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HomeMy WebLinkAbout04/21/1999 - letter re: Septic System Site Plan 2( 25 Ciao atteramiQ, tv — Westwood Professional Services,Inc. 104 Marty Drive,Suite 3 Buffalo,MN 55313 Phone:612-682-2587 Fax 612-682-2639 Toll Free:1-888-682-2587 April 21, 1999 Email:wps®westwoodps.com Steve Bohl Bohland Development 420 Upland Lane Plymouth, MN 55447 RE: Septic System Site Plan for Lot 6, Carriage Hill, Orono, Minnesota. Dear Steve: This proposed on-site septic system was designed for a 5 bedroom home, with an estimated flow of 750 gallons per day. The system best suitable for this area will he 418 If. of 10"Gravelless trench installed no deeper than 13" below the existing ground level. The seasonal high water table was found at a depth of 4.1 feet in the septic area. Two 1300 gallon septic tanks will be adequate for a system of this size. The site in which this system is proposed has an average existing ground slope of 5%. Percolation rates for this particular site were found to be between 16-19 MPI An alternate septic system has been shown on the plan to show that there is enough undisturbed area on the lot to support another septic system. This system will need to be a mound system 12"of sand under the rockbed at the upslope side. Mottled soils were found at a depth of 24 inches and the average slope of the area is 6%. This system will not need to be constructed unless the primary mound fails. Certain precautions will need to be made to protect the areas in which the above referenced septic systems are proposed. Both primary and alternate septic areas have been or will be staked off. It is recommended that safety fence be placed around both of the sites for protection during construction of this project. It is critical that the soil is not disturbed before, during, and after construction of the system. These system should treat the septic effluent effectively if the systems are installed properly and are maintained properly. It is recommenced that the septic tanks be pumped once every two years. This will reduce the chance of solids reaching the system. It is also recommended not to use excessive amounts of chlorine, soaps, and chlorine products which can kill bacteria in the septic tanks. This bacteria is needed to treat the septic effluent Designing the Future Today_since 1972 If you have any questions in regards to this design, I will be happy to answer them. I can be reached at (612)682-2587. Sincerely, WESTWOOD PROFESSIONAL SERVICES, INC. Bernie Miller Septic Site Designer MPCA Lic. No. 43 cc. Stephen Weckman 01999 Westwood Professional Services, Inc. 1 ,,,_, ..s7:s<- LEGEND ---7- YS TE /// Ow existing we// (418+ LF OF 10 ID 0 soil boring 316?. GRAVELESS TRE H) N O percolation test x - existing fence .\ existing deciduous tree _ DROP BOX (TY * existing coniferous tree ---1 ---'1.----------------- A . - - - - existing elevation contour Ik O 92*4 exist/ng spot elevation S624 •li�""� ..------B 6 2-1 •. tk ' LLO S PTI I (92x4 proposed spot elevation / 5625 PRECAST EPTI T` \ \... P❑/ Elevations relative and assumed eKgE0Elevations relative to ti S.G.S. 1929 N.G.VD. • ROC 6 �11 Denotes proposed surface drainage Nv Il ' SB27 18. ° ; h SB29 11040 , ` Notes: \ �� 1. Avoid compaction in septic area before, during and ® ALTERNATE SEPTIC SITE �• ► after construction M e ► I SYSTEM WITH PUMP TANK , e .4 0 2. Trenches are to be installed parallel to the contours and the A 630 'OCK BED) trench excavations are not to exceed a maximum depth of 44isk 12 inches below the existing ground surface. o `ROPOSEP J. Verify before drilling that no septic tanks or drain fie/ds L • are within o 50 foot radius of proposed we// location. r\\.:AA \ (100 feet for shallow we//) 4. Verify before construction that no shallow wells are within 100 feet, or deep we//s within 50 feet of proposed septic X tanks or drainfield area. At$4;\.\ \ I 5. To extend the life of septic system pump septic tanks a minimum of every 2 years. 6. • Nii# See attached sheets for additional construction details. ' � \ '` 7 Soil Classified as Burnsville sandy loam (BuC) 6-122'slopes, / according to the U.S. Department of Agriculture soil Survey © 0 8. Site p/an prepared by or under the supervision of Bernie Miller- .P.C.A. License N 3 r ......-4 „ . Date 7-# , N.--. *-------- ' - -1—liI 948 / 0 40 80 120 y Westwood Property location: DESIGNED BCM REQUESTED BY: DATE [ Westwood Professional Services, Inc ] BCM Septic System 4/20/89 I [ 104 Marty Drive, Suite 3 Lot 6, CARRIAGE HILL, Orono DRAWN Bohland Development Buffalo, MN 55313 CHECKED JMc Site Plan 612 682-2587 Job No. ��� Plymouth,MN. 98795 ► ► \ \ "11 , At. . I t)‘tA 1 NH IN i ,li 1 1 1 Al \ . ss ► tiot- 6 FLOW , `J`t IIIx1) A 1".tittI ated )3"' gl'(11J N her __. —1 ii ieast(red x - 1 1)(1 ,--k— of iv:. I IN pi.II -1\l,e III Type IV SEPTIC TANK VOLUME Iletlrtxmu 2 . 11x) 225 IRo /n/ gallons 1 450 100 218 rnn: 4 600 175 2S6 die 5 750 450 294 `a'"m ; SOILS (Site evaluation data) 6 900 525 w2 ,w. 7 10511 600 170 •"" C Depth to restricting layer = Lit I feet x 12(X) ray 405 I) Maximum depth of system C - 3 It -- id -- feet F. 1('Xtllre ioZr''‘__—_-_ Percolation rate 14,--19M}rl hl numun' M,,- Number F. SSI:1167- sq ft/gpd Septic land Capacity with Of Liquid Garbage Bedrooms Capacio Disposal TRENCH BOTTOM AREA (gallons) (gallons) I-1. For trenches with 6 inches of rock below the pipe: 2 or less 750 1.125 A x F= x = sq ft of bottom area 3 or 4 I.000 1.500 I For trenches with 12 inches of rock below the pipe: 5 or 1,500 2,250 p P 7 or 8 2,000 3.000 Ax F x 0.8 = x _x 0.8 = sq ft of bottom area over 9 See fig.C-6 (x I.5) J. For trenches with 18 inches of rock below the pipe: A x F x 0.66= x x 0.66= sq ft of bottom area Soil characten,ncsa&Rt..,,rred,,rea.h"se..Age)reatment K. For trenches with 24 inches of rockPerculatnm Rate below the pipe: Mumma inch Sod Texture cit, t.,aa ssi AxFx0.6 =___ _ x x0.6 =__ sq ft of bottom area ' —_ BED BOTTOM AREA Faster than 0 1• Coarse Sand ---- --- 0.1 to 5 Sand 0-83 1-20 L. For Gravity beds with 6 or 12 inches of rock below the pipe; 0.1 toy Fine Sand** 1.67 0.60 6 to 15 Sandy Loam 1.27 0.79 1.5 x A x F= 1.5 x x = sq ft of bottom area 16 to 30 Loam 1,67 0.60 For Pressure beds with 6 or 12 inches of rock below the pipe; 31 to 45 silt Loam 2.00 0.50p P 46 to 60 Clay Loam 2.20 0.45 A x F= x = sq ft of bottom area Slower than 60•'• Clay --- (0.24) ROCKVOLUME IN CU FT •Sod t,.,coarse for sewage treatment Ux•systems our rapid',permeable>oil, NI. Rock depth below distribution pipe plus 0.5 foot times bottom area: -soil havmg50%ormore offine orvery lane sand "'Sod with too high a percentage of day for M=Rock depth+6 inches x Area (H,I,J,L,K) instAlatton of an inground standard system. ( +0.5ft)x = cu ft ROCK VOLUME IN CU YDS N Volume in cu ft divided by 27 M±27=cu yds > 27= cu yds 6 inches= 0% Reduction* ROCK WEIGHT 12 inches—,20%.Reduction• 0. Cubic yards times 1.4= tons N x 1.4=tons x 1.4= tons S..181richeS %n Reduction .3 3', b L•. xF' ),, '21,tinches -40%Reduchon DISTRIBUTION * tztrig fo )r rave s .( ('1: (Check one based on slope) Bed(<6%slope) Trenches Drop boxes(any slope) Distribution box (< 3%) SYSTEM LENGTH P. Select width = ft 1.1.1.1.1.1.1.1.1.1.1.1• 'r•r•r a?V.•r•r•r•r•r.r•r•J;•J• Q. Divide bottom area by width: (H,I,J,or K)-P= lineal feet -r'1'1'1'1'1'1'1'1'1'1'1'1'1'1 2 iochCoe)er r r•r•r•r•r•r•r•r•r•r•r•r•r- 1.1.1.1.1.1.1.1.1.1.1.1.1.1.1 =1 = lineal feet •r{:.r•r'r'r.r'r'r'r'r'r'r'r'r' 1.1.1.1.1• •1.1.1.1.1.1.1 'r•:4".**r•r •.•r•r•r.r. Gravelless Pipe '.'411111.1%,.' }'1j}ftifti r• . 1.1.1.1• ;.1.1.1.1 :f.r.r.r. r.r.r.r. ( 10" :A x F r 3)= Lineal Feet (8" :A x F- 2)= Lineal Feet �•�•�•'• ;•1.1.1.1 4 inchPipe • 'f•r•r•r• r•r•r•J. s•1.1,•ti•ti• 1.1.1.1,•1 Chamber(A x F-width of chamber) f•r•r•6;. :'r'J'r'J' -1.1.1.1.1 1.1.1.1.1 1 Q �r•r•r•r•r• .r•f•l•J•J• .750 x16 I _ 3 = yt&linC al feet "1'1'1'1'1'1' 1'1'1'1'1'1 r•r•r•r•r•r•r•r-r•r•r-r-r•r•r- T:::::::::P:1:::::: .1.1.1.1.1.1 LAWN AREA •fti•1.1.1.1.1.1fti:titi:ti�tirti`tirti J•J•J•r•r•r•r•r•J•J•J•r•J•J• .1.1.1.1.1.1.1.1.1.1.1.1.1.1.1 R ` r-J•r•J•J•r•r.r•r• .:::: J•J• Select trench spacing,center to center = feet 1.1••••1.1.1.1.1.1.1.1.1.1.1.1 `f.r•r•r•J•J•r•J•r•J•J-J•J•r-J• 6�4 incl Multiply' trench spacing by • 1.1.1.1.1.1.1.1_r.e-r-.1.1.1_•1 Rock Beb W[Le P. 11 acing lineal feet R x Q = sq ft of lawn area r•r•r.r•r•r•r•r r-J.J-r•r•J r• .1.1-1.1.1.1.1.1••..1.1.1.1.1.1 - J•J•J•J•J•J•J•J•J•J•J•J•J•J•J• .•1.1.1.•..1.1.1. .1.1.1.1.1.1••. J•J•J•J•J•J•J•J•J•J•J•J•J•J•J• x sq ft .•1.1.1.1.1.1. .1.1.1.1.1.1••.•'. J-J.r•J•J•J•J.J-J.J•J•J•J•J•J• -•1.1.1.1-1.1.1••.•1.1.1.1••.•1.1 LAYOUT(Use other side) J•J•J•J•J•J•J•J�J•J�-•-_J•J�J•:•J• _ 1 selec t an appropu laic .(ale, one square leer Show pertinent piol,ert\' boundaries, right-of was-, e.f,t'nle•Ilt> 3 Show location of house, garage, driveway, and all other In)provement,, ex1stIng of proposed 4 Show location and layout of sewage I reatnucnt system_ 5 Show location of water supply well. 6 I)inlension all set backs and separation distarue, E00 41 e 1 zzY 1 ,c .1,_ g i ' . 4.- 67, ! 1 ( °` a N 0 Q 4 _. V _ 0 ;1 §.1- ,i _ 1 -113f. .k c-i.ht 2 N 5 10 f 6 1 17 £UMP_SELEL`TIoIin VCLI)URL (No PURR/RAT ION Of A Pr RIORAT ET) L ATF RAI A_ Determine pump capacity: Gravity Distribution ;;at,, a)�,`• 1 Minimum suggested is 600 gallons per hour (l0 gpm) to stay ahead of u......'"'' water use rate. I--+�°I.� I«- b, • • wlI%..4..w.....I 2. Maximum suggested for delivery to a drop box of a borne system is 2,700e,..,..,,,,...,o.HMO.Ia..rcn.el„ I ti..(. Mer Ie, gallons per hour(45 gpm)to prevent build-up of pressure in drop box. ,.,.P,. , w Iew, „•,• Ofelf.UMW Iar4 I�lled.I Pressure Distibution c,...,S uh., II.Ii «..w I*I...I 3.a. Select number of perforated laterals b. Select perforation spacing= feet. z Orlae.Y Sell Pr....r.y$carIIIe. Befor.Piecing Sand layer c. Subtract 2 ft.from the rock layer length. Rock 2 ft.= feet. d. Determine the number of spaces between perforations. Length pert.spacing= ft. + ft.= spaces Required Perforation Disc1,�e C. spaces+ 1 = perforations/lateral in gallons per minute(gpm)" f Multiply perforations per lateralbyof laterals to Discharge 152 �1 ade,,St total mberof perforationsn 1,,,,,y,,,,;- perforations. (feet) g 47rr x gym,T.r=t= gPm. ---- � 1.0a 0.56 0.74 SELECTED PUMP CAPACITY L_7_9 spm 2.0b 0.80 1.04 t _ B. Determine head requirements a. Use for single family homes 1. Elevation difference betweeniTmp and point of discharge. b.Use for all other applications feet 2. If pumping to a pressure distribution system,five feet for pressure required at manifold if gravity system,zero. (.7 feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Pipe Length Read friction loss in feet per 100 feet from table. I 1 Point of Dischar c F.L.= III 1 ft./100 ft of pipe - b. Determine total pipe length from pump to discharge Elevation Diffwwtce point. Add 25 percent to pipe length for fitting loss,or use a fitting loss chart. Equivalent pipe length-1.25 times pipe length= F-18b 120 x1.25 = 133 feet c. Calculate total friction loss bymulti 1 n 1.5 inch 2.0 inch 3.0 inch P Y' g SPm Friaim lm per 100 ftof Pipe friction loss in ft/100 ft by equivalent pipe length. Total friction loss= 12s'3 x l .l 1 +100= ,2.6 feet 10 0.69 0.20 12 0.96 0.28 4. Total head required is the sum of elevation difference, 14 1.28 0.38 special head requirements,and total friction loss. 16 1.63 0.48 q 18 2.03 0.60 + 0 + 2 20 2.47 0.73 0.11 � 3.73 _j,ll 0.16 (1) (2) (3c) 30 5.23 1.55 0.23 35 7.90 2.06 0.30 TOTAL HEADI feet 40 11.07 2.64 0.39 45 14.73 3.28 0.48 50 3.99 0.58 C . Pump selection 55 4.76 0.70 GO 5.60 0.82 I 1�� 1. A pump must be selected to deliver at least S- gpm (Step A) with at )ea' t A feet of total head (Step ii). l i a w J xH- H. u_ O u) w p Z iQ O , � L) W HJ WH- HZ CL Z Dw 0ZH CDcr 0 _ >-, cr ui JW CT_ JwW _Jv,0 (~ Z w CL— I' j� � � a1- >WLL DZx C3 �J 0 iii 0w a D1-- wcn o � Zm WwNew -J U0 a = W �� .\ u-) QQ � � � � a � O p - - - -�1-- - --1- - I � p � � O _ Z< woaw o m . WZo co� aw � i- k.) 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L_J I I 47 e/ v Ii I O W W W = H O WJ Z = O Z Z a Z Z acIW HO o J Z H V r J W N U) 0 J H Z V )- .(t Q- t � pW > w Q Q W � W J � � J }- W JCL VI Lii a _� -JVD 0 H J H Q a O > LL- ..- I- IL- J a O J � aZ JwpX QO W Z < W CL Wcc Z ►o0mOx .4.I ' p � -`' 'Al UQ Zm �J } W OO I UJ Q 0WQ F- > CD i- CD - - - 4 --4- - 7W � = WZa I----1 • p m } JW pCI- Q Z J Zw II- O t- AO Op I (( O _ cc Z0W O 0U) wW CD- JI- }W 0L.L. Li= Cr Q cOmpO `Q ) ZmX v r---1 1-- - I Cl W W _Z oa: UOU Jc O0Z Tip ,� .y I CC 0I- /- i E.Cl- w < p �u •wW =Dc I- _I- vN J2 > I- ZZ c�> 1-Ow ZZ Pi Q W x 3W eo z > w =w WH -- - JwOm Dm >-L- 0 ZZn. CCO ao wZOI- U < V OL) a 1- m (Ni M [f tri -Z m I--_ p LJ ZI- o 00 C oJ W m � }..l W ~ ® '`)k _ _Iza. o az W W ino CL p I-Z F-I- U) WW -I- -I c ►max ��♦ i _ , ia i CC oFQ-op ii W 'v I- -L.) Pori Z �JI-aa Z inOp GRAVELLESS TRENCH CONSTRUCTION DETAILS �Pv .-+S o / w c fes, 64/ rl 112" Inspection Inlet Pipe to Nextwell I Drop Box 1 1/2 Male Adapter 0 t6- 12 Soll Backfill �•�r J'� W .0 {I(.71./1/ VVC/VI/I./VT JO'V - Cr 95,.,%r Corrugated Tubing Covered -. ` I with Geotextile Fabrics 11 n r1 n rt11 f111I' i o o-rvc9- "IS7-o ct .Ofi Drop Box Trench Length = up to 100 Feet • 1 Overfill to Allow for Settling NOTES : 1 . Bottom of trench must be leve. Top of tubing must be level. ��� Soil yr 12k� of Soil 2. Scarify trench bottom and sidewalk Backfill 24 Backfill at least 12 inches above trench bottom to expose natural soil. '0" =D -� - - - - '� 3. For proprietary products consuls Holes Located manufacturers performance criteria 0.4._...._24 " - 24 " at 4 and I 8 O'Clock Figure D-29 Zof-- 6 MOUNT) I)l.SI(,N lvt)J is W l I /4/47>i/9 s' (For Flows up to 12(10 gpd) I A. H.()W --� I Estimated Sewage Flows in Gallons pet day ' 1' Estimated gpd ;Numter ITypc 1 Tme 0 Typc III T_ of lV or measured x 1.5 = __ gpd 2 300 225 180 450 B. SEPTIC TANK LIQUID VOLUMES 3 600 375 218 . a 600 375 256 of Ar 131 /..—CV __ gallons r 900 5� 5 750 450 �'� 25 132 I ypx 1 2 ' 1050 1 600 370 u ut H 12(X) 675 I 408 111 C. SOILS (refer to site evaluation) - ��� Septic Tank Capaut.e I u/.11Am L Depth to restricting layer = 3,41 inches p7- g feet Laycalla. Numbs,..I W n won L.gwd L go.d caI'..1y r h Wo h m,raw& Z 2. Depth of percolation tests = / inches B4r...rt Cap,oty gutmgc mspcnat 1,h muck test 750 1125 ;500 3. Texture 0-e '- �3.3 ) Percolation rate ) mpi �. woo 1500 _020 5 A;n 1500 2250 X 4 an slope 6 % '7a..tv 20111000 ,�,000� D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = 75c gpd x 0.83 sq. ft./gpd = 630 sq. ft. 2. Select width of rock layer (max 10' if <120 mpi max 5') = /U ft. 3. Length of rock layer = area ± width = 463 o sq. ft. - IC) ft. = 6 3 ft. e.i"S7ao` o`�° Qoa „> , a _ do7.1'2 QE a c o v n a e�ooboDooaDeaDn aD--&;...-W10° o a�..d°:r�:d°4°:n.�ia.q'1a Width /D ft p-o-n o.e�se�Gp00ea0D ea o�ononea of <120mpi <10' Length 4.3 ft E. ROCK VOLUME >120mpi <5' 1. Multiply rock area by rock depth to get cubic feet of rock; sq. ft. x ft. = cu. ft. 2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards; cu. ft. -27 =.-3 cu. yd. 3. Multiply cubic yards by 1.4 to get weight of.rock in tons; cu. yd.x 1.4 ton/cu. yd. = ,'3 tons. F. ABSORPTION WIDTH Absorption Width Sizing Table 1. Percolatio/n rate in top 12 inches of soil iso �3Dmpi lcrcolauoo Gallows Rano to GalloRano of Absorpoon Texture ///--yi Minutes pet loch Soil 7cpa width per day pwidth to Rock (MPI) square toot Layer Width Faster than 0 1 Coarse Sand 1.20 1 00 2. Select allowable soil loading rate from table; o; Fato 5 x d 060 200 gp d/f t' 6 t 15 Sandy Loans 0 60 52 I t�to 30 Loam 0.60 2 z 00 31 10 45 Silt Loam 0.50 240 46 to 60 Clay Loam 045 267 3. Calculate adsorption width ratio by dividing rock layer SiowQ than60it' Clay 020 600 120 Clay 0.20 6 OU loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft2_ gpd/ft2 = . 2. O a Multiply adsorption width ratio by lock layer width to get required adsorption width, x /6 ft =0RO ft (;. I)OWNSI UFE BERM W11)11 I 1�p t 1 If landslope is 1% or more, - •,? ' I} -- N♦ M ` subtract rock layer width from adsorption width .„.41:01.310" '"` 0.43P-.1 6,J,.�;1 •.-• to obtain minimum downslopeRnck 1 �ppooc ,,;� I1 / berm to � xe%� Clean Sand ,i�".Y',6�,thry!i?.''.Gra., at) ft - /0 ft = t U _ feet Natural Soil :' 6.Topsoil ? y 2. Calculate Minimum mound Size ---- _� CUs„ a. Determine depth of clean sand fill at llpSlope Width Downslope Width �- upslope edge of rock layer: Rock Width Absorption Width Separation 3' - Z ft = ( 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; I ft + lft + lft = 3 feet c. Enter table with landslope and upslope berm �510 e width ratio. Select berm multiplier of 3.23 . b `7 ^�A�-;W:4'15.9.1: d. Multiply berm multiplier by upslope mound °° ~width °`°°"d Upfl_gpe Width °DOpoiiPODb� Rock Bed �o°ooHp�s� Upslo Width iy D ti a Qe� 1::&:&%7;b:6: height to find upslope berm width: H ° o '�°°��'D Ha o < soo�°off°Qoop6o0°Q'oHUeHV QoQo Hb 8� 3_____x 3-2,. _ 9feet e. Multiply rock layer width by landslope to determine drop in elevation; F Downslope Width 14 5 o Absorption Width /0 /0 /0 x 6 - 100 =©•6 feet f. Add depth of clean sand for slope Total Length difference (2e)at downslope edge, to the mound height at the upslope edge of rock layer (2b) to find the downslope height; 3 ft+b•IS. ft = S.L feet g. Enter table with landslope and downslope berm ratio. Select berm multiplier of 5-2-6 h. Multiply berm multiplier by downslope mound height to get downslope berm width: 36 x5.26 = /t9`1 feet BERM SLOPE MULTIPLIERS i. Compare the values of step G.1 /0 and Step G.2h /4' Land DOWNSLOPE UPSLOPE Slope. berm multiplies for various Dena mulltipbers for various Select the greater of the two values as the in% berm slope Bios berm slope ratios downslope berm width; /P, • 1 feet , 3 1 4:1 5:1 6:1 7:1 3:1 4 1 5:1 6 1 7:1 8:1 j. Total mound width is the sum of 0 3.0 4.0 5.0 6 o zo 3.0 4 o s o 6 o 7 0 8.0 upslope berm (G.2d) I 309 4 17 5-26 638 7.53 2.9I 3.85 476 5.66 6.54 7.41 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 6.90 plus downslope berm width(G.2i); 3 3 30 4 54 s ss 732 8 86 2.75 357 4 35 s os 579 6 as 5-? ft + /GI ft +/�-�ft =1-1- -i‘' feet 4 341 4 76 6.25 7.89 9.72 2.68 345 4 17 484 546 606 k. Total mound length is the sum of upslope s 3 s s 00 6 67 857 10.77 2.61 3 31 400 4 62 5 19 5.71 berm width (G.2d) plus rock layer length (D.3) 6 366 5 26 7 14 9 38 12 07 254 3 23 3 85 441 4 93 541 plus upslope�erm width (G.2d); 7 3 8o 5 56 7.69 10.34 1373 2.48 3 12 3 70 4 23 4.70 5-13 /Y ft + 3 ft + /1/ ft = 9/ feet 8 3 95 5 88 8 33 11.54 15 91 2 42 3 03 3 57 4 05 4 49 4 88 9 4 11 6 25 909 13.04 18.92 2 36 2 94 3 45 390 4.30 4 65 I 10 4 29 6 67 1000 15.00 23.33 2.31 2 86 3 33 3 75 4 12 4 4-4 Final Dimensions: i 0 448 714 ILII 17.65 3043 226 278 323 361 195 426 v� 2�' 6 x 9/ 12 4 6,1 7 69 12 50 21.43 43 75 2.21 2 70 3 1 2 3 49 3-80 4 08 e >1Ndl ONIdWfld NI 021VD01 dWfld •V ti rt I _" ��'/a� i )INill >INV1 ONIdWfld --f I L'' r DI1dBS r _ r, 1, T- 'l}� I T ry ,_ EY 1 OM 11111011111! I d" i! 1 , I 1NS1oti' SCrE] ---- .. -= - ' -i ?.., ,i ,„.„7, �Vic: d0 03M0�. _ .',\ .... 1111ir \'1 I 17,7. L . „ L , F —,,, . S31OHNVW � REDWOOD, CEDAR OR WATER TIGHT & LOCKABLE ELECTRIC BOX TREATED POST (4 x 4 min) PLUGS OR ELECTRIC CONNECTIONS -<:---NSIDELECTRIC BOX IC CONNECTIONS MADE 2 PVC CONDUIT SCHEDULE 80 -�-- MANHOLE COVER CHAINED a LOCKED 6"SPACE LOOP OF POWERNCORD FOR SEALED MANHOLE RINGS _ T FINAL GRADE ' - AT LEAST 12" UNION BELOW GRADE CS=' WIRE FROM POWER SUPPLY ., _ '"/ I PIPE IS LAID ON A UNIFORM SLOPE FROM /boa ?z/l°� '1Ii <i,.. FOR PROPER NDRAINBAC 01L TREATMENT AREA SEALED TANK COVER :,� IF PIPE AT TANK MUST BE LOWER THAN • UNION, TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN ; 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 START LEVE1�Q .� :�I y _� MUST NOT RUN OVER ANY TANKS BUT '� MUST BE LAID BESIDE OTHER TANKS 25 - z 2.BGG)lam,s ?e c' 3" �` 11 j AND MUST BE PLACED IN CONDUIT Cycle sc+ G4 �}CyCios Per day • ALONG POST SHUT- OFF LEVEL, V • _;_ .—� ELECTRICAL CORDS FROM PUMP AND • FLOATS MUST BE RUN THROUGH ' CONDUIT WIRES CANNOT HAVE GROUNE PUMP CONTROL FLOAT • OCONTACT.CONTACT. � . , ` , +, , Figure F-8 • PIZ-LSSURL DISTRIBUTION S1 STEM (,et+trxtih' lahn, 1 Select number of perforated laterals 3_ Quarter inch perforation!,spa(ed 0)3' [1, 12 • • 2. Select perforation spacing = 3 feet. 9"of rock 3. Since perforations should not be placed closer than 1 ft. to Pert Sizing 7/32 - 1/4" Perf Spacing 1.5.- 5. the edge of the rock layer (see diagram), subtract 2 ft. from the rock layer length. Rock layer length - 2 ft. _ t 1 feet. D 4. Determine the number of spaces betweenperforations. Ren Mons `renin minute p per vunute(gptn) Divide the length above by perforation spacing and round °i ` Hud '3,--3'.." ;.,...o.,, down to nearest whole number. (feet) 1.0a 0.56 0.74 Length perf. spacing = 6 ' ft. _ 3 ft. = 2° spaces 2.0b 0.80 1.04 (3) (2) a.Use for single family homes b.Use for all other applications 5. Number of perforations is equal to one plus the number of perforation spaces . ZU Maximum number of quarter inch perforations per spaces + 1 = 1 \ perforations/lateral lateral to guarnantee<10%discharge variation Perforation 6. Multiply perforations per lateral by number of laterals to SPS pacing 1 a Pi 2 get total number of perforations. 2.5 14 18 28 1 �s x `3 13—perforations. 3.� 13 17 26 /'� 3.3 12 16 25 7. Determine required flow rate by multiplying 4.0 11 15 23 number of perforations by flow per perforation 5.0 10 14 22 63 x = L/7 7 gp m. MANIFOLD LOCATED AT EW Or FMESA1t( D6iR1&frioN M7EM Perls gpm/Perf / 8. If laterals are connected to header pipe as shown on upper i'� example, to select minimum required lateral diameter; enter / - i table with perforation spacing and number of perforations `�-�s / per lateral. Select minimum diameter for ,-�r` perforated lateral = _ inches. .. , o, .a ,.C Ital,OM 9. If perforated lateral system is attached to manifold pipe near >"- '` :� ' """�� the center, lower diagram, perforated lateral length and _--,---.. • o number of perforations per lateral will he approximately one f �' s:L,... half of that in step 8. Using these values, select minimum `" diameter lot perforated lateral = ) inches. I. 17 CUM'SELL HON L'I(VCEDU1iL CIO PiRf0RAI ION Of A Pf Rf(MA1 fl I AIFRAf A. Determine pump capacity: Gravity Distribution haw; 1 Minimum suggested is 6(X)gallons per hour(10 gpm) to stay ahead of •-. (__.Sone lover pe( w..- fabs l.., water use rate. b.- b .7t,r.a....,oee.l 2 Maximum suggested for delivery to a drop box of a home system is 2,700 j: ..' P.r..region dl/�Re...en,ei h l a.Po.Cao Now toe gallons per hour(45 gpm)to prevent build-up of pressure in drop box. .;../.•fww r_ leo„ ,,. a(,9. PrterelNn lomr.a se Pressure Distibution Clean Sow/l„r< e.r.'e«l,r.'" 3. a. Select number of perforated laterals _ T h. Select perforation spacing= feet 4 ,� i17ee Lep.. c. Subtract 2 ft from the rock layer length. -2 ft.= feet. d. Determine the number of spaces between perforations. Length perf.spacing= ft.+ Discharge e. spaces+ 1= perforations/lateral spaces Rin equired Perforation per minute f get totall numberperforations perpforations � lateral by number of laterals to Discharge HL egad e AZ� 2,4'`"' nd� i>slea- perforations. (tee) g- x�Pe*= gpm. 1.0a 0.56 0.74 SELECI LL)PUMP CAPACITY 1-17 gpm 2.0b 0.80 1.04 B. Determine head requirements: 1. Elevation difference betweenrump and point of discha e. a. Use for single family homes b.Use for all other applications feet 2. If pumping to a pressure distribution system,five feet for pressure required at manifold if gravitsystem,zero. feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Pipe Length Read friction loss in feet per 100 feet from table. t 1 F.L.= ft./100 ft of pipe Point of TDischarge b. Determine total pipe length from pump to discharge Elevation Differ,ncel point Add 25 percent to pipe length for fitting purn loss,or use a fitting loss chart. Equivalent pipe p length-1.25 times pipe length= F-18b x 1.25 = feet c. Calculate total friction loss by multiplying 1: �chlo 2.0 inch 3.0 inch gpm mo pc 100 h of pipe friction loss in ft/100 ft by equivalent pipe length. Total friction loss= x +100= 2.0 feet 10 0.69 0.20 4 Total head required is the sum of elevation difference, 12 1.28 0.38 14 1.28 0.38 special head requirements,and total friction loss. 16 1.63 0_48 18 2.03 0_60 S 20 2.47 0_73 ! 0 11 + { 2S 3.73 I.II 016 (I) (21 (3c) 30 5.23 1 55 0.23 35 1 7 9(1 2 06 0.30 TOTAL.HEAD L, 40 11.07 2_t 0 3<) �(/ feet a5 14 7, 3 28 0.48 50 3 9') 0.58 55 476 0.711 ( . Pump selection fU 5 6 ! u_82 I. A pump must be selec ed to deliver at least l gpnr (Step A) with at le,y,1 feet of total head (Stt'() li) • • LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE ` G `-- PERFORATIONS SPACED 36" .105 PACING END ON CENTER, PERFORATION PE ORA VIEW SIZE MAY BE 3/,6, 7/32, ,.;0� „ fr OR /4�. 2"MANIFOLD '. PIPE '�/ --- \ L PERFORATIONS ON BOTTOM OF ' �� \ PLASTIC PIPE �����i 1 (ALTERNATE LOCATION Vaik OF PIPE FROM PUMP) Sc END CAP 40,, LATERAL FRFDRArED 2" PIPE FROM OF P �Q PUMPING CHAMBER LENGrN ,,_ M3IA NV-1d i H101M 1V1O1 C ,6 3x10---- 131A 01 �10 •_ S3H0N1 }, A_ .A I S3HJN! OZ ( O O—'` � OZ m m ``►►'' o rr� N N Q. r- uti \ _ Q 9 -i V38V 038 I s1v631V1 n I 031V2:1Od83d i 111 ( Ii' 1 1 1 v A \\ 839V VHJ 9NId1A111d INO8J V -- d NOIIJ3S SSO?IJ 3d0-iso I 3Dvd8ns o3Nsla �losens r _� T S3HJN1 °/1Z 01 bk aO 03MO1d 7 -11OSdO1 1 Ol '`' �- 3d01S wnwlxvw 11OSdO1 -111J ONVS NV31J SAWN! 9 - - --- 1i]AOJ SSV89 1Ve1:11 V1 01 1_V?10 JItlE7V 1 (IV:) UNV`, l��lVO� 1 111.X=11019 -1O n RV 1 ' lirWestwood F'rnfcssiorl;il S('rVI(TP lo( LOGS OF SOIL BORINGS 117!>911 nnayt.tt„1)11V, h1 104 Marty Drive,Ste 3 [den Plaine, MN ',',144 Buffalo, MN 55313 612 9131 ',0,0 612-682-2587 hill tree 1-888-682-2587 I AX h1;' '(1 571,';' r AX 612-682-2639 I Dation at I'toickI Baliland I hii'Iipnrini ')8")., I I.Itr 1! ?; 98 kortm2s made hi Rich Sici''c ( I:tssitiicalion S\!ACM r\i\SI1(1 USU:\-SCS X I1niflCd Uthet :\acct u>:(1 IclICCk Iii of I land \ or P(iiir Flight or Bucket \ ()Ihci — I)epth Burins Numhet 1'-' I)epth Boring Nuinhei 2 3 In Sort ice 1-icy:uion in Surface Ilriatien Leet 'tonsil ('hart lett stun ell Chart 0 Son y Ua/1j rOril z/2 () Lteam 107,1 3/z I /0- / I 10 -- I-&u„7 lOr4 3/3 Lawn 107-8 3/3 2 L/a /.oarvt I o 9R 3/3 z ---�,'— — - -- .. r C lay Leant 7..,YiQ 3/3 3 30-5andy l $loam 13/tf 3 30 1,0661 iorR `IPl ail— Loamy Sand rem WY38` 5a 64I0Wq 'Of — 11 'U.-5,44e( (BTR ,IN 1 I feC-- 6 6 7 7 `t X Erie of Boring at 620" feet_ End of Boring .5---/) rr deer: Standing water table. Standing eater table Present at. Icct of depth. Present at feet of depth. hours alter herring hours alter boring Not present in boring hale X Net present in holing hole X I t,,1 \,i. 1., .,ii1 ui 1101t i lt. li I ! \I,i pl, a t.. t,. . 11,;',.. • yWestwood Prof ssion:l'I ;ervices Inc. LOGS OF SOIL BORINGS LI 7 599 Anagram Drive WI 104 Marty Dove. Ste 3 Eden Prairie, MN 55344 Buffalo, MN 55313 612-937-5150 612-682-2587 toll free 1-888-682-258/ FAX 612-93/ 5827 1 AX 617-682-2639 I oe;ulon or Project Bohl:rnd I)e s clop,nrrnt 'ts 79, I/ate 12/2 i/9S Bernrgs made by Rob Swisse C Iassrlicalion S•slent: AASII() USDA-SCS \ 1'110led Other Auger used(check Iwo) [land \ OF I'ooci Hight hl or Bucket X other Depth Boring Number L 6 I)epth Boring Number 1 in Surface Elevation in Surface Elevation fret Munsell ('hart Ice' Munsell Chart Sanely 1-oo 16;Y4 2/2_ II iarfdv Aaf�Nd'a � 1 - 2/a I I / .--C-4—.71y I-Oa M /O M 3/7_ ti cc<ell /O'iv? 3/2 ‘-t•-•4 Loanhy Safi/ /ow? 3/3 �� 1-00:11 — 2.S r 3/z 3 3 35 Loamy Salle! ICrii Wit C17 Loom 2.sr v/3 4 / .1 d;s It z,rr s/ 777,445 Sand ION S/y 51 -- 6 6 7 7 8 8 End of Boring at (9(2 it 44:44— End of Boring S'jl " frit Standing water table Standing water table- Present at: feet ut depth. .— — Present at: feet of depth. hours after boring hours after boring Not present in boring hole ' Not present in boring hole \ 1f0:rlrrl c<nl ; 11-if'.d.,,,,/ 4 ll,.i r ved:rl „1 ! I r^ .-rI :• .f 1 .i.'r,,i•. Nor present It] I,,,i,I I, 11,,I; 1 •rrn III h„i, i l lh..in allr,n•.nl,j , 1 , I - - - ---- % Ill,,;l'..tlul C,,;II II ICI'J I I 1r Westwood Professional Service Inn LOGS OF SOIL BORINGS 1 17599 Anagram Drive fr] 104 Marty Drive. Ste 3 (-den t'ranre,MN 55344 Buffalo. MN 55313 612 93/ 5150 612-682-2587 toll free 1-888-682-258i 1 AX 612 !ft/ 5822 FAX 612-682-2639 I 0\ 1111111 tin I'iri1n t Bu111artd I)c\CLrlanrnl ')\'')i 1l:ur 12' ;t/S Brn inns made by Rob Swisse Classification System AASIIO I SI):\-St'S \ I mulled Others \u11e1 used(cheek two) I land \ in Ironer I h_dhl or liuckel \ Other I)cpth Boring Number 1 I ep1h Boring Number in Surface Elevation III Surf:let Elevation led Munsell (hart Irit Munsell('hail Sc+Jroly Cur( 6Y� Z/ Il .5,.iKdy ioari Jam'2/z I /!7— - 1 Learyl /0Y/i. 3/Z Jy Loa*? i,e 3/y , oaf --- 2.Sr J/ �4 LoG� ---- ------ l6Y/1 yy3 3 3 3,1 -- — — — _______ c_/ay Lecioli 1674 4173 I 44— j,-,i /0 -4 s/z r?,o/ 46 c"lay Loa 41 Z,57 5j •t sy-- -- , - dr-s!- 2.6-r s/z fn oS 6 3-g. 6 7 7 8 8 End of Boring at .51?rr —feel. End of Boring Sy" pert Standing water table: Standing water table ('resent at: feet of depth. Present at: feet of depth. _ hours after boring hours after horing- Not present in boring hole X Not present in boring hole X ()I,.rl\rd al !�n „I de-lil I \. : ;,I, .rnl In h,rtnl, It it ; I \„I tnr int in I.,it nn it 1, ' .rn,1 ..nn,nlinl, 1 I ( I lir Westwood Professional Services, Inc 0 7599 Anagram Drive Lel 104 Marty Drive, Ste 3 PERCOLATION TEST SHEET Eden Prairie, MN 55344 Buffalo, MN 55313 612-937-5150 612-682-2587 FAX 612-937-5822 FAX 612-682-2639 Test hole location Carriage Hill (Bohland Dev) 2-07 6 Depth of hole bottom 12 inches Hole No.: d,Li t-- 2_S-- Diameter .5Diameter of hole 6-8 inches Date test hole was prepared: 12/ZZ'Qg Soil Data from Test Hole depth, inches soil texture soil color see logs Method of scratching sidewall hub w/nails Depth of pea size gravel in bottom of hole 2 inches Date and hour of initial water filling: (L/L2 10i•is Depth of initial water filling: 12 above hole bottom Method used to maintain 12"of water depth in hole for 4 hours: Automatic siphon Percolation test conducted by R. Swisse Percolation test started at it!03 / I !Cjy Maximum water depth above hole bottom during test: 8 inches Date / Z48 WATER WATER INTERVAL WATER DROP DROP PERC RATE TIME (Minutes) DEPTH (fraction) (decimal) CALCULATION 7 11:03_ START /1r 17 a _t 34 i78 /'38 TIME -- DROP = PERC ; t{ I i ; 29 REFILL _ d 5/ �{(� 2 63 1:2•� B 1 (2 i -u 25� Z /8 2 6 T• IME - DROP = PERC Zr. lb REFILL _d_ (2;9 t 15— 11/2 I i L f • T• IME - DROP - PERC II. QC-I_ REFILL _ 0 _ I r p?Li . Z .5 -' �`�• Z D I I • 2 a , r�II %y /� I- z5---- T• IME DROP = PERC dc- 11:2 1_ REFILL _ 0 t l �__ I, bdl �� E la,: O( 32 t�/(� /f ( ��j TIME DROP = PERC la,'0a REFILL _ 0 S3 _LIS-- 7 .7_-_ F V 2'e35 3 3 / � 13/y f•2 5- TIME - DROP = PERC A, 13, C B, C, D /<„gea Flat ABC Smallest#t)/All(' largest#,f B(7) Smallest#of B(1) x 0.1(1 x 0.10 = Smallest#°JAB(' Smallest#a(ll(1) C, D, E D, F, F l.0 i,aa„J(74 .lmalleq 4,,R 7)I _---_ lu}r.r /l�{J UuFl /Ulh , S 0.10 S 0.10 -mM1, (#o/(14- — Snmlle..L..J 1NP ' . Westwood Professional Services, Inc O 7599 Anagram Drive V1 104 Marty Drive, Ste 3 PERCOLATION TEST SHEET Eden Prairie, MN 55344 Buffalo, MN 55313 612-937-5150 612-682-2587 FAX 612-937-5822 FAX 612-682-2639 Test hole location: Carriage Hill (Bohland Dev) Lo-f- G Depth of hole bottom: 12 inches Hole No.: 26 t Z7 Diameter of hole: 6-8 inches Date test hole was prepared: 12/41 i, Soil Data from Test Hole T depth, inches soil texture soil color see logs Method of scratching sidewall: hub w/nails Depth of pea size gravel in bottom of hole 2 inches Date and hour of initial water filling: 1z1/2.2. /0:75 Depth of initial water filling: 12 above hole bottom Method used to maintain 12"of water depth in hole for 4 hours: Automatic siphon Percolation test conducted by: R. Swisse Percolation test started at 11 I. D6 / (I ;da) Maximum water depth above hole bottom during test: 8 inches Date (z1Z3/9g WATER WATER INTERVAL WATER DROP DROP PERC RATE TIME (Minutes) DEPTH (fraction) (decimal) CALCULATION WO() START D 1 I l i 3p Zy l I(2 I VZ_ 1,5— TIME - DROP = PER O A 11.3 1_ REFILL O_/_ / 35 o�l3 >�• B I a',06 35 z /, .02/A . .7.13 TIME - DROP = /PERC 12'67 REFILL O _ U Z l 7-U C l2; ` 7 3`{ 02 TIM ` - DROP = PERC I I,O5 REFILL d i i ! 39 aG -/E, /Yf3 //3 TIME _ DROP = PERC Il I/i 3$_ REFILL -11T7_--- O 35- 1 5 --- 0. 5--- E 112.1/0 35 f 17 (t/Z I 45- TIME - DROP = PERC /21/0 REFILL O d RF /.2.y/ 31 (JA /7/� /-25 = DROP = PEC --- A, B, C B, C, D Largest kof ABC Smallest k of AH(' Larges,kof BCD Smallest k of H(Y) x 0.10 = x 0.10 = Smallest k of ABC Smallest It of 13(.1) C, D, F. I), F, F larg,a,,,,, hl Small,'ti al t 711 /.ogees k,JDIJ Smalle,e of/t/J c 0.10 y 0.10 . ,,,//est k own/. Small,-v k,,f ME . Westwood Professional Services, Inc ❑ 7599 Anagram Drive Nl 104 Marty Drive, Ste.3 PERCOLATION TEST SHEET Eden Prairie,MN 55344 Buffalo, MN 55313 612-937-5150 612-682-2587 FAX 612-937-5822 FAX 612-682-2639 Test hole location: Carriage Hill (Bohland Dev) Lot- 6 Depth of hole bottom: 12 inches Hole No.: ae-f al Diameter of hole: 6-8 inches Date test hole was prepared: t 2/Z Z(1 5 Soil Data from Test Hole depth, inches soil texture soil color see logs Method of scratching sidewall: hub w/nails Depth of pea size gravel in bottom of hole 2 inches Date and hour of initial water filling: /Oz. /0.10 Depth of initial water filling: 12 above hole bottom Method used to maintain 12"of water depth in hole for 4 hours: Automatic siphon Percolation test conducted by: R. Swisse Percolation test started at /M•il2 7(///5— Maximum water depth above hole bottom during test: 8 inches Date /2/2 3/q8 WATER WATER INTERVAL WATER DROP DROP PERC RATE TIME (Minutes) DEPTH (fraction) (decimal) CALCULATION //i l i START 0 _ /f 8 .1-'/3 �c_8_ A ; 39 a5 —/ 7/e l /- I( /7 3 TIME DROP = PERC Q ) ' , (J REFILL —1-77,1- 0 _ 2 Y, 28 J Z r. ( I 31 17q t�G( ).Z TIME DROP = PERC B 12f REFILL d _ �/ 3� /1.5— ÷ , aY. C 12 �(� 3'? I(� / Z TIME DROP = PERd 1(',I5—' REFILL _0 _ a1 1 p�.ci,0 D i J( A/y Z`j 1 I I TIME - DROP = PERC �^ in y REFILL ` b _ 3t 1.015 1 .J-_ E Lam( IZ.�(o 3 l I ��I� L / c (r 0� TIME - DROP = PERC . (2•, I ) REFILL _O _ r t• as— s_,0 F 1Z: 52_ 35— J 1lij I /1 II . 2. TIME _ DROP = PERC A, B, C B, C, D /argesr anfAE(' Smalksr Al n/AN' Large,a,J 10'1) Smallest#r f BCD x 0.10 = x 0.10 = Smallem q c f Alk Small/e.,,b 14'MT) C, D, F I), F. F Small.-,1#uJ(7)1. ._— /..0 r x 0.10 x 0.10 \nr.r ,err a„/('/)/-- A'.r.r.//enr a,r/hFJ