.flight auger was used and samples were taken directly off the'drill bit as it was raised to surface. As the samples were recovered they were placed and sealed plastic -bags to retain natural moisture prior to being transported to the .laboratory. Once in the laboratory the samples were visually ;classified and the moisture content and dry strengths determined. }For easy reference, samples of similar color, texture, and particle .size distribution were given an arbituary group designation. Addi- -tional laboratory tests were then performed on representative samples ~aken~from-each group and included mechanical grain size.analyses. !Four general soil types were encountered and are listed below by ~helr group designation. ~Group A-- is a brown silty sand that is moderately frost susceptible ;being rated F-2. Its unified classification is SM and its ~gradation is sho~m on Sheet 1. ~Group B - .is a brown silt that is highly frost susceptible being ;rated F-4. Its unified classification is ~ and ~its gradation is shown on Sheet .2. This material may. ihave.some sand lenses or slight traces'of sand. ,Group C- :is a brown slightly sandy silt that is highly frost ~usceptible being rated F-4. Its unified classification is'}~ and its gradation is shown on Sheet 3. This soil :is.practically identical to the soil of Group B. The ¢only difference being a slightly higher sand content. .Group D - is a brown gravelly sand that may have a slight trace of :silt. It is non to moderately frost susceptible being ~rated NFS/F-2. Its unified classification is SP/SM. This ~material was only detected in Test Hole 5. ~t:should prove helpful in interpreting the test hole logs to review the standard explanatory information contained in this 'report as Sheets 4-6. This information will clarify definations ,of .terms, symbols, and abbreviations used. J.D. Gifford & Associates August 17, 1976 Page. 9 The site has been extensively reworked. Ail vegetation has been cleared, and a hill to the north has been cut down and used to fill to the south. Consequently several feet of material has been removed from the northern portion of the building site, while the southern half of the building has 7' to 8' of fill on it. The fill placed has not been thoroughly compacted. Consequently the bearing capacity of the footings has been restricted to no more than 2,000 pounds per square foot with a minimum of 2 foot of cover for the footing. The native fine grain soils are also highly frost susceptible and footings should not be placed directly on them. At least one foot of thoroughly compacted, non-frost susceptible fill should be placed over the entire building pad to found the footings and floor slab on. Even with this precaution, if the soils are allowed to freeze significant frost heave will develop. The structure must be kept heated at all times, particularly during construction. It would also be wise to note that in Test Hole 5, at the southwest corner of the building, a 6" layer of peat was found to exist from 5-1/2' to 6' The peat has probably experienced the major portion of its consolidation all ready, but will continue to consolidate an~ docompo~e with time. ~b~ footing excavation should be over excavated in this area and the peat removed. Gravel fill should be placed on top of the native soils as soon as possible. Now the soils are dry, and easy to work on. Any significant amount of rain, though, will turn the site into a quagmire. Placing of the fill promtly will reduce the effect of the coming rains. In the driveways and parking lots, where heavy truck traffic will not be directed, a standard 18" section as described in the recom- mendation will suffice. The parking aprons for the airplanes are different matter though. We.feel that a 36"-48" section in these areas is more prudent. Even with this though, care should be taken to keep heavy aircraft loadings to a minimum in the apron area during spring thaw. Test tlole 6 was utilized as a percolation test. When drilling was completed a 3/4" slotted PVC pipe was inserted in the hole to aid in determining the free water level. For the percolation tests, the test hole was filled with water and left over night to saturate. On returning the next day the hole was refilled with water and the drop in the water level carefully monitored at 10 minutes intervals for the next 60 minutes. This procedure is not a standardized percolation test, however, we understand that the Municipality of Anchorage, Department of Public IIealth and Enviromental Quality prefers tests performed in this matter to evaluate a site for a proposed on-site sewage system. . J.D.' Gifford & Associates August 17, 1976 ' Page 10 Using the above text, the observed minimum percolation rate was 1.25 minutes per inch. This is a reasonable value, but quite high for the types of soils reflected in the test hole log. We recommend that it would be more prudent to use a design percola- tion value more on the order of 5 minutes per inch when sizing the drain field to be used with your septic tank. No water table was observed during the drilling and should not be a factor in the performance of the system. We hope this report is sufficient for your present needs. Please do not hesitate to contact us if we can clarify any part of it or answer questions that may arise. Very sincerely, Laboratory Manager MRN/gf ".'Test Hole Table A WO ~17783 Depth in Feet From To 0.0' 1.0' 1.0' 8.0' 8.0' 22.0' Soil Description F-4, brown sandy silt, ML, damp, stiff, NP. F-2, brown silty sand, SM, damp, medium density, Group A. F-4, brown silt, ML, with.silty sand lensing below 18.0', damp to wet, stiff, NP, Group B. Bottom of Test Hole: Frost Line: Free Water Level: 22.0' None Observed None Observed Remarks: Some wet layering below 18.0' next to sand lensing. Type of Dry Sample Depth Blows/6" M% Sample Strength .~A 0.0-1.0 18/19/-/- 14.0 SP L-M lB 1.0-2.0 -/-/26/25 11.3 SP N-L 2 2.5-4.5 6/8/8/9 3.9 SP N 3 5.0-7.0 7/8/10/11 7.2 SP N-L 4 10.0-12.0 9/11/8/13 23.2. SP N-L 5 15.0~17.0 9/14/15/19 23.5 SP L 6 20.0-22.0 7/9/11/12 26.3 SP N-L Temp Group Unified °F B ML - D ML - A 9! 62°. A SM 58° B MI., 50° B ML 50° B ML 50" 1. Type of Sample, G=Grab, SP = StaDaard Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, }~diun, II=High. 3. Group refers to similar material, this study only. 4. General Information, see Sheet 1. 5. Frost and Textural Classification, ~ Sheet 2. 6. Unified C!a~sification, see Sheet 3. ';" Tes['iloie %2 Depth in Feet From To 0.0' 22.0' Table A W0 ~17783 Soil Description F-4, brown slightly sandy silt, ~, old ground surface at 3.5', damp, soft to stiff, damp, NP, Group D. Bottom of Test Hole: Frost Line: Free Water Level: 22.0' None Observed None Observed Sample 1 2 3 4 5 6 7 Type of Dry Depth Blows/6" M% Sample Strength Group Unified 0.0-2.0 6/8/10/%2 13.4 SP N D 2.5-4.5 5/5/5/5 23.6 SP N-L D 5.0-7.0 2/3/4/6 13.9 SP N-L D 7.5-9.5 3/5/6/7 15.2 SP N D 10.0-12.0 5/6/6/7 9.4 SP N-L D 15.0-17.0 7/7/7/9 18.7 SP L-M B 20.0-22.0 10/12/19/20 11.1 SP N-L D Temp. oF ML 62° ML '58° ML - ML 52" ' ML' 50° ML '50° 1. Type of F~mple, G=Grab, SP = Star~nrd Penetration, U = Undisturbed. 2. Dry Strength, N--None, 1,4Low, ~-~diuu, H=H/gh. 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 Ilole ~3 Table A WO %17783 Depth in Feet From . To 0.0' 4.5' 4.5' 15.5' 15.5' 29.0' 29.0' 32.0' Soil Description F-4, brown slightly sandy silt, ML, damp, fill material, NP, Group D. F-2, brown silty sand, SM, damp, medium density, Group A. F-4, brown ~ilt, ML, damp to saturated, stiff, NP, Group B. F-2, brown silty sand, SM, damp, medium density, Group A. Bottom of Test Hole: ~rost Line: Free Water Level: 32.0' None Observed 15.5' Perched Type of Sample Depth Blows/6" M% ' Sample 1 0.0-2.0 7/17/19/22 SP 2 2.5-4.5 11/11/15/32 SP ~ 5.0-7.0 14/16/15/15 SP 4 10.0-12.0 3/4/5/5 SP 5A '15.0-15.5 10/-/-/- SP 5B 15.5-17.0 . -/7/10/13 SP · 6 20.0-22.0 6/12/10/9 SP ~ 7 25.0-27.0 7/11/15/19 SP 8 30.0-32.0 8/18/19/24 SP Dry Strength Group Unified Temp. "F 66° 64° 54° 50° 50° 48° 50° 50° 1. Type of S~le, G=Grab, SP = Stan~.~rd Penetrat/on, U = Undisturbed. 2.. Dry Strength, N--None, L=Lcw, M=Mediuu, H=High. 3.. Group refers to similar mater{al, 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 ~4 Table A WO ~17783 Depth in Feet From To 0.0' 22.0' Soil Description F-4, brown silt to slightly sandy silt, ML, old ground surface at 7.0', damp, stl-~f, NP, Group B and D. Bottom of Test Hole: Frost Line: FreeWater Level: 22.0' None Observed None Observed Remarks: Wet at 20.0'. Type of Dry Sample Depth Blows/6" M__% Sample Strength i 0.0-2.0 4/8/7/7 17.9 SP M 2 2.5-4.5 13/19/20/26 10.5 SP M 3 5.0-7.0 21/31/30/36 16.6 SP M 4 7.5-9.5 5/11/10/8 16.8 SP L-M 5 10.0-12.0 6/9/11/13 28.4 SP 6 15.0-17.0 6/9/13/14 17.6 SP L-M 7 20.0-22.0 10/15/20/18 26.9 SP L 1. Type of Sample, G=Grab, SP = Star~-~d Penetration, U = Undisturbed. 2. D~y Strength, N=None, L=Low, M=Medi~n, H=}i~gh. 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 C]_~sification, see Sheet 3. Group Unified Temp. D ML 68° · D ML 66° B ML 60° B ML 54° . B ML 50° - B ML 50° Test IIole ~5 Table A WO ~17783 Depth in Feet From To 0.0' 1.5' 1.5' 2.75' 2.75' 5.5' 5.5' 6.0' 6.0' 7.0' 7.0' 22.0' Soil Description F-4, brown silt, ML, with trace of sand, damp, stiff, NP, Group B. NFS/F-2, brown gravelly sa_~n.d, SP/S~, with a trace of silt, damp, medium density, maximum rounded particle size 1/2", Group E. F-4, brown silt, ML, damp, soft to stiff, NP, Group B. Brown peat, PT, damp to dry, soft. F-4, brown slightly sandy silt, ~, damp, stiff, NP, Group D. F-4, brown silt, ML, damp to wet, stiff, NP, Group B. Bottom of Test ~ole: Frost Line: Free Water Level: 22.0' None Observed None Obser%ed Type of Dry Sample Depth .Blows/6" M% Sample. ' Strength IA . 0.0-1.5 . 4/8/17/- 17.7 ]13 1.5-2.0 -/-/-/36 9.2 SP N. 2 2.5-4.5 14/15/14/13 17.4 SP M · 3A ' 5.0-5.5 3/-/-/- 68.2 SP N-L 3B 5.5-6.0 -/4/-/- 43.9 SP L 3C 6.0-7.0 -/-/5/6 25.7 SP L-M 4 7.5-9.5 7/11/10/10 23.8 SP L-M 5 10.0-12.0 6/8/10/14 23.8 SP L-M 6 15.0-17.0 10/11/13/13 26.7 SP L-M 7 20.0-22.0 5/12/21/18 24.4 SP L Group'Unified Temp. B ~. 620 D ML - B ML 54° B ML 50° B ML 48° B ML 48° 1. Type of Sample, G=Grab, SP = Star~rd Penetration, U = Undisturbed. 2. Dry Strength, N=None, L=Low, 3. Group refers to similar material, this study only. 4. General Information, ~ Sheet 1. 5. Frost and Textural Classification, see Sheet 2. · 6. Unified Classification, see Sheet 3. Test t]ole ~6 Table A WO ~17783 Depth in Feet From To 0.0' 1.0' 1.0' 7.0' 7.0' 16.0' Soil Description F-4, brown sandy silt, F-2, brown silty sand, density, Group A. ~-4, brown silt, damp, stiff, NP, ~, damp, stiff, SM, damp, medium NP. with trace of sand, ML, Group B. Bottom of Test IIole: Frost Line: Free Water Level: 16.0' None Observed None Observed Sample Depth 5.0 7.5 10.0 12.5 15.0 Type of Dry 'Blows/6" 'Mt · Sample Strength 13.8 . SP 23.4 SP 20.9 SP 15.6 SP 20.3 . SP Temp. Gro%p Unified °F N A SM N B ML N 'B ~9'. 'N B .MI, N B MI., Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = Standard Penetration, U = Undisturbed. Dry Strength, N=None, L=Low, M=Medium, II=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 Lo9 -- Description Guide The sell descriptions shown on the logs arc the best est/mate of the soil's characteristics at the time of field examination and as such do not achieve the precision of a laboratory testing procedure. If the lug includes soils umplcs, to verify the field examination. The logs often include the following items: Depth Interval - usually shown to 0.! foot, within that zone no significant change in sell type was observed through drill action, direct observation or samplio8, Frost CLassification - NPS, Fl, F2, F3, F4, see "Soil Classification Chart" Texture of Soil - An engineering classification of the soils by particle size and proportion, see "Soil Classification Chart", note the proportions are approximate and modifications to the sell group due to stratification, inclusions and changes in properties are included. Moisture Content -- this L~ a qualitative measure: dry, 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, s~turated, free water may be squeezed out. ifa free draining soil: land. (The me,store content is further defined by reference to Pl. LW, NP, bt%or d/latency.) mixtures with or without a fine fraction, derived from drilliog action and/or sample data; usually described as: very Ioos~, loose, medium the clay.silt groups. Derived from d~ill 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 ~by tube 3", auger fiigl~ts (minute-man) 2", Auger flights (B-S0 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 when reviewing the gradation sheets, if any. the description on the hole lug must be considered for an indication of larger particles. Unified Soil Classification - ThL~ is a two letter code. See Unified Classification sheet fur further definition. In some casts AAStlO and/or FAA soil classifications may be shown as well as IbP unified. Atterberg Limits - useful for fine grained and other plastic soils. p._]I; natural moisture content believed to be less than plastic limit P~-; natural moisture content believed to be between plastic and liquid ~nits L.__~; natural moisture content believed to be greater than liquid limit NP; non-pLastic, useful as a modit'ying description of some silty ~'~teri31s. Dilatency - is the ab!lity of water to migrate to the surface.of i s~turatcd or nearly saturated sell s~mpie when vibrated or jolted - used as an aid to determine if a fine stained soil is a slightly ur non-plastic Rock flour -- fil~e]y ground soil that is not plastic but odlerwise appears Organic Content - usually described as Peat, PT, sometimes includes soil. Quantity described as; trace, or an estimate of volume, or, in case of all organic, - as Peat. This may include tundra, muskeg and b~g material. I~uck -- a modifier used to describe very soft, semi-organic deposits usually occuring below a peat deposit. Amorphus peat - organic par tic/es nearly or fully disintegrated. Fibrous Peat - organic particles more-or-less intact. Frost Line - seasonal frost depth as described ~y drilling action and/or samples at the time of drilling. ' Frozen Ground -- other than frost line, described by samples, usually includes description of ice content, often will include modified Unified CLassification for frozen soils - this is a special case related to permafrost studies. Free Water Level - The free water level noted during drilling. Tbis is seasons. Static water table determination in other than very permeable soils requires observation wel~s et piezomcter installations, used only in special cases. I~Iow~6" - The number of blows ora 140 weight flee failing 30" to advance a 2" split spoon 6"; the number of blows fur a 12" advance is, by definition, the standard penetration. ,A% - natural moisture content of the soil sample, usually not p~t formed on clean sands or gravels below the water table. SP, refers to 2" split spoon driven into thc soil by 140 pound ~,~ cut sample, undisturbed sample front wall of trench. SOIL CLASSIFICATION CHART 30% GRAVEL CLAY CLAYEY CLAYEY CLAYEY OR ~ CLAYEY SILTY SILTY SILTY X X SILTY SAND GRAVELLY SAND SANDY GRAVEL GRAVEL SAND GRAVELLY SAND GRAVEL 0 10 20 30 40 50 60 70 80 90 )00 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: FI 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 5OIL5 CONTAINING MORE THAN 20% FINER "[HAN 0.02 mm. AND SANDY SOILS (EXCEPT FINE SILTY. SANDS) CONTAINING MORE THAN 15% FINER THAN 0.02 mm. b. CLAYS WITH PLASTICITY INDEXES OF MORE THAN t2. EXCEPT VARVED CLAYS. F4 a. ALL SILTS INCLUDING SANDY SILTS. b. FINE SILTY SANDS CONTAINING MORE THAN 15% FINER TtlAN 0.02 mm. c. LEAN CLAYS WITtt PLASTICITY INDEXES OF LESS 'I'HAN ]2. d. VARVED CLAYS. Mr. Pete Bowdish J.D. Gifford and Associates 1524 Ship Avenue Anchorage, AK 99501 August 20, 1976 I. AUNICIPALITY OF DEPT. OF H5~d-TH & ENVIRONMENTAL PROTECTIOI"'J kgb 2 3 1976 Subject: Red Dodge Hanger-Anchorage International Airport Dear Mr. Gifford: The office h~s no objection to the construction of a septic tank- seepage system 150 .feet from the proposed well. The septic tank- seepage system must not be'located under the parking area or other areas cleared of snow and must meet standards required by the Municipaliyt of Anchorage. ' sincerely, Regional Environmental Supervisor cc: AM-DHEP PEF.'M ~T RF'F'LICRNT ~RRL DODGE LOCATION LEGAL L4 BiS RNCH I fiT RRF'T 1524 SHIP AVE LOT SIZE 109200 SQUARE FEET MINIrtUM DISTANCE BETWEEN R WELL Al. ID ANY ON-SITE SEI.IRGE DISF'OSRL SYSTEM IS lO0 FEET FOR A PRIVATE HELL OR 200 FEET FOR R PUBLIC HELL. NELL LOGS ARE RE6!UIRED AND MUST BE RETURNED TO THE DEPARTMENT WITHIN ~0 DRYS OF THE HELL COMPLETION. SF'ECIFICRTIONS AND CONSTRUCTION DIRGRRMS ARE AVAILABLE TO INSURE PROPER I NSTRLLRT I ON. PEF~:r.1 I T '...'ELL I I:;, FOR Of-IE 'r'ERR FR~Z,r.1 I SSI_IE I CERTIFY THAT i: I AM FAMILIAR WITH THE REQUIREMENTS FOR ON-SITE SEHERS AND WELLS RS SET FORTH BY THE f,IUNICIPALITY OF ANCHORAGE. 2: I WILL INS, T8LL THE SYSTEM IN ACCORDANCE WITH THE CODES. ................... RF'PL ~ CANT EARL DODGE ri'lo L~ · " M-W DRILLING, INC.. Well Owner Earl Dodoe DRILLING LOG Use of Welt Location (address of: Township, Range, Section, if known; or distance main road Lot 4, Block 18, Anchorage IntErnational Airport T.oaso~ Size of casing ~;' Static water level Screen ( Describe screen or perforation Well pumping test at 2_5 gallons per ~h'~) of drawdown from static level. Date of completion 9/21/76 Depth of Hol. 1~5' feet Casedto 154.7' feet 100 ft. ~) (below) land surface. Finish of well (check one) open end ( XX ); Perforated ( ). (minute) for I hours with 1OO~' WELL LOG Depth in feet from ground surface Give details of formations penetrated, size of material, color and hardness ); ~) _TO ? ,TO 4 TO 82 _TO 110 110 .TO 125 125 TO 130 130 .TO 155 TO TO .TO .TO .TO. .TO .TO __.~TO Silty Clay - Blue SAlty Sand - Blue Gravely Sand Sand~ Gravel - Water 2--$TAT£