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HomeMy WebLinkAboutSeptic System SEPTIC SYSTEM APPROVAL •00./V, O : O ..sled';‘ 6; 164 Fl CITY of ORONO ,s1 Municipal Offices � ; ' \' +/ Street Address: Mailing Address: kers 2750 Kelley Parkway P.O. Box 66 Orono, MN 55356 Crystal Bay, MN 55323-0066 Owner Shelly Storch Phone (Home) (Work) Address 1245 Woodhill Ave City Orono State MN Zip Site Evaluator Steve Schirmers State License # 627 Phone# 763-497-3566 Type of Establishment: Single Family X Multi Family Commercial Est. Gallons Per Day 750 No. Potential Bedrooms 5 Slope: 9% Depth of Sand: Upslope: 2 Downslope: 2.7 Soil Sizing Factor 0.83 Perc Rates P-1 9.6 P-2 10.9 P-3 12.6 P-4 P-5 P-6 P-7 Restricting Layer Depth B-1 12" B-2 12" B-3 14" B-4 B-5 B-6 Type of Treatment System: Standard X Alternative Other Performance Pressurized Mound System X At-Grade System Gravity Trenches System Pressurized Trench System Gravity Trenches W/Lift Pressurized Bed System Holding Tank W/Alarm Septic Tank Size 1250 & 1000 # of Tanks 2 Lift Tank Size 1250 & 1250 Pump Brand GPM 45 Head 21 Treatment System: '-i ' j 7 Minimum Square Feet with 9 inches of rock below pipe Bed (10*62) Mound Treatment Area (46*84) (46*112) THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must be issued to a licensed septic contractor prior to installation. NOTICE TO INSTALLERS: Any changes to the approved plans must have prior approval of the inspector(952-249-4600) Call for inspection 24 houisin advance. ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain in place until final site grading. Approval to pour footings will not be granted until the Inspections Department has verified the primary and alternate sites are protected. NO VEHICULAR TRAFFIC OF ANY KIND is allowed within 20'of tested drainfield sites ever. ACCEPTED X DENIED By the City of Orono subject to existing regulations and the following conditions: t_k'.s+-.,v} j eSlir(--,c• 7) . ia(cd ; t. fin/ ; j Le.,5 L\‘s, .) v� [.c ,} 5 ;v•fi (f-ccc dr .)OIG ars. r�vv-J r`S1ntttc) • By: "l)1 / tt'-2ia►��► 7 "n 3 Matt Bolterman, On-Site Systems Manager Date Telephone(952)249-4600 • Fax(952)249-4616 www.ci.orono.mn.us TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566 FAX (763)-497-5011 State License #394 April 16, 2003 CITY OF ORONO SEPTICCITY ,RMI P _ N INSPECTOR /3"5-.1 .e --- DATE 5-'-c� _ �' PERMIT NO. APPROVED AS SUBMITTED Shelly Storch APPROVED WITH CORRECTIONS AS NOTED NOT APPROVER-CORRF.Cr&RESAUSH NIT 1245 Woodhill Avenue These Comments are for your information. All work shall be done Orono, Henn. Co., MN full peatsa with all applicable septic and zoning code. Requirements including items not specally noted in this review. KEEP THIS PLAN SET ON SITE AT ALL TIMES This site has an existing system which is classified as failed due to not meeting the required separation from the bottom of the system and the mottled soil (redox features). The upgrade date is 2010 if the system is not an imminent health hazard. On 3-28-03 the system was surface discharging which is classified as an imminent health hazard which requires the system to be upgraded within 10 months. I opened the inspection pipe on the 1st tank and water was flowing continuously for 1 hour. It was determined that the iron filter in the house was discharging continuously. This was repaired and on 4-14-03 no surface discharging was found. The proposal is to divert the iron filter out of the system. If surface discharging does not re-occur, the system may be used until 2010 or until it becomes an imminent health hazard. This on-site sewage treatment system is designed for a Type 1, five bedroom home, in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The soils on this site are a clay loam. The seasonally saturated soils were located at 12" & 14" (mottled soil). Due to the seasonally saturated soils, a Pressurized Mound System will need to be installed to treat septic effluent. The bottom of the rock must be located at least 3' above the saturated soils. The soils at a depth of 12" have a percolation rate of 12.6 mpi. 1 THIS SYSTEM IS DESIGNED FOR ,. ....BEDROOMS. ANY INCREASE IN NUMBER OF BEDROOMS INVALIDATES THIS DESIGN. The existing tanks may be used if water tight and adequate size and upon approval from the local Inspector. If the tanks cannot be used, they must be abandoned, pumped &filled with soil. Due to the location of the tanks, the effluent will need to be pumped to a distribution box on a high point west of the house and flow gravity to a new pumping chamber #2 which will pump using a timer to the mound system. A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and switches must be located outside the manhole and pumping chamber in a weather proof enclosure. A warning device must be installed with a light and sound device, this is in case of a pump failure. The manifold and supply line pipe must have back drainage to the pumping chamber. The distribution pipes shall have their ends capped. Be sure the rock and sand fill material are clean. The sod layer below the entire mounded area must be turned over, just break up the sod, be sure not to over work. All neighboring wells are located greater than 100' away from the proposed treatment area. Keep all heavy equipment off of the proposed treatment area before and after construction. The treatment area should be marked off before construction. This Design is not valid & the system will need to be relocated if failure to protect the areas proposed for On-Site Sewage Treatment occurs. With proper installation and maintenance, this system should have no problem in treating septic effluent effectively. 2 Nothing other than human waste, toilet tissue, laundry, showers, water softener etc. should be disposed of into the septic tanks. Recommend Iron filters be diverted out of the system. Recommend to divert the water softner also if the iron filter is diverted. Garbage disposals are not recommended, due to adding more solids & fine solids passing through to the system. Excessive amounts of soaps, antibacterial soaps, cleaning agents, shower cleaners used every shower & chlorine agents may kill the bacteria needed to treat septic effluent. Additives are not recommended. Recommend to pump & clean your tanks through the manhole by a certified pumper every 2 years. Check with your pumper to set up a schedule. • Steven B. Schirmers 3 IN:sp:0 N b0.1- �a • sz.si� -\ ao.s xi • N: o�. -C a a..4- waovQq 5t4- 8S'S h• W�7orpp j' 0 �'� Z LO uJ PtoQosrw 3�" 6' y 'I�f�t�'SMF4.VT/�JI ` -s'e 4x8 iiii/ Ag t,A \ \;.li,/ — 7• ,g./---- x �� - -, \ . /-/ 8r Xi.f' x 92.9 i \ `y' \ • 2-1 as . ' � / I / 4C� \ WE\\--\{3,,^ . : / �� I %j; %` q4K 48 f 3 ^� ` / I D D 1 * - r1ouSE J 4 faY✓,w\C.,1..Va \ Q Dtft - sss. 6o / \ O I I '(B w1 '. - o o' W 1 t M, \ 1 � p � —sW.= \ \ • /. / ��lno .o \ \SL \O I � K •A \ , 12, 99.1 ,. " L v LA3 !9 Prcatoi'an Tests scoff / 44vnVp 14, � �� 0 ; ---,4.,s.-,,,..“.=. -,Arks 40, 9, CSo41 BOfriQs ®Beck}: Mock S.1S-OawA Note= 7tid system is b be mostructed to meet � `� \ 'Al the trfonesola Potiv:on Co}rot A7rcy � \te . ,. Chapter 7080 & Local Ordinance eq 0 ,40-5 , co • <3L Check. all underground gtilities • ®Sb <3� o- - -0 _IV- ___ Y4e __ ----- PROPERTY OF: SELL- STo2C.-F Fov...t o� 12-4-S vJoDD t}\L-� 11\QNIA- .- `�\ i , o Oe.-erN3 , 1-\A NN. Co , \ S-P TESTING INC `�9 Des Designed By: S a- . �Jy---- • ---- n_. - it .i, .�-5 .-... • ..-,-T zcc� 4o lo1x (.7-ar-oc_k- Re-G. ( _ _ ?LAO v1' -�•..l ,_ `, 6,D SET- BACKS 1 HOUSE System must be: Tank from property lines x- SP�-k'i hl--a �}� Ax_.._ U )\4---- from wells from b!dgs. ^�I w,�-t�-A �S _flal. Treatment area frcrn lakes, ._ s#-t<eems Treatment area from property lines , NOTE:Power supply and switches mast be located in a • • ri o??�4NA33t. ,u0 )00'from wells' s ''`'*''s° weather proof enclosure outside the pumping chamber and manhole tl 6a�eF,c� IJP\YwT ,from bldgs. „ :_, k la from trees 1_3 SOIL BORING ELEVATIONS _min. -1 -' ' ,, - THAI EL.- `tLI,) 1 _1� a , _ grade 5_° 4t S••r Tank Tank (oo TH"3 EL-- Drop to Tank ` 01 ; r1 PRESSURE DISTRIBUTION MOUND SYSTEM T1-174 EL_ 1 Min. C to 8' Pumping 4J‘••••'-v74y+PLw\$�z TI-17 5 EL- Max.l'to4' 4. Y-- -P -1110,1YGS SNi'+'A\.-k--ouJChamber _ ias��a.i ELEVATION at PROPOSED PUMPING '4'to 6"dia.pipe ii L CHAMBER- SYSTEM DESIGN -MOUND TYPE- _, 5 BEDROOM , Average percolation rate fa min./inch (design.83sq.ft treatment area per gal. of daily sewage flow) 10 gal./day x.83sq.ft/gal.(o2,- , sq.ft.of treatment area 410% sq.ft. ( - 10ft.width 7.��-ft.length of bed area--side slope run oto I x`�height= 2 -ft.x ffL ft.lawn-urea needed) t1) , 3 : t 0 w 1cs vow_ Z Clean rock needed- sq.ft.treatment area x /.D depth of rock=(,aa cu.ft=27= a cu.yds.(3/4"to 2l/t'dia. ,includes 2"of rack above pipe) qv�, �A1.s•g _ A- to soil 6" `63 cu. _ - -otr't.M•>✓ c "fo.Avs2 40° 0 -Co -{oQson, /140 Gu.`{-s ' Clean sand fill below rock needed 3 t00 cu yds. approx. , sandy loam back felt 2 a.yds_approx., p yd n waseo _ __ •_ f:l�_�oo ��1Lt:-= � _ fitr��.) Number of tanks required a , 1st tonk got. ,2nd tank/00 0 gal.m ntrrxrns Ew s ?Lim P i N t3 c_-N-,m 1 Pumping chamber capacity- 25% of daily sewage flow of 0.6 gal.= l'3 S5 gal.+reserve storage of 15 0 ga 1/81 .2..,, Q...gal.+pipe back drainage- PROPERTY OF: 51-1fAL-\_-`1) Si'o' - "r1• of_LL goi./1001in.ft.ofd_"dia. supply pipe, lin.ft.needed, ..LL.got.+ manifold ilLgali1001in.ft of "dia.pipe,lixft.needed ') . , Z gal. .1 •D,`-) s (k)oo`q -411..L. - total capacity needed 9 6) gal.(plus area fo pump) uSs. rill r,. 1 (7 g'+)-tete, Paw'P `Pc 14 a 01-0 130 M !-4' ...\)•1 ' L'D ,,„,,, „e. Distribution pipeI'1Z da. , 1e-bo Iin.ft., 3_...42 dia. perforations c "apart - 12v`M'� * Pump size tt11t�hhp. (pumpable capacity ' t) gal. 4 cycles/day) s - )a t ' 1--I --p o Pg.-ss 'p__5c-A --g-- y . A I S-P TEST/NG / T`, � y Note : -tVFien constructing bed - , this area should be shaped Note: Distance from treatment orea to neighboring wells- l Designed By:.,72/1----6 ;9t'''"-- to divert run-off from entering treatment Oreo. � 6,-,< ��PA-c, !0 1 Dote:H/Il0/03 , PH. 612-497-3566 MOUND DESIGN WORK SHEET (For Flows up to 1200 gpd) A. Average Design FLOW A-1: Estimated Sewage Flows In Gallons per Day number of Estimated r)SO gpd (see figure A-1) bedrooms Class I Class II Class III Class IV or measured — x 1.5 (safety factor) = gpd 2 300 225 3 450 300 218 0 % of >✓:clss)s+ � � >MA{-i�ti 4 600 375 256 values B. SEPTIC TANK Capacity k-s'. 1?v w - tic 6 900 455 750 5 294 Classthe, 7 1050 600 370 ll, or III I-)D--,c0 4- I-iooagallons (see figure C-1) 8 1200 675 408 columns. C. SOILS (refer to site evaluation) C-I: Septic Tank Capacities(in gallons) Liquid capacity Number of Minimum Liquid Liquid capacity with with disposal& 1. Depth to restricting layer = 1,0 feet Bedrooms Capacity garbage disposal lift inside 2. Depth of percolation tests = /•0 feet 2 or less 750 1125 1500 3. Texture_G "j A- 3 or 4 1000 1500 2000 5 or 6 1500 2250 Percolation rate I a . (a mpi 7,8 or 9 2000 3000 400 4. Soil loading rate 04 gpd/sqft (see figure D-33) 5. Percent land slope '7 % J D. ROCK LAYER DIMENSIONS 1. Multiply average design flow (A) by 0.83 to obtain required rock layer area. 9 0 gpd x 0.83 sqft/gpd = c,,,a D sqft 2. Determine rock layer width = 0.83 sqft/gpd x linear Loading Rate (LLR) 0.83 sqft/gpd x I a gpd/sqft= 10 ft Mound LLR 3. Length of rock layer = area+width = (o a a, sqft (D1) + JO ft (D2) = Co(o ft < 120 MPI < 12 E. ROCK VOLUME > 120 MPI < 6 1. Multiply rock area (Dl) by rock depth of 1 ft to get cubic feet of rock L,a s sqft x 1 ft = D. cuft 2. Divide cuft by 27 cuft/cuyd to get cubic yards Co a. cuft +27 cuyd/cult = a 3 cuyd 3. Multiply cubic yards by 1.4 to get weight of rock in tons a cuyd x 1.4 ton/cuyd = 3 a tons D-33: Absorption Width Sizing Table F. SEWAGE ABSORPTION WIDTH Percolation Rate Loading Rate in Minutes per Soil Texture Gallons Absorption Inch per day per Ratio (MPI) square foot Faster than 5 Coarse Sand 1.20 1.00 Medium Sand Absorption width equals absorption ratio (See Figure D-33) Loamy c SSand times rock layer width (D2) 6 to l56to30 Sandy Loam o 761.So_ 1lyL 0.60 0 2.00 31 to 45 Silt Loam 0.50 2.40 Sill -�o / �7 x J0 ft = ac,. 7 ft 4610 60 Sandy Clay Loam 0.45 2.67 Cey laLourLoam y 61 to I.') Silty Clay 0.24 5.00 Sand Cl ClaYay Slower than 120* *System designed for Nue rolls nun be other or performance G. MOUND SLOPE WIDTH & LENGTH Landslope > 1% slope (landslop.e greater than 1%) •I rr m '.r,a'ri' .k.1,...ii":-^ t 714 off^:V� t� r;�r 1. Downslope absorption width= absorption width (F) • ,',$5�h 1'�;��� ea: �;j a. minus rock layer width (D2) ._ .,'•" i^=z - ` ,;r„ 6"Topsoil a(a . 9 ft- 1 0 ft= ) / ft Separation I.0 Rle , .+. �e W{d 11 RNtr4AY.s taro II.^_ U 't 1 in(Wd) Rock LSj NC)d th(D2) Downstoridt(C3U 2. Calculate mound size S UPSLOPE . • a. Depth of clean sand fill at upslope edge of ^, ,v„br,„-be„d(r, t rock layer = 3 ft minus the distance to restricting layer (Cl) 3 y aft - ) . o ft= a •D ft b. Mound height at the upslope edge of rock D•34: SLOPE MULTIPLIER TABLE layer = depth of clean sand for separation (G2a) . Land UPSLOPE DOWNSLOPE Slo e, multipllen for various multi liera for various at upslope edge plus depth of rock layer (1 ft) slope ratios aPope ratio. plus depth of cover (1 ft) 311 4a 51 61 71 • 81 31 4i1 51 61 71 a.0 ft + 1ft+ 1ft = (-1 .0 ft 0 3.0 4.0 5.0 6.0 7.0 8.0 3.0 4.0 5.0 6.0 7.0 Upslope berm multiplier based on land slope 1 2.91 3.85 4.76 5.66 6.54 7.41 3.09 4.17 5.26 6.38 7.53 a,P1 4 (see figure D-34) • 2 2.83 3.70 4.54 5.36 6.14 6.90 3.19 4.35 5.56 6.82 8.14 1. Upslope width = berm multiplier (G2c) times 3 275 3.57 4.35 5.08 5.79 6.45 3.30 4.54 5.88 7.32 8.86 1 p S10 e mound hei ht (G2b): 4 2.68 3.45 4.17 4.84 5.46 6.06 3.41 4.76 6.25 7.89 9.T1 p $ S 2.61 3.33 4.00 4.62 5.19 5.71 3.53 5.00 6.67 8.57 10.77 . Ll X 4.0 ft = i l ft 6 2.54 3.23 3.85 4.41 4.93 5.41 3.66 5.26 7.14 9.38 12.07 )01ATNSLOPE 7 2.48 3.12 3.70 4.23 4.70 5.13 3.80 5.56 7.69 10.34 13.73 :. Drop in elevation = rock layer width (D2).times 8 2.42 3.03' 3.57 4.05 4.49 4.88 3.95 5.88 8.33 11.54 15.91 )ercent landslope (C5) + 100 9 2.36 94 3.45 3.90 4.30 4.65 OP a) 9.09 13.04 18.92 1(-) ft x 9 % + 100 = • , `7 ft 10 2.31 2.86 3.33 3.75 4.12 4.44 4.29 6.67 10.00 15.00 23.33 . Downslope mound height= depth of clean 11 2.26 2.78 . 3.23 3.61 3.95 4.26 4.48 7.14 11.11 17.65 30.43 .and for slope difference (G2e) at downslope • 12 2.21 2.70 3.12 3.49 3.80 4.08 4.69 7.69 12.50 21.43 43.75 ock edge plus the mound height at the 1pslope edge of rock layer (G2b) LI.0 ft + , g ft= Li et, ft • . ;. Downslope berm multiplier based on percent land slop • - ( - illLI 1 (see figure D-34) y .. Downslope width = downslope multiplier U >. p.lop. yldth(G fd) 22g) times downslope mound height(G2f) yt, 1-1, 11 X 4 ic7 ft= -v,_0 ft 5'v-a.S i Upsyrrdth(C2d). Rock bed the) >O + UP lgpe fF idtt,(G2d) Select the greater of G1 and G2h as the • t _ g / ownslop e width: as - ft „ ` a dbownslope Width(G2i) as ft • Total mound width is the sum of upslope I • Absorption Width(P) )� .• / ridth (G2d) width plus rock layer width D2) plus downslope width (G2i) Total Length(C2k) 11 -2- ft / 1 ft + /o ft+ as ft= '9(a ft . Total mound length is the sum of upslope width (G2d) lus rock layer length (D3) plus upslope width (G2d) / ) ft + h Z ft +, t J ft = 5s.4 feet a A. t,Z t a s / / Z Final Dimensions: • i+c, • x 4 'Au- , hereby certify that I have completed this work in accordance with applicable ordinances, rules and laws. _1t.i- -(74, �j .(sigl•tature) ^39 y • (license#) `i-/c,-0 3 (date) PRESSURE DISTRIBUTION SYSTEM Geotextile fabric 1. Select number of perforated laterals � Quarter Inch perforations spaced C 3• u .12,'. . • • °Crock 2. Select perforation spacing= 3 ft Perf Sizing 3/16"-1/4" 3. Since perforations should not be.placed closer than 1 foot to Perf Spacing 1.5•-5• the edge of the rock layer(see diagram),subtract 2 feet from the rock layer length. E-4: Maximum allowable number of 1/4-Inch perforation per lateral to guarantee<10%discharge variation RD hyZ��Rg�, -2 ft = L O ft perforation .spacing 4. Determine the number of spaces between perforations. Divide the length(3)by perforation spacing(2)and round (feet) 1 inch 1.25 inch 1.5 Inch 2.0 inch down to nearest whole number.. 2.5 8 14 18 28 Perforation spacing= coo ft+ 3 ft= Q o spaces 3,0 8 13 17 26 5. Number of perforations is equal to one plus the number of 3.3 1 12 16 25 perforation spaces(4)..Check figure E-4 to assure the number of 4.0 7 11 15 23 perforations per lateral guarantees<10%discharge variation. 5.0 6 10 14 22 ao spaces + 1 = D ) perforations/lateral E-6: Perforation Discharge in gpm 6. A. Total number of perforations= perforations per lateral (5) perforation diameter times number of laterals (1) head Inches) `1 `' (feet) 3/16 7/32 1/4 a. 1 erfs/lat x '1 lat= t.;� erforations p p 1.00 0.42 0.56 0.74 B. Calculate the square footage per perforation. b Should be 6-10 sqft/perf. Does not apply to at-grades. 2.0 0.59 0.80 1.04 Rock bed area= rock width (ft)x rock length(ft) 5.0 0.94 1.26 1.65 10 ft x !,Z ft= co-zo sqft • a use 1.0 foot for single-family homes. Square foot per perforation=Rock bed area+number of perfs (6) b Use 2.0 feet for onythina else. (oma sqft+ (-,*1 perfs= 9.cl sqft/perf . MANIFOLD LOCATED AT CND OF PRESSURE DISTRIBUTION STSTEI 7. Determine required flow rate by multiplying the total number of perforations (6A) by flow per perforation(see figure E-6) W":[•' 3 ' perfs x 9 gpm/pe fs= 9 7 gpm `� _ 8. If laterals are connected to header pipe as shown on upper ,,,,,' example,to select minimum required lateral diameter;enter ..ev'm ' " figure E-4 with perforation spacing(2) and number of perforations \�"0M per lateral(5) Select minimum diameter for LJIYO.tT O/KMMUTIO•Mt LATERALS roe perforated lateral= inches. MIClMAC DI+TI1DDtION A MOUND ttIAMMm Mt C M tt 9. If perforated lateral system is attached to manifold pipe near �KMtMnM :.-• �` the center,lower diagram,.perforated lateral length(3) andz"'�'`�' " Yr�as number of perforations per lateral (5)will be approximately one `.t.T;ri�;t.,�M.. - -.. half of that in step 8. Using these values,select minimum •� -• - .-Ia, diameter for perforated lateral= J`t Z- inches. !t✓ I hereby certify that have co)npleted this work in accordance with applicable ordinances, rules and laws. • . •, • ' PUMP S LEC'.I'IO1`TRO•CE'D RZE •' • , . 1. Determine pump capacity: ' k. Gravity distribution . • • • , 1. Minimum required discharge is 10 4•• . • 2. ,Maximum suggested'discharge • 45 1-m. :or other. ' . establishments at least 10%greater the water supply rate, but no•faster than the rate at which efflujent will flow out of the distribution device. . • . . . • . Pressure distribution • . See pressure distribution work sheet ro 'A or B Selected'pump.capacity: 1•.?•• gpm mA-x•; Determine pump'head•requirements: . . o.o b, �ia0 Elevation difference between pump and point of discharge? ' • sorsa#-syst c/ feet &p e.:.-T.._- cl-a r Q IP*.G4-f,: : Special head requirement?(See.Figure at right-Special Head Requirements) , total •►pe feet • Inlet �� '�,° ��•,,°" • a� IenQt 2A.elevation Calculate Friction loss • • pipe. k difference • 1. Select pipe diameter 2- in •• '• i, .' '�, ,`d i.02. Enter Figure E-9 with gpm(1A or B)and pipe diameter .(Cl). "W---•--:.4-.' Read friction loss in feet per 100 feet from Figure E-9'' . ' ' Special Head Requirements Friction Loss = 3= ft/100ft of pipe •. Gravity Distribution 0 ft 3. Determine total pipe length frori pump d1 charse to soil treatment ,Pressure Distribution 5 ft discharge point.Estimate by adding 25.percent to pipe length•for •• fitting loss. Total pipe length times 1.25:equivalent pipe length -9:Friction Loss in Plastic Pipe - GS' feetx 1.23 : (•••q feet • • P®r 100 feet I. Calculate total friction loss by multiplying friction loss(C2)• • nominal in•ft/100 ftby,the equiyalentpipelength(CS)'and,divide by 100. pipe diameter .1- ft/,IOOftx, • L . ,+100= a ' ft ifomrcto 1.511 2" 3" . 9P Total head required is.die of elevation difference (A),special'.' 20 ' 2.47 0.73 • 0.11 head requirements.($), and total friction loss (C4) , • 25 . 3.73 1,11 0.16 ) g ft+ ---.- • ft+, -Z ft s , , 30 5.23 1.55 0.23 35 6;96 2.06 0.30 Total head: 'deet 40 8.91 2.64 0.39 'ump selection45 11.07 3.28 0.48 50 13.46 3.99 0.58 55 4.76 0.70 .pump must be selected to deliver at least . `-1 S • 'gpm ' • 60 5.60 0.82 .A or B) with at least_21_,feet of total head(21:5) • ' . • 65 6.48 0.95 70 7.44. ' 1.09 ereby certify that I have completed this work.in accorncc wall applicable ordinances, :rules es and laws. �- 0 _.-0 (signature) 7c,`I (license#) 4 -I to-d (date) " ', . ' FUMP SELEC1'.tON• 'R©LtiA/RB , • L. Determine pump capacity: ' k. Gravity disttibufion . • • •• 1. Minimum required discharge is 10 gpn • . M 2. axisnw�n suggested'dischar.g ;45,gpm. For other . establishments at least 10%ge is regter tilt=the water supply rate, • but ncitaster than the rate at which efflhent will flow out of the • diditi'bution device.• . . , . .• . Pressure distribution . - See pressure.distribution work sheet rom'A or B Selecfed'pump.capacitp: y 0'• gpm • • Determine pump'head•requirements: , . • Elevation difference between pump and point of discharge? ' • • soil treatment syst &p•I • •Ischar /0 feet o:k.9.-.1.kd;,.. 0 Special head requirement?(See Figure at right-Special Head Requirements) , total •Ipe Tenet 5 feet • 2A.elevation • ' Inlet i,""'''"""'"'"''„ ' '" difference Calculate Friction loss . pipe. � • 1. Select pipe diameter Z •• 111111K1,1111 re o2. Enter Figure E-9 with gpm(7A o•r B)aiid pipe diameter(• C1) ••.-�~' ^""'•' Read friction loss lrrfeet per 100feet from FigureE-9" • ' ' . Special Head Requirements Friction Loss = 3, - / ,ft/• .00ft of pipe ' • •. Gravity Distribution 0 ft 3. Determine total pipe length from pump dscharge to soil treatment ,Pressure DlstrIb,itlon 5 ft discharge point.Estimate by adding 25.percent to pipe length•for '• fitting loss. Total pipe length times 1.25:equivalent pipe length -9• Friction Loss in Plastic Pipe - ( '0• feet x 1.25 : ' feet • • • . • Per 100 feet . Calculate total friction loss by multiplying friction loss (C2)' •' Hominy! in•ft/100 ft by.the equivalent pipe!length(C3)•and divide by 100. pIpe diameter 3.Z-- ft/,100ft x, 1 S . +100= ft flow rat. 1.5" 2" 3" ;pm Total head required is the.sum of elevation difference(A),special" 20 ' 2.47 . 0.73 • 0.11 head requirepnents.(13),and total friction Ioss (C4) 25 . , 373 1.11 0.16 10• ft+ 5' . Z ft- . . , 30 5.23 1.55 0,23 • 19 '�eet 35 6.96 2.06 0.30 Total head: � 40 • 8,91 2.64 0,39 'ulzlp selection45 50 11.07 3,28 0.48 13.46 3.99 0.58 55 4.76 0.70 .pump must be selected to deliver at least . 4 r) ' •gpm 60 5.60 0.82 :A or B) with at least_.LZ.,_feet of total head(2D) • ' 65 6.48 0.95 70 7.44 • 1.09 ereby certify that I ve completed this work in accordance with applicable ordinances,,rules and laws. S-P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627 951 Katydid Lane NE • St. Michael, MN 55376 • (763) 497-3566 FAX • (763) 497-5011 State License #394 LOGS OF SOIL BORINGS Shelly Storch 1245 Woodhill Avenue Orono, Henn. Co., MN Borings completed on 4-14-03, with a hand bucket auger. BORING NUM=ER 1- Elev.84.1 - MOTTLED SOIL AT 12" - no standing water present in boring. 0 - 12" Topsoil dark brown loam 2.5Y 4/3 12" - 20" Rusty dark gray brown loam 2.5Y 4/1 - mottles 10YR 6/8 20" - 32" Rusty gray brown loam 2.5Y 5/2 - mottles 10YR 7/1, 10YR 6/8 32" - 46" Rusty gray brown sandy loam 2.5Y 6/2 - mottles 10YR 7/1, 10YR 6/8 46" - 60" Rusty gray brown loam 2.5Y 6/2 - mottles 10YR 7/1, 10YR 6/8 BORING NUMBER 2- Elev.85.7 - MOTTLED SOIL AT 12" - no standing water present in the boring. 0 - 12" Topsoil dark brown loam 2.5Y 3/2 12" - 20" Rusty gray brown loam 2.5Y 5/2 - mottles 10YR 7/1, 10YR 6/8 20" - 26" Rusty olive brown clay loam 2.5Y 5/4 - mottles 10YR 7/1, 10YR 6/8 26" - 48" Rusty olive brown loam 2.5Y 6/3 - mottles 10YR 7/1, 10YR 6/8 BORING NUMBER 3- Elev.84.3 - MOTTLED SOIL AT 14" - no standing water present in the boring. 0 - 8" Topsoil dark brown loam 2.5Y 4/3 8" - 14" Dark gray brown loam 2.5Y 4/1 14" - 20" Rusty gray brown loam 2.5Y 5/2 - mottles 10YR 7/1, 10YR 6/8 20" - 32" Rusty gray brown clay loam 2.5Y 5/2 - mottles 10YR 7/1, 10YR 6/8 32" - 40" Rusty olive gray brown sandy loam 2.5Y 5/4 - mottles 10YR 7/1, 10YR 6/8 40" - 48" Rusty gray brown loam 2.5Y 6/3 - mottles 10YR 7/1, 10YR 6/8 CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 4-15-03 starting at 9:55am. Test hole location Storch, 1245 Woodhill Avenue, Orono. Test hole numberl. Date test hole was prepared 4-14-03. Depth of hole bottom 12.inches. Diameter of hole fi inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 12" Topsoil dark brown loam • Method of scratching sidewall is lwiff. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 4-14-03, 2:00pm. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon. Maximum water depth above hole bottom during test is 11 inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 9:45 prefill 6 9:55 10:25 6 3-1/8 9.6 30 min 10:30 11:00 6 3-1/8 9.6 30 min 11:01 11:31 6 3-1/8 9.6 30 min Percolation rate=9.6 minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 4-15-03 starting at 9:56am. Test hole location Storch, 1245 Woodhill Avenue, Orono. Test hole number.. Date test hole was prepared 4-14-03. Depth of hole bottom 12_inches. Diameter of hole.fi inches. 'SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 12" Topsoil dark brown loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 4-14-03,2:00pm. Depth of initial water filling is 12 inches above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon.. Maximum water depth above hole bottom during test is 6.inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 9:45 prefiil 6 9:56 10:26 6 2-3/4 10.9 30 min 10:29 10:59 6 2-3/4 10.9 30 min 11:02 11:32 6 2-3/4 10.9 30 min Percolation rate=10.9 minutes per inch. CERTIFICATION NO.627 STATE LICENSE NO.394 PERCOLATION TEST DATA SHEET Percolation test readings made by S-P Testing,Inc. on 4-15-03 starting at 9:57am. Test hole location Storch, 1245 Woodhill Ave., Orono. Test hole number. Date test hole was prepared 4-14-03. Depth of hole bottom inches. Diameter of hole i inches. SOIL DATA FROM TEST HOLE DEPTH,INCHES SOIL TEXTURE 0 - 8" Topsoil dark brown loam 8" - 12" Dark gray brown loam Method of scratching sidewall is knife. Depth of gravel in bottom of hole is 2 inches. Date and hour of initial water filling 4-14-03,2:00pm. Depth of initial water filling is 12 inchca above the hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours is automatic siphon. Maximum water depth above hole bottom during test is 6.inches. Measurement, Drop in water level, Percolation rate, Time Time interval,min inches inches minutes per inch Remarks 9:45 prefill 6 9:57 10:27 6 2-3/8 12.6 30 m i n 10:28 10:58 6 2-3/8 12.6 30 min 11:03 11:33 6 2-3/8 12.6 30 m i n Percolation rate= 12.6 minutes per inch. PERFORATEDLOAMY SAND CAP LAYER OF GEOTEXTILE- LATERALS FABRIC PERFORATED LATERAL- GRASS COVER 6 INCHES SANDY LOAM SOIL '• ���" `.:1 l� TOPSOIL -- ' ,' .'.n. CLEAN SAND FILL � � 470.010 �/ _ tlx: MAXIMUM SLOP E i Yr' LAYER OF GEOTEXTILE -3Il CLEAN ROCK a' FABRIC OR 4 INCHES OF °_' ' ' y • TOPSOIL PLOWED OR CLEAN' 7o z'iz INCHES I.SLC HAY COVERED ELY /��'I ' „•/// j• • �' DISKED SURFACE BUILDING PAPER `' j'j' f� /. X% uesOlL 1 ./ CROSS SECTION A-A 1 / OR 2' c ''''••• •• /./ : ' PIPE FROM PUMP-1- ��? �,/,/ /•_ r::' ,, './,/ �_ i : ,/f PIPE FROM %' , - • l • : ..” PUMPING CHAMBER CLEAN DOCK /••• i DIVERSION FOR • '�C ,• i► / J• SURFACE WATER _ w 6' TOPSOIL, /f•.. . i I o ' /;! 1 Lr-1— — —n # '► PERFORATED -ts�C. t ./r9"/ �9 �•s. (y :-C-1:::i.1". jj`� •LATERALS . '� • , .` Z' t �. t I i j j . • NO FILL �6" z <Op BED AREA = '. ; • I : • BAR- ATu - Iv W I w CI = BIER AYER• �y — — ' — . i z l 1 20 I i o,}.-o I - INCHES I v v INCHE — LAYOUT OF PERFORATED PIPE LATERALS FOF2 �' — I i I • ' PRESSURE DISTRIBUTION IN MOUND : L— • _1•_i DIKE I 10 FEET DIKE - cr PERFORATED PLASTIC PIPE MAX. _ • TOTAL WIDTF! /'S p G • ' ` \ PERFORATIONS SPACED 36' / ' END ON CENTER- P 1FORATION `M PERfORArIO�� I PLAN VIEW v1EW OR W.E MAY BE 3/1 4" h�,"• !6 -- �� 2eMANIFOLD �� END PERFORATION OFA PERFORATED CATERAL - — PIPE _ _ cross Cover PERFORATIONS ON BOTTOM OF i•K'IZ, - L ELASTIC PIPE �/ y.te T.v..r �.5;,..., ' /0% r -:_ 1 "'l `:f" «or G.eNstne Fobrk !r lav- // • - .— Lowey Sorel Layer•• `�% ERNATE LOCATION :',Metier./ M layer.eran papa) !Wow crewed OF PIPE FROM PUMP) �! • Perlot.tion Grilled Herkootally �1ntoC•p /MaTop ,.s/.Plus �t—AI Least le to Edge END CAP 9Qti �/ RQ( \(2-..' ,o n Fleld Ra " ` o/ Rost Layer �a1E \\Z. PYIwJ1Ion.Locoled ot // £p VVV Bono.. or Latero) FORA 2 PIPE FROM _ Clean� �r� //i PER fO PUMPING CHAMBER \ r F1461N I Original Son Properly Scarified • F-R REDWOOD, CED1P1 OR WATER TIGHT a LOCKABLE ELECTRIC BOX--,,,, TREATED POST (4 x 4 min) PLUGS OR ELECTRIC CONNECTIONS— �. —4LLDETLFCIC CONNECTIONS MADE 2" PVC CONDUIT SCHEDULE 80 5'SPCE LOOP OF POWER CORD FOR MANHOLE COVER CHAINED a LOCKED SETTLEMENT SEALED MANHOLE RINGS `j 1.FINAL GRADE y q,v�� ' y_____ °4 AT LEAST I2" BELOW GRADE UNION ' t �A WIRE FROM POWER SUPPLY :--;! PIPE IS LAID ON A UNIFORM SLOPE FROM * ONP STATION UP TO SOIL TREATMENT AREA II /tk, FOR PROPER DRAINBACK ilig '-IF PIPE AT TANK MUST BE LOWER THAN SEALED TANK COVER I UNION, TO GET ELEVATION FOR DRAINBACK, PLASTIC ROPE OR CHAIN )I A '/4 INCH WEEP HOLE MUST DE USED WITH ANCHOR--- Ii — WEEP HOLE ALARM FLOAT ON SEPARATE i' ELECTRICAL CIRCUIT 11 li NOTES: ELECTRICAL WIRE FROM POWER SUPPLY J—. �I� _ MUST NOT RUN OVER ANY TANKS BUT s�RT_ VEL-�- --1- ,; MUST BE LAID BESIDE OTHER TANKS 3 J "v, 1:1' _ AND MUST BE PLACED IN CONDUIT ALONG POST SHUT_QEF_hE_V__EL_Q— • -_ - '-'3 "-- ELECTRICAL CORDS FROM PUMP AND • FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND PUMP CONTROL FLOAT ' 'Cr -i) CONTACT. '[000, . 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