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Home My WebLink About1983-05-11 Septic System Design ReportPERCOLATION TEST PROCEDURES Percolation tests are set up in 6" diameter holes put down with either a power auger or a hand auger. The tests are normally set up adjacent (within 5' - 6') to the deeper exploratory boring. They are extended to varying depths, most often about 2' . 4' below the surface. The number and spacing of tests depend on the soil conditions and the expected volume of effluent The bottom of the hole and the lower portion of the wall are scratched with a sharp instrument to provide an open natural soil into which the water can pert,_ te. All loose material is removed. A 2" layer of fine gravel (pea gravel) is placed in the bottom of the hole to : iize scouring. Water is then placed 6 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 stakes or by moulding soil over each end of the board at a sufficient distance from the hole. Alternatively, a "Perfect Perker" with a built-in float type m-suring system is used. Several measurements are made during the initial portion of the soaking period to determine the approximate seepage rate. In clean, sandy soils where all the water seeps away in less than 10 minutes, the test can be carried out immediate. ly. 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 .ary by less than 10%. Alternatively, the time 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 J 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. If water remains in the hole after the overnight soaking period, it is adjusted to a depth of 6" over the gravel and a minimum of two measurements are taken at 30 minute intervals. If a slurry or sloughing -in is noted , the bottom of the hole is completely cleaned out and a fresh layer of; ^a gravel is again placed in the bottom of the hole. The water level is then adjusted to the 6" depth and the drop in water level is then recorded every 30 minutes until three consecutive readings are within 10%. The test is terminated if two consecutive measurements indicate a rate slower than 120 minutes per inch. In sandy soils where the first 6" of water seeps away in less than 30 minutes after the overnight soaking, measurements taken at 10 minute intervals. The drop in water level in sandy soil is measured to the nearest 1/8" and in clayey soil to the nearest 1/16". The given percolation rates are taken from the final measurement at each location, unless otherwise noted. SOIL eXPLORBbon SE-2600A) PE'r'ce -,—ATION TEST DATA PROJECT.- ecu. Z , r ,�,: �, �.., v�rc rr v ..J JOB NO. 47 G s �� HOLE NO.. TEST HOLE LOCATIONt —15,je I (7 1 DATE PREPARED: DIAMETER: INCHES DEPTH: INCHES SOIL PROFILE DEPTH (INCHES) CLASSIFICATION (ASTM: D2422) p' 6,1 -S I I i 'l C I n J 'D -. �rvG w 'r C L) 1• 7 METHOD OF SCRATCHING SIDEWALK 1' DEPTH OF F!A-SIS[D GRAVEL IN NOTTOM OF HOLE: INCHES INITIAL FILLING DATE: TIME: IZ WATER DEPTH OF INITIAL FILLING. ASOVE HOLE DOTTOM: INCHES TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SERVED AWAY MIN. y� t T 4 NJURS: ' `` n IL M[TNOD YS[D TO MAINTAIN AT LEAST 12 INCHES OF WATER DEPTH IN HOLE FOR AT L[ �q 0l1 katQv '% n k elo 4of Ab#y IA 61 OA V Z �4r I Ile 1 h�� I� bI cvlf �► CONDITIONS AFTER SOAKING PERIOD: ' PERCOLATION TEST READINGS BY: r / / I f I o AAL. P,M- DATE PERCOLATION TEXT START[O: TIME: MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST: Si INCHES TIME TIME INTERVAL M[ASUQ[M[NT (INCHES) DROP IN WATER LEVEL PERCOLATION RAT[ MINUTES REMARKS (MINUTES) (INCHES) PER INCH) J U � 7 •jl r .. �l J u ,l :. L' z v PERCOLATION RAT[ �IN/INCH III Io SF-22(SOA) PERCOLATION TEST DATA PROJECT: 107 /i ,. �: t.� 1q�� , r,. J JOB NO. ) Iri 4° TEST HOLE LOCATION: S4 � c c 'r C ,! HOLE NO. DATE PREPARED: I DIAMETER: —6 INCHES DEFTN: Z Y INCHES SOIL PROFILE DEPTH (INCHES) CLASSIFICATION (ASTM: D2/68) METHOD OF SCRATCHING 210-1MALL Q r T' t DEPTH OF PEA -SIZED GRAVEL IN BOTTOM OF HOLE: INCHES INRIAL FILLING DATE: 5 , I TIME: Q WATER DEPTH OF INITIAL FILLING. ABOVE HOLE GOTTOM: INCHES c r TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY MIN. METHOD USED TO MAINTAIN AT LEAST 12 INCHES Or WATER DEFT" 1 HOLE FOR AT LEAS c HOURS: � A \ n I Q11v P '� V ok v kN '�r h a �� '(Pr a boj ?- hrs e'T �ho-r F1li(17 ho I- l e kr►►r L��1,;r�s f• Co01T1o«S AFTER SOAKING PERIOD: ' i I /1 PERCOLATION TEST READINGS GV: Q�� OATS PERCOLATION TEST STARTED: .S ' 2 TIME: r' A.M., PJf1. MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST: INCHES TIME MEASUREMENT DROP IN PERCOLATION TIME INTERVAL WATER LEVEL RATE (MINUTES REMARKS (MINUTES) (INCHES) (INCHES) PER INCH) !I f) 31 2 0 PERCOLATION RATE 0 IN/IIICH son exrxo Mion SF-22fSOA) �nl�ry 3,. I l 30 a o" `/z ` 3,41 30 ao%zr %z" G j1�q -PERCOLATION TEST DATA PRO) ECT: A aT Z A. to, e., c. Z. F 4 A--,' c .J Ay o r— JOB NO. 9 1U SlC 4 'rc s TEST HOLE LOCATION: `� HOLE NO. /I ' S DATE PREPARE Os v OIAMETRIIs INCHES DRPTHs INCHES j SOIL PROFILE DEPTH (INCH[ftl CLASSIFICATION (ASTMS D=NS) _ S•i{y C,Y Gf 5 Sa r.4x CET Afi✓ncr b. v, C �J 0 r~ METHOD OF SCRATCHING SIOEWALL sr DEATH OF FEA-SIZRD GRAVEL IN BOTTOM OF HOLES INCHES U� s / 1 INITIAL FILLING DATES TIMES 1 I 1 WATER DEPTH OF INITIAL FILLING. ABOVE HOLE GOTTOW INCHES TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY MIN. f I METHOD USED TO MAINT11N AT LEAST `1S INCHES OF WATER DEPTH IN HOLE FOR AT LE ST 4 RSs h '1 h Pv,h I0 s' l� v A4 ��r' �r J o. F '.� CONDITIONS AFTER SOAKING PERIOD, I I tt I � 1y, ; jr b's r PERCOLATION TEST READINGS GV, Ec , S , ( 3 J / a DATE PERCOLATION TEST STARTED, TIMES A.M.. PAI MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TESTS 4 INCHES TIME TIME INTERVAL MEASUREMENT (INCHES) DROP IN WATER LEVEL PERCOLATION RATE (MINUTES REMARKS t (MINUTES) 4INCHES) PER INCH) s� Or r J . 90 '7Ji 311�' U c) i r - 7 '� f" ?�r Iv G G -7 -7 r' PERCOLATION RATE -7 MIN/INCH ` vain& 0 SF•2!(SOA1 a ; s'7 2 o ) 3/8 eS 1 yit 3:.23 3o NO. � 1U • �' t � G d .]iy NOL[ N,O.)� TEST HOLE LOCATION: , 1 � � INCHES OAT[ PREPARED:- DIAM[T[R: INCHES OEITN: SOIL PROFILE ' Do"(INCMEf) CLASSIFICATION (AfTM: O2N9) � 0 6'I S.Ity Clay .OK �vokr GVl sahl� clay atvo,.r� I� Q t M[TM000► fCRATCNINO f10EWALL � DEPTH O►►EA-f1iE0 ORAV[L IN BOTTOM OF NOL[: 5 - 1' INCHES 1 INITIAL FILLING GATE: TIME: WATER OERN OF INITIAL FILLING. ABOVE NOL[ BOTTOM: � Z INCHES TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING f[[►[D AWAY MIN. METHOD USED TO MAINTAIN AT LEAST 17 INCN[f O► WATER DEPTH IN NOL[ ►OR At A[T f NON � Rf: dS hdi• Ems► abl,'t .,3 h✓� Uhl 11,*r f; Ilt hel- bc�uN- IcAv�or i'k` (--'in CONDITIONS AFTER SOAKING ►[RIOD: PERCOLATION TEST READINGS BY: f 3 '' o V GATE PERCOLATION TEST STARTED: • ' A.M., ►JI. MAXIMUM WATER D[►TN ABOVE NOL[ BOTTOM DURING T[fT: op INCHES TIME PERCOLATION TEST DATA PROJECT: /�� ,' /. r.^o c: �� 2 �AQ ✓:�..1 ii�i��>.J JOB �= fF-2!(fOA) �Ml1V PERCOLATION TEST DATA PROJECT: F 927 f, •ccc,� 2 "A R r , ., /�n: y , -• i J JOBNO. 12 d J K.S '1 C l4 TEST HOLE LOCATION:•r _ HOLE NO. S II DATE PREPARED: DIAMETER: INCHES DEPTH: _�G INCHES SOIL PROFILE DEPTH (INCHES) CLASSIFICATION DINS) ^(A{S�TM:1 Q G/ 1 METHOD OF SCRATCHING SIDEWALL a .p r L M DEPTH OF PE/MSIlaO GRAVEL IN DOTTOM OF HOLE:l INCHES I I T INITIAL PILLING DATE: l - TIME: I WATER DEPTH OF INITIAL FILLING. ADOVE HOLE DOTTOM: INCHES TIME INTERVAL WHEN ALL WATER FROM INITIAL PILLING SEEKD AWAY MIN. METHOD USED TO MAINTAIN AT LEAST 12 INCHES OP WATER DEPTH IN HOLE FOR AT LEAST S HOURS: CONDITIONS AFTER SOAKING 10E0I00: G o L -Ifinsm A� �%aiev "W, Hal• fov Ab4.1 1 hr s ar J 7hrY 4 ;IIP� �lolf be ywf• If- ev.,r. "IC PERCOLATION TEST READINGS DY: ) �` E j ' � L S , J3 D DATE PERCOLATION TEST STARTED: TIME: A.M.. PAw —^ G MAXIMUM WATER DEPTH ADOVE HOLE DOTTOM DURING TEST: a INCHES TIME TIME INTERVAL MEASUREMENT (INCH<s) DROP IN WATER LEVEL PERCOLATION RATE (MINUTES REMARKS MINUTES) (INCHES) ►tR INCH) r� l 1 : ? ! 12 � C.J o 00 / PERCOLATION RATE 80 MINANCH V SF•22(80-A) J -3:30 ?� Q5 YL It _;Y5 to S 0 -.V�o I PERCOLATION TEST DATA PROJECT: r / , L � � . 2 Ed t- JOB NO. 12- 0 21 192 • �,<7 TEST HOLE LOCATION: ' � HOLE NO. P. G 2 6 , DATE PREPAREOS - DIAMETER: INCHES DEPTHS INCHES SOIL PROFILE DEPTH (INCHES) CLASSIFICATION (ASTM: D!N[) 61- S : 11Y CIA, DFk bvoN n �• ' 2G�� SQ hc:v el�.� a'�'ro�ee of �-a��/ �;��y�r C�J METHOD OF SCRATCHING SIDEWALL Hand _!�' c 1\ 1 Y iV % SI BEPTH OF PEA-61290 GRAVEL IN BOTTOM OF HOLE: INCHES 1 L 13 INITIAL FILLING DATES TIME: WATER OWTH OF INITIAL FILLING, ABOVE HOLE BOTTOMS I y INCHES TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING S[EPEO AWAY MIN. .{ METHOD USED TO MAINTAIN AT LEAST It INCHES OF WATER DEPTH IN HOLE FOR AT LEAST • HOURS, o{ %ta1IFr 'un 13or i n. fdr .1 hrs 116, It 1, it htiit b. buy• LAV;n,?'s, CONDITIONS AFTER SOAKING PERIODS" r'' f PERCOLATION TEST READINGS SY: ' ' `G , Q'.. DATE PERCOLATION TEST START[DS TIME: PAw. MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST: D INCHES TIME TIME INTERVAL MEASUREMENT (INCHES) DROP IN WATER LEVEL PERCOLATION RAT[ (MINUTES REMARKS (MINUTES) (INCHES) PER INCH) 110 L D �4� %2 t �� NPERCOLATION RAT[ IN/INCH SOIL RMIXE30MIU M 46;,A 30 1glie a;53 — i8 -vq" y o LOG OF AUGER DORINGS PROJECT: La7 1 , ? L: = T-4ale 1c -J A PP - If /-* ) JOB NO: j-E'o- GORMN NO. / SURFACE ELEVATION Op" IN Pan O[SCRIPTION OF MATERIAL 0-1 5,L-ry GLay c ;ro (CL-� C L Y -+ra c e cv e O.y %"OI.J► , :> �1" Gt�7 ti'1 n1G F'i.i C L) WATER LEVEL MEASUREMENTS COMPLETION DA1tt TIME vo DATE TIME CAVE-IN DEPTH WATER LEVEL CREW CIIIEFt GORMIG "O. 2 SURFACE ELEVATION DVTH MI FEET DESCRIPTION OF MATERIAL ('j-,� SIL-y CLA`� Car IC &ro0n I �C�� L A\/ - r-, 4o ( ` L) WATER LEVEL MEASUREMENTS COMPLETION OATS - - s3 TM1[ OAT[ TIME C"9-1" DEPTH WATER LEVEL TVPE OF AUGER. /-/Lll /1 5" � j " `_ iO nI C GORMIG NO. �� - SURFACE ELEVATION DEPTH MI FEET DESCRIPTIO 1 OF MATERIAL O - Y/Z S i L-T,,/ C L A\/ DUr k Avow" (C L) , 'o,eI�a Z v , b V0 n-,0f-HFLI (cL) WATER LEVEL MEASUREMENTS cOMPL[TION OATS 5 - 13 - �3.?J TIME G OO OAT[ TIME CAVE-IN DEPTH WATER LEVEL TVPEO►AUGER, (l�� 5-1 - gnewcloart k-SS OWN - SOIL eXPLOAa0011 Ecovvmwrw aim exaor__ CXXTVNwrv► 662 CROMWELL AVENUE i.F '-UI,MN55114 Pr .E 612/E45-6446 May 18, 1983 a siSter corporation to T'&!N CITY TEST":G AND ENGINEERING LABORATORY INC Jann & Renee Olsten 233 Glenmoor Lane Long Lake, MN 55356 Subject: Proposed Sewage Treatment System Lot 1, Block 2 Farview.Addition Orono, Minnesota #120-9990 Dear Ms.Jann & Renee Olsten On May 11 and 13, 1983, we put down three hand auger borings and ran six percolation tests for a proposed sewage treatment system. Two borings and four tests were made in the primary treatment area, and one boring and two percolation tests were made in the alternate (future) location. All the boring and test locations are shown on the attached sketch. SOIL CONDITIONS The attached copies of the field boring logs show that the soil profile is fairly similar throughout. About ,' of dark brown topsoil overlies sandy clay (CL), which classifies as a clay loam according to the USDA Soil Textural Classification System. The clayey soil changes in color from a fairly uniform brown to a brown mottled as depth increases. The mottled brown is not the typical multi -colored, mottled soil, which indicates a fluctuating ground water table. GROUND WATER No water was noted in the borings at completion, although the soil was nearly saturated, which is typical of late spring conditions. Later, water was noted at depths of about 5' in borings 1 and 2. This may have been due to the heavy rains the pre- vious day and evening; or, it may be due to the tempor:-y spring conditions. OFFICERS. CHARLES W. BRITZIUS chairman of the board NORMAN E. HENNING president ROBERT F. WITTMAN executive vice president CLINTON R. EUE secretaryllreasurer HOME OFFICE: ST. PAUL, MN OFFICES IN: MANKATO, MN ROCHESTER, MN AS A MLT UAL PROTECTION TO CLIENTS. THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF THE CLIENT Jann b Renee Olsten May 18, 1983 Page 2 PERCOLATION TESTS The percolation test data is given on the attached sheets, which are copies of the actual field test sheets. A sheet describing the general test procedures followed is also included. The percolation rates are somewhat faster than normally expected for a sandy clay (clayloam) type soil, especially when considering the wet, spring time conditions found at the site. SEWAGE TREATMENT SYSTEM It is our understanding that it is planned to construct a three bedroom house with a total floor area approaching 3200 sq. ft. It is planned to puce the first floor at about elevation 984, indicating the ground floor slab will be placed at about 977' or slightly thereunder. Existing conditions are not suitable for constructing a normal drain field treatment system; however, a workable system can be constructed, as described below. The percolation test results show a range of about 40-160 min/in. We suggest that the size of the treatment area be based on a percolation rate of about 80 min/in. We suggest that the perforated, lateral lines be placed near the surface and that the trench area be long and narrow. For a type I, three bedroom home, the estimated daily sewage flow is about 450 gal/day. W%- suggest that the trench bottom area be based on 2.45 sq. ft./'4al/day, for a total trench bottom area of 1100 sq. ft. We suggest that two long trenches be constructed. The trenches should be 2' wide and excavated to 24" below the exi-ling surface. About 6" of relatively clean sand with less than 10% material finer . n the #200 sieve should be placed in the bottom and tapered up the sides. About 12" of clean gravel, consisting of 3/4" to 22" diameter material, should be provided for below the perforated tile lines and should extend a minimum of 2" over the lines. By placing the 6" of sandy soil and 12" of gravel, the total trench bottom area can be reduced by about 30%, to 770 sq. ft., re- sulti.ng.in two long trenches of about 190' in length. This will require about 45 cubic yards of clean gravel and about 20 cubic yards of sand. A drop bo should be located at the center of the first trench with 95' long lipeg-- — 1 extending in both directions. The upper line can be placed at about elevatigr' 875'_� The lower line should be plat about 10' or more from the upper line and co teci with drop boxes located at each end of the upper line. About 4" of hay or straw should be placed over the gravel and should be covered with red rosen paper. About 4"-6" of silty sand (sandy loam) type soil should be placed over the rosen paper followed with about 4" of topsoil dressing and a thick grass cover. The final grade in the drainfield area will be about 8" higher than the present grade. Ideally, the sewage treatment system should be constructed in the late summer or fall at which time the water content of the sandy clay soil is normally at the lower end of the moisture cycle. This would tend to minimize smearing and tightening of Jann & Renee Olsten May 18, 198' Page 3 these soils. We suggest that all traffic, especially heavy construction traffic, be kept free from the "modified dra;nfield" `-eatment area, both before and after it is construct-d. There is about a 5-10% : . of the present ground surface in this area. Surface water run-off should be di. ced, as much as possible away from the t.-atment area. Th', may be accomplished with a properly designed drainage ditch along the lower Jd,! of the driveway to carry away most of the surface water. With the above setup it may be possible to rest half of the system for perio4, 6-9 moat' by shutting off either side of the drop box at the upper line. Th, should pru.note longevity of the system. Restricting the use of a garbage dispj and annua' removal of solids from the septic tanks will also promote longevity. Conditions at the alternate (future) area are similar to those found in the primary area. However, the effluent will have to be pumped to this higher area. GENERAL REMARKS The above comments ... opinions are based on conditions found at our be-ing and test locations. Shou',i :ji 'fe-ent--oitions be found at other locations, or -' th- -on- struction plans c<3nk, ;ignif tly, please call us for additional review. We sincerely appreciate the oppirtunity to serve you. Very truly yours, Gordon R. Eischens MPCA Cert. #00675 GRE/rr Encs. cc: 3-Dahlme'.,�r Construction, Inc. Attn: Bruce Dahl^reier gaeo I;TvQg i-C)C4-770N avrAx,oslbe (WeSvr JID�Oi� Diuv�►�ty� 0-M ?� sa2FAc F I _ A OKr gaRow--� 5tA-d L*11. Cam" T� A->E' a•¢ C-< GA,n., . OK '-rft cow f ',&Low e� co� 10 ov, � 3T/LK/BUG T� Die I U &W AO-Cf C, - hf�O C4&S IaVe6- 1IC-,T44ti4--' r 30'-�- -,-a -7?VF W err ,A*v D 51WV94 c.0 P4J'7- 8c 1,4^v b ems- 77{f P.&44Y,o comer o,� n, et-l:) PXb1odsPO 'I-j0'N1C�vEL`l�j F/EZ.I.� LD�sN'/ONS. A r'ltrz_4_c� For' T"_F J_ cAt L_ P-Ac-ic * I 11USrIc To IA)V 03 �73-70_.Sq RECSIV . 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