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HomeMy WebLinkAboutMound Design Worksheet Septic Evaluations Inc. 6850 Chaparral Lane,Chanhassen,MN 55317 (612)470-4024 August 28, 1998 Ann Carpentier �' 4t8 ''Willow Drive Orono, Hennepin Co System Components 1. Mound System 2. (2) 1000 gallon septic tank 3. 1000 gallon pump tank System Installation System must be installed according to mound installation Minn. R. ch. 7080. Site Protection The area must not be driven on by heavy. Setbacks Tank to house 10 feet Drainfield to house 20 feet Drainfield or tank to property line 20 feet Slople no greater than 6% Drainfield or tank to well 50 feet if deep and cased or 100 ft shallow and not cased. Septic Eva=on . p Lic. # 890 Signature Date above ; Designed By: August 28, 1998 Septic Evaivations,Inc. Ann Carpentier Chanhassen, MM MOUND DESIGN WORKSHEET 301 Willow Drive (612)470-4024 (For Flows up to 1200 gpd) Orono, Hennepin Co. Lic. A. FLOW SWMAW sewage Flow AN auor PW&Y r Estimated 450 gpd IV� TW I 0 Type® or measured x 1.5= gpd. 21do B. SEPTIC TANK LIQUID VOLUMES 4 6 0 355 236 37 ,9(dw 10005 75D 450 294 gallons 6 907 523 332 Typa� 7 IWD 600 310 If 1200 673 4M III C. SOILS(refer to site evaluation) 114- 1. Depth to restricting layer= 24 inches 2.0 jeet 11 �� 2. Depth of percolation tests= 12 inches •�+••• � .�.� ..W* 3. Texture Clay Loam Percolation rate 40 mpi �':: ow is m1S0°oe 4. Land slope 4.2 % t Ora n a X0 A EX D. ROCK LAM DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer.A x 0.83= 450 gpd x 0.83 sq.ft./gpd= 374 sq,ft. 2. Select width of rock layer(max 10' if<120 mpi max 5')= 10 ft. 3. Length of rock layer=area+width 374 sq.ft.+ 10 ft,= 37 '°�,"�"2�'p Width 1 ft <120mpi<10' Length, 37 jt E. ROCK VOLUME >120mpi<5' 1. Multiply rock area by rock depth to get cubic feet of rock; 374 sq.ft.x 1 ft.= 374 CU,fL 2. Divide cu.ft.by 27 cu.ft./cu.yd. to get cubic yards; 374 cu,ft. +27= 14 cu,yd, 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 14 cu.yd.x 1.4 ton/cu.yd.=19 tons. F. ABSORPTION WIDTH A6aeple.w sols nw. I. Percolation rate in top 12 inches of soil is_.40 _mpi �a. � �o�. > Texture Clay Loam ,,4 LM.Sift F W*MO.l0&INSsa sow IM im 2. Select allowable soil loading rate from table; 61 a �Sad Q60 1-9 0.45 gpd/ft2 31 py 3dtLaaam 0.50 22'00iu 46x60 0%!:: OAS U7 6010120 SAI 3. Calculate adsorption width ratio by dividing rock layer 0' " i to cow 02° 6.00 loading rate of 1.20 gpd/f t2 by allowable soil loading rate; 1.20 gpd/ft2+ 0 45 gpd/ft== 2.67 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; 2.67 x 10 ft= 27 f t p 1997 Melonie LS Elvebak M August 28, 1998 Designed By:Septic Evaluations Inc. Lic. #890 Ann Ca�peniier Chanhassen, MN (612)470-4024 301 Wil(ow Drive Orono, Hennepin Co. V. a./V 1 t a tld#&Ajs L ut.a%ara V r W 1l 1 Cow t I. If landslope is 2%or more, subtract rock layer width from adsorption widthIto to obtain minimum downslope berm tce1 `'`'� 27 ft. - loft= 17 feet NoWsag 2.0 _ ` ,.:: 6-Top" 2 Calculate Minimum mound Size a. Determine depth of clean sand fill at upslope edge of rock layer: Separation 3x- 2.0 ft= 1.00 feet b. Add depth of clean sand for separation(2a) at upslope edge,depth of rock layer(1 foot)to depth of cover Measurements are in Feet (1 foot)to find the mound height at the upslope edge of rock layer; 1.00 ft+lft+lft= 3.00 feet C. Enter table with landslope and upslope bermhlUP 'A'A i, ratio.Select berm multiplier of 3.45 ;f� F x { d. Multiply berm multiplier by upslope moundMyr: �B'd10 height to find upS10 berm width: 3.45 X 3.00tt = 1 feet jq�, �± v Y 'i xyi �. + � p•�'r'�L zri�f k�.cc a�N <}i �rrL y 3�L�.�a ira •1,. 'v Z� i� 4 .`^le ♦d` x §p!4 i+' k v Y,� h.z r, e. Multiply rock layer width b P! by ✓� r .x�` �7f fl �l-Y•n"n 1 H p � .rl...�_is. .1..r� ,i f 1� i � landslope to determine dr o�in elevation; �,�4 t r T�'��r � " r; tion , 10 4.2 _ 4 X %+100- feet f.Add depth of clean sand for slope V� s''y, 3 a:.F.. 4�N,.{1 x q�' l :� difference(2e)at downslope edge,to Tow L*nVh`_ 58 the mound height at the upslope edge of rock layer(2b)to find the downslope height; 0.4 ft+ 3.00 ft 3.42 feet Approx. Tons of Sand Needed 186 g. Enter table with landslope and downslope berm ratio.Select berm multiplier of 4.76 h. Multiply berm multiplier by downslope mound height to get downslope berm width: 4.76 X 3.42 = 16 feet s1Jo�rs 1►osrUt�r�.s i. Compare the values of step G.1 17 and Step G.2h 16 LAM aea ft or Urkm ��uepan�� Select the greater of the two values as the �• a�.,1 X14. downslope berm width; 17 feet 1. Total mound width is the sum of 7 44 s 0 o 6 0 7A 34 44 $A 6A A 6.0 upslope berm(G.2d) 0 3 width plus rock layer width(D.2) I 3.09 4.17 5.26 6.36 733 291 . 335 4.76 3.66 6.54 7.41 plus downslope berm width(G.2i); 1 3.19 435 536 621 8.14 123 3.70 434 $36 6.14 6.90 3 3.30 434 s36 7.31 6.a6 275 3.57 4.35 $ot 5.79 bas 10 ft,f 10 (�♦ 17 ft= 37 feet 4 3.41 4.76 6.15 739 9.72 IS 3.45 4.17 424 SA6 646 lG Total mound length is the sum of upslope s 3.53 540 6.67 6.37 10.77 2.61 3.33 too 4.62 3.19 s.71 berm width(G.2d)plus rock layer length(D.3) 6 3.66 5.26 7.14 939 1247 2.54 3.13 3.85 4.41 493 SAI plus upslope berm width(G.2d); 7 3.80 5 56 7.69 10.34 13.73 2A8 3.12 3.70 4.23 4.70 5.13 10 ft+ 37 ft+ 10 ft= 58 feet 8 3.95 528 8.33 11.34 16.91 2.42 3.03 337 4.05 4A9 4.88 9 411 6.25 9.09 13.04 18.92 2.36 194 3AS 3.90 4.30 4AS 10 4.29 W 10.00 1100 23.33 231 226 333 3.75 4.12 4 Final Dimensions: 11 4A8 7.14 11.11 17.65 3043 2.26 2.78 313 3.61 39S 4.. 11 4.69 7.69 1250 21A3 43.73 1.21 270 3.12 3A9 380 4.06 37 X va 01997 Melonie L. Elvebak Designed By:Septic Evaluations Inc. August 28, 1998 Chanhassen,'MN ' Ann Carpentier (612)4704024' PUMP SELECTION PROCEDURE 301 Willow Drive Lic. #890 Orono, Hennepin Co. A. Determine pump capacity. Gravity Distribution 1. Minimum suggested is 20 gpm 2 Maximum suggested is 45 gpm ftfaration Diuhacges in GPM Pressure Distibution � Pedo a ion diam 3.a. Select number of perforated laterals 3 a b. Select perforation spacing= 3 feet. 1.Oa 0.56 ala C. Subtract 2 ft.from the rock layer length. 1� � 00.0 y , 7 i14-2 ft.= feet. d. Determine the number of spaces between perforations. a use 1.0 foot single homes. Length pert.spacmi g= 35 &. 3 g,a 11.8 spaces b use 20 Meet for anything else. e. 11.8 spaces+1= 13.0 perforationagateral f. Multiply perforations per lateral by n QQf laterals to Header Pipe Connected in the: 3 3.0 _ Middle Sett tot On?6{mber of perforations. ... x IMMM- 39.0 pe options. g• 1 O x 1 . =21.88Pm• Min. diameter for perferated SELECTED PUMP CAPACITY 21.8 Spin Laterals is: 1 1/4 B.Determine head requirements: 1. Elevation difference betweenpump and point of discharge. 15 feet z If pumping to a pressure distribution system,five feet for pressure sin. required at manifold if gravity stem zero. 00 feet VaWrrrkx%ft 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. t Read friction loss in feet per 100 feet from table(F-14). 1:2 F.L.= 1.11 ft./100ftof pipeb. Determine total pipe length from pump to discharge ................................... point. Estimate by adding 25 percent to pipe length for fitting lass,or use a fitting loss chart(F-15-1§2-feet). Equivalent pipe length-1.25 times pipe length= 180 x 1.25= 225 feet Friction Loss in Plastic Pi e c. Calculate total friction loss by multiplying Nominal friction loss in ft/100 ft by equivalent pipe length. pe dia. Total friction loss= 1.11 x 225 +100= 2.50 feet p' 4. Total head required is the sum of elevation difference, HOW RateSpm 1S" r 3" special head requirements,and total frit im loss. 20 2.47 0.73 0.11 15 + 5.0 + 2.50 25 3.73 LU 0.16 (1) (2) (3c) W 5.23 1.56 023 35 6.96 2.06 0,30 TOTAL HEAD 22.5 feet 4455 19� .?3.28 0 48 50 13.46 3.99 0S8 70 G Pump selection 6600 S 60 082 65 6.48 0.95 70 7.44 1.09 1. A pump must be selected to deliver at least 21.8 gpm (Step A)with at least 22.5 'feet of total bead(Step B). ©1997 Melonie L. Elvebak Designed By: Mound Design August 28, 1998 Septic Evaivations Inc. Ann Carpentier P perfor ted lateral Inspection pipe 301 Willow Drive Chanhassen, MN (612)470-4024 Orono, Hennepin Co. • Lic. #890 12 Cover rGeotextile fabric layer Slope of land 4.2 % Cover: getation(grass) 2"clean rock coverin i Mound sloe 4:1 6"topsoil B P P 6"loamy svii 9" clean rock below pipe Rock should be clean and 3/4"to 2 1/2" Clean Sand Sand a 0lo a 1.4 P Sand downslope Roughened layer width width -- 10 + Upslope Width 10 idth of Rockbed - 17 Downslope Width 37 2.0 Total Width Depth to mottling,etc. Water table,bedrock or mottling All measurements are in feet �`VL Lat Vj10 Upslope width f resx-10 hL Ups pe width 37 Upslope wi th 37 Rockbed length Total width 17 Downslope width 58 Total length 01997 Melonie L. Elvebak D esigned B y: Septic Evaluations Inc. 6850 ChapamlLane NOT TO SCALE Chanhassn,M N 55317 (612) 4701024 LV - - - - - -- - - -- -- - - - -- - - - - -- - - - --- - - - - --- - -- - - - -; 2-0------- - -- - -- -- - -- - ------ - - - --- - �� ''- � h o 92� , P3 50' - B R 1 1 o q -170' �600 Rg gazage ;j - , i w ell ticVP i Pum T ankT�f'th__(s) 152��1 q g house � x>� - 00 , - - 3n p=bmt System m ustbe placed on the oonburof the laid. Lection pipes should be plaoed atthe end of each dilution •' lne baffle and over bae and overthe m amtenanoe hole. D es:ignldlF or. Ann C aspenber 301 W ilbw D rive O mno,H ennepin C o August28,1998 Septic Evaluations Inc. 6850 Chaparral Lane,Chanhassen,MN 55317 (612)470-4024 August 28, 1998 Ann Carpentier 301 Willow Drive Orono, Hennepin Co Date test hole prepared: August 18, 1998 6:00 p.m.. Date test was taken: August 19, 1998 12:30 p.m.. Location of perc tests: See map attached Number of test done: 3 tests Depth of holes: 12" Diameter of holes: 6" Method of scratching holes: board with nails Depth of rock in bottom of holes: 2" Depth on initial water filling: 12" Method of maintaining water depth in hole: floats Soil Characteristics: Clay Loam Soil survey map unit: unknown Test were run using a stop watch Perc 1 Perc 2 Perc 3 mpi Time Water Perc mpi Time Water Perc mpi Time Water Perc Depth Rate Depth Rate Depth Rate Start 0 8.00 10.00 Start 0 8.00 10.00 Start 0 8.00 20.00 Stop 10 7.00 Stop 10 7.00 Stop 10 7.50 Refill 10 8.00 40.00 Refill 10 8.00 20.00 Refill 10 8.00 40.00 Stop 20 7.75 Stop 20 7.50 Stop 20 7.75 Refill 20 8.00 40.00 Refill 20 8.00 40.00 Refill 20 8.00 40.00 Stop 30 7.75 Stop 30 7.75 Stop 30 7.75 Refill 30 8.00 40.00 Refill 30 8.00 40.00 Refill 30 8.00 40.00 3 - Stop 40 7.75 Stop 40 7.75 Stop 40 7.75 Refill 40 8.00 40.00 Refill 40 8.00 40.00 Refill 40 8.00 40.00 At Septic Evaluations Inc. 6850 Chaparral Lane,Chanhassen,MN 55317 (612)470-4024 BR I BR BR j BR BR BR j r y � i RECORD DEPTH OF MOTr;UNG, SEASONAL HIGH WATER,OR BEDROCK ABOVE Field Sketch: 4 TC J jo f \ •.rte::.•,. .?ri;�Z 1 \ F , 1 \ cc ! \ ,• 1 1 � i r . r i Cl W \ b E ! \ r I \ \ 2P, r \ \ i \ i MA 1 r i \ _ — — — — r _ - _ T .. .. ..i lk :B I _L .=I :B '= r. T = _ i= 3 r-1 =: T :3 '= -:-EF' —'1 r. - -=4 'E L-3 E: D :2 :3. : :a* I '-- E: F• -IF I C E: V f:4 L- U Pi -r 1 0F4 '= Septic Evaluations Inc. 6850 Chaparral Lane, Chanhassen, MN 55317 (612) 470-40. 24 BH BR BR BR BR it FA- lit Ftp DEPTH PTH OF mo-r-rPNG, SEASONAL ACTH WATER, OR BEDROCK A Field �k;k� 9. S.E: R I 'D L-4 E: D 2 :F. : :2 1 S E: F' -T I C E: V A L- U " -r 1 0 " S P 0:2 N'iigtle -7,ep,eonber 17, 1998 S-O -ic Lrvaluau- Ann C;ai Penfier Chanhassen, tilt..;tilt..; MOUND DESIGN WORKSHEET- (6`1-2') 470-4024 (For Flows up to 1200 gpd) �10 i Willow Drive ";ono, Hennepin Co A. R, gpd Tm or X 2 3 13, SP J ANK LIQUID VOLUMES 4^ owVim 75D 6 T L 7 L--- A C. Vic`•: to site evaluation) L L r.'•1 to restricting layer--r 24 inches Mnw�T Ur 2, q Of percolation tests 12 inches 7%� 3. -_Clay Loa, pel;lm ation rate nipf 2km 4. x slope I. .'�'ply flow rate by 0-A3 to obtain miltdred area of rock layer- A x 0.83 w. 450 —gpd x 0.83 sq. ft,,/gpd X- 374 sq. 2, width of rock layer(max 10'if<120 mpi max 5') ft. 3, ;;,i jh of rock layer area+ width aq. ft. 4- wilft--10 _ft <I 20mvi <10' PLUMB >120DII)i <5' E. P(P I. iply rock area by rock depth to get cubic fe?t of rocie,-U4_sq. ft. x ft, = 374 Cu, ft, 2, f .de cu. ft.by 27 cu. ftlm yd. to get cubic Yards; X�4 cm ft, +27= —11'-cu. yd. 3- %liply cubic yards by 1.4 to get weight of wk in to";-14 cu-yd. x 1.4 ton/cu.yd. = J-2 tons. 11 ON WIDTH 1. "inn rate In top 12 Incbes of$oil is mpi p 1"o.1 c9mao saw GA WS $ad 17 too 2. ; .allowable soil loading rate from table; 0.1105 A Sao Is Xpe-5/m, 0.45 gpd/W 115 P0 36 U&M Log 31 it 45 Sih Uwe ID Y: 4610,90 Ck L"m PA, Go CD 176 3, C!-.!' a0sorption width ratio by dividing rocAx layer A-r to 4te of 1.20 gpd/K by allowable soil IoAdixxg rake; 4. NV adsorption width ratio by rock layer urldth to get 011 1 ) adsorption width; 2 167 x 1997 ,ebak S-E: P I E. - -=4 e. L-4 E: D -2 -3 -- :2 -2 S E: F -r I C: a V 1::4 L- U f:4 -r 1 0 " S F' Desipe.,ci ray: 3,aptle EVjtUat 'jGAS jac, LIC. # 89d9 :•.ol Willow Chanhassen, MN (612).470-4024 1.r i.k%A V I 1. If Of M.Ore, stlbtract 'idtb from adsorption width to obtain rrkit�" downslope berm toe --1z-ft- 17 feet 7- Calculate ?Onmj S.,J1 q a Deter -I m mound Size rN of clean.sand fill at LIPS!,jj�List D,---nV WW* up-510pe eLIPt, layer: 5q-)araflon 3' - F1 =-1-00-feet b. Add deptl... i sand for separ4 tion (2a) "PSIOPe PJi:.- th of rock layer(I foot) to depth of cover are in F- eet" 0 foot) to fiTte')' height at the upslope edge of rock IaYerl -1.C,21 Ft+ I A r k s00 feet Enter tabl,- ndq-lope and upslope berm ratio,se, -Nt b .......... d hfultiply 'Otiplier by UPSlope mound m "UP0 W A "6-llt tu finl berm Lff. th 3r M !YFA L A- �.k X lo. feet Multi 3 p. plr Y � width by tandslope to d,0 e d rot (n eleva t ion; At X feet IL j'ok f Add de th ;and for slope P d i fk�rence tslope edge,to the mound lz lle Up edge cif r(vk layer [,2s. `i!A the downslope height; JJ 5--ft+ feet Approx. Tons of Sand Needed 187 g. Enter table,,,, (hslope and downslope berm ratio. berm m;Altjpl�j, 17126 h. Multiply N:;, ip I ier by downslope mound height to got jownslope y X (get i. Cnakpare 0+4 of Step and Step C.2h- mliml-tkrw for"IsrIftill Se v �4� Won nmidjAmn ftr vailr44 irnpr . Iectthegi ,,�t'. two values Is buq?h 51* dowmslope N-1, *::�.; 19 feet Total moun5. *1 'fi the sum of '-�Vmlope berm tF., r} 304.0 5.0 to 16 3.0 4.0 SO to 7.0 width phis roc, width(D-2) 1 309 4.17 5,26 6.3$ 753 2,91 3.85 476 5,66 6.14 r4us dowrusjopic ! width(G-2i); 2 1,19 411 5-M 6.42 2.14 2,93 3.70 4.54 5.16 6.14 r 0 3 3,10 4.54 59$ 7.32 806 2.75 1.57 4,35 ft 4, 1 _ ft =; _39_fcQt 4 1.41 4 74 6,2$ 7JJ9 912 2-69 145 lG is the sum of upslope 4,17 4.34 5.46 Total moon�! 3 3.$3 5.00 6,61 9,17 10.77 161 3.33 4.0 4,62 1.19 berm width(C rock layer length(U,3) 6 366 S.U. 7.14 918 12.07 154 1.23 135 4,41 4.n upalq)4? 7 3," 1 1173 2.48 3,12 $-70 4,13 4.70 ft 57 feet 1 3," 5.33 9-11 11,34 1391 2.42 3.03 3.57 4.01 4.49 9 4.11 6.11 0.09 1104 18+92 2.*A 2.94 3.45 3.00 4,3(1 A 10 4,29 6,61 10,00 15.00 23.1,.3 -1.31 2,86 3.33 1.71 4.12 4 Final Dim,- 11 4.43 7.14 Mil 17,6$ $043 2,24 J?f )nsl. 3.23 161 1." 12 4.60 7.64 12,50 21.43 43.75 221 2.70 3,12 3.49 3.80 1997 Melonle L. Elveh : EF• —'1 r. — •- := W ELS — — -: EF• _r I C E '.' i1L_ Ui1T I I=AN S � F^��O►yi Inc. e� la r.t7T$r 17, 1998 By Sepr,.,. ►� nrcsson, MNA!,i-. f'�.r�>Fo7tier Drive tz} 479-4024 r. tv P,SELECDQN rR4 1FPURE t,.„�� t3e:zr.epin Co. A. 00eMinr � aityc 1. Minlm�'•,r ted i-s 20 pan Maxinwtr .ted is 45 gprn Perforatto» sehAr �*'�': Pia5,sure INAkt Fee!h kr+ctµs' 7 � ;3. O. Select,�� y perforated laterals }1fA-_-_• .: q lT. Srt(Ct;�r , :SpaCil�g_ 1`eet Alb 01% <a layer lengt Y t; t ? the rock la h. 0.sofeet. M - x ci. Deterr,:! ,.'.mber of s aces betiveen perrforatlons. a use 2.1. tees forngte 1. 1n x 3.�h•+_3,ft. _11 apa:es b Use 2.fl Feet for anxrt;a�o e. 111 sir 1 .04 perforat3nY,sJl.atA; ! Header Pipe Ccx�w° • tho f. Multi}-i4, ; ;tions per lateral by number f lat'nals to Mid.dlo - et tcti:�? .< > of rf�radons. 3 X 1 .0 _ '39 0 pe:fof;�t►ona_ -.- - _T 1 Ti'`Ti , r. r. =t 1 x Pgpm. Min. diameter fort i g• Laterals is' 1 1 r*. •, a i`ED PUMP CAPACITY_ _8 9P'11 tf.TTe:2rxltlntt%�:'; • , :lt•emerits: i. Hlevaint :,r,cabetween ump and pc�irtt of discharge. _ _feet 2. If puroj ; = pressure diFtributirun system, five feF�t for pressure ; 91d if gravity systp;t,zero. feet 1401 PfF-t..,g* SL loo table with gpm apd pipe dikirieter, rRlet " :zs R.prae i J Ims lin feet per 100 feet from table(T-14). 1~:L; ft./100 ft of pipe b. M-t;, ;.:,tai pipe tmgth frc m ptunp to 4i.%charge ---•--- . p.t, ' t -.,.Ate by adding 25 puroent to pipe length for fitting l x µ fit ting loss chart{P�iS_,1fl;feat)• lrngttt- 1.25 an�rs pipe texrgci, 150,_x i.2S= 1I37 5 feet �- Friction Loss in Fti , r zf= C. CAV :.•;l.friction lass by mt.tltlplyVig — - fr►�. jn.ft 100 ft by equivalent j}� en th. TotMl %F' r:�,.s . .. 1 i 1.�.x = _2 Dl3..w feet pir 4. Tot,! ,-,_ " , :tied is tt,e sum of elevation dif krkr+.�e )how itat Speci't,r quirements,and tc�t,�l[ri;tism lcks. ._. m 20 x:47 0 7 t1 t 2.1a 3.73 tom► tz i3<1 30 5.23 t 35 6.96 21; �0) 40 8,91 7 n,; 'l'UTA,1.HEAD _.,2 1_.__fcw�t 45 54 13.46 3 rr''> e 's.--A 65 AAmt,st be selected to deliver at least t i3�gpm h` 4 with at least ?t feet Of W211 head (Stare B}. _ .. ) C�1997 Mule• t •�,�ak. D"gaed.ky. Mound ]Design AnttCarDen!er �.rs •' m SeptfC.Ev'W"Etwaslnc. Mfor red lateral ` Jlla Jrive knswvion sire F+ - U ,;O��1cA .:, a$F' ?sem 71� � •��,1� - �:.�..<i <-iiA ..�t rf:.1J,.-��!g _ _. 5' „ �' '�'�� �.: � ^k r�" clew rock below�+Pe loamy sU Rock should be clean and 314"to 2 ir " F 1.00 Clean Sand #.6 Roughened laver H 1 Sand uoslope Sand downslope wi{ith width10 f y UpslopeWidth Width of Rockbed f Downslope Width 3S 2.0 Total Width ;til m Depth to mottling,etc. 1,n Water tabie,bedrock or mottling X: tneassrar'A r;S are in m A ti 10 Upslope width j r I x3 0 j z; Upsl ope width L?V3LVp'e Wi ' H 37 39 s i Total width CI Rockbed length t S t I Dmh mslope width f � Total ienitth tD 1997 Melorne L. Elvebalc ' ISI ( r 1EF' —' 1 r. - '' :1 WE Me :2 _ _ _ 1 -: EF' T I C E '.' "L- Ll "-Ir I O " S 0 1 t f. s DesipW 13Y:CL 44 . CC``pdc El fVon!! //m - -- --- -- -- - - - -- -- -- -- - - - - - . _ _ - 3�- - - - - - -- -- -- - - - - - ------- - --- -- -- -- ------ E iii , R7 t , 4 60 0 1115 P3 'o oo H ' 8R BRI B 4 .' a 5 J E W , �•� PumfTarnkfanki's) �° • t E. M1112IL E KIStSi7012S� { opj W r 1 � E ' i 19 1 4" G •' Impost: System must be placed on the contour of the land W ' Inspection pipes should be placed at the end of each distribution 1 ' line and over each baffle and over the maintenance We iii .I APn Carpeftm IL 301 Willow Drive W Orono,Hennepin Co ifj AtLj w i&, I9 Designed By: September 17, 1998 Septic•EvaluaVons lac. Ann Carpentier Chanhassen, MN MOUND DESIGN WORKSHEET (612)470-4024 (For Flows up to 1200 gpd) 301 Willow spin Orono, Hennepin Co. Lic. A. FLOW 8aimeoee sewage Raft at CWW=W my Estimated 450 gpdIVwf ya TW , m or measured x 1.5= gpd. ° 2 300 2u 180 B. SEPTIC TANK LIQUID VOLUMES i 6o rn218 VWM 1000 gallons 6 9W 525 �Typel 7 1060 600 370 Ha $ 1200 675 409 p1 C. SOILS(refer to site evaluation) 1. Depth to restricting layer= 24 inches 2.o feet 2. Depth of percolation tests= 12 inches cw 3. Texture Cla Y Loam Percolation rate 40 mpi 23� w ism lam 4. Land slope 6 % 7'.wg 1= 3M 44M D. ROCK LAYER DMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83= 450 gpd x 0.83 sq. ft./gpd = 374 sq.ft. 2. Select width of rock layer(max 10'if<120 mpi max 5')= 1 ft. 3. Length of rock layer=area-#-width = 374 sq. ft.+ 10 ft. = 37 ft. Width 1 o ft <120mpi<10' Length. 37 ft E. ROCK VOLUME >120mpi<5' 1. Multiply rock area by rock depth to get cubic feet of rock, 374 sq.ft. x i ft. = 374 Cu.ft. 2. Divide cu. ft.by 27 cu.ft./cu.yd. to get cubic yards; 374 cu. ft. +27= 14 cu.yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 14 cu.yd.x 1.4 ton/cu.yd.= 19 tons. F. ABSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is 40 mpi F� earoa.wfti. CWkm RodmatermM" Texture---2!2y Loam '�"" '°°" s°"'T�`""a pa6ij �� FiN0.Ia901 ntSad 1..D 1= 2. Select allowable soil loading rate from table; a1 as FvwSwd 0.60 am 6 w 15Sandy l ono Q79 1.54 0.45 d/ft2 1630 30 ,.e,� 0.60 zoo 31 ooO Sibt.cw 050 2.40 46»60 Clay Lm a 0.1S 2V 3. Calculate adsorption width ratio by dividing rock layer 60 to i2D 4 020 sb.W loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft2+ 0.45 gpd/ft2= 2.67 4. Multiply adsorption width ratio by rock layer width to get required adsorption width; 2.67 x 10 f t= 27 ft ©1997 Metonie L. Elvebak September 17,1998 Designed By:Septic Evaluations Inc. Lic. # 890 Ann Carpentier Chanhassen, MN (612) 470-4024 301 Willow Drive Orono, Hennepin Co. %J. V V f V 1 VaJLVI L: VALIXIYl V V 1L 111 Slope:�+ Cover 1, 1. If landslope is 1%or more, :r subtract rock layer width from adsorption width ,i, to obtain minimum downslope berm toe c ►sna1 ltotkl' , ft- loft= feet2.0 aturai sal 2. Calculate Minimum mound Size a. Determine depth of clean sand fill at upslope Width Davn k"Width upslope edge of rock layer: V-4 Width Abs�.Widlh Separation 3'- ft= feet b. Add depth of clean sand for separation(2a) at upslope edge,depth of rock layer(1 foot)to depth of cover Measurements are in Feet (1 foot)to find the mound height at the upslope edge of rock layer; ft+ lft+ lft= feet c Enter table with landslope and upslope berm ` Wath ratio.Select berm multiplier of 3.23 d. Multiply berm multiplier by upslope mound�; �� w h_ ._ t ` height to find upslope berm width: M, 3.23 x 3.00 = feet e. Multiply rock layer width by landslope to determine drop in elevation; _ tf� aY wia V 0/ { feet l hY E'j Y F�' Z� :Y! 7 ':1 f.Add depth of clean sand for slope `� �'4� � �'�k difference(2e)at downslope edge,toU+usl�3 the mound height at the upslope edge of rock layer(2b)to find the downslope height; 0.6 ft+ 3.00 ft= 3.60 feet Approx. Tons of Sand Needed 187 -- g. Enter table with landslope and downslope berm ratio. Select berm multiplier of 6.26 h. Multiply berm multiplier by downslope mound height to get downslope berm width: 5.26 x - = feet BJ? M SLOPE MULTIPLIERS L Compare the values of step G.1 and Step G.Zh Lard SWM berm ��>owilous berm mWMeo fa,as Select the greater of the two values as the 1v% berm dope nift berm slope ratios downslope berm width; 19 feet j. Total mound width is the sum of 9 ' upslope berm.(G.2d) 0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0 1 3.09 4.17 5.26 6.38 7.53 2.91 3.85 4.76 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 5.88 7.32 8.86 2.75 3.57 4.35 5.08 5.79 6.45 ft+ ft+ ft= feet 4 3.41 4.76 6.25 7.89 9.72 2.68 3.45 4.17 4.84 5.46 6.06 k. Total mound length is the sum of upslope 5 3.53 5.00 6.67 8.57 10.77 261 3.33 4.00 4.62 5.19 5.71 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 4.41 4.93 5.41 plus upslope berm width(G.2d); 7 3.80 5.56 7.69 10.34 13.73 2.48 3.12 3.70 4.23 4.70 5.13 ft+ 37 ft+ 10 ft= 57 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 9.09 13.04 18.92 236 1.94 3.45 3.90 4.30 4.65 10 4.29 6.67 10.00 15.00 23.33 2.31 2.86 3.33 3.75 4.12 4 Final Dimensions. 11 4.48 7.14 11.11 17.65 30.43 2.26 2.78 3.23 3.61 3.95 4- 12 4.69 7.69 12.50 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08 X © 1997 Melonie L. Elvebak Desigoed By:Septic Evaluations Inc. September 17, 1998 Chanhassen, MN Ann Carpentier (612) 470-4024 PUMP SELECTION PROCEDURE 301 Willow Drive Lic. #890 Orono, Hennepin Co. A. Determine pump capacity: Gravity Distribution 1. Minimum suggested is 20 gpm 2. Maximum suggested is 45 gpm Perforation Mchargesm GPM Pressure Distibution Head Perforation diameter 3 feet inches 3.a. Select number of perforated laterals 32 1/4 b. Select perforation spacing= 3 feet. 1.0a 0.56 0.74 C. Subtract 2 ft.from the rock layer length. 1.5 0.69 0.90 37 _2 ft = 35 feet. 20b 0.80 1.04 d. Determine the number of spaces between perforations. a use 1.0 foot single homes. Length perf.spacing= 35 ft.i. 3 ft.= 11.8 spaces b use 2.0 feet for anything else. e. 11.8 spaces t 1 = 13.0 perforationsJUteral Header Pipe Connected in the: f. Multiply perforations per lateral by number f laterals to Middle et total number of perforations, s x ..0= 39.0 perforations. Middle----- 39.0 0.56 _21.8 m g 7r 59W SP Min. diameter for perferated 21 8 Laterals is: 1 114 SELECTED PUMP CAPACITY gpm B.Determine head requirements: I. Elevation difference between pump and point of discharge. '15 feet 2. If pumping to a pressure distribution system,five feet for pressure son, required at manifold if gravity system,zero. 5.0 feet Ibw pip kng* 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from table(F-14). F.L.= 1.11 ft./100 ft of pipe 1:2 b. Determine total pipe length from pump to discharge ..........'-"--'-""'....-'-- - point. Estimate by adding 25 percent to pipe length for fitting loss,or use a fitting loss chart(F-15 150 feet). Equivalent pipe length-1.25 times piTe length 150 x 1.25= 18feet Friction Loss in Plastic Pipe c. Calculate total friction loss by multiplying Nominal friction loss in ft/100 ft by equivalent pipe length Total friction loss= 1.11 x 187.5 +100= 2.08 feet Ratepipe dia. 4. Total head required is the sum of elevation difference, Flow 2" 3" special head requirements,and total friction loss. gpm 20 2.47 0.73 0.11 15 + 5.0 + 2.08 25 3.73 1.11 0.16 (1) (2) (30 30 5.23 1.55 0.23 35 6.96 2.06 030 TOTAL HEAD 22.1 feet 455 8.91 2.64 0.39. 4 11.07 3.28 0.48 50 13.46 3.99 038 C. Pump selection 60 5.60 0.8822 65 6.48 0.95 70 7.44 1.09 1. A pump must be selected to deliver at least FPn- [11, (Step A)with at least 22.1 feet of total head(Step B). 1997 Melonie L. Elvebak Designed By: Mound Design September 17, 1998 Septic Evaluations Inc.- perfor ted lateral Ann Carpentier Chanhassen, MN Inspection pipe 301 Willow Drive (612)470-4024 _` Orono, Hennepin Co. Lie. #890 12" Cover rGeotextile fabric layer Slope of land 6 % Cover: 6 topsoil oet so,n(grass) 2"clean rock covering pi Mound slope 4:1 P 6"loamy sem►, 9" clean rock below pipe 1.00 Clean Sand 1 Rock should be clean and 3/4" to 2 1/2" Sand uppslope Sand downslope Roughened layer width width 10- 10 10 Upslope Width Width of Rockbed 19 Downslope Width 39 2.0 Total Width Depth to Imottling,etc. Water table,bedrock or mottling All measurements are in feet 10 Upslope width o x-�i Ups pe width 37 Upslope wi Ith 39 Rockbed length Total width 19 Downslope width Total length © 1997 Melonie L. Elvebak a,�e�d ����a�� w•�c-� �or �.�� Y Septic Evaluations I n 6850 Chaparral Lane, Chanhassen, MN 55317 (612) 470-4024 u BR BR BR BR BR BR ; i i U Jy; < + ; } v RECORD DEPTH OF MOTT,ONG, SEASONAL HIGH WATER, OR BEDROCK ABOVE , tai a. Field Sketch: r s z x � I I '- t-� � �' 9�*. '3'`IF Y,.• .dam' �`f� � � �^"t�^.'A' Y'� � � '� k �' ',3 Designed By: Septic Evaluations Inc. 6850 Chaparral Lane Chanhassen, MN 55317 NOT TO SCALE (612)470-4024 N r - - - - - - - - - - -- - - - - - - - - -- - - - - - -- - - - - - - - - - - - - - - - - - - - -- -- - - - - - - - - - -- - - - - - - --- - - - - - - - � • R7 � 5 ' 4d P3 4 o 170' BR BRl PZ B 4 o 150, 60, • garage ' Septic well Pum TankTank(s) • : housesting ks . ' Qto4e Important; System must be placed on the contour of the land. i Inspection pipes should be placed at the end of each distribution line and over each baffle and over the maintenance hole. i Design;&Icor: Ann Carpentier 3101 Willow Drive Orono,Hennepin Co August 28, 1998 E: P 1 r. — S, e W ELS 2 ; _ 1 = E: F' T I C E '.' AL- Uf:4T I 0 V4 S R 1 w a • 3�