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Home My WebLink AboutSPRING FOREST SOUTH TR 1-C MUNICIPALITY OF ANCHORAGE He ~h and EnvironmenLal Proh, 'zion Fourth Floor West 825 L S~roet'. Anchorage, Alaska 99501 264-4'720 I[,IL, I[)[ t ENGlll }NSIDE WID]H . [ IOLIID O[{PTH ._ l I(~bHO C/\PACIT¥~/L.~0. GAI.[_ONS. ]bog (]rib Rings Crib Size: DIAME't Eli 'ell /ell DJskance '['o: Lei: Line ',ldg: Sower Line: :emarks: 'NoIlr]o:a. SObJct (]~L .LO'S.I.['E]RS 2],':.a AWl4 i]I.']A ;dO/Cfi'dEl L,.IZLI. E;,hS "lIOS Z-]IIJ. E]EP;~F.I-IN?."I O.L (]::];?JIFID2]~ El:~] 619!.4 I"'10/', .LNE{EI;dI't3 .I.,d:a>l J..Ol",f SI :~]3Nlal'q::J.t. NIkll-4 I;:J ,:JZ ',:X'"_];~II'IiZI}];!:'I E;]: .LNS]H;~]B,'::t-r.{~I=I S]3NUi",IZ].LNIUH '."L;f]OKINIJ..NO:) t:J ';iff 'CI;{:I'T]L-J.LSNI )~1~.] ,qFJH .t.l'.,lld*l,-J d:a/,,o:~,aau :J'.~;N I I ;~:10 :[ '.S!SI:F't3 I;:l ;~':L.:]I.4.L:[]I '"F : '.E;~'.,II:) ]: ..1_ 1 i;] J~,t O ::) E)N ]: MO'"I']C'L.:t ZIH.I.. O.l..LO:L'ti'¢l.r'l!5 NOIJ..dO Lq....i]2]..I. iI!.4;'~}J,:J 2]1..L£ ll:J ,:]:~I"T'llJJ..SN]: .:31.~ F~(JI.4 .LNId-la :i]DI;J::ff:31::lcl I;:1 ................................................... lt%]1 lC. ii :[ .,IL,. ,=:.!1 o.':B J_.. li"-,,ll !~::11 "'"11 ,:~ :~ill E.'".':i I1.%tl :;):-~ C;)1 [::1 '(i3S:l;d NI.':, NI3IiEIAI~t3',,.::3 31-.I.L 30 1.41D.J.J..O8 :':]HJ. ,:]NI::I :~],=I]:,::1 ~I']I::I.:.I.I. FIO Sll-.I..L NS]Z-Ji'U.:a:~] -13:]/,,I=I;?JEi -.:ICI H.£,d:aq ',:.'J.:~;~J.d NJ:) NOIJ. UAI=I3X:~:I ?.IHJ. 30 :EIFI..t..=10 ?'3:31:J:I;.'IF'IS :aHJ. N2]:al~l±~'il:~}] EIONUi¢~;I,:.'I 131-1.£ Si;:[ lI,:J )'JO I.-I::)N:a;~li t::l .:Il.") HL,:::IX](] ZIH_L 'q'"lSqI.:=lNZl:l;d,:.] ;!::10 HONFJ~,J.L :~H..L ..dO ,:'..t.:=J:-J::l NI) I.U.DI'-.I:~]q :;JHi 2.';I NOI'SN.":]b. IICI F.I..I. UI'.,E:]'I }:it.IL TO DICKINSON-OSWALD-WA H-L. EE ENGINEERS 4040 "B" Street ANCHORAGE, At_ASKA 99503 Phone (907) 278-1551 o I c. ,:7// GENTLEMEN: WE ARE SENDING YOU [] Shop drawings [] Copy of letter ~'Attached [] Under separate cover v~a following items: [] Prints [] Plans [] Samples [] Specifications [] Change order [] COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: [] For approval For your use ~As requested [3 For review and comment [] FOR BIDS DUE REMARKS /~T') P ~- 7~/'/t ~ [3 Approved as submitted [] Approved as noted Lq Returned for corrections [] [] Resubmit.__ [] Submit 13 Return copies for approval _copies for distribution _corrected prints 19 [] PRINTS RETURNED AFTER LOAN TO US COPY TO_ FORM 240-3 A~allAblo Irom ~ Townsend, Mass 01469 january 14, 1977 Alaska Corporation of Seventh Day Adventists 718 Barrow ~ ...... Anchorage, Alaska At hention: Subj oct: Mr, Eugane ,~tarr O'Ma]ley Church Facilities Dear Mr. Starr: ...~ - · "- ~e j. nsqructions are the Trans,q~.u,-ed herein in accordan~-, with our 5, results of the ~.ub.~urface investigation performed January 1977. This exploration includes ll test holes drJ_lled in t. be pzojecL site a~ proposed improvement locations. The exploration was cortducted using a "Mob]].e DrJ. ll" Model B-50 drill ri9 equJ.pped with a continuous flight, hollow si:.em ~ ....~ eq~u~pment ~ owned and opera.:ea by Denali Dril].~.n~, ine, Drilling was supervised and the test holes logged by ~- Geologist and Senior Technic]an with Alasza Test!ab. Table A contains the logs of these Lest holes. The standard explanatory informatien on Sheets 1 to 3~ following Table A, will help in interpreting the logs. Hole locat.[ons are shown on the Test Hole Location Sketch at the end of the report. Samples were collected from all test holes and given a visual field classification. As the samples were Iecovered, they were placed in plastic bags, sealed, labeled and retulr~ed to the ~.o~ further classification. In the laboratory, the - . -~ ~ test~ed for moisture samples were aga].n visually classified ~.]c, content and dry strength. Samples of similar co]or, texture and grain size distribution wore ~umpe,~ Loge~.h~ and glven an arbitrary group designation. Grain size distribution .['estS were performed on speeimens from the major composite groups. The gradatLon curves are presented after the explanatory information). 1, The r~:-:plorat:~,on i~]dicates the project site has a thin organic (peat) mantle. The peat deD'hhs recorded varied frc;rft 0.5' I:0 1,O' Alaska Corporation of January 14, 1977 Page 2 Seventh Day Adventists ~omls are underlain by a sandy silt layer which The organic~ ' ranges in thickness from 2.5' to 21.5' The sandy silts have very low permeability. Stratas of gravelly sands and sandy gravels with significant silt content were encountered throughout the site. They ranged in depth from 2.5 feet to 20 feet. Their thickness ranges from about 2.5 feet te 7 feet. The free water table was not identified d6~ing the explora- tion, but some near surface seepage was noticed in two of the test holes, indicating some potential for a perched ground water table during the wetter month~ of the year. The site is suitable for conventional shallow spread footings as defined under the Recommendations. Sandy silts found on the project site are not suitable for structural fillo o Sands and gravels found on the project site appear to have some potential for structural fill and as a leading field for sewage disposal systems. The horizontal and vertical extent of these materials was not fully defined by this exploration. Two percolation tests were performed. They yielded percola- tion rates of 17 minutes per inch and 8.3 minutes per inch. Our past experience with the glacial tills found in this project area indicates that the higher value of 17 minutes per inch is more typical of the si~e soils. Fine grained glacial tills do not possess good percolation values. RECOMMENDA% IONS I. Foundation Systems A. Conventional Shallow Spread Foot~i_ngs 1. Minimum Widths: a) Continuous footings should be at ].east 14" wide. b) Isolated square footings should be at least 18" square. c) Footings should be sized so that the soil bearing value listed in this report is not exceeded. d) Unheated footings should be at ].east 6" wider than their stem (or column). Reinforce the stem and footing to resist tensile, uplift, forces along the face of the stem. Alaska Corporatio January 14, 1977 Page 3 Seventh Day Adventists Minimum depth of cover: Heated perimeter footings; 4' below nearest surface grade to bottom of footing. b) Heated interior footings; ~d below nearest surface grade to bottom of footing. c) Unheated footings; 5' below.surface grade to the top of footing, where moderate movement may be tolerated. Where seasonal movement may not be tolerated, provide heat, or provide 2 inches of Styrofoam SB (blue) insulation placed 12 inches below grade for no less than 3 feet outboard of the unheated footing. Insulation a) Provide a frost bond break and thermal barrier by placing at least 1 inch of Styrofoam SB (blue) or similar non-water absorbing, gas filled, polystyrene, rigid insulation below grade along the outboard face of all perimeter footing walls. The purpose of the insulation is as follows: 1 ) To control heat loss by directing heat flow down from the interior floor or slab along the footing wall and under the footing to keep the underlying foundation soil thawed, 2) To provide a resilient surface to absorb horizontal frost heave strains which would otherwise act directly on the footing's face, 3) To provide a slip plane to absorb vertical frost heave strains which would otherwise act directly on the footing's face. Note: A heated structure is defined for the purposes of this report as a building which is heated during the winter months for its entlre life, including construction. Addi- tionally, the floor slab must be uninsulated to allow heat to flow into the soil. Alaska Corporation of January 14, 1977 Page 4 Seventh Day Adventist~ In specific instances styrofoam SB (blue) insulation should be placed at or near the ground surface beneath or about specific improvements to maintain the depth of frost penetration within the insulation or within acceptable limits. 4. Allowable Bearing Value: a) Allowable bearing value for minimum width footings is 4000 psf. II. Earthwork A. Site Preparation Ail organic material, frozen soil, loose fill and debris should be removed from the work site prior to placing any structural fill, slabs, or footings. Do not start structural fill operations or footing construction on frozen soil. Protect soils used for founding footings or grade slabs from freezing during and subsequent to construction. Protect foundation soils from surface and subsurface water intrusion during the construction sequence. Construction roads and/oK work pads may be necessary in the summer months to separate construction traffic from the silts· These soils may become unstable (muddy) if not adequately protected· In areas of high intensity heavy truck loading two to three feet of compacted sandy gravel or gravelly sand may be required to diffuse the dynamic stress generated by this traffic to within acceptable limits. An alternative section is 18" of NFS material with a filter fabric similar to ~4irafi 140 placed directly on the silts. The thickness of the section will be a function of the weight of the vehicles, tire size, and number of passes. Sections should be estimated for construction, but placed as expedient to the task. (Note, this consideration, while possible, is not believed to be probable). B. Structural Fill 1. Materials: Imported 1) Well graded, non-frost susceptible sandy gravels or gravelly sands are (NFS) .Alaska Corporati¢ January 14, 1977 Page 5 of Seventh Day Adventists 2) preferred. The last 12 inches of fill below footings or slabs should have an upper size limit of about 2 inches, while that below, if any, may include occasional cobbles. The lower limit of grain size is not more than 5% passing the #200 screen. Materials of similar nature, but with more than 5% passing the ~200 screen are often used as the suppiy of the preferred material dwindles. Soils of this nature may be used as structural fill. However, if more than 3% passes the 0.02 mn size, the materials are considered to be frost susceptible and must be kept in the thawed state during and subsequent to construction. In order to provide a stable fill without subsequent sub- sidence, these soils must be placed at very near, or at slightly less than the optimum moisture content. Too much moisture causes the soil to become unstable during compaction, and with too little moisture the soil will not attain sufficient density at a reasonable compactive effort or lift thickness. Control of moisture content and s~lrface water becomes increasingly important as the silt content increases. In all cases at least 35% of the fill material should be +#~ screen size, and in no case should the silt content (-#200 screen size) exceed 12%. On-Site Soils 1) If the on-site silty sandy gravel, if used as a structural fill, it also must remain thawed during and subsequent to construction, and must be placed at or slightly less than optimum moisture. It should not be placed within 12" of the footings unless all of the plus 2" material is screened out. We expect the on-site soils to be difficult to manage and compact due to the higher than preferred silt content. Quality control will be as much a function of the inspectors opinion as it is of field density tests. Excessively cobbly material is not acceptable fill material. Alaska Corporatio~ January 14, 1977 Page 6 of Seventh Day Adventists 2) Any fill material placed directly over silts should be an easily compacted material, that is, a very clean, well graded sandy graw~l with less than 5% passing the #200 screen. The fill should be compacted with an initial lift of no less than 2--1/2 nor more than 3--1/2 feet "loose" t6~imit the stress intensities at the fill/silt interface to acceptable limits. We expect a vibratory compactor equivalent to a "Ray-Go Rascal Model 400" to be sufficient for this need. Drainage of the fill material is absolutely imperative where placed and compacted over the silts. A layer of porous polyester fiber fabric similar to Marifi 140 may be laid between the fine grained soils and the fill to minimize the intermixing of these materials. In such an application the fabric may be laid directly on the ground surface, in which case a minimum of 1~ inches of well graded sandy gravel should be placed over the fabric before initial compaction. Densification: a) Ail fill placed to support structures, load bearing areas, or to be used as base or subbase for roads, driveways, or parking lots should be thoroughly and uniformly compacted. 1) 2) 3) Below footings, grade slabs, or under paved areas the minimum permissible density fo~ any one test should be 95%. Non-load bearing 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 where large vibratory compaction can be satisfactorily used, and lifts no more than 6" where smaller vibratory compactors, or where static compactors (sheepfoot roller or rubber- tired roller) are necessary to the soil type. Alaska Corporation January 14, 1977 Page 7 b) f Seventh Day Adventists 4) Compaction of non-cohesive granular NFS soils is most effectively accomplished with large, vibratory compactors and sufficient quantities of waterD Compaction of cohesive or moisture sensitive soils is be~ accomplished at slightly less than optimum moisture, and never at moisture contents above optimum, and generally is best ~ccomplished in thin lifts with static roller, sheep- foot, or rubber-tired compactors. 5) In-place field densities may be deter- mined by comparison with the Providence Field Standard (in NFS material only), the Alaska Testlab Area Standard for granular soils or AASHO T180, Method D· Natural coarse grained soils should be compacted if they are within 12" of the bottom of a footing or if they are used as base or subbase materials %o correct inevit- able disturbance of-the soils due to excava- tion, grading and miscellaneous construction operations. Fine grained soils are not generally easily recompacted so care should be taken to maintain their natural structure in order that they may develop the allowed bearing values. Reduction of bearing values may be required in slightly disturbed soils. Over excavation and replacement with a structural fill may be required in extreme cases. Excavation 1) Excavations for footings in fine grained material (silts) must be done with care. Where wet and disturbed, these foundation soils will become unstable (rubbery). Corrective measures will then have to be taken to restore their stability (i.e. drying, redensification or removal and replacement). This situation can be minimized by selection of the proper construction techniques. 2) Foundation and utility trench excavations in dry -to damp silty sands and silts should stand well. When dug in granular materials (sands and gravels), the Alaska Corporatio~ of January 14, 1977 Page 8 Seventh Day Adventists 3) 4) excavation should be expected to slough. Side slopes of 1 horizontal (minimum) 'to 1 vertical are recommended for dense granular soils; 1.5 horizontal (minimum) to 1 vertical are recommended for medium dense granular soils; and 2 horizontal (minimum) to 1 vertical are recommended for loose granular soils. Excavation in frozen material should stand well, but may slough without warning, particularly during periods of thaw. Additional controls, with regard to shoring and s~de s~opes may be required by various Federal and State regulatory organizations depending on the nature of the excavations. Utility Trenches: (a) Ail utility trenches should be backfilled according to recom- mendations stated in Paragraph IIB2a (Earthwork/Densification). Percolation Tests: Two percolation test holes were drilled during this investigatien. When drilling was completed a 3/4" slotted PVC pipe was inserted in the holes to aid in determining the free water level. For the percolation test, the test holes were filled with water and left over-. night to saturate. On returning the next day, the holes were refilled with water and the drop in the water level was monitored over the next 60 minutes. This procedure is in accordance with the Municipality of Aschorage, Department of Public Health and Environmental Protection procedures to evaluate a site for a proposed on-site sewerage system. Using the above test, the observed percolation rates were 17 minutes per inch for test hole p..-], and 8.33 minutes per .~nch for' test hole P-2. lin our opinion thc higher value (17 minlltes per inch) is the mo~'e typical value as it refl~cts the glacial] t:llls commonly found o~] the p~-ojc~ct site. Alaska Corporatior January 14, 1977 Page 9 Seventh Day Adventists The extent to which the site soils can absorb prolonged slightly treated effluent discharge from a septic tank system was not resolved in this study. Should subsurface sands and gravels prove to be extensive and continuous, simple on-site sewage systems should work adequately. However, if these strata are isolated and confined in pockets, simple on-si, re sewage systems may pose disposal problems in the future. Strong consideration should be given to the use of a packaged treatment plant. Septic systems discharge solid matter into the soils which tends to clog or plug absorption fields and the adjacent soil sections, further reducing the soils capacity to absorb water. The packaged treatment plants break down and retain the majority of the solids found in sewage and thereby reduce significantly the adverse effect that solid wastes have on soil sections. This could prove particularly helpful on this site° III. Grading and Drainage A. Surface The shallow soils are often nearly impermeable and, therefore, an indentation in the surface will collect and hold water. Such areas when exposed 'to and disturbed by traffic will become unstab[e. Surface water will be perched on top of the silts affecting any improvement not provided with proper drainage. That water should be collected and directed away from the developed areas. Gradients of three to five percent are expected to be sufficient for this purpose. The comprehensive site grading and drainage must protect excavations from excessive surface water which might cause side wall erosion of earth slopes, as well as localized flooding of improvements such as basements and crawl spaces--- should the rate of surface water intrusion exceed the capacity of the drainage facilities. B. Subsurface Water flow or seepage can be expected at random levels in excavations. The source of this water is expected to be from surface sources both on and off site. Alask~ Corporatior Janizary 14, 1977 Page 10 ~f Seventh Day Adventists Subdrains and drain tiles perform best when surrounded by a graded filter. The fine grained soils should be isolated by a 3" to 6" layer of sand, such as that used in p.e. concrete, overlaid with 3" to 6" of uniform 3/4" gravel conforming to p.c. concrete specs. The pipe should be ].aid with slots or perforations down and then covered with more 3/4" gravel. The remainder of the trench should be NFS material. An equally accept- able and preferred alternative includes the use of a polyester fiber filter fabric, such as Mirafi 140 manufactured by Celanese, to simplify the drains construction. The Mirafi is wrapped about the drain. The gravel backfill in this alternative may be more loosely graded though it should include at least 35% sand and be well graded. IV. Suggested paving sections Light tra__fJ__ig loadings: 2" A.C. paving with 4" of D-1 base/leveling course and 18" (minimum) of NFS soil is recommended. See Section IV.C. below for a modified section. This section is suited to auto parking. Heav~ traffic loadings: 2" A.C. paving with 6" of D-1 base/leveling course and 30" of NFS soil is reco~mnended. See Section IV.C. below for a modified section. This section is suited to main traffic arteries and truck areas. The amount of D-1 material may be reduced to as little as 2", if 6" of NFS subbase material of graded sandy gravel or a gravelly sand with a significant gravel content (unless defined elsewhere), is placed below the base course. The remainder of the subbase must be compacted NFS soil. The purpose of these sections is to provide a satis- factory base for traffic loadings and to control frost heave, so the pavements can carry the traffic loads during spring thaw without excessive "chuckholing" or other pavement failures. Transverse or longitudinal gradients on the order of 1.5%+ will discourage the formation of "birdbaths" during the thaw. Drainage of the subbase is reco~nended. In this regard continuity of drainage to a suitable collection point or discharge point by maintaining positive grade of the subbase to the point is required. Where positive continuity is broken a collection point is required. The collection point may be a length of perforated CMP placed transverse to the road in tile subbase and sur- rounded by a graded filter or filter fabric as described in tbe subsurface drainage section of this report. The collector may be discharged ~o the a]~ea storm drain system, or other suitable outl(~t. Alaska Corporation January 13, 1977 Page ~1 Seventh Day Adventists Where paving is to be deferred, the surfacing should include sufficient D-1 or similar materials to accept the traffic without excessive maintenance. We suggest 6" for the initial treatment renewed as necessary. Subarctic Construction Practice A. P.C. Concrete where related to foundation items. 1. Exposure P.C. concrete, particularly thin sections, such as curb gutter, walks, and drives, exposed to eave drippings, de-icing salts and other actions which cause frequent wetting and drying and/or freezing and thawing, suffers the most severe environmental conditions for that material. The degree of protection from exposure is coupled to the curing period as well as the air entrainment and cement factor of the mix. Thus, we routinely suggest that p.c. concrete placed between mid-September and May include at least 5.5 sacks of Portland cement/cubic yard, and admixture the "pozzolith, 300N" or at least 6 sacks of portlan~ cement/cubic yard; that air entrainment be near the upper accepted limits, 6± '1.5% for 3/4" maximum size aggregate concrete; and the slump be the least commensurate with placing and finishing operations (4" slump is generally adequate to this purpose); and that the concrete be surface dry or drier prior to being exposed to freezing temperatures (i.e., after initial cure, 3 days or preferably more, allow to dry before turning heat off in temperature protected work). Where de-.icing agents are used, the owner should be warned that he will eventually damage the concrete. That damage is often slowed substantially by periodic treatment with linseed oil cut 3:'1 with gasoline or other thinner. The common application periods are at one year and then at three-year intervals. 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 p~aced at each change in section or direction and at not more than the width of the slab as app]?opriate to the work. Alaska Corporatior January !4, 1977 Page 12 9f Seventh Day Adventists B. Frost Heave 1. Structures Care should be taken to cause surface water to drain away from the work in areas of cyclic freeze and thaw, near entrances and about the perimeter of heated structures. (It is assumed that structures will 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 typical areas, the footing section for unheated structures described previously in this report is reasonable, and should not develop excessive heave even though it is embedded within the ultimate frost zone. The use of permeable backfill, impermeable surface seals and resilient frost breaks should prevent frost heave stresses from becoming excessive on the footings and grade beams. We trust the foregoing is sufficient and complete to your present needs, though not necessarily exhaustive of the possibilities. ~f there are questions or if we may be of further service please do not hesitate to call our office. Very truly yours, DICKINSON-OSWALD-WALCH-LEE, ENGINEERS Charles J. Br~wn, P.E. APPROVED: D~t~ Logged: 1/5/77 Test Hole #A Table A WO #9525 !]epth in Feet From To 0.0 0.5 0.5 2.5 2.5 7.0 7.0 20.75 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sand~ silt, damp, stiff, NP, ML. F-l, brown silt~ gravel (cobbles/boulders 4.0'-6.0'), poorly graded, damp, hard, rounded particles, 12" maximum size, GM. F-4, brown sand~ silt (traces of gravel and silty sand lenses), damp, stiff, NP, ML. Bottom of Test Hole: Frost Line: Free Water Level: 20.75' 0.5' None Observed Sample Depth Type of Dry Blows/6" M% Sample. ~trength Group Temp. °F~_ 5.0-5.4 105 14.5 SP N F -. 10.0-11.5 11/21/30 20.2 SP L B 40° 15.0-15.9 36/93 25.1 SP L-M B 40° 20.0-20.75 50/55 11.6 SP L-M E 42° Remarks: 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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. ate Logged: 1/5/77 Test Hole #B Table A WO #9525 Depth in Feet From To 0.0 0.5 0.5 2.5 2.5 8.0 8.0 17.0 17.0 19.0 19.0 20.5 Soil Descrip~i_on F-4, brown ~eat, damp, soft, Pt. F-4, brown .sand~ silt., damp, stiff, NP, ML. F-4, brown sandy silt (occassional gravel), damp, stiff, NP, subrounded particles, 3" maximum size, ML. F-4, brown sandy silt (w/silty sand lenses), damp, stiff~'NP'~ ML. F-2, brown silt~ sand, poorly graded, medium to fine, damp, medium density, SM. F-4, brown qr~ avel~ Randy s~l~, damp, hard, NP, subrounded particles, 3" maximum size, ML. Bottom of Test Hole: Frost Line: Free Water Level: 20.5' 0.5' None Observed Sample Dept~ 1 5.0-6.5 2 10.0-].1.5 3 15.0-16.0 4 20.0-20.5 Type of Dry Blows/6" M% Sample Strength Grou~ Temp.oF 15/15/16 18.9 sP L B 39° 16/20/28 10.6 SP N B 40° 38/67 15.9 SP L B 40° 135 7.4 SP N E 41° Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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. Dat~ ogged: 1/5/77 Test Hole #C Table A WO t19525 Depth in Feet From To 0.0 1.0 1.0 2.5 2.5 5.0 5.0 13.0 13.0 18.5 18.5 20.45 Soil Description F-4, brown peat, damp, so~.., Pt. F-4, brown sand~ silt, damp, stiff, NP, ML. F-4, brown gravell~ sand~ s~lt, damp, stiff, NP, subrounded ]particles, 2" maximum size, ML. F-4, brown sand~ silt (w/traces of gravel and silty sand lenses), damp, stiff, NP, ML. F-2, brown 9ilt~ sand, poorly graded, medium to fine, damp, medium density, ML. F-4, gravell_~ sand~ silt, damp, hard, NP, subrounded particles, 3" maximum size, ML/SM. Bottom of Test Hole: Frost Line: Free Water Level: 20.45' 0.5' None Observed' Sample Depth Type of Dry Blows/6" M% Sample Strength Group Temp.°F 5.0-6.5 12/14/13 11.5 SP L A 40° 10.0-11.5 23/36/42 18.6 SP L B 39° 15.0-16.5 23/40/52 6.2 SP N C 40° 20.0-20.45 120 10.9 SP L D 42° Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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. Dat. ~ogged: 1/4/77 Test Hole #D '' Table A WO #9525 pepth in Feet From To 0.0 1.0 1.0 2.0 2.0 4.0 4.0 12.0 12.0 19.0 19.0. 20.5 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sandy silt, damp, stiff, NP, ML. F-4, brown 9ravel_~y~ sand~ silt, damp, stiff to hard, subrounded particles, 2" maximum size, ML. F-4, brown sand~ silt (traces of gravel and sand lenses), damp, stiff, NP, ML. F-2, brown ~ilt~ sand, poorly graded, medium to fine, damp, medium density, SM. F-4, brown gravelly ~nd~ silt (silty sand), damp, hard, NP to PL-, subrounded particles, 3" maximum size, ML/SM. Bottom of Test Hole: Frost Line: Free Water Level: 20.5' 0.5' None Observed Sample Depth 1 5.0-6.5 2 10.0-.11.5 3 15.0-16.5 4 20.0-21.5 Type of Dry Blows/6" M% Sample. Strength Group Temp.°F 9/13/16 14.3 SP L A 42° 16/36/42 18.3 SP L B 42° 19/37/65 14.3 · SP N C 43° 73 9.0 SP L D 44° Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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. Date ~.ogged: 1/5/'77 Test Hole #E Table A WO #9525 Depth in Feet From To 0.0 1.0 1.0 2.0 2.0 7.0 7.0 10.0 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sandy_, silt, damp, stiff, NP, ML. F-4, brown ~ravelly sandy silt, damp, stiff, NP, ML. F-2, brown silty sand (with silt lenses), poorly graded, medium to fine, damp, medium density, SM. Bottom of Test Hole: Frost Line: Free Water Level: 10.0' 0.5' None Observed _Sample Depth 1 2.5 2 5.0 3 10.0 Type of Dry Blows/6'__' M% Sampl~ Strength Group Temp.°F 16.2 G M E .- 16.8 G L B - 10.1 G N-.L C - Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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. Date ~gged: 1/5/77 Test Hole #F Table A WO #9525 pepth in Feet From To 0.0 1.0 1.0 5.0 5.0 10.0 Soil Description F-4, brown Neat, damp, sof~ Pt. F-4, brown ~andy silt, damp, soft to stiff, NP, ML. F-4, brown gravelly, sand~ silt (very gravelly 6.0' to 8.0'), damp, stiff, subrounded particles, 3" maximum size, ML. Bottom of Test Hole: Frost Line: Free Water Level: 10.0' 0.5' None Observed Sample Depth 1 2.5' 2 5.0' 3 10.0' Type of Dry Blows/6" M% Sample Strength Group Temp.°F - 35.0 G M B - - 19.6 G L B - - 13.2 G L B - Remarks: 2. 3. 4. 5. 6. Type of Sample, G=Grab, SP : 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. Dat~' Logged: 1/5/77 Test Hole #G Table A WO #9525 Depth i__n Feet From To 0.0 1.0 1.0 3.5 3.5 7.5 7.5 10.0 Soil Description F-4, brown peat, damp, soft, Pt. F-4, browl% sandy_ silt, damp, soft to stiff, NP, ML. F-4, brown gravell~ sand~ silt, wet, stiff, subrounded particles, 2" maximum size, ML. F-4, brown gravelly sandy silt, wet, stiff, rounded particles, 1" maximum size, ML. Bottom of Test Hole: Frost Line: Free Water Level: 10.0' 1.0' None Observed Sample Depth 1 2.5' 2 5.0' 3 10.0' Type of Dry Blows/6" M% Sample Strengt~ Group Temp.°F - 38.5 G L B - - 21.. 1 G N-L A - - 14.3 G M A - Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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. Date ogged: 1/5/77 Test Hole #H Table A WO ~9525 Depth in Fee% From To 0.0 1.0 1.0 15.0 Soil Description F-4, brown peat, damp, soft, Pt~.. F-4, brown sandy silt (w/traces of gravel), damp, stiff, NP, ML. Bottom of Test Hole: Frost Line: Free Water Level: 15.0' 0.5' None Observed Sample Depth 1 2.5 2 5.0 3 10.0 4 15.0 Type of Dry Blows/6" M% Sample Strength Group Temp.°~ - 20.4 G L B - - 20.4 G L B - - 17 . 9 G L-M B -- - 17.6 G L-M B - Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = Standard Penetration, U = undisturbed. Dry Strength, N=None, L=Low, M=Medium, }{=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 #I Table A WO #9525 !Depth_in Feet From To 0.0 0.5 0.5 2.0 2.0 7.0 7.0 16.0 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sand~ silt, damp, stiff, NP, ML. F-l, brown ~ilt~ sand~ gravel, damp, medium to high density, subrounded particles, 3" maximum size, GM. F-4, brown, gravelly sandy sil~, damp, stiff to hard, NP, subrounded particles, 2" maximum size, ML. ]Bottom of Test Hole: Frost Line: Free Water Level: 16.0' 0.5' None Observed Sample Depth 1 2.5 2 5.0 3 10.0 4 15.0 Type of Dry Blows/6" M% Sample ~trength Group Temp. °F - 15.8 G L-M F - 7.2 G L-M F - 10.1 G L E - 9.6 G L E Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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 #P-1 Table A WO tt9525 Depth in Feet From To 0.0 1.0 1.0 2.0 2.0 16.0 Soil Description F-4, brown Neat, damp, soft, Pt. F-4, brown ~andy silt, damp., stiff, NP, ML. F-4, brown ~gvell~ sandy silt, damp, stiff, NP, subrounded particles, 3" maximum size, ML. Bottom of Test Hole: Frost. Line: Free Water Level: 16.0' 0.5' None Observed Sample Dept_~.h 1 5.0 2 l0.0 3 i[5.0 Type of Dry Blows/6" M% Sample ~rgngth Group - 11,5 G L A - 16.5 G L-M E - 13.9 G M E T__emp.°F Remarks: 1. 3. 4. 5. 6. Type of Sample, G=Grab, SP 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. Date Logged: 1/6/77 Test Hole #P-2 Table A WO #9525 ~e_qp__th in Feet From To 0.0 0.5 0.5 2.0 2.0 7.0 7.0 16.0 Soil Description F-4, brown peat, damp, soft, Pt. F-4, brown sandy silt, damp, stiff, MI,. F-l, brown silty gravelly sand, well graded, damp, medium density, rounded and subrounded particles, 3" maximum size, SM. F-4, brown ~ravelly s__andy silt, damp, stiff, NP, subrounded particles, 2" maximum size, ML. Bottom of Test Hole: Frost Line: Free Water Level: 16.0' 0.5' None Observed Sample Depth 1 5.0 2 10.0 3 15.0 Type of Dry Blows/6" M% Sample Strength Group Temp.°F - 4.7 G L D - - 13.8 G M E - - 12.5 G M E - Remarks: 1 . 3. 4. 5. 6. Type of Sample, G=Grab, SP = 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 Lo, fl - Description Guide precision of a laboratory testing procedure. [f the log includes soils samples, to verify tbe field examination. L)eD~tb Interval usually shown to 0.1 foot, within that zone no significant change in soil type was observed through drill action, direct Frost Classification -- NFS, Fl, F2, F3, F4, see "Soil Classification Chart" Texture of Soil -- An cngineering classification of tile soils by particle size and proportion, see "Soil Classification Chart", note the proportions arc approximate and modifications to the soil group duc to stratification, inclusions and changes in properties are included. M~o!s_t_?_q.go21t~._n_t this is a qualitative measure: ?n~, moisture forms portion of color, less than plastic limit, saud. (Thc ~noislure content is further defined by reference to PI, LW, NP, M% or dilatency.) Stiffness refers to more.or.less cohesive soils and fine grained silts of ~ ~e[~ciJy-silt groups. Derived frmn drill action and/or sample data, Very soft, soft, stiff, very stiff and bard are commonly used terms. ........Particle size - The largest particle recovered by the split spoon is I-3/8", Shelby tube Y', auger flights {minute-man) 2", Auger flights CB-50 hollow stcnl) 6" 8". Larger particles are described indirectly by action of the drilling and are referred to as cobb]es, 3" to 8', or boulders 8"+. Therefore when reviewing the gradation sheets, if any, Unified Soil Classification - This is a two letter code. Sec Unified G~:]assit'icat [t~ slicer i'~m~bcr definition. Ir* some eases AASHO and/or FAA soil classifications may be shown as well as the unified, AtterbergLimits -usefulfor fine grained and other plastic soils. Ih]nits L~w4; natural moisture content believed to be greater than liquid hmit {'4~P; non-ldastic, useful. ;ts a nlodifying description of some silty is die ability of water to migrate to t]le surface of a Rock flour - finely ground soil that is not plastic but otherwise appears sm~aTt~ clayey silt. Organic Content - usually described as Peat, PT, sometimes includes ~cTeT~a~Tgcq~i such as wood, coal, etc. as a modifier to all inorganic soil. Quantity described as; trace, or an estimate of volume, or, m case of all organic,- as Peat. ]'bis .lay include tundra, muskeg and bog material. Muck - a ~nodificr used to describe very soft, semborganic deposits usually occuring below a peat deposit. Amorpbus__peat - organic particles nearly or full)' disintegrated. Frost Line - seasonal frost depth as described by drilling action and!or samples at the time of drilling. Frozen Ground other t}lau frost line, described by samples, usually includes description of ice content, often will iuch~de modified Unified Classification for frozen soils - Ibis is a special case related to Free Water Level Tile free water level holed (luring drilling. This~s not necessarily t]~e static water trlble :il tile time of drilling or at other Blow/6" The number of blows of a 140 weight free falling 30" to advance a 2" split spoon 6": the immber oi'blows for a 12" advaace is, by definition, the standard penetration. ~formcd on clean sands or gravels below the water table. ~f_sa mpl_e - .S~, re(ers to 2" split spoon driven into the soil by 140 pound weight, a disturbed sample, ,.~, tMn wall tube, '~Sbelby" used to oblain undisturbed samples of fine grained soil, .,Q, "grab" disturbed sample from auger flights or wall of trench, _(], cut sample, undisturbed sample from wall of trench. Dr}, Strength -- a useful indicator of a soil's clayey fractbm, N=None, (_;ro~ The samples are placed into apparently similar groups based disturbed tests including Atterbcrg Linlils, grain size, moisture.density reflect tile general distrubcd characteristics .f Ibc soils assigned to tbc SOIL CLASSIFICATION CHART 30% GRAVEL CLAY ~ CLAYEY CLAYEY CLAYEY CL^YEY OR SILTY SILTY SILTY X ~ SILTY SAND GRAVEL \ GRAVELLY SAND SANDY GRAVEL SAND GRAVELLY SAND SANDY GRAVEL GRAVEL 0 10 20 30 40 50 60 70 80 90 100 GRAVEL (+¢4 SCREEN) % BY WEIGHT NONFROS] SUSCEPTIBLE SOILS ARE INORGANIC SOILS CONTAINING LESS THAN 3% FINER THAN 0.02 turn, GROUPS OF FROST-SUSCEPTIBLE SOIl_S: F! GRAVELLY SOILS CONTAINING BETWEEN 3AN[) 20% FINER THAN 0.02 mm. F2 SANDY SOILS CONTAINING BETWEEN 3 AND ].5% FINER THAN 0.02 mm. E3 a. GRAVELLY SOILS CONTAINING MORE TIIAN 20% FINER THAN 0.02 mm. AND SANDY SOILS (EXCEPT FINE SILTY, SANDS) CONTAINING MORE THAN ].5% FINER THAN 0.02 mm. b, CI.AYS WITH PLASTICITY INDEXES OF MORE THAN 12. EXCEPT VARVED CLAYS. F4 a. ALL SILTS INCLUDING SANDY SILTS, b, FIN~ SILTY SANDS CON I-AINING MORE THAN ]5% EINER TNAN 0,02 mm, c. LEAN CLAYS WITII PLASTICITY INDEXES CE LESS THAN ]2. d, VARVED CLAYS. 3_1 I I I._L I I I ~o g o g o ~o 0 O' MALLF-Y ROAD -~TH-D -~TH- C -~)- TH- E -~TH-F TH-G _~ PERC. -HOLE P-I -[ -~-T H- H Tr~¢~ B O'M,~ L L ~Y SCHOOL ~P'2 -~TH-I T EST HOLE LOCATION SKETCH O'~qALLEY CHURCH FACILITIES SCALE 1"= 100' W,O. 9525 WATER WELL RECORD STATE OF ALASKA DEPARTMENT OF NATURAL RESOURES Division of GeologicGI & Geophysical Surveys Drilling Permit Ne, OWNER OF WELL: [{.,3 ],~/}. ? /d'f2~ /I "', ? Material Type WELL LOG 16. WATER WELL CONTRACTOR'S CERTIFICATION: Feel Below Surface Top Bottom .D 7.. q .S I Iq Address: 4. WELL DEPTH: (flnoI) 5. D~iTE OF COMPLETION! - ~ - 6. ~] Cable tool [] Retery [] Driven ~ Due ~.OEE: [] Oo~..,e [] R.bHe S.pey [] [] Irrigation [] Recharge l~ Commerlcol [] Test Well [] Other: 8. CASING: [~ Threa~od [] Welded 9. F N SJ4 OF WELL; 0 /: , ~ 10 2>/'/: Type:'( ~ ¢i'/)(O.'~4'~( _ Diameter: Slot/Mesh Size: LenGth: Set between ft. and Backfilling Grovel peck I0. STATIC WATER LEVEL; []Above or [~,~, Gelow Iond surface Equipment used~ ft. Date PUMPIj~G LEVEL below 1and surfooe and YIELO 13. PUMP: (if available) Length of Drop Pipo --- [] Subm. [] Jet HP ft. capacity ~____g.p.m. [] Centrifical [] Other IS, Water Toroperot ..... 0 E]F [3 C Form OZ"WWR (11/81) Copy Distribution; WHITE-Stole OGGS~ PINK-Oriller~ CANARY-Cuslomer