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HomeMy WebLinkAbout1999 - Septic System approval SEPTIC SYSTEM APPROVAL O, V OR No COPY 0 O .s.._ I CITYofORONO A �& Municipal Offices ',_ G,, Street Address: Mailing Address lq / gni,;/ 1�ESK� 2750 Kelley Parkway P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner in:kE 5i E—Gnt.+- Phone (Home) (Work) Address 85 Wegr.. LAI A), City Cj4Oi1O State MA Zip Site Evaluator 5—P 964;44 State License# 39,-f Phone# '(97—.35e6 Type of Establishment: Single Family X Multi Family Commercial AID Garbage Disposal Yes No No. Potential Bedrooms (.5) ti•f i Est. Gallons Per Day @SO) 6o01-150 Water Meter Required: Yes_ No)4_ Soil Sizing Factor ,‘-151pd f(-tz (.03) Perc Rates . P-1 0 P-2 'Z. P-3 P-4 P-5 P-6 P-7 Restricting Layer Depth B-1 at(" B-2 1p" B-3 - B-4 B-5 B-6 Type of Treatment System: Standard X Experimental Alternative Pressurized Mound System xx)c xx, At-Grade System Gravity Trenches System Pressurized Trench System Gravity Trenches W/Lift Pressurized Bed System Holding Tank W/Alarm Septic Tank Size /coo-- # of Tanks 3 Lift Tank Size/250 Pump Brand — GPM .moi / Head 2 Treatment System: Minimum/t&0,, Cis'$i0)t(s;(3 quare Feet with 7 inches of rock below pipe Type of covering Fabric Other THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must be issued-to a licensed septic contractor prior to installation. NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the inspector (249-4600) Call for inspection 24 hours in advance. ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and . fencing must remain in place until final site grading. Approval to pour footings will not be granted until the Inspections Department has verified the primary and alternate sites are protected. NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20' of tested drainfield sites ever. ACCEPTED X DENIED By the City of Orono subject to existing regulations and the f�olloow�/ing conditions: ✓,,tiz;,�;,��i al, vials AAllot) AAE e 5;l e fi .- 7474e41 /7csf 11 7� ! 4/ 1'-_. /' ; 'i51iK) -kmkcI;,� 1 e4 cti. /�d 1 f- l rt 3,ec 4idrJ By: / 1c) -67 -aLiC�' /2-0-9'9 Chri ence, On-Site Systems Manager THIS SYSTEM IS DESIGNED FOR . .1 BEDROOMS. ANY INCREASE IN NUMBER OF BEDROOMS INVAUDATES THIS DESIGN. Telephone(612)249-4600 • Fax(612)249-4616 S-P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566 FAX (612)-497-5011 State License#394 February 8, 1999 -) Mike Sievert 85 Wear Lane North Orono, Henn. Co., MN This on-site sewage treatment system is designed for a Type 1, five bedroom home, in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. This site has an existing mound system for a four bedroom home, one additional bedroom is being added. The existing rock bed is 10' x 55' with an approximate lawn area of 49' x 90'. Soil borings completed at the east & west upsiope corners of the rockbed found at least 2' of sand below the rockbed which verifies the existing system is in compliance with the seasonally saturated soil separation. Soil borings and percolation tests, #1A and #2A were completed at the west end of the existing system which verified the soils are not compacted and are suitable for the addition to the system. The addition to the system will be 13' in length and 10' wide. This will be keeping a 10% oversizing for the rockbed. The topsoil fill and approximately 6" of sand will need to be removed with a backhoe with no travel over the additional absorption area. The additional 13' at the west end of the system must be constructed the same as mound construction. The existing system was installed approximately 13' further north than was originally designed. The future expansion site will need approval to be 10' from the property line (City code 20'). The 10' encroachment is upsiope of the rock bed and with the 4%+ slope, the absorption area will be greater than 20' from the property line. The absorption area is from the rockbed downslope. The soils on this site are SCS soils mapped - SwB - Shorewood silty clay loam. The seasonally saturated soils were located at 14" & 18" below the ground surface. 1 The soils at a depth of 12" into the original soil have a percolation rate averaging 5.1 mpi. The soils were frozen approximately 24" deep. The frost was removed by applying heat approximately 30" below grade for approximately 96 hours. The existing tanks consist of 2-1000 gallon holding tanks & 1-1000 gallon pumping chamber. State and local code requires a minimum of 2250 gallons holding tank capacity with a garbage disposal. This will require the existing pump tank to be used for an additional holding tank and a new pump tank installed, 1250 gallon minimum. The existing tanks will need to be water tight and approved by the local Inspector. The existing pump may be used but must meet a minimum of 51 gal/minute and 28' of head pressure. The manifold and supply line pipe must have back drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rock and sand fill material are clean. The sod layer below the entire mounded area must be turned over, just break up the sod, be sure not to over work. All neighboring wells are located greater than 100' away from the proposed treatment area. Keep all heavy equipment off of the proposed treatment area before and after construction. The treatment area should be marked off before construction. This Design is not valid & the system will need to be relocated if failure to protect the areas proposed for On-Site Sewage Treatment occurs. With proper installation and maintenance, this system should have no problem in treating septic effluent effectively. Nothing other than human waste, toilet tissue, laundry, showers, water softener etc. should be disposed of into the septic tanks. Iron filters must be diverted out of the system. Garbage disposals are not recommended, due to adding more solids & fine solids passing through to the system. Excessive amounts of soaps, anti-bacterial soaps, cleaning agents & chlorine agents may kill the bacteria needed to treat septic effluent. Additives are not recommended. Recommend to pump & clean your tanks through the manhole by a certified pumper every 2 years. Check with your pumper to set up a schedule. Steven B. Schirmers 2 , Tim - -. 4S - ./',!.� , , 1 IS-ti:t g .-- \ \ a X999. I S .1- i v \-..,,,,.. .„. 47-..„.,\ I ." N.0-4 fa.._..... W bilk 77_ 9 , • ,',9 .4i;.2•\- "; 53-l��ao�r - 998.4- -tit A., z Z C �f = a - (,ppl-<l0)J 'So ` -1� cRlwriq� �o4Sot`-99`1.9 Q O F �-. •g n u ' fi �oe4«ec _c7: .9 `�' Er m V o `� = e �ClbTttJb 1�ovsb w G . Y u F , \ cam,. 9 otr 9 9 c..9 \� • .. ' 5. ga' ac E n a 993•S 2,0 '' " 6, 5 \ . •• ' w g • a y vt J `� \� 991. Eft' ()tit /\ +31 a a g Z ir �� ,\\ \. 9 \ No.-tstb\ \/ /1/174111. 0.7 ? �.Z0 q N T S \N: N U gbt Itt , -7\__ T 9.19.5. "� �D �J� n fj \ E19 -,- 11111.1,. _�Tom ����\ t �! " \ \\ _ __ a \�, i 9L.� \ 110 i��iG]i I SZo S3-lfYtloS= ft 997.$ \ i \. \ ll' Ellip + N o�t�.»aAN-4d7sotl...-99'1.9 - -4y: A .0 arc it. 993.1. 9•NLy- n9 V.9 L..` 0 � 4 \yS N V=)(Is''1351., t-1 o Ll 3..‘,0e)(lb-111.1N., -vA, v_.., x-ioou u94 • 4'coPcsG 1-VLt ) 3 1 1' x., .c. _,,, pv+t4tV . cl ©`.,1, Pc�tosco 1...,,...,a,,„_.?„1-,..?,,,,,,.?„1-,..?,,,,,,..,c.11,2w, Tz.. lzSag..,l SS3 M -.{0�0�" o rr o4�C`}W QST -,, PROPERTY OF: M 114-'- 51�V• g'S" ' ®Percolation Tests Scale: I y 0 • �K'.? Go'ta - 1 O' F-.�/ool.[) c;rSoil Borings "6 S V.1�1�g R , 1-\O ®bench Mark (3-0)-1 0 WI 0 \-4* $-k 0 • Lt) Note: This system is to be constructed to meet the Minnesota Pollution Control Agency 5-P TEST/NG AVC. Chapter 7080 & Local Ordinance Note Check all underground utilities Designed By--�� S" �r~r 0o:- —2/2/2? 'P1-l.612-497-3566 1 y.1 SS Iry'91- )V;i ___ /° ( ID'7,S t.ANS'' 'a vT 13' F-0c.x— civ—o — — v— — \�-I • SS I^ 12-04-v- S fl `• '-1.o \---..._-S of s Go 14,‘i •F � h 39 ` )1 a: 54}k.o -��. `t°t1-1 9 f ?LAO V V/ �-` L-4°,0 SET- BACKSI y I, /0' ,,� a /�' a3' )S�uo HOUSE System must be: t x's-ss.l\.__, Tank 2�' from property lines X - -��«"---1 SIN Sr4�- uJ\9TYr • ").< from welts zv from b'dgs. _'il,;,, Treatment area from lakes , ^ streams Treatment area zJ from property lines NOTE:Power supply and switches must be located in a M/4Nt{o45 :�n tom" ?a from wells weather proof enclosure outside the pumping chamber and manhole ti eRLer,Lt_ 2v from bldgs. ' .• `r c� �C from trees y y SOIL BORING ELEVATIONS if- - 0min. 1' ----0/0 TH1-A-EL,-9`)t,,� { --1' da.su SI grode L% TH' L.-59 t..L) Tank i Tank :1 - IHS '- TI-I."3 EL.- PRESSURE DISTRIBUTION MOUND SYSTEM Drop to Tank Its TI-174 EL.- 1 Min. I"io 8' • k— Pumping TH`5 EL.- Max.l"1o41 Y-.-r P TiNU`LS SIS-A\_‘.....0 L),J Chamber ELEVATION of PROPOSED PUMPING .4"lo 6"dia.pipe CHAMBER-Y �`6`e,S. �wiQg56a.0 to 0.',:)." A-t ws-Ci>Al> \ Th 9�6.H, --foo-Go1\Y-1 "). SYSTEM DESIGN —MOUND i) ,) ., zr< „ � . - ,-).s- I `141.v v5 " Css. t ” 7.5 IJ TYPE-T, BEDROOM , Average percolation rate S• ) min./inch (design.83sq.ft treatment area per gal. of daily sewage flow) A� r,o,�, 7 So gal./day x.83sq.ft/gal.,Co aD sq.ft.of treatment area 410% _��y sq.ft. (- IOfl.width=� f1.Ie gth of bed area+side slope run`1 to l x`t-2-height= `� s ft.x 3___ft.lawn•area needed) aeon rock needed- 13 0 sq.ft.treatment area x/•°S depth of rock= t-k- cu.ft_27=_cu.yds.(3/4 10 2 V2dia. ,includes 2"of rock above pipe) lat.)—e—, '*A)..>.q _ -, . a•-2- ' Clean sand fill below rock needed ?O cu.yds. opprox. , sandy loam back fill s cu.yds.approx., topsoil 6" 3 S cu.yd. �-�c.ct-1M Np -Co Prov tio7o -Co -fosoi'. SO G►.N.�gs c3 AS N-1-- 3:�' /COO �'+1 s 1 -S) S > C> -1'A�+�S _ . f, 1).'A,-oo5�V-1LL= lo" (17-1;A-L) Number of tanks required 3 , 1st tank/000 gal. , 2nd tank/cco gal.rrum ncros FL.L1s�pi_1mPt J c_N-Arn- 9-- Pumping chamber capacity- 25% of doily sewage flow of --7,Cb gal.= gal.+reserve storage of 150ge:1/B) .'3.51D gal.+pipe bock drainage— PROPERTY OF ?'111- SS V of_)gal./1001in.ft.of___a___"dia. supply pipe, lin.ft.needed 1 H- , a to gal:+ manifold .gal./IOOlinft of dia.pipe,Inftneeded ') , 2- gal. i'-6 5 v,t �1a-c- L.4 , N 0 , total capacity needed ,�(' gal.(plus area for pump) use n rnt . IPSO gal.caP. o- - - 0 1-'1' 1 . 1--)- -k►-a e0 I _ 1,) -1-0-94t... t Distribution pipe "2-oda. , lin.ft., �dia. perforations31• "apart (., ups-S)u pvo 'o 39 L)• ' Pump size 112}hp. (pumpoble capacity DO Logol. 4cycles/day) J-J��-c) a ' 1-1�f>o Pg.Es..s _pv5c. -IFL��-� SJ co ),\ >n,n, S-P TE.S /NG / G I 1 • Note : When constructing bed - , this area should be shaped Note: Distance from treatment area to neighboring S'lls— 1Designed By to divert run-off from entering treatment area. 1'�- 4 -s-- 1)- ---k 1 i 1 1 Date ?/.2 /Z?. , PH. 612-497-3566 MOUND DESIGN WORKSHEET • • (For Flows up to 1200 gpd) A. FLOW Estimated Sewage Flows In Gallons per day Estimated `)So gpd (,c,00 ,))-p-a4 x.�,AL>) Then 7y7em e or measured - x 1.5 = - gpd. 2 300 225 Iso nos 3450 300 218 arseB. SEPTIC TANK LIQUID VOLUMES 4 600 375 256 ,relies 5 750 450 294 4, .3, U gallons ?'••\• -c-)>1,\-- < ,-)0 0 0< ,,-,\ 1-10,30- ,,,,-,-s- T4 N Y-- 6 900 525 332 Type L C,o>+v¢.T-f 7 y nv\'-ta f�\4 -fo '-i=t,'?-I'll- 1-4}04- ) I 7 1050 600 370 n« 8 1200 675 408 m 1�1S tA�� 11 V 1 a So ^\. FC-1,,,,,v7, sA}lL i I (column C. SOILS (refer to site evaluation) S.vdeTT.ICac.d11 i.cwo.1/ 1. Depth to restricting layer=)a,,1y,l inches - feet *tabor of Midas=Liquid Liquid wacky who with disposal 2. Depth of percolation tests = d ,V 1›.140_ veers GP7 preset dapaal Iln laddr a I) inches so 1 2 - O 125 15C0 3. Texture L\--1- - A�( L c�-,-, Percolation rate S. i mpi 3 4 I so 1Xto 5 M a15c0 (2250Th �000 4. Land slope '-1 % 7,1.KY... -7000----- -"saoo D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 �, 0v gpd x0.83 sq. ft./gpd = c,-;, , sq. ft.1 � c -)� . y° Cssofxl,,,ue� 2. Select width of rock layer (max 10' if <120 mpi max 5') = 10 ft. 3. Length of rock layer = area + width = "• ....- .....- .•• . �s-�.ar,�,�o,�,.•,^.._.- (. u -) sq. ft. + _L4._-ft. = ,� ft. )o . pQ '_ A Q. i(�':a-.r.-..�r"_a-lc•.(1.,r..4`.<II'i-pus-..'j.A `� 4, -,- - 1 - 1 Width io ft w► 0. P. 0! .i i�w�� . +ef li �j 0.3oo✓Sa, ,_) <120mpi <10' Length cace ft s ,4,.=-A), >120mpi <5' >.4•77:D - 1 3 E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock; ):m sq. ft. x Lo.c ft. = 13 le Cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; J.3 ,2 cu. ft. +27 = cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; cu. yd. x 1.4 ton/cu. yd. = I) tons. F. ABSORPTION WIDTH Absorption Width Suing Table 1. Percolation rate in top 12 inches of soil is S- ) mpi Percolation Plea in Gallons Rano ofAbsor Mau per loch Soil Tenure per der per width to Ro Texture L'-p U o 1,"-1cr,Pu ,gtnre roe Dyer Vlld Facer than 0.1 Coarse Sand 1.20 1.00 0.1 to S Sand 1.20 1.00 2. Select allowable soil loading rate from table; 0.1 m 5 Flan sand 0.60 zoo p 6 to 15 Suety Loam 0.79 1.52 �- gpd/ft2 16 s0 30 Loom 0.60 2.00 3I45 lay Loanst Loam 0.45 2.46 so 60 2.4 - 60 so 120 Clay 0.24 5.00 3. Calculate adsorption width ratio by dividing rock layer lc"'"' ae 120 aa>' 0.20 6.03 loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft2+.‘-) s- gpd/ft2= . -L-') . 4. . Multiply adsorption width ratio by rock layer width to get required adsorption width; ..l,/-) x Jo ft = ,)c..'7 ft BERM WIDTH Slope 1 cover r G. DOWNSLOPE r_;;>: landslope is 1% or more, ,�'E ' , . .:. adsorption width , ",, ' `"" "''+1`' ,,,,, '< subtract rock layer width from _ < � �<�•:t ��'R«kr � � r, � - s- can Sand -•••K„, :'14......0';',•?` -,' ""'': � to obtain minimum downslope berm toe , tzliiI-• o ;'';` "6-Topsod }� _ feet Natural Soil H82O :e<X 2. Calculate Minimum mound Size Upslope Width Width a. Determine depth of clean sand fill at H ..»o, °1 upslope edge of rock layer: RocWSdth "bsarptionwidth l r'l Separation 3' - i• o ft = ?-- 0 feet b. Add depth of clean sand for separation (2a) at upslope edge, depth of rock layer (1 foot) to depth of cover (1 foot) to find the mound height at the upslope edge of rock layer; 2 ,._. ft +' lft + lft = LLc) feet �' c. Enter table with landslope and upslope berm ' : "•i•:';7 Up-slope winch. . ratio. Select berm multiplier of 3•Lt.' � �.'..•� ° °'-0Q U sl a Width Qer• 4',0; khBcd o A.'tig¢ie..•)0'Upl ape Width d. Multiply berm multiplier by upslope mound, ,. p..,°?: ,, • ' ay. ;o net i4a= ka. -;, height to find upslope berm width: •:•r• "' Tr y.0 x 3 t� = I 9 feet , ,; irA,, c.~ J7 4,: . r 7i t•,.i ,�w t�f . ,, k, . L 1 n ` e. Multiply rock layer width •, ..:...„...•,..-....;,:i:.4..:::...„&..,.,.f4, , F° ; � t , Downslo Width -Z I��� ��."�?�s+ SSi,u� landslope to determine drop in elevation; , t Absorption Width 1 .. f L) %+ 100 = . y feet „�.,,.. f. Add depth of clean sand for slope Total Lam, I) _ difference (2e)at downslope edge, to , 35 the mound height at the upslope edge A� -c-'> 7)4 of rock layer (2b) to find the downslope height; H.0 ft + , t--f ft = LH feet g. Enter table with landslope and downslope berm ratio. Select berm multiplier of L) , '7 to h. Multiply berm multiplier by downslope mound height to get downslope berm width: y ._ L, x 1- ,1--1 = a 1 feet_ BERM SLOPE 1KULTl3't.>EFts i. Compare the values of step G.1, I "7 Land DOWNSLOPE UPSLOPE and Step G.2h 2, 1 Slope, berm multipliers for miom term multipliers for various Select the greater of the two values as the , in% term slope ratios term slope ration downslope berm width; D. ) feet a3 P x, -�»-,,b 3:1 4:1 5:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 j. Total mound width is the sum of 0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 upslope berm (G.2d) 1 3.09 4.17 5.26 638 7.53 2.91 3.85 4.76 5.66 6.54 width plus rock layer width (D.2) 2 3.19 4.35 5.56 6.82 8.14 2.83 3.70 4.54 5.36 6.14 < plus downslope berm width(G.2i); 3 3.30 4.54 5.88 7.32 8.86 2.75 3.57 4.35 5.08 5.79 c 1L-1 ft + /0 ft + al ft = LI feet 4 3.41 47.-----7_6, .), 6.25 7.89 9.72 2.68 `3,45 ')4.17 4.84 5.46 k. Total mound length is the sum of upslope 5 3.53 5.00 6.67 8.57 10.77 2.61 3.33 4.00 4.62 5.19 berm width (G.2d) plus rock layer length (D.3) 6 3.66 5.26 7.14 9.38 12.07 2.54 3.23 3.85 4.4: 4.93 plus upslope berm width (G.2d); q.v.o 7 3.80 5.56 7.69 10.34 13.73 2.48 3.12 3.70 4.23 4.70 ,_a ft + (ac.. ft + , 19 ft = 9 ( feet l z) 8 3.95 5.88 8.33 11.54 15.91 2.42 3.03 3.57 4.05 4.49 3 1 -4- to cc J- a) /)0 / ;• 4 , \ 9 4.11 6.25 9.09 13.04 18.92 2.36 2.94 3.45 3.90 4.30 o2-g+-.-U) 10 4.29 6.67 10.00 15.00 2333 2.31 2.86 3.33 3.75 4.12 Final Diunensions. ra--.r-1o,3 ' ll 4.4E 7.14 11.11 17.65 30.43 2.26 27E 3.23 3.61 3.95 12 4.69 7.69 12.50 21.43 43.75 2.21 2.70 3.12 3.49 3.80 • '��w X >r �i-- --\ • PUMP SELECTION PROCEDURE A. Determine pump capacity: Gravity Distribution 1. Minimum suggested is 20 gpm 2. Maximum suggested is 45 gpm Perforation Discharges in GPM Head Perforation diameter Pressure Distibution (feet) (inches) 3. a. Select number of perforated laterals 3 7/32 1/4 b. Select perforation spacing= 3. 0 feet. 1.0a 0.56 0.74 c. Subtract 2 ft. from the rock layer length. 15 0.69 0.90 L' -2 ft.= L V feet. 2.Ob 0.80 1.04 Rock layer length d. Determine the number of spaces between perforations. a Use 1.0 foot single homes. Length pelf.spacing= L u, ft.+3 ft.=..spaces b Use 2.0 feet for anything else. e. 3'- spaces+1 = D`S, perforations/lateral l f. Multiply perforations per lateral by number of laterals to 11,i.,„q. (. x, m ,,,) get total number of perforationsu, x . .571r_ C.,,c7 perforations. g. 4. x =2,-L gpm. SELECTED PUMP CAPACITY S ) gpm B.Determine head requirements: 1. Elevation difference between pump and point of discharge. 1 L- feet 2. If pumping to a pressure distribution system,five feet for pressure 5oil tenement system required at manifold if gravity system,zero. S feet Total pipe length ' 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. 1k -°�'- Elevation DIffemue Read friction loss in feet per 100 feet from table(F-14). PIP* I F.L. = 1--1.0 ft./100 ft of pipe r (6---2_ b. Determine total pipe length from pump to discharge t.,, I • point. Estimate by adding 25 percent to pipe length for fitting loss,or use a fitting loss chart(F-15 feet). Equivalent pipe length-1.25 times pipe length= 1- x 1.25= 1 qd a feet Friction Loss in Plastic Pipe c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length. Nominal Total friction loss= u • C x I '-Z_ -100= 1-1 feet pipe dia. 4. Total head required is the sum of elevation difference, Flowto 1.5" 2" 3" special head requirements,and total friction loss. 20 2.47 0.73 0.11 Lo + < + 17 25 3.73 1.11 0.16 • (1) (2) (3c) 30 5.23 1.55 0.23 35 6.96 2.06 0.30 40 8.91 2.64 0.39 TOTAL HEAD a `d feet 45 11.07 3.28 0.48 50 13.46 3.99. 0.58 55 4.76 0.70 C. Pump selection 60 5.60 0.82 65 6.48 0.95 70 7.44 1.09 1. A pump must be selected to deliver at least S 1 gpm (Step A) with at least a feet of total head (Step B). S-P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566 FAX • (612) 497-5011 State License#394 LOGS OF SOIL BORINGS Mike Sievert 85 Wear Lane Orono, Henn. Co., MN Borings completed on 2-4-99, with a hand bucket auger. BORING NUMBER 'IA- Elev.996.9 - MOTTLED SOIL AT 24" (14" into original soil) - no standing water present in boring. 0 - 6" Fill - loam 6" - 10" Fill - medium sand 10" - 20" Original soil dark brown loam 10YR 3/2 20" - 24" Gray brown clay loam 10YR 5/3 24" - 28" Rusty gray brown clay loam 10YR 5/6 - mottles 6/8 28" - 36" Rusty brown clay loam 10YR 5/6 - mottles 7/1,6/8 BORING NUMBER 2A- EIev.996.4 - MOTTLED SOIL AT 18" -no standing water present in the boring. 0 - 10" Topsoil dark brown loam 10YR 3/2 10" - 18" Gray brown loam 10YR 5/3 18" - 26" Rusty gray brown clay loam 10YR 6/3 - mottles 7/1,6/8 26" - 36" Rusty gray brown clay loam 10YR 5/6 - mottles 7/1,6/8 CER 1'Ir ICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing.Inc. on 2-5-99 starting at 1:28pm. Test hole location Sievert, 85 Wear Lane No.,Orono. Test hole number 1A. Date test hole was prepared 2-4-99. Depth of hole bottom 24 inches(12" into topsoil). Diameter of hole 6.inches. SOIL DATA FROM TEST : OLE DEPTH,INCHES SOIL TEXTURE 0 - 6" Fill - loam 6" - 10" Fill - medium sand 10" - 20" Original soil dark brwon loam 20" - 24" Gray brown clay loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 2-4-99, 1:00pm. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon. Maximum water depth above hole bottom during test is f inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 1:04 prefill 6 1:28 1:58 6 3-11/16 8.1 30 min 2:00 2:30 6 3-5/8 8.3 30 min 2:31 3:01 6 3-5/8 8.3 30 min Percolation rate=8.2 minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 2-5-99 starting at 1:30pm. Test hole location Sievert, 85 Wear Lane No.,Orono. Test hole number 2A. Date test hole was prepared 2-4-99. Depth of hole bottom 1.8.inches (12" into topsoil). Diameter of hole 6.inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 6" Fill - loam 6" - 16" Original soil dark brown loam 16" - 18" Gray brown loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 2-4-99, 1:00pm. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon. Maximum water depth above hole bottom during test is fi inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 1:04 prefill 6 1:30 1:40 6 5-1/8 2 10 min 1:41 1:51 6 5-1/16 2 10 min 1:52 2:02 6 5 2 10 min 2:03 2:13 6 4-15/16 2 10 min 2:14 2:24 6 4-15/16 2 10 min Percolation rate=2.0 minutes per inch. PERFORATED LAYER OF GEOTEXTILE LATERALS FABRIC PERFORATED LATERAL „• - _ GRASS COVER 6 INCHES SANDY LOAM SOIL •' _ • . ••^ '•'•. TOPSOIL .•••/- Y •••,,,,.i..1.7,...4...... i'!i:�• CLEAN SAND FILL r rte • �. �' i'• /,'• .�• lire MAXIMUM SLOP - i• jt.. • i F • Lt 3 TO I LAYER OF GEOTEXTILE •s,,. �' � ' �� �• EAN ROCK �4. FABRIC OR 4 INCHES OF TOPSOIL PLOWED OR 3/• 0 2'/t INCHES 21...—r---- I. SLC HAY COVERED BY /� / ' . / I DISKED SURFACE I ' BUILDING PAPER �� ,)' '• �/ / % ueSolL 1- / f i , / y� • CROSS SECTION A—A PIPE FROM PUMP -‘:-..1.11. I / j J • l' --C/1/' PIPE FROM 3/•—21/ • �' ', '�' , ,� PUMPING CHAMBER CLEAN ROCK .771 ad,,.- j;��%. // / DIVERSION FOR 1 SURFACE WATER w 1 Y 6- TOPSOIL, " ' / • /e / -- o r - 1 ` `.• ' /' 3 ,'s �--• 1 I 1 • r—• _il -tea•! 1-- 1 �.� •' ,1� .` ��r 'PERFORATED I 1K '. ./' •,..i.•-'41.-11:11:. LATERALS I „ 'te ('9' i:. Ax-...417,...:e/:•• :, t - -.. ..-41-e.'c�EgSlppF ---r•_ .�':ii'.:;t rN�r~ L. I I FILLSAND fl • -OD Q 16,..• �\ Lti 4:.. BED AREA I I .7 ok 8A4 • IFRRA'AYF• �~ — — I W I — m RZI — INCHES 1 - .(r. ''t IINCHES LAYOUT OF PERFORATED PIPE LATERALS FOR = I I • • PRESSURE DISTRIBUTION IN MOUND —• • DIKE 10 FEET _DIKE ' MAX. PERFORATED PLASTIC PIPEQ —. • _ TOTAL WIDTH PERFORAT IONS SPACED 36' SP _ ' • ON CENTER. 'PERFORATION RFOING RAfION 1 • END SIZE MAY BE Ic: '/3i, 4 Pf PLAN VIEW VIEW pR I/�: �/ /6 _ 2•MAN IFOL D / ENO PERFORATION OFA PERFORATED LATERAL f PIPE • �/ Gross Cover PERFORATIONS ON BOTTOM Of 11r,'it1 - 1 I I PLASTIC PIPE �— �x T.P N a��a 9l)r 'j''�r\ I ':f;',r... .:•,i.••••• Layer of GeoN.11l. FoMk (or Iw•, _s- /�� Vel ..:Jowls Myer N M or•wool crewed —_'(ALTERNATE LOCATION ' ��Layer : with • rosin power) I ;/ OF PIPE FROM PUMP) 11 Perlor.lion Oidtid Horizontally •�. �177RtRL�R7 ��� r I Int e •p Near Top ,r e��Ptue "•S—AI L.oel I2•to Edge END CAP 90. •L • t o Feld R« • . - of Rock Layer ERA S'. / - • .'. Potton. f Latino! of EO _ Bolt«w .1 L.a.a i al 2 PIPE FROM Clean sone Layer . �/ OF PERF PUMPING CHAMBER r-Orli I-ONo; Soil Proppwly Scarlli.d ler-Orli Belot.Nadine Send Lever F-8 REDWOOD, CEDAR OR WATER TIGHT a LOCKABLE ELECTRIC BOX—..,, "TREATED POST (4 x 4 min) ' PLUGS OR ELECTRIC CONNECTIONS--- ..„----ALL l r INSIDE BOX IC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE 80 CSPAACEE LOOP OF POWER CORD FOR MANHOLE COVER CHAINED et LOCKED SETTLEMENT SEALED MANHOLE RINGS 1.FINAL GRADE ''�� qv�� ' 'E\', AT LEAST 12" /4,w �---- BELOW GRADE UNION -OmI WIRE FROM POWER SUPPLY if- ----4 PUMP IS LAID ON A UNIFORM SLOPE FROM �'' FOR PRTATIONOUPINBASOIL TREATMENT N1EA ' / SEALED TANK COVER •IF PIPE AT TANK MUST BE LOWER THAN UNION. TO GET ELEVATION FOR DRAINBACK, PLASTICCHAIN .. A 1/4 INCH WEEP HOLE MUST BE USED WITH ANCHOR — WEEP HOLE ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT ' NOTES: ELECTRICAL WIRE FROM POWER SUPPLY L-. __ MUST NOT RUN OVER ANY TANKS BUT S�R7_ vEl-9 — - Yr MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT 3 `� 4 ALONG POST • SHUT:OEF_t,EV�I, Q — . — — '� FLOATSELECTRICAL MUST BEDS RUN FROM TH OUGH PUMP AND CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAT CONTACT. 000 Figure F-8 METAL/11111 COVER - -.4:' C=--) .-t. . i . • 4 v � > / ' r 1 ie.. v 1 CONCRETE MANHOLE RING ,�,``` METHODS OF SECURING MANHOLE COVER TO PREVENT UNAUTHORIZED ENTRY Figure C-14 i A,- --- ,1• N. k. ' ' VERTICAL SIDEVVALL SEPTIC TXIK - FINISHED GRADE ,-• AT LEAST 6"TO 12" SOIL AT LEAST �� COVER 4" DIA.– I" 4" DIA. _ , AT LEAST I" —AT LEAST I" ■ MINI ,;�.,... 11111l■— A DIMENSI NS FOR _TANKS WITH VERTICAL SIDES A WIDTH. W l 24' MINIMUM LENGTH, L 2 TO 3 TIMES THE WIDTH B _DIAMETER 60' MINIMUM z—„_ DEPTH. 0 30' MINIMUM. 78 MAXIMUM C , r AT LEAST B 6"2MINIMUMi0.2 D MAXIMUM — 6" - 3” c 0.4 0 .. .---_—. --AT LEAST 4 FEET-- rUtEs: 1. I.Wa1CAE0J 103 SIV %.r kOCAIEDr+1111N121nu4Ei 1. SN,nN1YICU AIifAs!1111t1ESWDW If.nt'TIEI,AhrlllUIEOYAIIHNXNdIESOf1110S1JCYnt:E • i. MAr.uvL UCOICEOnl,alf 4N1IOICrNA1nST 11E00`41U.4.J3ItAsEcutO10MivCNIrCCCit WN.J.S. NIU L0Cnlfn mil 1NtflElaN.I TN+!1 S. Ct( J'At IU13(NICE DE two EM RNU OF NAT Pt`f.NIt) NI WKlf. HENtE IT PO+ fl 11 Col CAME WALL LIE NO LESS 11 VW S 1•40 El a, 00AswCCOEIrr&OfniWSl C CIKSCNN•en ler4.1 Lit ET C41 NO IE WAN I2Wits, Nt)OU1lL•tC6vKZs.iMECL1ItElll►.CCftlf;rlvtk•Ctipl E. A�1D�.f�sONCCISo.Ss�ct.�tN+K001+x1mKx+All o.l.0 • rets SI%AL1.DC 11 C 6NAt n3 TIE U N 1 Ln I NE CY TME aNfIEOIKNp+O3011SNxiN1t ICES A110001.1 I•Ec141 pre I& t PE IOcAlku 11i 1V,(f.N 11?.14.11 N40t4111 C1 Dr1CLES. . . . _ • ...... • PENCIL -,y�,t I MARKS A{�761•■maaa Lig;ferrV .. 1 lI■�f�4 20 E ri1010 LdRO�K�' ■■■■�■� , 1 1.:.....,.:. EIMINEAERNXIMMINII IN I I'7:� - • "4�= ! 1i • OUTLET INLET . gni ;_ � 1 1rDllTLET LEVEL .: { e Y .4. ..1 — _SCUM CLEAR SPACE- —� b �T Y CLEAN OUT TANK WHEN: t1 ._ __- _ ..e 'k1 I S 3' OR LESS OR _ I.� S .B IS 12. OR LESS !II -- - __ _-- ---.11r._'-'411P- i — --- .iii ��= i-• ••. ?'/ h` 1• : • : `•' DISTINGUISHES SLUDGE K COLOR Y' 'iil:t,:;<:;.:.' • SLUDGE. • 1•,,7.111�e ,/ LAYER FROM LIQUID Ifi}lei .1• •.,.:Sf:t' L'),i �r^ Y Y/ MEASURE SCUM AND SLUDGE ACCUMULATIONS IN THE SEPTIC TANK