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HomeMy WebLinkAbout04/21/1999 -letter re: Septic System Site Plan Z zo Carr aLvt, lavu ' 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, 1 999 Email:wps@westwoodps.com Steve Bohl Bohland Development 420 Upland Lane Plymouth, MN 55447 RE: Septic System Site Plan for Lot 5, 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. Due to mottled soils at a depth of 24" in the primary site, the primary will need to be a mound system with 12"of sand under the rockbed at the upslope side. The site in which this system is proposed has a existing ground slope of 6%, and percolation rates ranging from 11-20 MPI. The rock bed size will be 10 feet wide and 63 feet long with the overall dimensions of the primary mound being 101.0 feet long and 38.6 feet wide. 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 also need to be a mound system. Mottled soils were found at a depth of 24 inches and the average slope of the area is 4%. 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. ,c?A'47 Bernie Miller Septic Site Designer MPCA Lic. No. 43 cc. Stephen Weckman c1999 Westwood Professional Services, Inc. Jr ----- N -/ LEGEND W ' 1011111 Ow existing we// soil boring .► Q percolation test 44 ./..........e. .41h, x existing fence Abillill , 'or existing deciduous tree CO * existing coniferous tree Al — — — — existing elevation contour illeiOI.4iiiiorr �`� 1 �� NN 92+,4 existing spot elevation 920-4 proposed spot elevation PROPOSED , p S WELL Q / / Elevations relative and assumed X / O Elevations relative to U.S.G.S 1929 NOVO Z (� Denotes proposed surface drainage SB11 4 ALTE ' ATE SEPTIC ITE Notes: 2-1300 GA – _ (MOUND SYSTEM T- — 1. Avoid compaction of mound area before, during and CAST - IC TANKS �O� A 630 RO :ED) after construction SB10 AO 2. Verify before drilling that no septic tanks or septic areas 10 ¢ are within fa 50siva//ofoowt radiwe//� us of proposed well location. SB30 Rock SB3 (100 feet for \' SB.33948 K •f0 SB53 o ; J. Verify before construction that no shallow wells are within 9 �� 100 feet, or deep we/!s within 50 feet of proposed septic - l'Aimpilv pump tan ��,.�' �, 46NN tanks or mound area. • SB64 16.2 6 2 l '' 4. To extend the life of septic system pump septic tanks a SB34 B9A f minimum of every 2 years. ,p a f ��, I M AR _ TIC , 5. See attached sheets for additional construction details. 18.9 ( .U N D S YS T I TH 6. Soil Classified A . 0 SF R• _. :Epas Burnsville Sandy loam (BuC) 5-12% slopes, / according to the U.S. Deportment of Agriculture soil Survey ��, • / 7 Site plan prepared by or under the supervision of Bernie 75' 94 J .� Si Miller- M.P.C.A. License No. 3 PON1?�SEPTIC TBACK 631 __�_.1-� )15Date -4W-- c a D / 0 40 80 120 lir W e S Westwoodt Property location: DESIGNED BCM REQUESTED BY: DATE [ Professional Services, Inc DRAwN BCM Septic System 4/20/99 10Job No. Marty Drive, Suite 3 Lot 5, CARRIAGE HILL, Orono — Site Plan Bohland Development Buffalo, MN 55313 CHECKED JMc 612 682-2587 Plymouth,MN. 198795) MOUNT) DES1(;N W'ol Kti IFi t Z-oi---- 5 (For Flows up to 120() gp(1) ////// -'^7 -5--;/---- iA. Fl.()\' I s Estimated Sewage Flows m Gallons p day Estimated - gpd Numbs 1 Type 1 131se 11, Type Ell ryM or measured x 1.5 =__ _ gpd- "' N 2 100 225 180~ ----. B. SEPTIC TANK LIQUID VOLUMES 4 450 100 218 4 600 175 2566 olu 1 750 450 294 �'I e gallons 6 6 900 525 132 m 7 1050 1 600 170 til o1 or R 1200675 111 C. SOILS (refer to site evaluation) _ l I 40g �t� Salyut Tek` tt.vaults,1. Depth to restrictinglayer = �� inches 2-D feet LaqWa„p,L,,. Nuntxl ot Wert meas Lpad Irp.d p sy.,m '140.da,.... 2. Depth of percolation tests = /2- inches Caparaty gartmecm=om lih Laude 3. Texture ClAy loam Percolation rate /7-20 ' o 11001500 mpi t� X500 _� 5.,,n 1500 _250 4. Land slope % 21 7 Sc,..R..t 00 1030 ' D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = 7$ gpd x 0.83 sq. ft./gpd = 6 30 sq. ft. 2. Select width of rock layer (max 10' if <120 mpi max 5') = / v ft. 3. Length of rock layer = area —width = Q "`-4eA noeoo."1. an< ne f10op 6,.. .--) sq. ft. — /0 ft. = 63 ft. ua{oda nD D.;1Q:a F:Ana iter!la QrpD.pcbOnD n0 7jy n.-,z:0°Vb nO.Cu,7-al Cu d°.a..-Deer)i Width 10 ft :°eaeb. ..ebOaoAe�oa aD aoo„e.,oa ez <120mpi <10' Length. Ds— ft E. ROCK VOLUME >120mpi <5' 1. Multiply rock area by rock depth to get cubic feet of rock; 63) sq. ft. x t ft. =430 cu. ft. 2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards; 63) cu. ft. _ 27 = 73 cu. yd. 3. Multiply cubic yards by 1.4 to get wei ht of rock in tons; cu. yd. x 1.4 ton/cu. yd. = tons. F. ABSORPTION WIDTH Absorption Width Sizing Table 1. Percolation rate in top12 inches of soil is `I s-6� /��`// mpi Percdanoo Rate in Gallons Rano of Absapoon Texture C V t. ((re•E` Minutes pa inch Soil Texture pa day per width to Rock (MPF) square foot Layer Width Faster than 0 1 Coarse Sand 120 1 00 00 2. Select allowable soil loading rate from table; 0�to hoc Sand d 060 2 00 2 6tSand 00 ' `i5 rd/ft` 1 �0 60 z a 31 to 45 Sdt Loam 0 50 2 40 46 to 60 Clay Loam 0 45 2 67 60 to 120 Clay 0 24 --5-m' 3_ Calculate adsorption width ratio by dividing rock laver Slow,than 120 Clay 0.0 6 W loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft'= gpd/ft2 = . 2,67 . 4 Multiply adsorption width ratio t)v ruck layer width to get required adsorption width; 2-62__ x (O ft = 24-7 ft (;. I )OWNS11)l 1. BERM WII).1-1 I tf rT 1 1. If landslope is 1% or more, - -; ,..-ter..'•.*- .,.•ST•'. ,,4�5. subtract rock layer width from adsorption width ty4,6* ,,.1...7.;soo. 0o ` ';_ to obtain minimum downslopeI i �5;;=°�{ ( Rock 1' ,i,•1,., tay ;r, `Y;-:rte berm toe 4*.e ,Zaz�. Clean Sand-- -. e••`,i•',c 6..Topsoil 4T ft - It ft = 1{, - 7 feet Natural Sod NM 2. Calculate Minimum mound Size -- a. Determine depth of clean sand fill at 11p.1ope Width Downslope Width upslope edge of rock layer: ..._- Rock Width Absorption Width - "---~ Separation 3' - Z ft = 1 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; 1 ft + lft + lft .a feet c. Enter table with landsiope and upslope berm Upope Width ratio. Select berm multiplier of 3 • 2_3 a neo _ � b U sla e Width tFQ.-,�ODbe• Rock Bed ?o ooed 1.-I d. Multiply berm multiplier by upslope mound ..„....- 4,..-4,k 6 Up l Width . Width 73 height to find upslo2e berm width: ,T; Len ,_.,,,,:w:,,....„ L „...0 0 • o. Qoc-6n�_,p0 -e°..,,,-0,-.4....,.."...gaC 3 0 x 3.2�_ feet e. Multiply rock layer width by 3 A landsiope to °� 1 OO =determine drop in elevation; F Downslope Width , 9 - X 6 Absorption Width 6-? - Q.G feet f. Add depth of clean sand for slope difference (2e)at downslope edge, to Total et'gtl' the mound height at the upslope edge of rock layer (2b) to find the downslope height; 'g.0 ft +0.6 ft= 3.6 feet g. Enter table with landsiope and downslope berm ratio. Select berm multiplier of 5-26 . h. Multiply berm multiplier by downslope mound height to get downslope berm width: 5.26 x 3.6 = gfeet / BERM SLOPE MULTIPLIERS i. Compare the values of step G.1/U" -7 and Step G.2h a ci Land DOWNSLOPE UPSLOPE Slope. berm multipliers for various berm multipliers for various slopeSelect the greater of the two values as the in% berm slope ratios berm ratios downslope berm width; /9. cr feet 3:1 4.l 5:1 6:1 7:1 3:1 4 l 5:l 6 1 7:l 8:! 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 8.0 upslope berm (G.2d) ' 3.09 4.17 S16 6.38 7.53 2.91 3.85 4.76 5.66 6.54 741 width plus rock layer width (D.2) - plus downslo�pe berm width(G.2i); 2 3 19 4 35 5 56 6.82 814 2.83 3.70 454 5 36 6 14 690 7 + �(// ft + l� f t 3 3 30 4 54 5.88 7 32 8.86 2.75 3.57 4 35 5 08 5 79 6 45 - '6 feet 4 34! 476 625 789 972 2.68 345 4 !7 484 546 606 k. Total mound length is the sum of upslope 5 3 5_: 5 00 667 857 10.77 2.61 3.33 4.00 4.6? 5.19 5 71 berm width (G.2d) plus rock layer length (D.3) 6 366 5 26 7 14 9.38 1207 254 3.23 3.85 4.41 493 54! plus upslope berm width (G.2d); 7 3 80 S 56 7 69 10.34 13 73 2.4s 3 12 3.70 4 23 4 70 5 13 / ft + T. _ft + 13 ft = /i- feet 8 3 95 5 88 8 33 11.54 15 91 2.42 303 3.57 4 05 4 49 4 88 63 9 9 411 625 909 13.04 1892 236 294 345 390 430 465 10 4 29 6 67 1000 15.00 23.33 2.31 2.86 3 33 3 75 4 12 444 Final Dimensions.6 I! 448 7l4 1111 17-65 3041 2.26 278 323 361 395 4 6 3g• X / 12 4 69 7 69 12.50 21_43 43 75 2.21 2 70 3 12 3.49 3 80 4 08 e >NV1 JNIdWfld NI 031vJ0-1 dWfld 'd AL ► A %j 956 ,_.•---17.:1962 , �-/�� ?I Nt11 �Ndl �, ' �j,�as JI1d3S SNIdWfld off/ 7 11 { T �� ..-.7,..96 1 U �. :� - -_,� S O 3NSIQ li H . 70S-do l • �� . S31OHNVW ;j� REDWOOD, 7 WATER TIGHT & LOCKABLE ELECTRIC BOX TREATED POST CED (4OR x 4 min) PLUGS OR ELECTRIC CONNECTIONS �, �-INSIDE gpX IC CONNECTIONS MADE 2 PVC CONDUIT SCHEDULE 80 -�— . MANHOLE COVER CHAINED & LOCKED 6"SPACE . SETT PF POWERENT LOCORD FOR SEALED MANHOLE RINGS I FINAL GRADE • - AT LEAST 12" UNION BELOW GRADE *jr-...!=i..!.. ......... ..— WIRE FROM POWER SUPPLY _;;; • �_ ,, PIPE IS LAID ON A UNIFORM SLOPE FROM PUMP STATION UP TO SOIL TREATMENT AREA /EDD 2//0"7 ,/tt.k. FOR PROPER DRAINBACK : '' / - - SEALED TANK COVER • L 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 ALARM FLOAT ON SEPARATE if, WEEP HOLE ELECTRICAL CIRCUIT NOTES: ELECTRICAL WIRE FROM POWER SUPPLY STAK 1_( ESEI . 77 .• ;I _ _ MUST NOT RUN OVER ANY TANKS BUT .: - i MUST BE LAID BESIDE OTHER TANKS 75 ?°-5--- �a)) ?e c- 3" ‘` ;i AND MUST BE PLACED IN CONDUIT Cycle set 04 gcyLies Per day ALONG POST SHUT- OFF LEVEL S7 • ELECTRICAL CORDS FROM PUMP AND • — ._ ,7„..„____ FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUNC PUMP CONTROL FLOAT �Y v CONTACT. 10 0.0, Fi g ure F-8 PIZESSUKL DISTIZIBUI-I_C)N SYSTEM t.cotextilc•tatm( 1 Select number of perforated laterals 3 _ FL 12.. IQuarter inch perforations spaced®3' 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" Pert Spacing 1-5'-5' the edge of the rock layer (see diagram), subtract 2 ft. from the rock layer length. Roca,63,gth - 2 ft. = 6 l feet. Requited Perforation Discharge 4. Determine the number of spaces between perforations. in gallons per nunu1ftgpmi Divide the length above by perforation spacing and round Dei` :�"" ;* down to nearest whole number. (r. 1.0a 0.56 0.74 2.0b 0.80 1.04 Length perf. spacing = 61 ft. _ 3 ft. = spaces _ (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 . Maximum number of quarter inch perforations per ZO spaces + 1 = 2,1 perforations/lateral lateral to guarnantee<10%discharge variation Perforation 6. Multiply perforations per lateral by number of laterals to SPaci g 1% 1 i 2 get total number of perforations. 2.5 14 18 28 x Z I = 6.3 perforations. 3.0 13 17 26 laterals pens/lateral P 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 o-?y _/../7 perfs gpm/perf gPm MamWIU LOCATED AT ero of PRESSURE oTsrnreuraH s*srrw ,..`` 8. If laterals are connected to header pipe as shown on upper example, to select minimum required lateral diameter; enter d-''-- .ice table with perforation spacing and number of perforations % .,��, per lateral. Select minimum diameter for `? perforated lateral = pp" inches. L� 1 04 ---UrCRaLS Ip.. rp'e4(4/C fM SrY�r.Ow F..U..4 �_a w•(ee�..�. Q ref 9. If perforated lateral system is attached to manifold pipe near =� r-'---"'"--.��� ' ";W,..— ___------ the ----=the center, lower diagram, perforated lateral length and - --,;«�,�,.��-- number of perforations per lateral will be approximately roximately one , pP -- .•.:.:_- half of that in step 8. Using these values, select minimum ., diameter for perforated lateral = _VVI inches. .-,-- ,,,,,,'���� _.�, _. I' I7 r1IMr SELLL71CUN I'RVC:I:I)URI: ENO PfRfORAT ION (X A P112(()RAI ET) I Al ERA( A. l)etermine pump capacity: ._Geo. Gravity Distribution Lia '�� 1 Minimum suggested is 6(X)gallons per hour(10 gpm) to stay ahead of "�'._- - ( c .... rm. lo.'-. water use rate. la-+s-.,(^ �-• -w...- .»., 2 Maximum suggested for delivery to a drop box of a home system is 2,700 t T_•.,..: • -:7. '-'tom"-•.-.." gallons per hour(45 gpm)to prevent build-up of pressure in drop box. 4I. P„„ -• L.e.l lee.ray. .ld of Hoc*tar. P.1 S..,lw-1. ns Pressure Distibution CkW,$and t.,.. e «Let.,, 3. a. Select number of perforated laterals -_ _ _ _ -.- 11_ h- Select perforation spacing= feet z a^r med Sall PrepeAy Sra.(tlaa (Wan Placing Sand Lerw c. Subtract 2 fL from the rock layer length. 2 ft.= feet Rack layer herNstki d. Determine the number of spaces between perforations. Length perf.spacing= ft. + ft.= spaces Required Perforation Discharge e. spaces+ 1 = perforations/lateral in gallons per minute(gp(,) f. Multiply perforations per lateral by number of laterals to Discharge get total number of perforations. ,na,a x il.(r.,= perforations. Hemet) �z�� 2.,4- adpof g- x apm/pesE= gPm- 1.0a 0.56 0.74 SELECTED PUMP CAPACITY LTJ 7 gpm 2.0b 0.80 1.04 B.Determine head requirements: a. Use for single family homes 1. Elevation difference between pump 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 gravitys tem,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. 1 I Point of Discharge F.L= 25 -ft/100 ft of pipe T b. Determine total pipe length from pump to discharge Elevation Difference' point Add 25 percent to pipe length for fitting Pump loss,or use a fitting loss chart. Equivalent pipe length-1.25 times plength= F-186 2rx1.25 = 3 feet c_ Calculate total friction loss bymulti 1 n 1.5 inch 2.0 inch 3.0 inch P yi g %1n)l Frit3ion loo per 100 n of pipe friction loss in ft/100 ft by equivalent pipe length. Total friction loss= x . ' ad8. +100= 1,0 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 18 2.03 0.60 20 2.47 0.73 011 i + 25 3.73 1.11 016 ---------- ----- (1) (2) (3d 30 5.23 1 55 021 35 790 2 06 I 0.30 TOTAL HIAl) 40 11.07 7(.4 i 0 3') y feet 45 14 7: 1.2E._ 4ti 50 399 I 05f) 55 4.76 0 70 C. I'urn p selection 60 5_60 i 0n2 1 L A pump must be selected to deliver at least 1.17 gpm (Step A) with at h•,itit / feet of total head (Stop II) • Z� O2 F: 1 cc Oa' w 02 m �cc cc i Q LI_u z w w 0a cL Z wQ a Jti a 2 0 t\i 2 n 70 11 ? cnO ��I ' J Z ? it v Ii Li "fi �� Q <1 \ -J Z O p II klaQ W Z Q O ►! _Cl- O w _ 0j 1% p m u i-- i= (V \ tz. , Q =C W Cc �_ �O Az Wk Cr W Li_a O 0 D \ OW a_ iDz : I-O _ Cc a O ~O D (_) 0a N67 m O>- N <I pi" ZcL Q art _i N cc `D -Jd r", cn Z w Z v w ocim o� \ii- O 2s F CC Q~Q <a O pZ�� oa cr a W u,iZ_a W V a aov�o a o = 0 v Z C /' Z W \/ Lli W ; i . AYE R OF GEOTEXTIt E. LOAMY `;ANO CAP 1 AE3RIC PL1OOPAILO LATE=RAL GRASS COVER --- ,'� 6 INCHES CLEAN SAND FILL ,,< ---1..,_-.- ---.L.,_ mak �,T, ---� TOPSOIL MAXIMUM SLOPE - - 3 TO I TOPSOIL �- PLOWED OR 3/4 TO 2N/2ROCK INCHES 1 `* SUBSOIL DISKED SURFACE - --- _ 10/0 SLOPE CROSS SECTION A -- A PIPE FROM , ...-- ----PUMPING CHAMBER \\\ \ \ \ 1 I 4 I i / , ' „ Iii/ L--t-,- - - PERFORATED t II LATERALS I• BED AREA ~ I J • 0 = w I m _ �' I z Z - 20 I f 0'0 20 INCHES I '� INCHES _ L-;- - _1 I _ ---- 4.7 FEET_ DIKE - I 10 --- -- c?.-7 ---- TOTAL WIDTH ------- 3g.6 / ; I I I I 1 1 1 \ ` PLAN VIEW 5 MOUND DESIGN WORKS111:1-1 Gk%'W` ie___ S•% (For Flows 1111 to 1200 gpd) iA. Fl.OW I 1slimated Sewage Flows in Gallons per day Estimated /� 7 gpd I Numtrr ITypc I Tyne LI Type pl 7ya or measured x 1.5 gpd. "' (` 2 100 225 180 B. SEPTIC TANK LIQUID VOLUMES 4 601 600 375 216 ftb 0 175 256 of the valuta o� -/3'"b gallons 16 I 525 ;32 I 1 ype l 7 ' 1050 I 600 170 8 1200 675 408 �n C. SOILS (refer to site evaluation) ��+umns tiytx Task Gpoar.e tm Lkaumi 1. Depth to restricting layer = o2"/ inches 20 feet liquid capac„y Numhcr of M nr nos Lapubd lid c+t"'ary wM wN du oj& 2. Depth of percolation tests = /7-. inches Bodn•.mu sats gar6.ac&slow Id,out c 3. Texturei/4 /C 1 Percolation rate /7-ze2 ...tet '0 '123 ;500 mpi �,.. t0oo ,3� .000 5... 1300 2230 4. Land slope c/ °/O yam4000 ° D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 0.83 to obtain required area of rock layer: A x 0.83 = 750 gpd x 0.83 sq. ft./gpd = 43v sq. ft. 2. Select width of rock layer (max 10' if<120 mpi max 5') = /0 ft. 3. Length of rock layer = area - width = 630 sq. ft. ÷ / 1r7� '.11.(=� ° �1 a u o [D ft. = D 3 ft. d-/' af) D dpo.E Q� !I fi°•,. ',.,tit «_ .�OOpwOpnD nD yD,n-ci.0° d.vp 0°.n d°d°.cz -i.�oi Width /0 ft --ao oea..►eQDe�'"D aD,00r ai <120mpi <10' Length i3__ft E. ROCK VOLUME >120mpi <5' 1. Multiply rock area by rock depth to get cubic feet of rock;430 sq. ft. x I ft. =e ) Cu. ft. 2. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; 636 cu. ft. - 27= 2 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. Percolation rate in top 12 inches of soil is3-415-Tnpi FkrcolanonRate In Gallows Rano ofAbsorptton Minutes per inch Soil Texture per day per width w Rock Texture5�/���'c/�1 (MPt) square foot Layer Width Faster than 0.1 Coarse Sand 1 20 100 2. Select allowable soil loading rate from table; o 1 to 5 Flea and 060 2 00 G •5- gpd/ft_2 61015 Sandy Loam 060 200 16 t taw Loan 0 60 x1 31.aA5_ Silt Loam 0.50 240 -46 to 60 Clay Loans 0 45 2.67 60 to 120 Clay 024 500 3. Calculate adsorption width ratio by dividing rock laver Sloven.than 120 Clay 020 6(X) loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 1.20 gpd/ft2= gpd/ft2 = . -1 Multiply adsorption width ratio by rock layer width to get required adsorption width; 2x /o ft = p2X0ft G. h(')W NS1.(1P1. BERM W I I Til 1 cO.•e/ I 1. If landslope: is 1% or more, 5?:-O'' •""'*`':' ':".4.1;:;44',.. :`: ''1"'^;.:•r• . subtract rock layer width from adsorption w c- :?°=' `� s to obtain minimum downslope berm toe ,. : 4 t Rock 1' io'v° _Fg'', Ta'- Clean Sand ;'�;�^;',t�t(t: .. 6-Topsoil r _____ ft - IP_ ft = /1 feet Natural Soil__- 2. Calculate Minimum mound Size "11111 a. Determine depth of clean sand fill at lllxlope 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; 1 ft + lft + lft = 36 feet c. Enter table with landslope and upslope berm up io Width ratio. Select berm multiplier of 3•45- . ov 4.eoo - � oeoe � o.� d_ Multiply berm multiplier byupslope mound UP pe Width ,0000; .17,6'-Rck Bed ,oso4>+b�:'t Upslope Width P Y P <>°o a< Width i n height to find u slope berm width: rc oa i 5 Qo:,,LT„ �a 63 oa Q 4oeD.e 0 xy__=lad_feet e. Multiply rock layer width by landslope to determine drop in elevation; f° Downslope Width- .i.-:-.. ...i ...._,..i.-ii .-..--•- ..-/..‘.....:.'a.-.:,...- 6 Z Absorption Width Al /0 x y %_ 100 = O -`J feet f. Add depth of clean sand for slope • Total Length B7 difference (2e)at downslope edge, to the mound height at the upslope edge of rock layer (2b) to find the downslope height; 3.0 ft +0,-( ft = 3 .L1 feet g. Enter table with landslope and downslope berm ratio. Select berm multiplier of 9-7 6 h. Multiply berm multiplier by downslope mound height to get downslope berm width: '1.76 x 3,,t( =Afeet BERM SLOPE MULTIPLIERS i. Compare the values of step G.1 /// and Step G.2h /1 Z Land DOWNSLOPE UPSLOPE Slope, berm multipliers for various berm multipliers for various Select the greater of the two values as the in% berm slope ratios berm slope ratios downslope berm width; /cS- Z, feet j. Total mound width is the sum of 3:1 4:1 S:1 6:1 7:1 3:1 4:1 5:1 6:1 7:1 8:1 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 7a1 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); 3 330 4 54 5.88 7 32 8 86 2 75 3 57 4 35 5 08 5 79 6 45 A°.,/ ft + /6-Z_ ft + 0 ft = ,%.6 feet 4 341 476 6.25 7.89 9 72 268 3.45 417 4.84 546 606 k. Total mound length is the sum of upslope 5 153 500 6.67 857 10.77 261 333 4.00 462 5 19 571 berm width (G.2d) plus rock layer length (D.3) 6 3.66 5.26 7 14 9 38 12 07 254 3 23 3.85 4 41 4 93 5 41 plus upslop berm width (G.2d); 7 380 556 7.69 10.34 1373 2.48 3.12 3.70 4.23 470 513 /3 ft + 6.3 ft + (3 ft = Bq 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 2 36 2.94 3.45 390 4 30 4.65 10 4 29 6.67 1000 15.00 23.33 2.31 2.86 3.33 3.75 4 12 444 Final Dimensions: 11 4.48 714 1111 17.65 3043 226 278 323 361 195 426 12 1 69 7.69 12.50 21 4 3 4 3 75 2.21 2_70 312 349 3.80 408 f' MANHOLES .:III;I!,: 7IlI ,/ k i T•PSO(L .LOWED p 3 DISKED SUFACc �,,c /_ __ 11 SUBSOIL <:f 3a5EMENT i ' A - J ----:,_::.-7- — Ire/4„,1PUMPING SEPTIC /— PUMPING j TANK i o2e13(5-6 .% -, o + A. PUMP LOCATED IN PUMPING TANK REDWOOD, CED OR 7,................................ WATER TIGHT & LOCKABLE ELECTRIC BOX _TREATED POST(4 x 4 min) PLUGS OR ELECTRIC CONNECTIONS /---NSIDE 8 ELECTRICRCONNECTIONS MADE 2 PVC CONDUIT SCHEDULE 80 6p SPACE LOOP OF POWER CORD FOR X MANHOLE COVER CHAINED & LOCKED -{— SETTLEMENT SEALED MANHOLE RINGS L1`/ FINAL GRADE ;- AT LEAST 12" ' UNION BELOW GRADE i(:,,�_ -�ar- WIRE FROM POWER SUPPLY •i- PIPE IS LAID ON A UNIFORM SLOPE FROM ��'r PUMP STATION UP TO SOIL TREATMENT AREA /boa 0//c-9 ,Ii tti,.. FOR PROPER DRAINBACK SEALED TANK COVER : -- IF PIPE AT TANK MUST BE LOWER THAN UNION, TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN i A 1/4 INCH WEEP HOLE MUST BE USED WITH ANCHOR 1 ALARM FLOAT ON SEPARATE 4 WEEP HOLE ELECTRICAL CIRCUIT J__ �1 NOTES: ELECTRICAL WIRE FROM POWER SUPPLY _START LEVEL_ S7 T- �.� :�y , _ +� MUST NOT RUN OVER ANY TANKS BUT _� MUST BE LAID BESIDE OTHER TANKS 75 - Z2 s' GG 1loe15 Pec- 3" '\ j: j AND MUST BE PLACED IN CONDUIT Cycle se-} G-i- gCyCles Pp ' day ALONG POST SHUT- OFF LEVEL V ._ _ ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH ' CONDUIT. WIRES CANNOT HAVE GROUNC PUMP CONTROL FLOAT = 4-y CONTACT. Doo 4 Figure F-8 PRESSURE DISTRIBUTION SYSTEM (,totextile fabric 1 Select number of perforated laterals _ 3 Quarter inch perforations spaced @ 3' 12 2. Select perforation spacing = 3 feet. 9"of rock 3. Since perforations should not be placed closer than 1 ft. to Peri Sizing 7/32"- l/4" the edge of the rock layer (see diagram), subtract 2 ft. from Perf Spacing 1.5' S' the rock layer length_ R 6Yer ,�, - 2 ft. _ 6 I feet. Required Perforation Dtochar e 4. Determine the number of spaces between perforations. tit gallons per minute(gpm) Divide the length above by perforation spacing and round °H` ;– 1 down to nearest whole number. 'fee" i 1.0a 0.56 0.74 Length perf. spacing = 61 ft. -+- 3 ft. = 20 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 . VD spaces + 1 = ?_ perforations lateral Maximum number of quarter inch perforations per lateral to guarnantee<10%discharge variation Perforation 6. Multiply perforations per lateral by number of laterals to S(f) g 1% 1 z 2 get total number of perforations. 2.5 14 18 28 X lateral s p ���f _ perforations. 3.0 13 17 26 3.3 12 16 25 7. Determine required flow rate by multiplying4.0 11 15 23 number of perforations by flow per perforation 5.0 10 14 22 63{� X 11-?q_ - Y"'-' gpmt 7 gpm. 4Y aro I$ p LOCATED AT END OF PRESA5TRIOUTiON MlEY 8. If laterals are connected to header pipe as shown on upper ,', example, to select minimum required lateral diameter; enter /-- f table with perforation spacing and number of perforations / �m d,.�'":� "-- per lateral. Select minimum diameter for perforated lateral = a'k inches. u.wt o1't$ISTCV.we .Uc 9. If perforated lateral system is attached to manifold pipe near ,-T{~ - ��—.77. ' 1r.' N^ , , >. 1 __---- the the center, lower diagram, perforated lateral length and --- number of perforations per lateral will be approximately one half of that in step 8. Using these values, select minimum . - `b diameter for perforated lateral = \t " inches. >�' ,��°' �` �,, I' 17 1'I JMP S ELI CTTONJ JiO CW URI: UO PEREORAT ION Of A PT RI-ORATED LATERAL A. Determine pump capacity. -w,,,�.. 0, Gravity Distribution 1 a. y 1 Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of - "+:,,:` •--l « 1.G....,W tar Is. water use rate. • lam,.50.0,l..era.a hay. „,,a..,,,, 1,,a r.a 0, 2. Maximum suggested for delivery to a drop box of a home system is 2,700 tip ,T. ,11 Ra.r.ar,la,l, gallons per hour(45 gpm)to prevent build-up of pressure in drop box. no :, 12.,0 Efte -P`rNrell..local.d al Pressure Distibution c,aa„Sane serer. e.11era«Lalerai 3.a. Select number of perforated laterals b. Select perforation spacing= feet 1 .M .I. I Sell .,.aer,y S.a,llaa e«an Pbop Send Layer C. Subtract 2 ft. from the rock layer length. 2 ft.= feet Rakd. Determine the number of spaces between perforations. Length perf.spacing= ft.+ ft.= spacesuired Perforation e e. spaces+ 1 = perforations/lateral in gallons per minute f. Multiply total]n ember of per lateral by number of laterals to Discharge dge 752."Pte/ Ind a,( gepe 4-;.,=--.i. X p.,,„n„a.,- perforations. (feet) g- x um,perf- gPm- 1.0a 0.56 0.74 SELECTED PUMP CAPACITY L/7gpm 2.O1J 0.80 1.04 B.Determine head requirements: a.Use for single family homes 1. Elevation difference between pump and point of discharge. b.Use for all other applications ) Z feet 2. If pumping to a pressure distribution system,five feet for pressure required at manifold if gravity s tem,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. 1 t F.L= /60 ft/100 ft of pipe Point of Discharge b. Determine total pipe length from pump to discharge Elevation Difference' point Add 25 percent to pipe length for fitting Pump 1 loss,or use a fitting loss chart. Equivalent pipe length-1.25 times pipe length- F-18b /CIO x 1.25 = 1 feet c. Calculate total friction loss by multiplying 1: ch 2-0 inch 3.0 inch an', � lea per 100 ft of pipe friction loss in ft/100 ft 1).y equivalent pipe length_ Totalfriction loss= I, Z5-- x 3. 28 +100 `/= 7,0 feet 10 0.96 0.28 4. Total head required is the sum of elevation difference, 14 1028 0 38 14 1.28 0.38 special head requirements,and total friction loss. 16 1.63 0.48 18 203 0.60 20 2.47 0-73 0.11 - -- + 25 3.73 1 11 0.16 (1) (2) (3c) 30 S 2; 1.55 0.23 35 7.90 2-Ot, 0.30 TOTAL HEAD . 2 / _- 4S feet •is 1a4 126 0.39 74 3?8 048 50 1 99 0.58 C. Pump selection _611 S70 0.70 J 6s.6(1 v-sz • I 1. A pump must be selected to deliver at least �� gpm (Step A) with at least Zi feel of total head (Step fl)_ 1 LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND ofPERFORATED PLASTIC PIPE _---- \--- PERFORATIONS SPACED 36" ON END ON ,C)~NTER. PERFORATIONPERForm° VIEW SIZE AY BE 316' 7j3I�i,� 6„ SIZE ), 2.MANIFOLD PIPE ' ___,....----- ____,.....---- ----<---- . ...----- . / PERFORATIONS ON BOTTOM OF '�,��e� \ PLASTIC PIPE (ALTERNATE LOCATION Vrk OF PIPE FROM PUMP) s` END CAP 90„ \ `ArERAL RFORArEO 2" PIPE FROM N ®� Pr 30e .�- PUMPING CHAMBER \ L6NGr 1 , LAYf R OF GLOTEX T II L LOAMY ,AND CAP FABRIC PEW -2ATLD LATERAL GRASS COVER 6 INCHES CLEAN SAND FILL- \___11‘ TOPSOIL w _ T:MAXIMUM SLOPE --T .o- � - 0. -7 3 TO I ' l �� 1 L TOPSOIL CLEAN ROCK PLOWED OR 3/4 TO 2 '/Z INCHES t SUBSOIL DISKED SURFACE ---'7 1 % SLOPE CROSS SECTION A -- A PIPE FROM PUMPING CHAMBER \\ \ \ \ 1 \ 1, 1 1IIJI III Y n / / / I / �/ oM PERFORATED T 1 ° LATERALS i I - II1 II - BED AREAI 0 F- G e ---- ' I w - - -r ' l J - _— O o CO— — " Z Z 20 I f o 0 20 - INCHES + v v '� f INCHES -_ _ _ I I _:— I I --- DIKE 1 10 FEET DIKE /0,y TOTAL WIDTH ---_ • i / J I I � H H , ; II I l \ V '� V `, ' PLAN VIEW . . yWestwood ptofos ;ion;i1 f.;('I VI( O!, LOGS OF SOIL BORINGS CI 7599 Aria(pain()live M 104 Marty Drive. Ste 3 Eden Prattle.MN Yi.i44 (Oil Illii3r1tel2tef-a6118°-8.28M28N5-6887525-32 51 38 7 612-937-5150 FAX 612 `.1 / 'iii;';' I'AX 612-682-2639 I ()cation oi Pi(tic(t Holdall(' I)cyclopinent 98 29, 1)atc 12/0 E9S Borings niadi h\ R oh Swisse Classil'canon 5\stem AAS110 I ISDA-5( 5 X Unified Othei Auger used tclici.•k two) I land X or Po\\ci Flight or litickci \ f)ihei -----.—...-.--- 1>cpth Bovine Number '7/i Depth Boring Numbet /0 in Surface Elevation in Surface Ile\anon led 1\lunsell Chait feet Munsell Chart ---- — _ I) L oaevi 16—iq .2./z 9 Le aryi ID Y4 z lz_ 1 10 ---------- I 10 — L ock*I i il,tfri 3/3 Cial Loa rvi Learn 7.S'N 3/3 2C-- — -- 1) m 2 20 Loa / 16v? 'fly -54ndy LOcinl /ow 3/3 26- 2,‘ - 54 rvel 1°M "t/3 I,Orxenr 6 c"I 4 1dr/ft 3/3 3 3 3S-------- -7 . i-ockm.), 5 ctwet 1d'Iv? IN _...._ 4 -------- -1164 ' ( 1,,'i roc-k) 50- 5664 io ii-,, .5-Ay s 5 6 6 76- 7 7 8 End of Boring at La" A)e.ei End of I3oring feet. Standing water table: Standing water table Present at: feet of depth Present at: Ice! ()I depth. hours after boring hews.Ittef boring Not present in boring hole X Not present in holing holt.. N I f,;///„I),,i; 1 .11,/e/e(i.s,)1/ (ft/WI\t'll .11 01(1(41111 I)111C1VC1.1 .11 •,1 il.i,U1 NO1 1,7,•',1,1 111 1,11111:• 11,1e ,1 1 Si • ' • 5!5 -55 ! in n•tinn• :;• : ; 1 ; f i)1(..•1(.;;;, ;,. .;•-,;) . 11111).11;), ; ) iissei ii ii 1 1 . 1 yWestwood Profession.iI Services Inc LOGS OF SOIL BORINGS 1.1 7',99 Anayr in Otive f i 104 Marty Drive. Ste 3 F den f'r:urle MN 56:144 Buffalo, MN 55313 612 9t7 5160 612-682-2587 toll tree 1-888-6822587 I AX 61.' <l.l ',827 FAX 612-682-2639 I ,,,.1114111 ur 1'1utert fiobland I)e,elopment 9879 1).iie I 38 'tS Ii„i nug,indite hr Rob SWrsse t 1.r-ali:d1 1u11 Sr stem ,NASI l(1 IISI):\_SCS \ I nilird I)tWr \l ei o>rd(rherl. tern) I land \ or Power I light or Iiurl.ei \ I)the( 1),,,th Boring Number — / ____II � � I)cptlr liurnr,� Number � in Surface Elevation In '.‘111 1;10.: I IC,atron 1 leel \-lun.ell('h.ul Teel \lun.ell Chart Sc�,ndy i.-6Grrj -i& s/Z It - _5a4dy Leawl /o -1? 3/zI / — I�- -- I 1 TSanaky Lsar.1 /0r4 3 /3 (e a AI /0,rR 3/3 1(, 2Z — — — ? `ea,''1 /& 3/3 Loci INr S4 el 61 1 B YR 3/c/ i-Li— ,3 i— / J 30 / ,3ant>{y Loons 1or71 3/3 3 Sand t0Y/ y/c( 3 / 3g LOQrhy Sanq /0771 3/4 I! I 4 Il 3-2_ • _ qt---- --- .j4 erdv3c471-4- 16y 5y_ Sy —L a.,� Oro 5-1/44-0-r de's f 10 YR Sig enol a< 6 6 7 7 8 R End of I3oring at (, tvti End of Boring lobi N -1eei— Seuulinl' water table Standing water table I'resent at feet cidepth. Present at feet of depth. hours after boring hours:tiler boring. Not present in boring hole N Not present in boring hole X 1/,,///, !,, :l Iri'.,,�.,�1 .li -- — t40 ,�,I�� i rh .c:,t :1 � `7 ufticlali I 1 Westwood Professional Service; Int LOGS OF SOIL BORINGS 0 7599 Anagram Drive I'4 104 Marty Drive, Ste 3 Eden Prairie,MN 55344 Buffalo, MN 55313 612-937-5150 612-682-2587 toll free 1-888-682-2587 F AX 612 93,' 1,827 FAX 612-682-2639 Loc:won or I'rolert B,)hland I h',elttpnic i 95795 Date 12,2\/')R Borings made by Roh Swiss*: Classification Svstent \ASI IO IISDA-S('S X I!nilicd Other Auger used(check tool I land X or 1'0\YI 1-111!111 or Bucket X Other Depth Boring Number _ ,_ Depth Boring Number 33 (/2/z 1419A) in Siulace Elevation in Surface Elevation feet Munsell( fret Munsell Chan — _t)— -- — () Sandy Leas/ IO YR 2/2T - Sandy L-6nrlj i6Y2t Z/z I1 ! l�" IOr/i 3k Sandy Loaaj /0 rri a/3 Sanply team . 2 20— 2 !S Loan 10y./? 3/r/ 5 a n ofy. L otz.s7 10 rR 113 Z..-'1— C toy j clar Lae)n 1 7/i v/q 3 32 l-aaret 10 7-R `f/ 1 30�/--maw r”,1 y,e y/N 35 . 34— — Loa,rrr sand krill yly Loan 107/1 Vi/ 4 4 disf i.074 5/2 '4s i_can't dis4 10yrf 3/, mtsdrtJa3 yl y SD•—`oaf / — / 1O`I/l sly. 5 Sandy t-6a.>'/rL s� /OM 51Z- .r�fks°r2 v/3 ..- Q t 3 F 16 Y4 41z rhd#L/P5 {p© 6-0 6 6 7 7 8 8 End of Boring at (a G" keen End of Boring C,Ory -Feet Standing r- Standing water table: Standing water table: Present at: feet of depth, Present at: feet 01 depth. hours after boring. hours after boring Not present in boring hole X Not present in boring hole X I(fl/f1t(i 0)i1 ,16)nl,.,;.,v' t� (hsei.ed at '1F 01 &I,;h l)hscncd nc „1 tl,•,'.i N„t pie�eni in , ntor I!". I Ni l piei,c ii in ii,,i;iw nnlr (1Li- i rao,,it .iltd r,.;i,,,i:nr- i I ll,,,,-;\ . •i . Hili,. i i I- 1 1 - 1 I 1 1 . Westwood Profrssurir,tl ;r'Ivi(.e!, In( LOGS OF SOIL BORINGS til 7599 Anagram Drive 1,1 104 Marty Drive, Ste 3 F:den Prairie,MN 55344 Buffalo, MN 55313 612 937-5150 612-682-2587 loll flee 1 888-682-2587 I AX 61:' '1:17 5/122 I AX 612-682-263(1 I ocaiion or Protect. Iiohland t)c‘elopntc nr `)X:'(1` 11.ur 1:''.`X 'IS Borings made h\- Rob Swissc ('lassilication System' AASIlO I!til)A-'('S \ IIniIied Other ...\iii'cr used(check two) I land \ or I'otcei I h-ht or Bucket \ Other I Boring Number I)epth Boring Number in Surface I.levation In Surface Elevation _ Icct Munsell('hart feet Munsell(hart S6.401V 1-da," 16-1,,, 2 L (l Sanaf� I-da r*1 -------- - — --- - !G t4 3/;Z Sa-ily Lean 017? 34 i2--- Loarrty .5anAA /0 YR 3/3 2 4-- I 1-daft' I6 r-A `i/y 3 36 - -- 3 30 - Sand — — /O YR IN l..o a r+l )o 1.4 9ft/ 7 Js I ,(OyR 5/'z5 _ _ -- / --- Loa rhy S 4✓t�— — 1Oy4 hl-15Q H/y 5454,1-* dydy ,i/if5 .513 2.6-r 'f/ + (02 1-9a/Yt Chif 2,,r fill endli 5 2.5r 'I/51 6 6 7 x x I hid of Boring at vb rr -I -t- End of Boring (0 z it moi- Standing water table Standing water table Present at: feet of depth. Present at beet iii depth. hour,after boringh our,after boring Not present in boring hole \ Net present in boring hole S 1(,,0icd xu»l ' (ibmar e.l al •' J i� ,,r de1,1h i (N,,,'; .,,i a! ri e 1,:x;11 1 1:•--,': .111,11,-tuts ,t,,1On'.!1; I I I 1 i y Westwood Professional Services, Inc LOGS OF SOIL BORINGS ❑7599Anagram Drive El 104 Marty Drive, Ste 3 Eden Prairie,MN 55344 Buffalo, MN 55313 612-937-5150 612-682-2587 toll free 1-888-682-2587 FAX 612-937-5822 FAX 612-682-2639 location or Project: Bohland Development 98795 Date, 4l4-41.99 2/is/9 9 Borings made by Bernie Miller Classification System: AASHO USDA-SCS X Unified Other Auger used(check two) Hand X or Power Flight or Bucket X Other Depth Boring Number S1j Depth Boring Number in Surface Elevation in Surface Elevation feet Munsell Chart feet Munsell Chart 06:. 1 oZtr\ 1oy23/1` 0 few )pye yi`l l 3,t _ 3 .5;i'l— i0e Ioyie 6/z 3 14-1/Vis riotik5 yl, . 4 5 (��,,•-., loy,e Y(,3 4 So'' eQ 5 5 6 6 7 7 8 8 End of Boring at 'y2.— feet. End of Boring feet. Standing water table: Standing water table: Present at: feet of depth, Present at: feet of depth, hours after boring. hours after boring. Not present in boring hole X Not present in boring hole X Mottled soil: Mottled soil: Observed at 01.,5-- of depth Observed at of depth Not present in boring hole: Not present in boring hole: Observations and comments: Observations and comments: 1 Westwood Professional Services, Inc. It LOGS OF SOIL BORINGS ❑ 7599 Anagram Drive El 104 Marty Drive,Ste.3 Eden Prairie,MN 55344 Buffalo,MN 55313 612-937-5150 612-682-2587 toll free 1-888-682-2587 FAX 612-937-5822 FAX 612-682-2639 Location or Project: Bohland Development 98795 Date: 4/19/99 Borings made by Bernie Miller Classification System: AASI10 USDA-SCS X Unified Other Auger used(check two) Iland X or Power Flight or Bucket X Other Depth Boring Number 611 Depth Boring Number in Surface Elevation in Surface Elevation feet Munsell Chart feet Munsell Chart 0 k.ez•."--- . Io'R. L/s 0 611 I Lo c-v'. toye 'fig . I 2 /V" UP5 z� (7a4iii 2 2v, 52,4- IoyI 3 �- . 3 Q I+;-1. Pec-k 4 4 5 6 6 7 7 8 8 End of Boring at 3 ,() feet. End of Boring feet. Standing water table: Standing water table: Present at: feet of depth, Present at: feet of depth, hours after boring. hours after boring. Not present in boring hole X Not present in boring hole X Mottled soil: Mottled soil: Observed at of depth Observed at of depth Not present in boring hole:2( Not present in boring hole: Observations and comments: Observations and comments: . Westwood Professional Services. Inc ❑ 7599 Anagram Drive El 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) Lc f S Depth of hole bottom: 12 inches Hole No.: 9 A -F 3o Diameter of hole: 6-8 inches Date test hole was prepared: t 21z.2198 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: I2.122 0,45—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 I(; 13 /II; ('L Maximum water depth above hole bottom during test: 8 inches Date 1 ad Z3 WATER WATER INTERVAL WATER DROP DROP PERC RATE TIME (Minutes) DEPTH (fraction) (decimal) CALCULATION 1l,l3 START _0 (- 3c A 2Q rz111_�--- q n l i '•t.(( t e) / Jr �j8 1 JU TIME DROP = PERC A ,//r y( REFILL D_ l{(� Z ZS— ate, t� B 1 a;2�+ �{b 2 '/-j 2 �Y 2-25— TIME - DROP = PERC lZ;Z7 REFILL —D I I OZO (� C t 2 i �7 aU l TIME - DROP = PERC (I:12. REFILL _ 0 _ t aZ ^Z /• $ / ..c.) D (1.139 o2 —17/_— , /2 1•5-- • TIME - DROP = PERC 3(,) � )/ y t7 REFILL / �-((� 2 S— l •�( E v (2 l .6 '-I L. a '7gr p��(Z 2-5--- TIME ± DROP = PERC 12,:21 REFILL D 1 ( ( F i2ryt5 1, — I — I TIME - DROP = PERC A, B, C B, C, D Lol,•c.!#f A/il Smniksi k f ARI' Lirges!4,411(7)1) Smullry d of/i(7) x 0.10 x 010 = Smalls 4 of Ali(' SmnOc,!4 of BCD — J C, 1), F I), E, F i.„,.,„.,,,c0/ �n„,l/,., �,/('Dl _.__—._ ^Log:,-„f nEt 0.10 c 11 10 s„,dl.„4,a,/(/ -- \,,,,,n,.,o„fru-1 Westwood Professional Services, Inc til 7',99 Anagram Drive IA 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) L c ±' 5 Depth of hole bottom 12 inches Hole No.: 31 + 3 Z Diameter of hole: 6-8 inches Date test hole was prepared: /2/z2198 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: f 02 /6!c.1$ 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 -k)2.'13 k)uZ3/% Maximum water depth above hole bottom during test: 8 inches Date 1/;/[f///;/6 WATER WATER INTERVAL WATER DROP DROP PERC RATE TIME// (Minutes) DEPTH (fraction) (decimal) oo CALCULATION I 1;�'7 START _ D fv _ /-6, l 7- Z. A 2 09 5 (1; q f 5/f z / 54 /5 3 TIME = DROP = PERC 11,�{2 REFILL • _ D q 6 2,6 3--- .57 1?` B 12:a 8 ''l S 6 a 5/9; r� /v 0?-63 TIME - DROP = PERC 102: rel REFILL O _ t 19 03 16.9 C i a; Li Pj, 11(' !�? i I/FJ f,( 3 TIME - DROP = PERC t i1 , acR (I . Li 4 REFILL ,9 _I 3(� 13I8 / 39 -"TIME .- .a OP = ._.261 RC D 11:y'/ REFILL D 3 ,2'.�►y (4v — Z Z 2TIM DROP = PERC O E 122,025_ REFILL D 25 I•IS"— r2o • c) F l02', j ZS- _( V 4 I 1/24 I. 2 S TIME - DROP = PERC A, B, C B, C, D lu'g.'111,E/ABC .\buil&v a,,I AM' 1,, ,,, =„//i(7) Smulles,N of BCD x 0.10 x 0.10 = \,,„l/,,,a,JAB( .\b,.,//,„c„1 Br'l1 \,..uIl,.,,".„/.,it _,—;,------------ x 11 Ill \ ll.Ill �,,,,,/h-.,e,,J 1'116: ® Westwood Professional Services, Inc ❑ 7599 Anagram Drive O 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 C FAX 612-682-2639 Test hole location. Carriage Hill (Bohland Dev) i�� 5 Depth of hole bottom. 12 inches Hole No 3s + 3y Diameter of hole: 6-8 inches Date test hole was prepared: t 2/2.2-PM Soil Data from Test Hole depth, inches soil texture soil color see logs Method of scratching sidewall: hub WI nails Depth of pea size gravel in bottom of hole 2 inches Date and hour of initial water filling: 12/LZ [1r itip 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 [I;p0/ Maximum water depth above hole bottom during test: 8 inches Date /2/23 WATER WATER INTERVAL WATER DROP DROP PERC RATE TIME (Minutes) DEPTH (fraction) (decimal) CALCULATION . 1ttao START _ �_ _ ` 2,3 (,0� 2-1•-_----• A I ) i-Li 3 2_3 1 1/(f, 1 //% I , TIME - DROP = PERC II:Li y REFILL O _ Z•-([� 2S- I /)/6 J 1 1 3 TIME _ D• ROP = PERC 122 1) REFILL _ 7- I I. S O 22. C ►2;50 - 3 _11/Z 1 l/2_ (, - TIME- --- _ - D• ROP = PERC II;2 Z REFILL b . 1-4 t I 1. . 020•2 D 1 1( 9 b 2-t-( 13/i(, (3116 1• (9 TIME - DROP = PERC 39 I1 ; y REFILL _ Z. _ 3o i.�- Z�• v E 1Z-; I") 3a 1 1/Z I 1/t` 1. TIME — DROP = PERC IV. 18 REFILL (- �— t), F �2t �f1 31 I7L 1r/� ). � TIM - -- i, ( E - D• ROP = PERC A, B, C B, C, D La,;c„ti f AM. s,,,ou••,t a 0/,ilr(' largest ag7H(1) S,,,1,.,a„f Ii-n x 0-10 = x 0.10 = Sma/les,#41.41R• Smallest tl o7//(l) C, D, F 1 I), E, F 0.10 x u lir A ynillrg a of l711- So,,llcv a of/11.1'