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HomeMy WebLinkAbout1985-04-30 Soil Reportp p p p sc3a expionadcan April 30, 1985 m2 CROMWt 11 AVtNUE ST PAUL. MN 55114 PHONE 612/645 6446 ■-1' • .• •> AN ',,I7V If'j'iN'i AND INiiiNfFRiNij 1 ABOriATORY INC fi if s ■ Setter, Leach & Lindstrom, Inc. Architects and Engineers 1011 Nicollet Mall Minneapolis, MN 55403 Attn: Greg Struve Gentlemen: SUBJ: Subsurface Exploration Program Proposed PillsbuiT-y Residence Orono, Minnesota #120 86-74 We have conducted a subsurface exploration program and foundation review for the referenced project. We are transmitting six copies of our report. This work was done in accordance with your verbal authorization on April 12, 1985. About 50X of the soil samples will be held at this office for one month and will then be discarded unless we are notified to hold them for a longer period of time. We trust that this report will provide you with the needed infor­ mation. If questions arise concerning interpretation of the data, please contact us for review. Very truly yours. OFFICERS CHARLES W BRITZIUS Chairman of the hoard NORMAN t HtNNiNQ president ROBERT F WITTMAN executive vice president CLINTON R EUe secretary ‘treasurer HOME OFFICE ST PAUL. MN OFFICES (N. MANKATO. MN ROCHESTER. MN WAITE PARK MN « Wilfred A. Wahl, P.E. WAW/rjr Encs. I I 1 A ►A •• S'- • F •*M.aik# HIX A . . ie» H •• X 44i| Ai S’ e » .Jp m i REPORT OF SUBSURFACE EXPLORATION PROGRAM PROPOSED PILLSBURY RESIDENCE ORONO, MINNESOTA #120 86-74 INTRODUCTION W® und®fstind the proposed construction will consist of a two-story, wood-frame house with a detached garage. An on-site sewage treatment system will also be constructed. In accordance with your verbal authorization on April 12, 1985, we have con­ ducted a subsurface exploration program for the proposed construction. The scope of our work on this project is as follows: 1. Provide recommended foundation types and depths, allowable soil bearing pressures and estimates of settlement. 2. Provide recommendations for site preparation for support of the foundations and floor slab. 3. Perform percolation tests and provide recanmen- dations for construction of an on-site sewage treatment system. Our work program for accomplishment of the above objectives Included three standard penetration soil test borings, nine auger borings, six percolitioii tests. I few laboratory tests and observation of the recovered soil saniplet. t « m mi m «i & t i: I I I I I Page 2 - #120 86-74 The purpose of this report is to describe our field operations, to present the results of our field and laboratory tests and to provide you with our engineering recommendations EXPLORATION PROGRAH RESULTS Site Conditions The site Is located on Bracketts Point Road In Orono, Minnesota. There Is an existing house and attached garage presently on the site. The house and garage will be removed for construction of the new house. There are numerous trees and shrubs on the site. The site Is relatively level with surface elevations at the boring locations varying from 33.2' to 34.3*. The elevation of the adjacent lake is 29.5'. Please note the approximate locations of the fuel oil tank and septic tank on the west side of the existing house. Subsurface Conditions The subsurface soil conditions encountered at the boring locations are shown on the attached borlnn logs. Ne wish to point out that the subsurface conditions at other times and locations on this site may differ from those found at our test locations. If different conditions are encountered during construction. It Is necessary that you contact us so that our recoBiMndaiions can be reviewod. lorings 1,2 and 3 were put down to evaluste soil conditions for construction of the house and garage. It will be noted from the boring logs that the 4 % 4 -m m m m Page 3 - #120 B6-H typical soil profile at these locations consists of fill and topsoil overlying alluvial deposits. Boring 1 penetrated the alluvial deposits and encountered a sandy lean clay glacial till at a depth of 12'. Fill Mas encountered to a depth of 5' at boring 1. The silty sand encountered to a depth of 7' at boring 2 Is black and very loose. The silty sand could also be fill. A black silty sand topsoil was encountered at the surface of boring 3. The underlying alluvium consists of coarse* mixed and fine alluvium. The coarse alluvium consists of sand with silt and silty sand. These soils art loose to dense. nixed alluvium was encountered Immediately below the fill at boring 1 and at a depth of 13|' to 15i' at boring 2. The mixed alluvium consists of clayey sand and sandy lean clay. These soils have a soft to medium consistency. Thin layers of lean clay fine alluvium were encountered from 7|' to 9' at boring 1 and from 151* to 18' at boring 2. The lean clay has a medium con* Ilatency. The glacial till at boring 1 has a rather stiff to stiff conslsttncy. Tbe drainfleld will be cmstructed in the northwest comer of the property, the borings at these locations were classified In accordance with the USOA Soil Textural Classification System, twines A-1. A-2 and A-3 Indicate the I I n m m m t *• »• m I Page 4 . #120 U-74 typical soil profile consists of surficlal layers of black and dark colored loaM« sandy ^oam, ^oamy sand and sandy clay loam. These soils are underlain Kith sands containing varying amounts of gravel. The shallow auger borings P-1 through P-6 were put dow at the actual locations of the percolation test*. These borings Indicate the soil conditions are similar to those encountered In borings A-1 through A-3. Hater Levels Hater level iReasurements were made in the borings and the data Is Included on the logs. Ground water was encountered In all the borings except the percolation borings which terminated above the water level. Seasonal and annual fluctuations of the water level can be anticipated. The water levels nay also be Influenced by the lake level. CNGmEERING REVIEH Project Infonaetlen The following data represents our understanding of the project. It coigtrlses an l^wrtant part of our engineering review. If, as the project develops, there are changes from the stated values, we request that you contact us for additional review. Me iifi^rsttfld the proposed construction will consist of a two-story, wood- frame house end a detached garage. The floor of tfw house will tm at I p f R * mM R I I i ii m m 3 ■■■■* mm Page S - #120 86-74 elevation 936.5'. The house will have a crawl space extending to elevation 932'. For this type of construction, we estimate that typical wall loads will be on the order of 3 to 4 kips per lineal foot and the column loads lest than 50 kips. Discussion The borings Indicate the surficlal soils are fairly weak and variable, tfie fill and soil classified as may be fill a*' gulte loose. Incur opinion, these soils should not be relied upon for foundation suoport. The underlying alluvial soils generally are quite loose or have a medluM con­ sistency. While these soils are fairly weak, in our opinion they will provide adequate support for spread footing foundations. Since the cohesive and granular soils show different settlement characteristics, we recommend that the foundations be supported on controlled fill rather than be extended to the underlying natural soil. This will allow placement of all footings «t the normal footing elevation and will also minimize differential settlement. Foundation Reconmtendations It Is our opinion that the proposed structure can be supported on spread footing foundations. Ite recommend excavating all existing fill and topsoil from the footing areas. Me then recommend placing a controlled fill to the normal footing elevation. The excavation and compacted fill should extend mm. B a n I I 3 m m mt m 2 a \1 Pagt 6 • #120 86-74 beyond the edges of the footings a dlstvcce equal to the depth of cowpacted fin beneath the footings. This fill should be compacted to 95* of standard! Proctor density. We recommend designing the foundations for a maximum loading of 1500 psf (pounds per square foot). In our opinion, 1 sol If win provide a factor of safety of at least three against a «ctua1 sheer failure. We estimate total settlement will be up to 1” and differential se*.‘.lifflent possibly up to 3/4'. Because the underlying natural soils are soat' what erratic, we recommend providing a fairly rigid founjjatlon to Blnlinlie the effects of differential settlement. The present water level Is only about 4' below grade. In some areas, the excavation will extend below the present water level. If at ill possible* the excavation should be dewatered so that the soils can be observed prior to placing the controlled fill. All fill placed below the present water level should consift relatively clean sand with less than 10* passing! a #200 sieve. In the garige irea, the topsoil should be removed and replaced with controlled compacted fill. 1^ recommend all fill placed in the garage area consist of a ffratlvtly clean sand with less than 10* passing a #200 sieve. SITC OSSCiVATIOll lie rtcomtod that the excavation be observed by a soil engineer prior to the placeKst of foimdattons or controlled fill. Ww also rccoBSttnd that deesltji m ■i < Ml % » % m m 4 Ml Page 7 - #120 86-74 tests be taken as the controlled fill is placed to document that proper com’ paction Is being obtained. NEW SEWAGE TREATHEWT SYSTEH Project Information Me understand the new house will have three bedrooms and approximately 4S00 sguare feet of living area. This Implies It is a Type I residence. In addition, there will be a half bath facility in the heated garage, wftich Is a separate structure. It Is planned to place the soil treatment system in the northwestern portion of the lot. Percolation Test Results The overall results of our percolation (perc) tests and borings Indicate a suitable perc rate but a shallow water table. A sheet describing the perc test procedures. In accc I'-nce with HPC-40 Guidillnes, Is attached. ts and Recommendations Itcause of the shallow water table, which Is only 3|' below the surface In the proposed drainfleld area, we suggest that an “elevated dra1nf1eld“ be considered, ieci^ise of the several trees in the extreme northwest portion of the lot, consideration should be given to shifting the drainfleld eastward. In tlw secondary area. Regardless of the exact location of the new sewage treatment system, the total trench bottom area can be based on a percolation rate of to Bln/in., in our opinion. For an estimated dally sewage flow of I < i n r •f: I li t; 1 L I. 1 L L I Page 8 - #120 86-74 4S0 gallons, based on a three bedroom, Type I residence, the required total treatment area Is about 570 square feet. We suggest scarifying (tilling) the surface sod and then bringing in about 2’ of sandy loam, loam or sand with about lOX fines. The fill material should only rtfcelve light compaction, sufficient to achieve a density equivalent to long-term settlement under its own weight. After the fill placement, trench#* should be dug to a depth of about 2'-2J', and these should be about 3' In width. About 9" of filter rock should be placed below the perforated lateral* For 3' wide trenches, the total trench length should be about 190'. Four-4«' long trenches spaced about 6* apart (7J‘ on center) would require filling in area of about 70' x 50' for the primary system. About 26 cubic yards of filter rock would be needed. Where any trench extends to within 8* of a tr#§ or potentially large tree, additional filter rock should be placed. Uf strongly discourage the use of a garbage disposal. Traffic of all types, except for occasional mowing of the grass with light equipment, must be restricted throughout tho year. The system should be monitored and the septic lank should be pimiped, probably every two years or so, to promote longivity of the soil treatment systai. The existing sprinkler system must be removed from the new drainfield area. FIELD EXPLORATIOW PROCEDURES The borings were mad# on April 17, 1985. The borings were put down at the locations suggested by you or discussed with you as shown on the attached i m 4 4 * ‘4 3 « 4 Ml I Pagt 9 - #120 86-74 sketch. The surface elevations were referenced to the top of the concrete slab at the northwest corner of the existing garage, taken as 35.0', an elevation given on the site survey furnished to us. Soil Sampling Soil sampling for borings 1, 2 and 3 was performed in accordance with ASTM; 0 1586-67. Using this procedure, a 2" O.D. split barrel sampler is driven into the soil by a 140 lb weight falling 30". After an initial set of 6", the number of blows required to drive the sampler an additional 12" Is known as the penetration resistance or N value. The N value Is an index of the relative density of cohesionless soils and the consistency of cohesive soil*. Borings A-1 through A-3 and P-1 through P-6 were put down with a hand auger and only disturbed samples we*'e recovered. Soil Classification As borings 1 through 3 were obtained in the field, they were visually and manually classified by the crew chief in accordance with ASTM: D 2487-83 and 2488. Soil samples obtained in the hand auger borings were classified In accordance with the USDA Classification Systea. Representative portions of all samples were then returned to the laboratory for further examination and tor verification of the field classification. In addition, selected samples were submitted to a progr«n of laboratory tests. Logs of the borings indicating the depth and identification of the various strata, the 8 (t __ , j Page 10 • #120 66-74 valutt the laboratory test data, water level Information and pertinent Infor motion regarding the method of maintaining and advancing the drill holes are attached. Charts Illustrating the soil classification procedure, the descriptive terminology and symbols used on the boring logs are also attached. EXPLORATION LlNITATiONS M i 4 I •4 ml m ;] ii i; I The recommendations contained In this report represent our professional opinions. These opinions were arrived at In accordance with currently accepted engineering practices at this time and location. Other than this, no warranty Is implied or Intended. This report was prepared by: Cordon R. Els^ens MPCA Cert #00675 this report was reviewed by: even 0. Koenes, P.E. wm «r mim mi 1 mm m itif A.WAMI *> awe I JOB NO . I^OJfCt LOG OF TEST BORING 1" =120 86-74 vrHT.r...sc*i* . inU?PPSnJimJSBUl^1^tSlDENCE_-JR0N0, Ml BOBiN(. NO 1 OIPTM INruT 5 6 7* 9 Df*;cniPTioN or matmiiai 'su«fACf fltVATlON ______ 34.3'_______ FILL, MIXTURE Or 5TlTY"ISfiiy; 3ARD AND CLAYEY SAND W/A LITTLE GRAVEL, a few cobbles, black, dark brown and brown CLAYEY bAND W/A LITTLE bKAVEL. dark yravish brown, mediumimay be fiiinSL CLAYEY SAND W/A LITTLE GRAVEL, brownish gray, medium_ _(SC/SMI LEAN CLAY, liqht gray and brown mottled, medium, a few (See#1) (CL) SAND W/SILT AND A LITTLE GRAVEL, fine to medium grained, brown and grayish brown, waterbearing, dense (SP/SM) SANDY LEAN CLAY W/A LITTLE GRAVEL, brown and grayish brown mottled, rather stiff to stiff, lenses and layers of silty sand and waterbearing sand (CL/SC) End of Boring lenses of silt (CL) •Obstruction (cobble) encountered upon Initial 6" set and first one- half foot of standard penetration. ••Estimated dry density r.ioi or.ic onK.iN FILL FTLl OR MIXED ALLUVIUM FINE ALLUVIUM COARSE ALLUVIUM TILL 4 2*tTs r.AMPi r NO 1 2 • 8 Itm OA'f UMVMD DI^Ym tlfRYM f Awl ««l •AHfD If 1 •• 4-1T 3il£17*15‘«m i' M/4:10 17‘■qm «• 1 4A ’ ;; T 4 5 6 7 Tvpr SB SB SB SB SB SB lABOPATOny TFSTS 9 10 SB SB SB **113 ** 89 la PL 4-17-8S roMPutt 4-17-85 MSA 0-15 •U *iZ0 cmrncm*LeMey I ■r r r r r r r i: t i; t t t t L t L t w^wwwmm JO«NO . P^OifCT 120 86*74 1** s 4 *: ^ VERTICAL SCALE * » ^ PROI^OS^I!) HU^B u IIY residence - ORONO. MINNESOTA BORiNCi NO DEPTH IN EEET *SURf ACE ELEVATION DESCRIPTION OE MATERIAL 33.7*GfOlOGiC ORIGIN SAMPLE TYPE lABORATORV TESTS LkPL SILTY SAND U/A LITTLE GRAVEL, fine to medium aralned, black, moist to about 3t* then wet, very loose (may be fill) (SM) FILL OR TOPSOIL TO COARSE ALLUVIUM 7 -:^y.K H/SILT AND A LITTLE GfMVEL, fine to nedlun grained, light gray. Materbearing, medium dense (SP-SM) COARSE ALLUVIUM 12 13* SILTY SAND W/A LITTLE GRAVEL, fine to medium grained, grayish bromn and dark broMn, met, 1oose(SM/SP>SM) SAND U/SIlT AkD A medium to fine (See#1)(SP-SM) SANDY LEAN CLAY W/A LITTLE GRAVEL, gray, soft, some lenses of silty fiH .eid^^ajijacbearc^nw ICLI MIXED ALLUVIUM 18 . LAV, brounish gray and light gray mottled, medium, a few lenses of silt (CL) FINE ALLUVIUM ND H/SILT AND A LITTLE GRAVEL, fine to medium grained, gray and brown mottled, waterbearing, medium dense, lenses of silty sand (SP-SM) COARSE ALLUVIUM End of Soring II “ grained, grayish brown, water bearing, very loose (SP-SM) ^Estimated dry density 1 ki 7 8 9 SB SB SB 10 11 SB SB 28 33 it 89* Pq« 0.75 ^TmiiT 1-17-85 6«ttmwrinr 2*® OtPfM tJ I 21 CRfiRO ^PtM * None None CAwf «e Of^tN •Auto otrYMs l f Vf I MtTHOo HSA 0-191* 4-U-B^ kiiO. Hater added to casln, 7-If** cmrnCH<»ifSU •ll(TT^4 MN JOB NO . PBOJtCT LOG OF TEST BORING r» - 4»VEPT.CALSCAU _________ 7R6^0$ED PILLSBURY residence - ORONO. MINNESOTA BOfiiNCi NO depth IN TEET DESCRIPTION Of MATERIAl 'SUREACE ELEVATION ______ ______ TtTT SAWD M/A LITTLE GRAVELT black, moist, very loose (SM) SAND W/SILT AND A LITTLE GRAVEL, fine to medium grained, brown, moist to about 3i‘ then water­ bearing (SP-SM) SAND W/SILT AND A LITTLE GRAVEL, fine to medium gT'ained, brown, waterbearing, medium dense, a few lenses of dark brown silty sand (SP-SM) SAND M/SILT AND A LITTLE GRAVEL, fine to medium grained, dark brown, waterbearing, very loose (SP-SM) SAND W/SILT AND A LITTLE GRAVEL, light brownish gray, waterbearing, loose (SP-SM) End of Boring geologic ORIGIN TOPSOIL COARSE ALLUVIUM SAMPLE l ABORATORV TESTS wl no Li 4 TTT T:T7 lUMmrf)CASHWO Df ATm lone Tlont r Awt m f pf« T ype 4 SB 5 SB 6 SB 7-85 ^ Ou I ■■ i, !. i; -17-85 HSA 0-1?*I» 2;2S Witer-idded to casing 6i-io» LiMa mimms drilling and sampling SVMiOLS ItTMIOl OfflNIflON MSA CENIRAL NOTES FA .HA .DC PD CS D\i IV\ S8 .T UP 3 i/4 ID Hoilrm Stem Auger 4 . f> or in Diiimeier Fl»ghf Auger 2,4 or f» HiinH Auger 2 1/2 4 S or Steel Dove C4%mg Si/e A 8 or N Ror^ry C^<>ing P»pe Drill or Cleanout Tube Corilinurruv Split Barrel S.tmr>|,ng Drilling Murl lotting VSater ^ O D Split 8arret Sample 2 1/2 or M/2 O D SB l.n„ Sample 2 nr \ Thin Walled Tube Sample 1 Thin VSallerf Tube (Priiher Sampler) Lm'p',: Bag Vam/)le Te^ Pit Sample BQ \Q or PQ Wireline System AX BX or NX Double Tube Barrel Core Recoyerv Perr ent 1^ Sample «ero>ered, cU«a«a..,m ha«>rf or, atlam „l rt -n-n* equ-pmer., anrf or o,a.e,u,l noted .n dollm, «u.d or on yamplioj; hit No ^^asuremem Recorded pr,manly due ,o pre«.nce ot drilling or coring fluid VSater leyel Symbol TEST STMIOlS ocrmiTioi^ O Content % of Dry Wt. • ASTM O 2216 P'V Jpbi'iv • Pound* Per Cubic Foot ii. f'l ‘^■<l“'‘l*»HlPlMicUm.t .ASTMD4JI8 Additional Insertton* in Last Column Qu Unconfmed Comp SirenRtb p«f a STM D 2166 Q ^netrometer Reading . Ton*/Spuafe Foot Torvane Reading Toni/Square Fool ^ Specific Gravity ASTM D 654 ^ Shrinliaue limit* a STM O 427 ^ pTRanic Content Combu»lK>n 64cibod ^ Swell Pre**ure Ton*/Squ4re Foot ^ Percent Syyell Swell Pt^ceni ^ Hydrogen Ion Content, Meter Method ^ ^Kate Content Part*,Million ume m mm/L P4d*.Milton, umr a* mg/t - ^ One Oimenuonal Contolidation - ASTM O 24JS Triaiial Compression > !► * Oi-ect Shear ASTM D W60 ‘ Coeltirienf pt Permeability • cnv*ec ' Dispersion Test Double Hydrometer ASTv. D 4221 ^^tticle Si/e Analysis - ASTM O 422 ^ laboratory Resistisity. m ohm - cm . ASTM C S7 P^essu remeter Deformation Modulus • TSf ^ Pressuremeter Test Shear • ASTM D 2573 Infiltrometer Test • ASTM O 338$ Rock Qualify Destgnafrors - ^rcenl See attac bed data sheet or graph WATER LEVIL |.me required lor bonng. evcep. where ien*e* o, iaye^'JTl™'!^ ** *® HtP ootm.1 fw may be necessary to reach equilibrium Therefore the emft r ^aferbeanr^g ioil are present Fven ther>. an extended oenod tM Tto awiUbi' u ‘'*‘**“'' ’®*'* •"*» ______•"*«>"b4»'on 1* gi*en at the hnttnm ot the log *h«ei •►'ut impeded in reaching the water laWe descriptive TERMINOlCX;V OfNWTY ?I«U Vpr> looie loot# ^^*um Dl^it Oeofe Dtnie 'N" VAIUf 04 SB BIS 16-iO Orer 10 Suntterd -hr .henetiatmn gw IVr Foot o< a 140 Pound Hamme. la iing to incite* on a 2 inch CMJ Spin Barrel Sampler itlATrvi CRAVEl proportions CONMTIhtCV TitM Soft Med rum Rather $143 MrH Very SuB lamination layer lens Varved Dry Moist Wet W^erbeartna CONOiflON Cp8Pie Crampd Sorts Fioe Crarrsed Sods 1S2f% ♦ So 100 1S-2B% ♦ No 2no ♦ So 100 20% ♦ No 100 ♦ No 2tW> IfRM A little grave) Wah grave) A Ifttie gravel With gravei A ISile gravel With grave) Craieliy Up to 1/2 thick sfrafum 1/2 ' to 6 ' thick Mratum 1/2 to 6 difcontrnous ilralym poclief Atemaiing lammationt ot clay »i1t apd /ot 6ne grained land or cotor* lh«fMt rbwdery ix> notH eable water B^low saturation Saturated atwve hqurd hriM Perviou* toil below water reiatoe sizes m #10 • iO •40 #200 ^•rr Bam •e Plmt4c^ CLASSinCATlON OF SOILS FOR ENQINfEWNO PURPOSES ASTM OMignation: D 2407 • S3 (S«Md on Uniflod SOM OomWctlon 9ytM«n) SOIL ENGINEEMNC I : CnMtfor <t»y>K>9 0wi»>yn>Blt«i»<QfoupW«wwUtinQtifcWi*»»yTWW*OiaypNint^ CoirSR^RiRSd Soils Msvo Risn mm MiRsd on Ho mmf Orivtlt Mors than SOH cooris fraciion fSliiRSd on No 4SIOVO Ctssn Qrs¥Sls Lost man sss fmsi^ Cu»4 and IgCcflS' Cu«4 anO^or 1»Cc»3^il Oravsts wtIR Finas Fmsf ciasai^ as Mt or MM Mors ffm 12H llnos^ SO^ or mors of ooarts fraction oassss No. Cloan Sands man SM iinsr’ Pmos as CL or CM CufeSdRS IdCcdS^ CiMdanmor i»Cc»3^ Sands «sm Fmss Mors man 12H fmss^ Finos dssody as ML or MN Finss classify as CL or CM * 1 fiwOnwwHim Sihs and Days 1 ,as4 MmAS tilMl 40 tnorgamo FI >7 and pkNs on or tHmm “A** ms^ CL p» •« 1 HM ormpi* PMIM 1 N».100«M ^IQUIO iPfM IWf OTF n«« or ploM MiO« "A" hnr' ML i 11 organc UduM limit * otan drisd^^ ^ UquM imd • nai driad OL Ot^ds Ortinif 84n and Days LNuid Imm 10 or mors moraanc Ft plots on or A'* Ins Ff pioN saio« *‘A” ma organie LtQuid Ntm Liayid NM • not dhad dan Fibric mm ^7% Fibsrs Ffimarly orsanic mansr dsri m color and orsanc Hem.c Feat 1i% fi7% Fibers ^fisN SIS (7a«^l StsiHyNin 9 Stall ^ I Ssrsmit sss • »ifN Sstt isaeis mid smgM •sssmdP4 frsMr td SdMSC ^ tsi essMrsrd^ ^ ^ TLoiMdbmCLm sssdydiFfMOC^ * SP-OC sss • IS iim snot Vtdi aii 'ssnvsysrmgfNi aF.SM:;«nii ticvt saaLYt'S Ftr risit.fidttias if F>SS-#Si4Sii4»jf— i.nrmr:r2xri: Ciistisssf YjJiss INriSSatSi S4 Ft<»4 N LL«tSA fMB Ft*SriAL<ISfM flat ri*»rs«kS' 1 !«•*<» ttV-Mi MH40R •OL I i I fcf ^ «t A Bat* 4 '17 ‘"<4T ClMtifiMtiM tyataat AUK) .i WtA-tCI _X,t WilflU t atliar ______ teiar aaa4 (cliaek cao) t BaaA X. av Pawav flight ar Bachat athar Baftht ta faat I — I — I — 4 — 5 — 4 — 1 — i — f— •arlag aviaat farfaca alaaatlaa A' I 33.4 * p«_. •^/C9m€*• . ^fc. 6*#-^-' *r*2, 'c' T»«-* 4».i. f S ’ «uifa4ii4a<.>(} Bag af haviag at 4-faat. ttaailas vitar tahlat Ithaitaf at ** 4agth, ^ haara aftat hatlag. ■at ftaaaat la hatlag hala JS'l" 7.'*'***'^ ■Htlag aallt Bhat mi at faat af 4ifth. ■at ataaaat m ^ Bagth, ia faat ■arlag a«Aar A"7i- farfaca alcnratlaa ^ /cro.4 r Sit'** c »r*«a t”!.' 4lr# T# J w*T -r » 3 C " A^#ra«;a«4*.^ f—_ _ _ _ _ _ _ _ ■^ af harlag at 4^ faat. ftaailag aatar tcBlat fraaaat at iafth. —£ ■at C . C., 3 9” Nattlai aallt at_ _ _faat af fagth 4oa «o S4 7^ «*** •* % # iMltit flMft fcy ••*• ClMtlficatiMi ty«t«at MSW i WBA-ICf t nilfi«4 x •fhcr . Immt «m4 (ciMek cw): lui J^» n F«v«r flight k«t ___t aclMr •Wtli, to fMt LJ l §mrt»€9 «l«««tiMi JS-9 * /#^**» yw#.y 4»>VT" T/l#M M •! I»rtoi «t S/-fMt. tf—ilt «tt«t t^Ut ^totot M fy** <t «f toftk* 3 IM ptMMit to tovtog k*to ji;.t. gki. Itotttog Mil: Mttmg •! fttt «f itftli* »t ff< I ■ M>««(M-«I io* M. g« «. 7¥ I YJrM�� USDA Sot& -i CLASSIFICATION p►e.i Yd WIVARISON Of ►AR TIC" —SIZE$ MI USOA SYSTEM IU» M&TV IA ININ•rrw PMMA OjmwwW) as aM aN awY u GRAVtI f'w'd SILT CLAY U.i s rrrd ow" Mur+w imMmllm FA Ml MNCOLATION TttT DATA PtOftCT: /iP,^ pt9^ r<- Sie^%TH lOtNO. /iA»8<p-7i ■a-^L— l7-f^ KNLniOFlU ' / /c- /2*4' •UMMNMTMiUMflii «*^s/ 4^mmmrn'9^ n«>» S^>*-**'^71 I V " ^ 7 "Si a /5 MfMMVtt M PM At 4«Mf •<##* W #T- C«T\. A‘4* y>*»^ r4-» *T* jSp#«. A A «»'T . ^ Ah I n> mm- ^ ^ ^ft 4 JS.^A*»»% 9 f ^ t ^ • ^ it. MM SMi yW&f S8ASMM9 1 0%•%C ^^ ^/.* 99 MM9M WvAlwWiv wWv MW MV MTMf._&«MM Ml : 1 ^ —gWWML — 1 A*/:T JO 1 1 ^/;4 i'N ■’ '*W- //o7^/?": f j ? »,i ^ • ^^ J 11 ^n. Tj—i ^ Zo it'4 7»A $ 1 j.#r y © *i' Vi //'t «? y / o li 5 y L f SI I I- I % t % ' « # i PtfICOLATION TEST DATA fllOICCT: gj>> •Ml 5>K.tTe^ 8i lOtNO. i».-£i3b^ foiLfiioriu -/V ^ St^^o ^0»!L. Ck»^ !€,•*- /7- f 2 • t_l bTM ^mmmmmmt % um %* M «VVM MMHM M ?*<</•^ J <*^ i m ^ n ^A^f* • «------------------------------------- r PMMMMPiMfWif MMMMI tn. V'/^S-hr __ i'i4^ MlfCMft WMillM fMI? M MPfii MMIMMM^M MM -T-T HWCXW MWMMwSSl »a«MKM| 1 /’t4-4- / l 4^2 5 1 ^W» / f <4T '4. ; ; 1v/i 9 • ^ r < 5" a 4- 2 l4>1 ni Sri c•■^» ■/. 3:5o A 4'h 7 ^ ; i <i 3»4-7'^ ^ jj r 4-____ ^14 J*»4'b 7 m ^ ^ ___1 ___ PERCOLATION TEST DATA PROIECT: /tgj ^A4eM*'Tti 'Po>-‘'! Ip.■otNo. /to-iyy4- MTt n ^d3. (MCMCM r ’ / ?-l SOILfROFlU 1T.5 ' CUkWiriCATIOM (MTMi M4M| _ Lmmf^ g4> /Z fT. Jk-y MCTMM 0» MHATCIMIWI MMWAtO. •AMA4UIC «K .¥•!. M •OTTOMor MOlAi / • /7 'S.'S" INCHU 2-; TL o IMCHU T ^mmmv ' ■ B. mmmmmm 4-> £J . M AOfCO MMIMMM T It. < - *• ^ KMOOt ..in,- —„Jc,«FT 44*^ # ^ A .. _L ^ ■ VMM mmm r^pov •■•■o^iowa i t :T“. /■•f h4 . m^mm^ TW* vvMOT IMTM M9TM AMVf1 MOO OOTTOM OWOtMO TCSTt---------------------NieMa t •R \». fMN IMIiHITttl INiCMCil WATtTuN^ INiCMm PtACOkATEM AATCPMAirrCS mm mmm t i /; /f>/ ^ •«I i C./C '* ..S '*u '•40 1 > •/ '•/o •! ■ '-. r #S ''l I"-X. . 1% ^ 'r^y / “>14^ %V *4 7 2?r-JO »<M Z’. /%3 ^/«■’/« HP 1. n 3 -V?Jo y 5 y.rij 1 J:/ ?rJB :?i V - |ottt Sa ——M mm mi kkcolatiom test data ^KOJCCT: t«6%7x Am^m - rso^ ________'"NO. >-A' r—MfC MIPAMAi SOIL PROFILE BVTNi 444.1*-'. JJ ,t,' Av»^ L * ^4^4tC r< r.<^ ■CKATCMtMM •» Pt«rMtl» MAVCi. M •oTTOM e» MOiSi __ /7> 1 C <Z- .‘ i. ^ *••• •»*■•• 4lfck •*t«ll »««i • MWAV ir... *wiy»wy«Aat»Ti>iimAui»oa4»TtKA«T4tiA«i—. PcCf»m>e, ^ ■■ —j ^ < ~ r r<i « » ^ Rl «% f ^ ' - ■* ^ *1 W t X* If ti-.*-/ J ’ft't b / e» 7 TMM lirrtAVMi IWliKlTtti IMWNm j / • 2 01 [y ;. 1 3 «=» 1 -r- 1I V ^T ^ 1 1 ^' i 1 ^ Vv. IIMCHUI MAinCMl E S I ‘2 •* ^ S 0 IS 2.»^« // ""c iL 5 »S«<:2li 2?T ZiJ: /4.A /t'x ZZ '■'< ■ »- t. PmCOLATION TOT DATA fftOIECT: *8 a4»«c«^->1 > P4»w0^ ^ ^T < gifc^noi V> n •%<__________WMMTM.------------------- |MNO. SOILNWFIU TS.T* 'Vf - iTT....^ y>fc^c< I -Oi^iy ^1 rf- /y- 8(5^: /!> // •ATM rMATMMT*fiZtcOt^, ) y< T V F’^.%9 A»» *T>» S»*>«fc *«r**^_*!l /t. V A »»r » MTti /•/ ; • • fi' PCRCOLATION TEST DATA PROJECT: p0f-^T ♦ Qib^t ^ S^v- Sfct -r Cr »4 MttraWAU0i MMMTtai SOIL PROFILE OCTTN (IHCNUI ^ fO- /o - /f^ KMATCHilM HOtMAU. jot NO. iiSiJfSiZt — 00^00.^4 •tfTHi ✓ 7 -t • ^c. zz:i mc»«i MCMTtAVAk«mCMAU.«ATtaAaM MHTUU. m.UM« StVtO AWAV .. T» »AII»TAIA AT MAW M mei.M ®» WHTAA «T £-c.,.s ■>-./at'A-> .w. f................■/*» T» 5»*a. OA*i^»a.>-^ AAIAAMAAMMAlAIWi ----^ : ' ^ f J /». y*« _____<5 p > Z0>t t t H m 9mmiMnm tmt WAart jn /. /X t li i V i PERCOLATION TEST PROClDURlS Perculaiion tests are set up In 6" diameter holes put down with eithei a power auger or a harxl auger. The tests are normally set up adjacent (within 5' - 6') to the deeper exploratory boring. They are extervled to varying depths, most often about 2' - 4' below the surface. The number and spacing ot tests deperxl on the soil conditions and the expected volume of effluent. The bottom of the hole and and the lower portion of the wall are scratched with a sharp instrument to provide an open natural soil into which the water can percolate. All loose material is removed. A 2" layer of fine gravel (pea gravel) is placed in the bottom of the hole to minimize scouring. Water is then placed in the hole through a pipe or tube, to a depth of at least 12" over the gravel. A reference board is then placed across the hole and is firmly held in place, either with states or by mounding soil over each end of the board at a sufficient distance from the hole. Alternatively, a "Perfect Pertef" with a built-in float type measuring system is used. Several measurements are made during the initial portion of the soaking period to determine the ipproxi- mate seepage rate. In clean, sandy soils where all the water seeps away in less than 10 minutes, the lest can be carried out immediately. The water level is adjusted to 6" over the gravel and the drop in water level Is then recorded every 10 minutes until three consecutive measurements vary by less than 10%. Alternatively, the tin* when all the water seeps away in less than 10 minutes is recorded. The level is adjusted to the 6" depth after each recording. For all other soils, water should be maintained at the 12" depth for a minimum of four hours. The hole is then nearly filled with water just prior to leaving the site and the soil is then allowed to soak and swell overnight. The water level can also be maintained with an automatic syphon. If water remains In the hole after the overnight soaking period, it is adtusted to a depth of b" over the gravel and a mirUmum of two measurements are taken at 10 minute intervals. If a slurry or sbugh in Is noted, the bottom of the hole is completely cleaned out and a fresh layer of pea gravel is again placed in the bottom of the hole. The water level is then ad|usted to the 6" depth and the drop in water level is then recorded every 10 minutes until three consecutive readings are within about 10%. The lest is terminated if two consecutive measurements indicale a rate slower than 120 minutes per irKh. Alter natively, the time it takes the w^ef level to drop 1" from an g" reference poirg. after mamtainirsg a constan; water depth of at least 8" fef 4 hours, can he taken as the percolation rale. In saixty soils where the first h" of water seeps away In less than K) minutes after the overnight soaking, measurements are taken at 10 minute imervah. The drop in wafer level m sandy soil is measured to the nearest 1**8" and in clayey soil to the neareH l/lb". The percolation rates are taken from the latter measurements at each (cicalton. unless uChet^ wise noteri ■•JiiiHb