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HomeMy WebLinkAbout2014 - 00698 - septic system • CITY OF ORONO �* 2� 1f 1 11 11 2750 KELLEY PARKWAY DATE ISSUED: 07/16/2014 ORONO,MN 55356- (952) 249-4600 FAX: (952)249-4616 ADDRESS : 2300 WILLOW HILL DR PIN : 03-117-23-32-0026 LEGAL DESC : WILLOW HILL : LOT MB BLOCK MB PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW ACTIVITY : MOUND SYSTEM-SEPTIC NOTE: (3)PRECAST CEMENT TANKS MOUND 10 X 63 S.F. APPLICANT SEPTIC NEW 200.00 STATE SURCHARGE SEPTIC 5.00 BURNS EXCAVATING, INC. TOTAL 205.00 3470 CO.RD 21 MAYER,MN 55360- Payment(s) (612)685-4303 CHECK 25528 205.00 Minnesota State License#: SW-1888 OWNER Sowada Willow Property LLC 725 FERNDALE RD N WAYZATA,MN 55391- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. &,/5/ Applicant Permitee Signature Date Issue'J:y Signature Date CITY OF ORONO ' J Street Address: Mailing Address: Telephone(952)249-4600 / 2750 KelleyParkwayP.O. Box 66 Fax (952)249-4616 Orono,MN 55356 Crystal Bay, MN 55323 www.ci.orono.mn.us Septic System Permit Application Please complete this applicaton completely. Failure to fill in all of the required information may result in a delay of processing your application. Submit this application, a complete copy of the site evaluation and the design at least 3 working days prior to the projected installation date. Property Owner: Ali HR -C//4/f Email: Mailing Address: 23cxi ic`s//a /11/9 `. Phone: Cell: Work: Home: Designer: bS �,/j -,� License# /v Email: Phone: Installer/Contractor:$;e,, tic„f License#40 Email:57z,2cratr:y1- Phone:b/- -e '/oJ -e '•v.,,- Date to be Installed: r"c� . / 7 - / Property Address: 3-v rvf//o.. Existing Septic System Eyes: Yes 5 Compliance Inspection Date: Parcel: (if no address) General Lot Dimensions: Width: Depth: Total Area: (Acres or sq ft) Home Type: r #of Bedrooms: . Clothes Washer:/4 Water Cond: Garbage Disposal: Hot Tub/VVhirpool: Dishwasher: y.5 Well: Existing New (to be installed) Depth: Size of Casing: Depth of Casing: PROPOSED SEPTIC INFORMATION Soil Types: c:/� - Sizing Factor: f Septic: New x,� Replacement Addition Other Tanks: Qty: L New Existing Total Tank Type ii Capacity Manufacturer AZ ewsi Pump Station: Tank Type G-r,41,47Capacity J-2 2 Manufacturer e-4.5 (if applicable) Pump Size 6 hibtP Type 6t.t fi' Failure Alarm Type Drainfield Total Length T.7 Total Width y` Maximum Depth y Trenches w/rock Trench w//chambers Rock below pipe /2- in Pressure Bed Mound /04(J Other (explain) Mound Dimensions: Rock Bed //j x 6 3 ft Absorption Area x ft Clean Fill below rock bed inches Filter: Type d'.. /,r— Manufacturer Alarm Type: Sc^:-J New designs shall adhere to 2008 MPCA standards. OFFICE USE ONLY �i Permit# oZO/�-p , D 9j p Payment Rec'd ?/i ,/ Zoning District Field Checked Date Inspected New/Replace SKETCH: Submit licensed site evaluation, design, sketch and management plan with application. If substantial changes are made to the design during installation, a new design must be submitted with the date and designer's signature prior to installation and inspection. Completed Site Evaluation rpYes ❑No Date Se,%-. '.) 7 /3 Completed Design Worksheets La Yes ❑No Date (t rf Compliance Inspection ❑Yes INo Date Management/Monitor Plan 4Yes ❑No Date Approved AGREEMENT: I/We the undersigned, hereby make application for work described and located as shown herein. I/We certify that the information contained herein is correct and agree to do the work in accordance with the provisions of the Orono City Code and the State of Minnesota MPCA Rules 7080-7084. I/We further agree that any plans, specifications, or drawings submitted herewith are accurate and shall become part of the application. Signature of Homeowner or Agent Date PERMIT: Permission is hereby granted to the above named applicant(s) to perform the work described in the above application. Any and all changes to the approved design shall be reported to the designer and to the permitting agency prior to the completion of the work. This permit is granted upon the express condition that the person to whom it is granted, and his/her agent, employees and workers shall conform in all respects to the Orono City Code and the State of Minnesota 7080— 7084 Rules. This permit may be revoked at any time upon violation of said ordinances and codes. This permit expires on December 31 of the year in which it is issued. This permit, with all supporting documents, will become a permanent part of the property records on file at the Orono City Hall. -if lei Com4Development Director or Designer Date Return this Application to: Physical Address: Mailing Address: City of Orono City of Orono 2750 Kelley Parkway P 0 Box 66 Orono, MN 55356 Crystal Bay, MN 55323 Phone :952-249-4600 wwvv.ci orono.mn us Fax: 952-249-4616 amnck(C.Thr.,ci.orono.mn.us Septic Permit—Revised 7/8/2014 Page 2 of 3 CITY OF ORONO SEPTIC SYSTEM PERMIT INSTRUCTIONS The City of Orono Community Development Department requires all septic system installations, modifications or repairs to obtain a permit. All dwellings that are not connected to municipal or a central sewer system must be connected to an Individual Septic Treatment System (ISTS). This policy applies to all septic systems in Orono. 1: The following steps shall be completed to obtain a permit to install an ISTS in Orono: a. Obtain a complete site evaluation and a completed ISTS design from a licensed designer (include license #on the application). b. Obtain and complete an ISTS permit application from the City of Orono c. Submit a completed application for an ISTS Permit with a complete evaluation and design to the City of Orono at least three (3) business days before beginning septic work. d. The site evaluation and system design should be submitted on forms available from the U of M Extension Service SSTS Program at: http.//septic.umn.eduiformsandsheets/bytype/index.htm#design 2. Upon receiving a complete application with site evaluation and design, the City of Orono will review the documentation, visit the site to verify soils if required and issue the permit or ask for additional information. 3. Once the permit is issued, the installer must contact Metro West at least 48 hours before the requested inspection and follow up the morning of the install to confirm the time you will be ready for inspection. Please call Metro West at 763-479-1720 to schedule the inspection. If you are unable to reach Metro West, please contact Andrew Mack at the City of Orono at 952-249-4626 or at arnack@ci.orono.rnn.us 4. Upon completion of installation, the system must be inspected in accordance with MPCA rules and regulations with the Orono City Code. The inspection must be conducted before the system is fully covered without exception. The inspector will conduct an inspection and prepare an as-built report for record. 5. Upon final completion, inspection and receipt of the inspector's report, an information packet is mailed to the homeowner. This will include the original permit, the as-built compliance inspection report and information on how the homeowner can obtain good septic maintenance information. This information may be obtained from a publication produced by the U of M Extension Service Wastewater Resources website at: http://www.extension.umn.edu/distribution/naturalresources/DD6583.html#1. A printed document of this information is available for review in our City Hall Office. Septic Permit—Revised 7/8/2014 Page 3 of 3 _ CY ED 2014 Joseph Olson D.B.A. CITY *F 0- •NO Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 11481 Riverview Rd.NE,Hanover,MN 55341 (763)498-8779 Fax(763)498-8290 RECEIVED September 27,2013 J U L 1 2014 Nihr Shah 2300 Willow Hill Drive CITY OF ORONO Orono,Hennepin County 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 periodically saturated soils were located at 16"-26"(mottled soil).Due to the periodically saturated soils,a pressurized mound system will need to be installed to treat the septic effluent.The bottom of the treatment area must be located at least 3'above the saturated soils. All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.Clean outs must be installed on the end of the laterals for maintenance. Use 7/32 inch perforations on the laterals. All neighboring wells are greater than 100'from proposed treatment areas. A 1300 gallon 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 weatherproof enclosure.A warning device must be installed with light and sound devices;this is in case of a pump failure.The manifold and supply line must have back drainage to the pumping chamber. Keep all heavy equipment off of the proposed treatment areas before,during and after construction. The area around both sites must be fenced off by the contractor before any construction begins. With proper installation and maintenance,this system should have no problem in treating septic effluent effectively.Nothing other than gray water,(laundry,showers,etc.)Human water and toilet tissue should be disposed of into the septic tanks.Garbage disposals are not recommended.Additives must not be used they may cause harmful damage to your septic system.It is recommended that you pump the septic tanks every two years. Sincerely, Joseph J.Olson • i • 3 • ' \• : y. •�x 1 ,o,s C 1 A.P.szr) ,\,/, ies" , / 7,s5,at� St 9, Stilt Pa,«�yi 8 i Nesse s,re / 1 - / IP — / / -e- 133.M _ ___ _ r , , , ...... scale: `!::L 0 0 ei Percolation Test �,,i� Fi uRe I - i W C S(i1 vU ,1 ®Soil Boring r—) / a Bench Mark �. Check all underground utilities .. _'' 101.1 I Property of:NI HIS SHAH a3oa WILLOW Hts.s DP.:vc c?! , 12Rotiw, lNe,E,f, C vlarY n aS r °� --15;1727.-/ /a7/„l1' PF1(763)498-8779 IA' -4i:= Musty Olson's soil And Percolation testing \ Designedt ----- 117 1 1. • I5.61.6" S.3 16 I� 11,1X11.3 ajd.O[O 9 4 _43L. /D * le /0 96 saorE eRoll SfcTMAI VIFw Muss. too L wcsj ras�o * a.n►� ftoo FWa2 _... w.rr_era i1 'g." II ' LILLAL 9�rc./ SOIL BORING ELEVATIONS M_ • — g ya.,1 , i-.2`INA pores h co' TM./1 EL'9'yy v :Dom �dYl: •zoo ,tvPitr Mt to w K toll to 'MA EL-Z. .. •o /3w taut 3w /3c0 ca TIC' t.ak~ars.WAr S.w . TKO EL-....... i3, This EL 1.A/4ktLS LA LS ' . ."'3 !3G•I + a IS EL- SETBACKS System must be: Tankla'from property lines Q'from wefts JAL•from bidgs. smiulliallatiLdnata ntarsaPergdTnabaentarea - 'from Was,._..streams Tt'!0 z OtOR00Mt Amp paeol�on rate_a nJ t(design A pa' dds�►swage flow) Treatment area Q„'from Y Una R IMO of ♦ 762, x.N aq�ltpsl.ft,�amt.of treatment arta (110 tl.�wfdlb a� �io �from vans sky t aaan. .to 1 x 3,�,h ights,�R.x 8?R lawn area needed) �•to t 112"d�+ s Z"of rocfc above pipet GW fedi naaded- agfh Nnt area a • ,, of rock•( cuAlbnq ack approx.,topsoil ti"�cu.yd.Ave?,sand depth.i Coarse whet!dean sand Rif below rock . . Me-••yds.approx. .c+ndY loam ay.yo N of tanks regrinda.+1st tank l3L<i g� .tank. al.minimums plus pumping�c 60 OapgR,7st�pal.*pipe back drainage- • ��`S�� drainage- pumping dumber ply-26%of daily sewage flow of gal."L gal,+ � of a-•dia. Itn.ft.needed a- al. ouzips . 00 Unit Of— pipe. �' g L7 d 1-4 Ph. 763-498-8779 d�00 Hrtfi.of dia.supply pipe gn.R.needed�Ly,.gal+manifold SZ� Date:_..!!.1 ford opacity needed lagaL(phis area for pump)use min.�gai.cap. PROPERTY OF: Ni N ik S N n N Rusty Olson's Soil and Percolation Testing 001,00npipe .t•di*. .Unit..11•dia.perforationsa-"apart a 2.00 w,LLO,.., kit\ bRtvd Designed — Float eek at 9.04 Odoea. .limes Per Dey. o 11- CO)N From ears Zit.Ode/Ma.L Fest Reed Pasaura. OSTP Design Summary Worksheet UNIVERSITY , � `' Minnesota Pollution OF MINNESOTA ...,::r Control Agency Lam- Property Owner/Client: Nihr Shah Project ID: v 12.08.06 Site Address: 2300 Willow Hill Dr.Orono Hennepin County(Primary site) Date: 1. DESIGN FLOW AND TANKS A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rate including a safety factor.For long term performance, the average B. Septic Tanks: daily flow is recommended to be<60%of this value. Minimum Code Required Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments Effluent Screen&Alarm? no C. Holding Tanks Only: Number of Holding Tanks: Total Volume of Holding Tanks: Gallons Type of High Level Alarm: D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons 2. SYSTEM TYPE Type of Soil Treatment and Dispersal Area* Type of Distribution* 0 Trench 0 Bed QQ Mound 0 At-Grade 0 Gravty Distribution 0 Pressure Distribution-Level 0 Pressure Distribution-Unlevd 0 Drip 0 Holding Tank 0 Other: *Selection Required Benchmark Elev= 101.8 ft System Type Benchmark Location: Top of iron Type of Distribution Media: r:IType I 0 Type II D Type III D Type IV 0 Type V Rock 3. SITE EVALUATION: A. Depth to Limiting Layer: 20 in 1.7 ft Elevation &Location of Limiting Layer: 99.8 ft B. Minimum required separation: 36 in 3.0 ft Location: B. Measured Percent Land Slope: 7.0 % 0.0 Code Maximum Depth of System: -16 in* C. Soil Texture: Loam Perc Rate: 3 MPI *if value is negative a mound is required D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft 4. DESIGN SUMMARY Trench Design Summary Dispersal Area ft2 Sidewall Depth in Trench Width in Total Lineal Feet ft Number of Trenches Code Maximum Trench Depth in Designer's Max Trench Depth in Bed Design Summary Absorption Area ft2 Media Below Pipe in Code Maximum Bed Depth in Bed Width ft Bed Length ft Designers Max Bed Depth in Mound Design Summary Absorption Area 1260 ft2 Bed Length 63 ft Bed Width 10.0 ft Absorption Width 20.0 ft Clean Sand Lift 1.3 ft Berm Width (slope 0-1%) ft Upslope Berm Width 10.0 ft Downslope Berm Width 26.0 ft Endslope Berm Width 12.0 ft Total System Length 87.0 ft Total System Width 46.0 ft OSTP Design Summary Worksheet UNIVERSITY ' Minnesota Pollution OF MINNESOTA Control Agency 1\ At-Grade Design Summary Absorption Bed Width ft Absorption Bed Length ft System Height ft Absorption Bed Area ft2 Upslope Berm Width ft Downslope Berm Width ft Endslope Berm Width ft System Length ft System Width ft Level Pressure Distribution Summary No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 7/32 in Lateral Diameter 2.00 in Supply Pipe Diameter 2.00 in Minimum Dose Volume 124 gal Flow Rate 36.0 GPM Total Head 18 ft Maximum Dose Volume 187.5 gal 5. Additional Info for Type IV/Pretreatment Design A. Calculate the organic loading using option 1 or 2 1. Organic Loading =Pounds of BOD X Units lbs/day X = lbs BOD/day 2. Organic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000 gpd X mg/L X 8.35=1,000,000= lbs BOD/day B. Type of Pretreatment Unit Being Installed: C. Calculate Soil Treatment System Organic Loading: lbs. BOD/day+Bottom Area =lbs/day/ft2 lbs/day: ft2= lbs/day/ft2 Comments/Special Design Considerations: I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson 810 06/02/14 (Designer) (Signature) (License#) (Date) OSTP Mound Design Worksheet Minnesota Pollution p/ UNIVERSITY Control Agency >1 Slope OF MINNESOTA ` �. 1. SYSTEM SIZING: Project ID: v 12.08.06 A.Design Flow: 750 GPD I TABLE IXa B. Soil Loading Rate: 0.60 GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS C. Depth to Limiting Condition: 1.7 ft Treatment Level C Treatment Level A,A-2,6, D. Percent Land RaSlope: 7.0 Percolation Rate Absorptioon Mound Absorption Mound p % (MPI) Arearea Loading Absorption Area ace Loading Absorption E. Design Media Loading Rate: 1.2 GPD/ft2Rate ( ft') Ratio ( IT1) Ratio F. Mound Absorption Ratio(Table IXa): 2.00 eO 1 - I - 1 0.1 to 5 1.2 1 1.6 1 G.Design Contour Loading Rate: 12.0 GPD/ft 101 to 5(fine sand 0.6 2 1 1.6 Table I land foamy fine sand) MOUND CONTOUR LOADING RATES: I6 to 15 0.78 1.5 1 1.6 Measured Toxturo-derived Contour 116 to 30 0.6 2 0.78 2 Perc Rate OR mound absorption ratio Loading 131 to 45 0.5 2.4 0.78 2 Rate: I 48 to 60 0.45 2.6 0.6 2.6 .60mpi 1.0. 1.3,2.0.2.4.2.6 • c12 1,61 to 120 - 5 0.3 5.3 61-120 mpi OR 5.0 • _12 >120 - - - _120 mpi' .5.0' • r6' 'Systems with these values are not Type I systems. Contour Loading Rate(linear - loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersal Bed Area:Design Flow (1.A)i Design Media Loading Rate (1.E)=ft2 If a larger dispersal media area 750 GPD: 1.20 GPD/ft2 = 625 ft2 is desired,enter size: ft2 B. Calculate Dispersal Bed Width:Contour Loading Rate (1.G)s Design Media Loading Rate (1.E)=Bed Width 12.0 ft : 1.2 gpd/ft2 = 10 ft C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A)*Bed Width (2.B)=Bed Length 625 ft2 : 10 ft = 63 ft D. Enter Dispersal Media: E. If using a registered product,enter the Component Length: in s 12 = ft F. If using a registered product,enter the Component Width: in s 12 = ft G. Number of Components per Row =Bed Length (2.C)divided by Component Length (4.J) (Round up) ft a ft= components/row H. Number of Rows =Bed Width (2.B)divided by Component Width (4.K)(Round up) Adjust Contour Loading Rate on Design Summary page until this number is a whole number. Note:CLR of 10.8 gal/ft results in 9 foot wide bed. ft= ft= rows I, Total Number of Components =Number of Components per Row X Number of Rows X = components 3. ABSORPTION AREA SIZING Note:Mound setbacks are measured from the Absorption Area. A. Calculate Absorption Width:Bed Width (2.B)X Mound Absorption Ratio (1.F)=Absorption Width 10.0 ft X 2.0 = 20.0 ft B. For slopes>1%,the Absorption Width is measured downhill from the upslope edge of the Bed. Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.B)=ft 20.0 ft - 10.0 ft = 10.0 ft 4. MOUND SIZING A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Clean Sand Lift (1 ft minimum) 3.0 ft - 1.7 ft = 1.3 ft Design Sand Lift(optional): 1.3 B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth +cover (1 ft.)=Upslope Height 1.3 ft + 1.0 ft + 1.0 ft= 3.3 ft 0.34;Slope Multiplier Table land 510916% 0 1 2 3 4 5 6 17 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Upslope 3:1 3.00 2.91 2.83 2.75 2,68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21 2.17 2.13 2.09 2.06 2,03 2.00 1.57 1.95 1.93 1.91 1.89 1.87 1.85 Berm Ratio 4:1 4.00 3.85 3.70 3,57 3.45 3.33 3.23 3.12 3.03_2 94 2.86 2.78 2.70 2.62 2.55 2.48 2.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.98 1.93 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 117 18 19 20 21 22 23 24 25 Downslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 4.95 5.24 5.55 5.88 6.24 6.63 1.04 7.47 7.93 8.42 8.93 9.46 10.02 Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 8.29 8.92 9.57 10.24 10.94 13.67 12.42 13.19 13.99 14.82 15.67 16.54 37,44 Select Upslope Berm Multiplier C. (based on land slope): 2.86 (figure D-34) D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.B)=Upslope Berm Width 2.86 ft X 3.3 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed:Bed Width (2.6) X Land Slope (1.D):100=Drop (ft) 10.0 ft X 7.0 % = 100= 0.70 ft F. Calculate Downslope Mound Height:Upslope Height (4.B)+Drop in Elevation (4.E)=Downslope Height 3.3 ft + 0.70 ft = 4.0 ft G Select Downslope Berm Multiplier (based on land slope): 6.67 (figure D-34) H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width 6.67 x 4.0 ft = 26.0 ft I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.B or 3.C)+4 ft.=ft 10.0 ft + 4 ft = 14.0 ft J. Design Downslope Berm =greater of 4H and 41: 26.0 ft K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F)=Endslope Berm Width 3.00 ft X 4.0 ft = 12.0 ft M.Calculate Mound Width:Upslope Berm Width(4.D)+Bed Width (2.B)+Downslope Berm Width (4.J)=ft 10.0 ft + 10.0 ft + 26.0 ft = 46.0 ft N. Calculate Mound Length: Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft 12.0 ft + 63.0 ft + 12.0 ft = 87.0 ft Comments: 5. MOUND DIMENSIONS \ \ ////// `\\\\\ ....___ Upstope (4.D) 10.0 I N `Endstope (4.L)) Dispersal Bed: (2.B x 2.C) -o ,Endslope (4.L), :12.0 croi C 10 x 63 12 0 '0 C 3 N (1.). V C O Downslope (4.J) i-- 26.0 —) \ \ Total Mound Length (4.N) 87'0 f 4" inspection pipe 18"cover on top Upslope berm (4.D) Downslope berm (4.J) 26'0 10.0 s �� 12"cover on sides (6" topsoil) 13 I Clean sand lift (4.A) 1.7 r, a.1 tt� LinlitIf19 i I.Cr Nirr L.inlltmI- .. .-. _..._. f ondttturt r ion Width (3.A) Note: 20.0 For 0 to 1%slopes, Absorption Width is measured from the Bedequally in both directions. For scopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed. OSTP Mound Materials Worksheet UNIVERSITY Minnesota Pollution OF MINNESOTA '' ,�.,�. Control Agency Project ID: v 12.08.06 A. Calculate Bed (rock)Volume:Bed Length (2.C)X Bed Width (2.B)X Depth =Volume (ft3) 63.0 ft X 10.0 ft X 1.0 = 630.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 630.0 ft3 + 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd3 X 1.2 = 28.0 yd3 B. Calculate Clean Sand Volume: Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet 1.7 ft X 10.0 ft X 63.0 ft = 1060.5 ft3 For a Mound on a slope from 0-1% Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length) ft -1) X X ft = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X ft = Total Clean Sand Volume:Volume from Length+Volume from Width+Volume Under Media ft3 + ft3 + ft3 = ft3 For a Mound on a slope greater than 1% Upslope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)+2=cubic feet (( 3.3 ft -1) X 3.0 ft X 63.0 )+2= 220.5 ft3 Downslope Volume:((Downslope Height- 1)x Downslope Absorption Width x Media Length)+2=cubic feet (( 4.0 ft-1) X 10.0 ft X 63.0 )+2= 955.5 ft3 Endslope Volume:(Downslope Mound Height- 1)x 3 x Medio Width =cubic feet ( 4.0 ft-1 ) X 3.0 ft X 10.0 ft = 91.0 ft3 Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media 220.5 ft3 + 955.5 ft3 + 91.0 ft3 + 1060.5 ft3= 2327.5 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2327.5 ft3 + 27 = 86.2 yd3 Add 20%for constructability: 86.2 yd3 X 1.2 = 103.4 yd3 C. Calculate Sandy Berm Volume: Total Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)+2=cubic feet ( 3.7 - 0.5 )ft X 46M ft X 87.0 )+2= 6369.9 ft3 Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet 6369.9 ft3 . 2327.5 ft3 - 630.0 ft3 = 3412.4 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 3412.4 ft3 : 27 = 126.4 yd3 Add 20%for constructability: 126.4 yd3 x 1.2 = 151.7 yd3 D.Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft 46.0 ft X 87.0 ft X 0.5 ft = 2001.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2001.0 ft3 + 27 = 74.1 yd3 Add 20%for constructability: 74.1 yd3 x 1.2 = 88.9 yd3 OSTP Pressure Distribution " UNIVERSITY "fit Minnesota Pollution Design Worksheet OF MINNESOTA .� Control Agency `Z, Project ID: v 12.08.06 1. Media Bed Width: 10 ft 2. Minimum Number of Laterals in system/zone= [(Media Bed Width(Line1)-4):3]+1 round up to the neareast whole number+ 1. ( 10 -4)+ 1 = 3 laterals 3. Designer Selected Number of Laterals: 3 laterals Cannot be less than line 2(accept in at-grades) in�r...,ces.bo 4. Select Perforation Spacing: 3.0 ft -- r - 12"' - ` ' 12 Soil cover Gcwtr>,tilc 5. Select Perforation Diameter Size: 7/32 in Minimnn / V.'pcAaTtions sP•�ceA 3•aPotl _ 6. Length of Laterals =Media Bed Length-2 Feet. 1 6-o/ruck 1•erlorutlan sizing:'/:,""to'h 1•ertoration spacing:1'to 3' 63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge. 7 Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 6)by the Perforation Spacing (Line 4)and round down to the nearest whole number. Number of Perforation Spaces = 61 ft 3 ft = 20 Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 7). Check table below to verify the 8' number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation V,Inch Perforations 7132 Inch Perforations Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) Perforation Spacing(Feet) 1 11/4 134 2 3 (Feet) 1 114 nth 2 3 2 10 13 18 30 60 2 11 16 21 34 68 21 8 12 16 28 54 21 10 14 20 32 64 3 8 12 16 25 I 52 3 9 14 19 30 60 3.16 Inch Perforations 1/8 Inch Perforations Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) Perforation Spacing(Feet) 1 11: 114 2 3 (Feet) 1 11 11/2. 2 3 2 12 18 26 46 87 2 21 33 44 74 149 214 12 17 24 40 80 21 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 9. Total Number of Perforations equals the Number of Perforations per Lateral (Line 8)multiplied by the Number of Perforated Laterals (Line 3). 21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf. 10. Select Type of Manifold Connection (End or Center): E End ❑ Center 11. Select Lateral Diameter(See Table): 2.00 in OSTP Pressure Distribution Y, UNIVERSITY p Minnesota Pollution Design Worksheet OF MINNESOTA Control Agency "L\---- 12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation. Perforation Discharge(GPM) Does not apply to At-Grades a. Bed Area = Bed Width(ft)X Bed Length (ft) Perforation Diameter Head(ft) 3/E ,/16 7 /33 /4 10 ft X 63 ft = 630 ft2 i.0' 0.18 0.41 0.56 0.74 b. Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 9). 1.5 0.22 0.51 0.69 0.9 630 ft2 - 63 perforations = 10.0 ft2/perforations 2.0b 0.26 0.59 0.80 1.04 2.5 0.29 0.65 0.89 1.17 13. Select Minimum Average Head: 1.0 ft 3.0 0.32 0.72 0.98 1.28 • 4.0 0.37 0.83 1.13 1.47 14. Select Perforation Discharge (GPM)based on Table: 0.56 GPM per Perforation 5.0` 0.41 0.93 1.26 1.65 1 foot Dwellings with 3/16 inch to 1/4 inch 15. Determine required Flow Rate by multiplying the Total Number of Perforations by the perforations Perforation Discharge. Dwellings with 1/8 inch perforations 63 Perfs X 0.56 GPM per Perforation= 36 GPM 2 feet Other establishments and MSTS with 3/16 inch to 1/4 inch perforations 16. Volume of Liquid Per Foot of Distribution Piping(Table II): 0.170 Gallons/ft 5fee Other establishments and MSTS with 1/8 inch perforations 17. Volume of Distribution Piping = - Tablelf = [Number of Perforated Laterals (Line 3)X Length of Laterals (Line 6)X Volume of Liquid in (Volume of Liquid Per Foot of Distribution Piping(Line 16)] Pipe 3 X 61 ft X 0.170 gal/ft = 31.1 Gallons Pipe Liquid Diameter Per Foot 18. Minimum Dose=Volume of Distribution Piping(Line 17)X 4 (inches) (Gallons) 1 0.045 31.1 gals X 4 = 124.4 Gallons 1.25 0.078 1.5 0.110 manifold pipe, 2 0.170 3 0.380 .. i 4 0.661 pipe from pump _-- _ 1... ` Cleanouts - • J dean outs - • - Manifold pipe , alternate location / "��' J of pipe from pump `,,.� Alternate location ` of pipe from pump `� Pipe from pump Comments/Special Design Considerations: OSTP Basic Pump Selection Design UNIVERSITY r t Minnesota Pollution Worksheet OF MINNESOTA ,Trz * Control Agency ,..,: �,\� 1. PUMP CAPACITY Project ID: v 12.08.06 Pumping to Gravity or Pressure Distribution: I 0 Gravity Q pressure Selection required 1. If pumping to gravity enter the gallon per minute of the pump: GPM (10-45 gpm) 2. If pumping to a pressurized distribution system: 36.0 GPM (Line 11 of Pressure Distribution) son treatment system 8 point of discharge 2. HEAD REQUIREMENTS ;; m'( :' :1 A. Elevation Difference 10 ft .'99 between pump and point of discharge: "'eElevation r' `°-°� • difference B. Distribution Head Loss: 5 ft C. Additional Head Loss: ft(due to special equipment,etc.) _Table I.Friction Loss in Plastic Pipe per 10Oft Distribution Head Loss Flow Rate Piee Diameter(inches) Gravity Distribution = Oft (GPM) 1 1.25 1.5 2 Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.3 0.3 Value on Pressure Distribution Worksheet: 12 12.8 4.3 1.8 0.4 Minimum Average Head Distribution Head Loss 14 17.0 5.7 2.4 0.6 lft 5ft 16 21.8 7.3 3.0 0.7 2ft 6ft 18 9.1 3.8 0.9 5ft loft 20 11.1 4.6 1.1 25 16.8 6.9 1.7 D. 1.Supply Pipe Diameter: 2.0 in 30 23.5 9.7 2.4 35 12.9 3.2 2.Supply Pipe Length: 80 ft 40 16.5 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table I: 45 20.5 5.0 50 6.1 Friction Loss= 3.32 ft per 100ft of pipe 55 7.3 60 I 8.6 F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 10.0 point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length 70 11.4 (0.2) X 1.25=Equivalent Pipe Length 75 13.0 85 16.4 80 ft X 1.25 = 100.0 ft 95 I 1 20.1 G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100. Supply Friction Loss= 3.32 ft per 100ft X 100.0 ft - 100 = 3.3 ft H. Total Head requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss(Line 8),Additional Head Loss(Line C),and the Supply Friction Loss(Line G) 10.0 ft + 5.0 ft + ft + 3.3 ft = 18.3 ft 3. PUMP SELECTION A pump must be selected to deliver at least 36.0 GPM(Line 1 or Line 2)with at least 18.3 feet of total head. Comments: OSTP Pump Tank Sizing, Dosing and Float and Timer Setting Design Worksheet UNIVERSITY v Minnesota Pollution Control Agency OF MINNESOTA .,. DETERMINE TANK CAPACITY AND DIMENSIONS Project ID: v 12.08.06 1. A. Design Flow(Design Sum.IA): 750 GPD B. Minimum required pump tank capacity: Gal C. Recommended pump tank capacity: Gal MEASURED TANK CAPACITY(existing tanks): 2. A. Rectangle area=Length(L)X Width(W) ft X ft = ft2 Width B. Circle area=3.14r2(3.14 X radius X radius) 3.14 X 2 ft = ft2 4 ► Length c. Calculate Gallons Per Inch. There are 7.5 gallons per cubic foot. Therefore,multiply the area from 1.A or 1.B, by 7.5 to determine the gallons per foot the tank holds. Then divide that number by 12 to calculate the gallons per inch. • ft2 X 7.5 gal/ft3 + 12 in/ft = Gallons per inch D. Calculate Total Tank Volume Depth from bottom of inlet pipe to tank bottom: in Total Tank Volume =Depth from bottom of inlet pipe (Line 4.A)X Gallons/Inch (Line 2) in X 25.5 Gallons Per Inch = Gallons MANUFACTURER'S SPECIFIED TANK CAPACITY(when available): 3. A. Tank Manufacturer: darwin Note:Design calculations are based on this specific B. Tank Model: 1300 tank.Substituting a different tank model will C. Capacity from manufacturer: 1300 Gallons change the pump float or D. Gallons per inch from manufacturer: 25.5 Gallons per inch timer settings.Contact designer if changes are E. Liquid depth of tank from manufacturer: 51.0 inches necessary. DETERMINE DOSING VOLUME 3. Calculate Volume to Cover Pump (The inlet of the pump must be at least 4-inches from the bottom of the pump tank&2 inches of water covering the pump is recommended) (Pump and block height+2 inches)X Gallons Per Inch (2C or 3E) ( 16 in + 2 inches) X 25.5 Gallons Per Inch = 459 Gallons 4. Minimum Pumpout Volume -4 X Volume of Distribution Piping: 124.4 Gallons -Line 17 of the Pressure Distribution or Line 11 of Non-level 5. Calculate Maximum Pumpout Volume (25%of Design Flow) Design Flow: 750 GPD X 0.25 = 187.5 Gallons 6. Select a pumpout volume that meets both items above (Line 4&5): 188 Gallons 7. Calculate Doses Per Day=Design Flow_Dosing Volume Volume of Liquid in 750 gpd: 188 gal = 4.0 Doses Pipe 8. Calculate Drainback: A. Diameter of Supply Pipe= 2 inches Pipe Liquid B. Length of Supply Pipe= 80 feet Diameter Per Foot C. Volume of Liquid Per Lineal Foot of Pipe = 0.170 Gallons/ft (inches) (Gallons) D. Drainback =Length of Supply Pipe X Volume of Liquid Per Lineal Foot of Pipe 1 0.045 80 ft X 0.170 gal/ft = 13.6 Gallons 1.25 0.078 9. Total Dosing Volume =Dosing Volume plus Drainback 1.5 0.110 188 gal+ 13.6 gal= 204 Gallons 2 0.170 10. Minimum Alarm Volume=Depth of alarm(2 or 3 inches)X gallons per inch of tank 3 0.380 2 in X 25.5 gal/in = 51.0 Gallons 4 0.661 OSTP Pump Tank Sizing, Dosing and Float UNIVERSI and Timer SettingDesign Worksheet OF MINNESOTA 1TIMER or DEMAND FLOAT SETTINGS Select Timer or Demand Dosing: 0 Timer QQ Demand Dose A. Timer Settings 11. Required Flow Rate: A. From Design(Line 12 of Pressure Distribution or Line 10 of Non-Level'): GPM Note: This value must be adjusted after field B. Or calculated:GPM=Change in Depth(in)x Gallons Per Inch/Time Interval in Minutes measurement& in X gal/in: min= GPM calculation. 12. Flow Rate from Line 11.A or 11.B above. GPM 13.Calculate TIMER ON setting: Total Dosing Volume/GPM gal+ gpm= Minutes ON 14.Calculate TIMER OFF setting: Minutes Per Day(1440)/Doses Per Day- Minutes On 1440 min - doses/day - min = Minutes OFF 15. Pump Off Float-Measuring from bottom of tank: Distance to set Pump Off Float=Gallons to Cover Pump /Gallons Per Inch: gal+ gal/in= Inches 16. Alarm Float-Measuring from bottom of tank: Distance to set Alarm Float=Tank Depth(4A)X 90%of Tank Depth in X 0.90= in B. DEMAND DOSE FLOAT SETTINGS 17. Calculate Float Separation Distance using Dosing Volume. Total Dosing Volume/Gallons Per Inch 204 gal_ 25.5 gal/in= 8.0 Inches 18. Measuring from bottom of tank: A. Distance to set Pump Off Float=Pump and block height+2 inches 16 in+ 2 in = 18 Inches B. Distance to set Pump On Float=Distance to Set Pump-Off Float +Float Separation Distance 18 in+ 8.0 in = 26 Inches C. Distance to set Alarm Float=Distance to set Pump-On Float +Alarm Depth (2-3 inches) 26 in+ 2.0 in= 28 Inches FLOAT SETTINGS DEMAND DOSING TIMED DOSING Alarm Depth 28 in Alarm Depth in Pump On 26 in 51 Gal . Pump Off 18 in 204 Gal Pump Off in 458.82 Gal I—I I—I Logs of Soil Borings License#810 Location or Project: 2300 Willow Hill Drive Borings made by: Rusty Olson's Soil and Perc testing 9/19/2011-9/12/2013 Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_ Boring Number_1_Surface elevation Jaime' Mottled Soil at 1.7 feet 0"-8" Dark brown loam 10yr4/2 /M4 ° ASSoMg0 H2O present at_X_ 8"-16" Brown loam 10yr5/4 16"-20" Brown loam 10yr6/4 20"-26" Rusty brown loam 10yr5/4 26"-30" Rusty brown loam 10yr5/3 Boring Number_2_Surface elevation_4Q4-r5_ Mottled Soil at 2.1 feet 0"-8" Dark brown loam 10yr4/2 *14-4 H2O present at_X_ 8"-16" Brown loam 10yr5/4 16"-26" Brown loam 10yr6/4 26"-30" Rusty brown loam 10y5/4 Boring Number 3_Surface Elevation_103.1 Mottled Soil at_1.3 feet 0"-6" Dark brown loam 10yr3/2 H2O present at_X_ 6"-16" Brown loam 10yr4/4 16"-30" Rusty brown loam 10yr5/4 Boring Number 4_ Surface elevation_103.1_ Mottled Soil at_1.5_feet 0-8" Dark brown loam 10yr3/2 H2O present at_X_ 8"-18" Brown loam 10yr4/4 18"-30" Rusty brown loam 10yr5/4 Boring Number 5_Surface elevation 4314 Mottled Soil at_2.0_feet 0-6" Dark brown loam 10yr4/2 9 td 3 Ass,.M. ,, H2O present at_X_ 6"-16" Brown loam 10yr5/4 16"-24" Brown loam 10yr6/4 24"-30" Rusty brown loam 10yr5/4 Boring Number 6_Surface elevation_103.1_ Mottled Soil at_1.5_feet 0-8"Dark brown loam 10yr3/2 H2O present at_X 8"-18" Brown loam 10yr4/4 18"-30" Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 11:50 A.M. On 9/12/13 Location: 2300 Wioow Hill Drive Hole number: 1 Date hole was prepared: 9/11/13 Depth of hole bottom_12"_inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark Brown Loam 10yr4/2 8"-12" Brown Loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/11/13 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 12:10 12:25 6" 3.3 4.5 12:28 12:43 6" 3.2 4.7 12:44 12:59 6" 3.1 4.8 AVERAGE PERC. RATE 4.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 11:50 A.M. On 9/12/13 Location: 2300 Wioow Hill Drive Hole number: 2 Date hole was prepared: 9/11/13 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark Brown Loam 10yr4/2 8"-12" Brown Loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/11/13 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 12:11 12:26 6" 4.1 3.6 12:27 12:42 6" 3.8 3.9 12:45 1:00 6" 3.7 4.0 AVERAGE PERC. RATE 3.8 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 2 Hole number: 3 Date hole was prepared 9/19/11 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown loam 10yr4/2 6"-12" Brown loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/19/11 depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 1:13 1:28 6" 4.5 >M!J 3.3- 1:31 3,j1:31 1:46 6" 4.3 449 ,� 1:59 2:14 6" 4.2 AG 3,s- AVERAGE PERC. RATE 4_ 3,y MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 2 Hole number: 4 Date hole was prepared 9/19/11 Depth of hole bottom_12" inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark brown loam 10yr3/2 8"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/19/11 depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 1:14 1:29 6" 3.8 3.9 1:30 1:45 6" 3.7 4.0 2:00 2:15 6" 3.7 4.0 AVERAGE PERC. RATE 4.0 MPI 11111111111 1101111113 Doc No 4425976 09/14/2007 09:00 AM Certified filed and or recorded on above date: Office of the Registrar of Titles Hennepin County, Minnesota Michael H. Cunniff, Registrar of Titles TransiD 342039 Deputy 45 New cert Cert Fees 1197817 $1.50 AF $10.50 STATEFEE $34.00 TDOCFEE $0.00 TSUR $2.00 COPY $48.00 Total UNIVERSITY N . 5 OF MINNESOTA Septic System Management Plan for Above Grade Systems The goal of a septic system is to protect human health and the environment by properly treating wastewater before returning it to the environment. Your septic system is designed to kill harmful organisms and remove pollutants before the water is recycled back into our lakes, streams and groundwater. This management plan will identify the operation and maintenance activities necessary to ensure long- term performance of your septic system. Some of these activities must be performed by you, the homeowner. Other tasks must be performed by a licensed septic maintainer or service provider. However, it is YOUR responsibility to make sure all tasks get accomplished in a timely manner. The University of Minnesota's Septic System Owner's Guide contains additional tips and recommendations designed to extend the effective life of your system and save you money over time. Proper septic system design, installation,operation and maintenance means safe and clean water! Property Owner Sowada Willow Property, LLC Property Address 2300 Willow Hill Drive Property ID 0311723320023 System Designer Joseph J. Olson Phone 763-498-8779 System Installer Burns Excavation Phone 952-955-3112 Service Provider/Maintainer TBD Phone Permitting Authority City of Orono - Andrew Mack, AICP Phone 952-249-4626 Permit# 2014-00698 Date Inspected Keep this Management Plan with your Septic System Owner's Guide. The Septic System Owner's Guide includes a folder designed to hold maintenance records including pumping, inspection and evaluation reports. Ask your septic professional to also: • Attach permit information,designer drawings and as-builts of your system, if they are available. • Keep copies of all pumping records and other maintenance and repair invoices with this document. • Review this document with your maintenance professional at each visit; discuss any changes in product use, activities or water-use appliances. For a copy of the Septic System Owner's Guide,call 1-800-876-8636 or go to http://shop.extension.umn.edu/ http://septic.umn.edu Version 11/03/2010 - 1 - UNIVERSITY Septic System Management Plan for Above Grade Systems OF MINNESOTA Your Septic System n _ __Cleanout Manhole Inwealon Wit s ' A7- 414,:11,Cros>Fsettfon of mood • _. Oetr�tion meta • fr z Iespectan Pier loamy f lI ' Frtnn pump t:mk111011°11.7. •. Szw Ntt1Af01f '? ,-54turated solltedoodt. Septic System Specifics nSystem is subject to operating permit* System Type:©. IOII 0III0IV*0 V* ❑ System uses UV disinfection unit* (Based on MN Rules Chapter 7080.2200—2400) Type of advanced treatment unit *Additional Management Plan required Dwelling Type Well Construction Number of bedrooms: 5 Well depth(ft): System capacity/design flow(gpd): 750 I I Cased well Casing depth: Anticipated average daily flow(gpd): 750 ❑Other(specify): Comments Distance from septic(ft): Business? What type? Is the well on the design drawing?©Y Q N Septic Tank nOne tank Tank volume: gallons Pump Tank 1300 gallons Does tank have two compartments?OY ON ❑ Effluent Pump make/model: CTwo tanks Tank volume: 1300 gallons Pump capacity GPM ❑ Tank is constructed of TDH Feet of head Effluent Screen type: ❑ Alarm location Soil Treatment Area (STA) Mound/At-Grade area(width x length): 36 ft x 83 ft Cleanouts or inspection ports Rock bed size(width x length): 10 ft x 63 ft Surface water diversions Location of additional STA: see drawing Additional STA not available - 2 - UNIVERSITY Septic System Management Plan '_ for Above Grade Systems OF MINNESOTA Homeowner Management Tasks These operation and maintenance activities are your responsibility. Use the chart on page 6 to track your activities. Identify the service intervals recommended by your system designer and your local government. The tank assessment for your system will be the shortest interval of these three intervals. Your pumper/maintainer will determine if your tank needs to be pumped. System Designer: check every 0 months My tank needs to be checked Local Government: check every 36 months State Requirement: check every 36 months every 24 months Seasonally or several times per year • Leaks. Check(listen, look)for leaks in toilets and dripping faucets. Repair leaks promptly. • Surfacing sewage. Regularly check for wet or spongy soil around your soil treatment area. If surfaced sewage or strong odors are not corrected by pumping the tank or fixing broken caps, call your service professional. Untreated sewage may make humans and animals sick. • Alarms. Alarms signal when there is a problem; contact your maintainer any time the alarm signals. • Lint filter. If you have a lint filter, check for lint buildup and clean when necessary. Consider adding one after washing machine. • Effluent screen. If you do not have one, consider having one added the next time the tank is cleaned. Annually • Water usage rate. A water meter can be used to monitor your average daily water use. Compare your water usage rate to the design flow of your system (listed on the next page). Contact your septic professional if your average daily flow over the course of a month exceeds 70% of the design flow for your system. • Caps. Make sure that all caps and lids are intact and in place. Inspect for damaged caps at least every fall. Fix or replace damaged caps before winter to help prevent freezing issues. • Water conditioning devices. See Page 5 for a list of devices. When possible, program the recharge frequency based on water demand (gallons) rather than time (days). Recharging too frequently may negatively impact your septic system. • Review your water usage rate. Review the Water Use Appliance chart on Page 5. Discuss any major changes with your pumper/maintainer. During each visit by a pumper/maintainer • Ask if your pumper/maintainer is licensed in Minnesota. • Make sure that your pumper/maintainer services the tank through the manhole. (NOT though a 4" or 6"diameter inspection port.) • Ask your pumper/maintainer to accomplish the tasks listed on the Professional Tasks on Page 4. - 3 - UNIVERSITY Septic System Management Plan for Above Grade Systems OF MINNESOTA Professional Management Tasks These are the operation and maintenance activities that a pumper/maintainer performs to help ensure long-term performance of your system. Professionals should refer to the O/M Manual for detailed checklists for tanks,pumps, alarms and other components. Call 800-322-8642 for more details. • Written record provided to homeowner after each visit. Plumbing/Source of Wastewater • Review the Water Use Appliance Chart on Page 5 with homeowner. Discuss any changes in water use and the impact those changes may have on the septic system. • Review water usage rates(if available)with homeowner. Septic Tank/Pump Tanks • Manhole lid. A riser is recommended if the lid is not accessible from the ground surface. Insulate the riser cover for frost protection. • Liquid level. Check to make sure the tank is not leaking. The liquid level should be level with the bottom of the outlet pipe. (If the water level is below the bottom of the outlet pipe, the tank may not be watertight. If the water level is higher than the bottom of the outlet pipe of the tank, the effluent screen may need cleaning, or there may be ponding in the drainfield.) • Inspection pipes. Replace damaged caps. • Baffles. Check to make sure they are in place and attached, and that inlet/outlet baffles are clear of buildup or obstructions. • Effluent screen. Check to make sure it is in place; clean per manufacturer recommendation. Recommend retrofitted installation if one is not present. • Alarm. Verify that the alarm works. • Scum and sludge. Measure scum and sludge in each compartment of each septic and pump tank, pump if needed. Pump • Pump and controls. Check to make sure the pump and controls are operating correctly. • Pump vault. Check to make sure it is in place;clean per manufacturer recommendations. • Alarm. Verify that the alarm works. • Drainback. Check to make sure it is operating properly. • Event counter or run time. Check to see if there is an event counter or run time log for the pump. If there is one, calculate the water usage rate and compare to the anticipated average daily flow listed on Page 2. Soil Treatment Area • Inspection pipes. Check to make sure they are properly capped. Replace caps that are damaged. • Surfacing of effluent. Check for surfaced effluent or other signs of problems. • Lateral flushing. Check lateral distribution; if cleanouts exist, flush and clean as needed. • Ponding. Check for ponding. Excessive ponding in at-grade and mound beds indicates problems. All other components—inspect as listed here: - 4 - UNIVERSITY Septic System Management Plan for Above Grade Systems OF MINNESOTA Water-Use Appliances and Equipment in the Home Appliance Impacts on System Management Tips • Uses additional water. • Use of a garbage disposal is not recommended. • Adds solids to the tank. • Minimize garbage disposal use. Compost instead. Garbage disposal • Finely-ground solids may not settle. • To prevent solids from exiting the tank,have your Unsettled solids can exit the tank tank pumped more frequently. and enter the soil treatment area. • Add an effluent screen to your tank. • Washing several loads on one day • Choose a front-loader or water-saving top-loader, uses a lot of water and may overload these units use less water than older models. your system. • Limit the addition of extra solids to your tank by • Overloading your system may using a liquid or easily biodegradable detergents. Washing machine prevent solids from settling out in • Install a ling filter after the washer and an effluent the tank.Unsettled solids can exit screen on your tank. the tank and enter the soil treatment • Wash only full loads. area. • Limit use of bleach-based detergents. • Think even—spread your laundry loads throughout the week. • The rapid speed of water entering • Install an effluent screen in the septic tank to 2nd floor laundry the tank may reduce performance. prevent the release of excessive solids to the soil treatment area. • Be sure that you have adequate tank capacity. • Powdered and/or high-phosphorus • Use gel detergents. Powdered detergents may add detergents can negatively impact the solids to the tank. Dishwasher performance of your tank and soil • Use detergents that are low or no-phosphorus. treatment area. • Wash only full loads. • New models promote"no scraping". . Scrape your dishes anyways to keep undigested They have a garbage disposal inside. solids out of your septic system. • Finely-ground solids may not settle. • Expand septic tank capacity by a factor of 1.5. Grinder pump(in Unsettled solids can exit the tank • Include pump monitoring in your maintenance home) and enter the soil treatment area. schedule to ensure that it is working properly. • Add an effluent screen. • Large volume of water may • Avoid using other water-use appliances at the Large bathtub overload your system. same time.For example,don't wash clothes and (whirlpool) • Heavy use of bath oils and soaps can take a bath at the same time. impact biological activity in your • Use oils,soaps,and cleaners in the bath or shower tank and soil treatment area. sparingly. Clean Water Uses Impacts on System Management Tips High-efficiency • Drip may result in frozen pipes • Re-route water into a sump pump or directly out furnace during cold weather. of the house.Do not route furnace recharge to your septic system. • Salt in recharge water may affect • These sources produce water that is not sewage Water softener system performance. and should not go into your septic system. Iron filter • Recharge water may hydraulically • Reroute water from these sources to another Reverse osmosis overload the system. outlet,such as a dry well,draintile or old drainfield. • Water from these sources will likely • When replacing consider using a demand-based Surface drainage overload the system. recharge vs.a time-based recharge. Footing drains • Check valves to ensure proper operation;have unit serviced per manufacturer directions - 5 - UNIVERSITY Septic System Management Plan for Above Grade Systems OF MINNESOTA •fir, Maintenance Log Track maintenance activities here for easy reference. See list of management tasks on pages 3 and 4. Activity Date accomplished Check frequently: Leaks: check for plumbing leaks Soil treatment area check for surfacing Lint filter: check,clean if needed Effluent screen: if owner-maintained Check annually: Water usage rate(monitor frequency ) Caps: inspect, replace if needed Water use appliances—review use Other: Notes: Pumping of the septic tanks from an approved at grade manhole is required by the City of Orono every three years. Records of pumping must be submitted to the City by the septic pumper/maintainer. Mitigation/corrective action plan: "As the owner of this SSTS, I understand it is my responsibility to properly operate and maintain the sewage treatment system on this property, utilizing the Management Plan. If requirements in this Management Plan are not met, I will promptly notify the permitting authority and take necessary corrective actions. If I have a new system, I agree to adequately protect the reserve area for future use as a soil treatment system." Property Owner Signature: Date Management Plan Prepared By: Joseph J Olson Certific ion# 1255 Permitting Authority: City of Orono - Andrew Mack, AICP ©2010 Regents of the University of Minnesota. All rights reserved. The University of Minnesota is an equal pportunity educator and employer. This material is available in alternative formats upon request. Contact the Water Resources Center,612-624-9282. The Onsite Sewage Treatment Program is delivered by the University of Minnesota Extension Service and the University of Minnesota Water Resources Center. - 6 - Cit of Orono FOR CITY USE ONLY P.O.Box 66 2750 � City Date Received: 7-3-/ 1 Permit# � ,//1`'d� fir Crystal Bay,MN 55323 (952)249-4600 Amount: $ y Q�1 Kelley Parkway l F �, lgkfSt{p � CITY OF ORONO —SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Job Site/ Owner Information: Site Address: Z 3LvC.) ( /0I Lf Owner: .SI-44/-1 a Ai/fripl,LjL-5 V i Mailing Address: Z'-(& ) 77-16va bIi/2/_4:/ L/ll City: Zip: 32.5.3.54c Home Phone: Alternate Phone: m" s a5 �-,�. r Contractor/App.: /731,zgir/3 L--r/'iJvii/dt7it / ,-ite` Contact Person: 3 evc I L.L/Zrt�a Address: ,'&4176 CG i, by /16.1( 2' / State License #: / $ City: /A1`4\/L/2 Zip: .S 3&/) Expiration Date: /Zl/1di5 Phone: ( 15Z) qT -'r t? Alternate Phone: (ll./Z) 6'6'5'L/36,5. PES OF OCCUPANCY EXI Residential n Commercial n Other PERMIT TYPE AND FEES: ' ' ' ,V P5 New or Replacement System $200.00 ZOO Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge 5.00 5.00 Total $ 14 Z/Y5 W:\(Applications,License or Permit Applications)\Permits\Septic Permit Application-Updated Surcharge 07-28-11.doc 1 / 2 ** ATTENTION APPLICANT** Fill in all appropriate blanks and check all appropriate boxes. I will be installing the following: Tanks VI Precast Concrete n Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: Size of Tanks: /3 is / 3n ;) Treatment System Trenches s.f. Mound 145 Ni s.f. Gravel less s.f. Chamber s.f. NOTE: The contractor is required to provide an As-Built of the system before the final inspection. The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit, agrees to do all the work in strict accordance with ordinances of the City and regulations of the State of Minnesota and certifies that all statements made on this application are complete, true and correct. Signature of ApplicantDate: MPCA License No.: 1 g ? Staff Review: ❑ Accept ❑ Denied Reviewer: Date: Reason for Denial: Comments (to be printed on inspection card): W:\(Applications,License or Permit Applications)\Permits\Septic Permit Application-Updated Surcharge 07-28-11.doc 2 /2 r t Joseph Olson D.B.A. Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 11481 Riverview Rd.NE,Hanover,MN 55341 (763)498-8779 Fax(763)498-8290 September 27,2013 Nihr Shah 2300 Willow Hill Drive Orono,Hennepin County 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 periodically saturated soils were located at 16"-26"(mottled soil).Due to the periodically saturated soils,a pressurized mound system will need to be installed to treat the septic effluent.The bottom of the treatment area must be located at least 3'above the saturated soils. All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.Clean outs must be installed on the end of the laterals for maintenance. Use 7/32 inch perforations on the laterals. All neighboring wells are greater than 100' from proposed treatment areas. A 1300 gallon 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 weatherproof enclosure.A warning device must be installed with light and sound devices;this is in case of a pump failure.The manifold and supply line must have back drainage to the pumping chamber. Keep all heavy equipment off of the proposed treatment areas before,during and after construction. The area around both sites must be fenced off by the contractor before any construction begins. With proper installation and maintenance,this system should have no problem in treating septic effluent effectively.Nothing other than gray water,(laundry,showers,etc.)Human water and toilet tissue should be disposed of into the septic tanks.Garbage disposals are not recommended.Additives must not be used they may cause harmful damage to your septic system.It is recommended that you pump the septic tanks every two years. Sincerely, Joseph J.Olson _ - I 1 in i {4 1 0 ib 1 di 1 al 1,.' .. s..... 0 1 14 . r-1 i c-'•• ul, i , , 4 1 • V;a 2 r:S1 al U.1 LU LU Ul Ulla 4:5 i t. , (9 /d i,.. cc. 0 %....b. g.• 4.1 1 S3 Q.1 1 /// 1 ca -e- . P 1 5 a) : i 1 avr t / rtl ( ,- ! e I 17 g B ,.>, --E. 31i (101 1 - i . ..,4 .............. 1 5 ':-;‘,.. t ''' -ci 1 /41 mc a 1 •a 1 I 71-1-4 ••,* i zit Ta. 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Q 3 _ OSTP Design Summary Worksheet UNIVERSITY � Minnesota Pollution s a , Control Agency OF MINNESOTA - _psi,,,• , Property Owner/Client: Nihr Shah Project ID: v 12.08.06 Site Address: 2300 Willow Hill Dr.Orono Hennepin County(Primary site) Date: 1. DESIGN FLOW AND TANKS A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rate including a safety factor.For long term performance, the average B. Septic Tanks: daily flow is recommended to be<60%of this value. Minimum Code Required Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments Effluent Screen @ Alarm? no C. Holding Tanks Only: Number of Holding Tanks: Total Volume of Holding Tanks: Gallons Type of High Level Alarm: D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons 2. SYSTEM TYPE F. Type of Sol Treatment and Dispersal Area* Type of Distribution* Q Trench 0 Bed 0 Mound 0 At-Grade 0 Gravity Distribution ()Pressure Distribution-Level 0 Pressure Distribution-Unlevel Q Drip 0 Holding Tank 0 Other: *Selection Required Benchmark Elev= 101.8 ft System Type Benchmark Location: Top of iron Type of Distribution Media: [i Type I 0 Type II 0 Type III n Type IV 0 Type V Rock 3. SITE EVALUATION: A. Depth to Limiting Layer: 20 in 1.7 ft Elevation Er Location of Limiting Layer: 99.8 ft B. Minimum required separation: 36 in 3.0 ft Location: B. Measured Percent Land Slope: 7.0 % 0.0 Code Maximum Depth of System: -16 in* C. Soil Texture: Loam Perc Rate: 3 MPI if value is negative a mound is required D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft 4. DESIGN SUMMARY Trench Design Summary Dispersal Area ft2 Sidewall Depth in Trench Width in Total Lineal Feet ft Number of Trenches Code Maximum Trench Depth in Designer's Max Trench Depth in Bed Design Summary Absorption Area ft2 Media Below Pipe in Code Maximum Bed Depth in Bed Width ft Bed Length ft Designer's Max Bed Depth in Mound Design Summary Absorption Area 1260 ft2 Bed Length 63 ft Bed Width 10.0 ft Absorption Width 20.0 ft Clean Sand Lift 1.3 ft Berm Width (slope 0-1%) ft Upslope Berm Width 10.0 ft Downslope Berm Width 26.0 ft Endslope Berm Width 12.0 ft Total System Length 87.0 ft Total System Width 46.0 ft OSTP Design Summary Worksheet UNIVERSITY I � Minnesota Pollution OF MINNESOTA ��� Control Agency "�1. At-Grade Design Summary Absorption Bed Width ft Absorption Bed Length ft System Height ft Absorption Bed Area ft2 Upstope Berm Width ft Downslope Berm Width ft Endslope Berm Width ft System Length ft System Width ft Level Pressure Distribution Summary No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 7/32 in Lateral Diameter 2.00 in Supply Pipe Diameter 2.00 in Minimum Dose Volume 124 gal Flow Rate 36.0 GPM Total Head 18 ft Maximum Dose Volume 187.5 gal 5, Additional Info for Type IV/Pretreatment Design A. Calculate the organic loading using option 1 or 2 1. Organic Loading =Pounds of BOD X Units lbs/day X = lbs BOD/day 2. Organic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35+1,000,000 gpd X mg/L X 8.35+1,000,000= lbs BOD/day B. Type of Pretreatment Unit Being Installed: C. Calculate Soil Treatment System Organic Loading: lbs.BOD/day+Bottom Area =lbs/day/ft2 lbs/day= ft2= lbs/day/ft2 Comments/Special Design Considerations: I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson 810 06/02/14 (Designer) (Signature) (License#) (Date) OSTP Mound Design Worksheet , z Minnesota Pollution p UNIVERSITY 4`` 1% Slope OF MINNESOTA Control Agency `�� 1. SYSTEM SIZING: Project ID: v 12.08.06 A.Design Flow: 750 GPD TABLE IXa B. Soil Loading Rate: 0.60 GPD/ft2 'LOADING RATES FOR DETERMINING BOTTOM ADSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS C.Depth to Limiting Condition: 1.7 ft Treatment Level C Treatment Levet A,A-2,e, D.Percent Land Slope: 7.0 Percolation Rate Absorption Mound Absorption hound % I, Area i.0adin; Area Loading E►+P11 Rate Absorption Rate Absorption i E. Design Media Loading Rote: 1.2 GPD/ft2 (rmd `) Ratio (gPdne) Ratio F.Mound Absorption Ratio(Table IXa): 2.00 j<01 - 1 - 1 G.Design Contour Loading Rate: 12.0 GPD/ft 0 1 to 5 1.2 1 1.6 1 0.1 to 5(fine.sand 0.6 2 1 1.6 Table I land loamy fine sand) MOUND CONTOUR LOADING RATES: 116 to 15 0.78 1.5 1 1.6 Moasurod Texture-dor-Nod od Contour 16 to 30 0.6 2 0.78 2 9.81K Rate OR mound absorption ratio Loadie;ng 31 to 45 0.5 2.4 0.78 2 Rat 146 to 60 0.45 2.6 0.8 2.6 s 60ntpi 1.0,1.3,2.0.2.4,2.6 • s12 i61 to 120 - 5 0.3 5.3 61.120mpi OR 5.0 • :12 1>120 - - - - 120 mpi' .5.0' • _6" "Systems with these values are not Type I systems. Contour Loading Rate(linear loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersal Bed Area:Design Flow (1.A):Design Media Loading Rate (1.E)=ft2 If a larger dispersal media area 750 GPD= 1.20 GPD/ft2 = 625 ft2 is desired,enter size: ft2 B. Calculate Dispersal Bed Width:Contour Loading Rate (1.G)=Design Media Loading Rate (1.E)=Bed Width 12.0 ft = 1.2 gpd/ft2 = 10 ft C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A)+Bed Width (2.B)=Bed Length 625 ft2 : 10 ft = 63 ft D. Enter Dispersal Media: E. If using a registered product,enter the Component Length: in+ 12 = ft F. If using a registered product,enter the Component Width: in 6 12 = ft G.Number of Components per Row =Bed Length (2.C)divided by Component Length (4.J) (Round up) ft a ft= components/row H. Number of Rows =Bed Width (2.B)divided by Component Width (4.K)(Round up) Adjust Contour Loading Rate on Design Summary page until this number is a whole number. Note:CLR of 10.8 gal/ft results in 9 foot wide bed. ft= ft= rows I. Total Number of Components =Number of Components per Row X Number of Rows X = components 3. ABSORPTION AREA SIZING Note:Mound setbacks are measured from the Absorption Area. A. Calculate Absorption Width:Bed Width (2.B)X Mound Absorption Ratio (1.F)=Absorption Width 10.0 ft X 2.0 = 20.0 ft B. For slopes>1%,the Absorption Width is measured downhill from the upslope edge of the Bed. Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.B)=ft 20.0 ft - 10.0 ft = 10.0 ft 4. MOUND SIZING A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Clean Sand Lift (1 ft minimum) 3.0 ft - 1.7 ft = 1.3 ft Design Sand Lift(optional): 1.3 B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth +cover (1 ft.)=Upslope Height 1.3 ft + 1.0 ft + 1.0 ft= 3.3 ft D-34:Slope Mui+ipiier Table I..1.e11d S10j1E% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 1 1)1:1610pe 3:1 3.00 2.91 2.83 2.7512.68 2.61 2.54 2.48 2.42 2,36 2.31 2.26 2.21 2.'7 2.13 2.09 2.06 2.03 2.000 1.97'1,95 1.93 1.51 1.89 1.87 1.85 I Berm Rano 4:1 4.00 3,85 3.70 3.57 3.45 3.33 3.23 3.12 3.01 2.94 2.86 2.78 2.70 2,62 2.55 2.48 2.41 2.35 2.29 2.23 2.38 2.13 2.08 2.03 '1.98 1.93 Land Slope% 0 1 2 3 4 5 6 T 8 9 10 1t 12 13` 14 15 16 1 17 18 119 20 21 22 23 24 25 (10'w0S10pe 3:1 3.00 3,09 3.19 3.30 3.41 3.53 3.46 3.80 3.95 4.11 4.29 4.48 4.69 4.95 5.24 5.55 5.88 6.24 6,63 7.04 17.47 7.93 8.42 8.93 9.46 10.02 Berm Ratio 41 4.00 4,17 4.35 4.54 4.76 100 5.26 5.56 5.88 6.25 6.67 7.14 7.69-8.29 8.92 9.57°10,24 10.94'11,67 12,42 13.19 13.99 14,82 1167 '16.54 1744. C Select Upslope Berm Multiplier (based on land slope): 2.86 (figure D-34) D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.6)=Upslope Berm Width 2.86 ft X 3.3 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed:Bed Width (2.B) X Land Slope (1.D)+100=Drop (ft) 10.0 ft X 7.0 % = 100= 0.70 ft F. Calculate Downslope Mound Height:Upslope Height (4.6)+Drop in Elevation (4.E)=Downslope Height 3.3 ft + 0.70 ft = 4.0 ft Select Downslope Berm Multiplier G. (based on land slope): 6.67 (figure D-34) H.Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width 6.67 x 4.0 ft = 26.0 ft I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.8 or 3.C)+4 ft.=ft 10.0 ft + 4 ft = 14.0 ft J. Design Downslope Berm =greater of 4H and 41: 26.0 ft K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F)=Endslope Berm Width 3.00 ft X 4.0 ft = 12.0 ft M.Calculate Mound Width:Upslope Berm Width(4.D)+Bed Width (2.6)+Downslope Berm Width (4.J)=ft 10.0 ft + 10.0 ft + 26.0 ft = 46.0 ft N. Calculate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft 12.0 ft + 63.0 ft + 12.0 ft = 87.0 ft Comments: 5. MOUND DIMENSIONS \ (--- \ _ a, __ __ ----- Upstope (4.D) sci 10.0 1 , r— - \ --- 1 Endslo e (4.L) Dispersal Bed: (2.B x 2.C) 12.0 IT)+'C, 10 X 63 c 12x0 ro \ 41 'a V c o Downslope (4.J) 4.' _ a 0 26.0 -----) \ \ Total Mound Length (4.N) 87'0 4" inspection pipe 18"cover on top Upstope berm (4.0) Downslope berm (4.J) 26.0 1 10.0 f ,.� 12"cover on sides (6"topsoil) --' '----1.3 Clean sand lift (4.A) 1.7 r Absorption Width (3.A) . Note: 20.0 For 0 to 1%slopes, Absorption Width is measured from the Bedequally in both directions. For slopes>1%, Absorption Width is measured downhill from the upslope edge of the Bed. 4 OSTP Mound Materials Worksheet UNIVERSITY A Minnesota Pollution OF MINNESOTA (.14M, Control Agency _ Project ID: v 12.08.06 A.Calculate Bed(rock)Volume:Bed Length (2.0 X Bed Width 2.B)X Depth =Volume (ft3) 63.0 ft X 10.0 ft X 1.0 = 630.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 630.0 ft3 = 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd3 X 1.2 = 28.0 yd3 B. Calculate Clean Sand Volume: Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet 1.7 ft X 10.0 ft X 63.0 ft = 1060.5 ft3 For a Mound on a slope from 0-1% Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length) ft -1) X X ft = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X ft = Total Clean Sand Volume:Volume from Length+Volume from Width+Volume Under Media ft3 + ft3 + ft3 = ft' For a Mound on a slope greater than 1% Upslope Volume:((Upslope Mound Height -1)x 3 x Bed Length)+2=cubic feet (( 3.3 ft -1) X 3.0 ft X 63.0 )+2= 220.5 ft3 Downslope Volume:((Downslope Height- 1)x Downslope Absorption Width x Media Length)+2=cubic feet (( 4.0 ft-1) X 10.0 ft X 63.0 )+2- 955.5 ft3 Endslope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.0 ft-1 ) X 3.0 ft X 10.0 ft = 91.0 ft3 Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media 220.5 ft3 + 955.5 ft3 + 91.0 ft3 + 1060.5 ft3= 2327.5ft 3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2327.5 ft3 : 27 = 86.2 yd3 Add 20%for constructability: 86.2 yd3 X 1.2 = 103.4 yd3 C. Calculate Sandy Berm Volume: Total Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)+2=cubic feet ( 3.7 0.5 )ft X 46.0 ft X 87.0 )+2= 6369.9 ft3 Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet 6369.9 ft3 - 2327.5 ft3 - 630.0 ft3 = 3412.4 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 3412.4 ft3 - 27 = 126.4 yd3 Add 20%for constructability: 126.4 yd3 x 1.2 = 151.7 yd3 D.Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft 46.0 ft X 87.0 ft X 0.5 ft = 2001.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2001.0 ft3 ; 27 = 74.1 yd3 Add 20%for constructability: 74.1 yd3 x 1.2 = 88.9 yd3 OSTP Pressure Distribution UNIVERSITY ��i� �`�� Minnesota Pollution • Control Agency Design Worksheet OF MINNESOTA 'N., - Project ID: v 12.08.06 1. Media Bed Width: 10 ft 2. Minimum Number of Laterals in system/zone=[(Media Bed Width(Linel)-4)+3] +1 round up to the neareast whole number+1. ( 10 -4)+ 1 = 3 laterals 3. Designer Selected Number of Laterals: 3 laterals Cannot be less than line 2(accept in at-grades) 4. Select Perforation Spacing: 3.0 ft 5. Select Perforation Diameter Size: 7/32 in p„„„,„,„„,,,,,,,,3...,,.,„ IM 7;nrk _ J ,z 6. Length of Laterals =Media Bed Length-2 Feet. 1 4-or.«k Perforation.1210g.'I-to'/.. Porforaoon norirn)::.of 63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge. 7. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 6)by the Perforation Spacing (Line 4)and round down to the nearest whole number. Number of Perforation Spaces = 61 ft 3 ft = 20 Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 7). Check table below to verify the 8' number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral Maximum Number of Perforations Per Lateral to Guarantee(1016 Discharge Variation V,Inch Perforations 7132 Inch Perforations Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) Perforation Spacing(Feet) 1 141 115 2 3 (Feet) t 114 111 2 3 2 10 13 18 30 60 2 11 16 11 34 68 2u 8 12 16 28 54 2144 10 14 20 32 64 3 8 12 16 25 52 3 9 14 19 30 60 3:16 Inch Perforations 1/8 inch Perforations Pipe Diameter(Inches) Perforation Spacing Pipe Diameter cinches) Perforation Spacing(Feet) 1 1 lit 2 3 (Feet) I 94 ivz 2 3 2 42 18 26 46 87 2 21 33 44 74 149 21t 12 17 24 40 80 21,i 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 9. Total Number of Perforations equals the Number of Perforations per Lateral (Line 8)multiplied by the Number of Perforated Laterals (Line 3). 21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf. 10. Select Type of Manifold Connection (End or Center): I End ❑ center 11. Select Lateral Diameter(See Table): 2.00 in OSTP Pressure Distribution UNIVERSITY ' ' Minnesota Pollution °, Control Agency Design Worksheet OF MINNESOTA t 12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation. Perforation Discharge(GPM) Does not apply to At-Grades a. Bed Area = Bed Width(ft)X Bed Length(ft) Perforation Diameter Head( ft) 10 ft X 63 ft = 630 ft2 i '/a 3/76 r/R /4 1.0' 0.18 0.41 0.56 0.74 b. Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 9). 1.5 0.22 0.51 0.69 0.9 630 ft2 - 63 perforations = 10.0 ft2/perforations 2,0b 0.26 0.59 0.80 1.04 2.5 0.29 0.65 0.89 1.17 13. Select Minimum Average Head: 1.0 ft 3.0 0.32 0.72 0.98 1.28 4.0 0.37 0.83 1.13 1.47 14. Select Perforation Discharge (GPM)based on Table: 0.56 GPM per Perforation 5.0` 0.41 0.93 1.26 1.65 Dwellings with 3/16 inch to 1/4 inch 1 foot 15. Determine required Flow Rate by multiplying the Total Number of Perforations by the perforations Perforation Discharge. Dwellings with 1/8 inch perforations 63 Perfs X 0.56 GPM per Perforation= 36 GPM 2 feet Other establishments and MSTS with 3/16 inch to 1/4 inch perforations 16. Volume of Liquid Per Foot of Distribution Piping(Table II): 0.170 Gallons/ft 15feet Other establishments and MSTS with 1/8 inch perforations 17. Volume of Distribution Piping = Table!! =[Number of Perforated Laterals (Line 3)X Length of Laterals (Line 6)X Volume of Liquid in (Volume of Liquid Per Foot of Distribution Piping(Line 16)] Pipe 3 X 61 ft X 0.170 gal/ft = 31.1 Gallons Pipe Liquid Diameter Per Foot 18. Minimum Dose=Volume of Distribution Piping(Line 17)X 4 (inches) (Gallons) 31.1 gals X 4 = 124.4 Gallons 1 0.045 1.25 0.078 1.5 0.110 manifold pipet 2 0.170 1 3 0.380 i ... i 4 0.661 pipe from pump ,_ _ V ,,-Cleanouts ' - clean outs i Iwo /' Manifold pipe. J 1i- 0 + ' alternate location ; '1�; J of pipe from pump `' ..%" Altemate location ` of pipe from pump Pi e from urn Comments/Special Design Considerations: OSTP Basic Pump Selection Design UNIVERSITY Minnesota Pollution Worksheet OF MINNESOTA 'S Control Agency .r+._iJ 1. PUMP CAPACITY Project ID: v 12.08.06 Pumping to Gravity or Pressure Distribution: ( 0 Gravity 0 Pressure Selection required 1. If pumping to gravity enter the gallon per minute of the pump: GPM (10-45 gpm) 2. If pumping to a pressurized distribution system: 36.0 GPM (Line 11 of Pressure Distribution) sou treatment system &point of discharge 2. HEAD REQUIREMENTS - A. Elevation Difference 10 ft ^ S'05 '°° between pump and point of discharge: nlef pipe mivati B. Distribution Head Loss: 5 ft C. Additional Head Loss: ft(due to special equipment,etc.) Table I.Friction Loss in Plastic Pipe per 1OOft Distribution Head Loss "I '' Flow Rate _P'pe Diameter (inches) Gravity Distribution = Oft (GPM) 1 1 1.25 1 1.5 2 __ Pressure Distribution based on Minimum Average Head 10 9.1 i 3.1 1.3 0.3 Value on Pressure Distribution Worksheet: 1 12 12.8 I 4.3 1.8 0.4 Minimum Average Head Distribution Head Loss 14 17.0 5.7 2.4 j 0.6 1ft 5ft 16 ( 21.8 7.3 3.0 0.7 2ft Eft 18 I 9.1 3.8 I 0.9 5ft 10f 20 ! 11.1 4.6 1.1 25 16.8 ! 6.9 1.7 D. 1.Supply Pipe Diameter: 2.0 in 30 1 23.5 9.7 i 2.4 35 ( 12.9 3.2 2.Supply Pipe Length: BO ft 40 ( 16.5 j 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table I: 45 20.5 5.0 50 I 6.1 Friction Loss= 3.32 ft per 100ft of pipe 55 7.3 60 I 8,6 F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 I I10.0 point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length 701 11.4 (0.2) X 1.25=Equivalent Pipe Length 75 I 13.0 85 1 16.4 80 ft X 1.25 = 100.0 ft 95 20.1 G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100. Supply Friction Loss= 3.32 ft per 100ft X 100.0 ft + 100 = 3.3 ft H. Total Head requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and the Supply Friction Loss(Line G) 10.0 ft + 5.0 ft + ft + 3.3 ft = 18.3 ft 3. PUMP SELECTION A pump must be selected to deliver at least 36.0 GPM(Line 1 or Line 2)with at least 18.3 feet of total head. Comments: OSTP Pump Tank Sizing, Dosing and Float UNIVERSITY Minnesota Pollution and Timer Setting Design Control Agency OF MINNESOTA . DETERMINE TANK CAPACITY AND DIMENSIONS Project ID: v 12.08.06 1. A. Design Flow(Design Sum.IA): 750 GPD B. Minimum required pump tank capacity: Gal C. Recommended pump tank capacity: Gal MEASURED TANK CAPACITY(existing tanks): 2. A. Rectangle area=Length(L)X Width(W) ft X ft = ft2 Width B. Circle area=3.14r2(3.14 X radius X radius) 3.14 X 2 ft = ft2 i Length C. Calculate Gallons Per Inch. There are 7.5 gallons per cubic foot. Therefore,multiply the area from 1.A or 1.B, by 7.5 to determine the gallons per foot the tank holds. Then divide that number by 12 to calculate the gallons per inch. 4a-d- i ft2 X 7.5 gal/ft) + 12 in/ft Gallons per inch D. Calculate Total Tank Volume Depth from bottom of inlet pipe to tank bottom: in Total Tank Volume=Depth from bottom of Inlet pipe(Line 4.A)X Gallons/Inch (Line 2) in X 25.5 Gallons Per Inch = Gallons MANUFACTURER'S SPECIFIED TANK CAPACITY(when available): 3. A. Tank Manufacturer: darwin Note:Design calculations are based on this specific B. Tank Model: 1300 tank.Substituting a different tank model will C. Capacity from manufacturer: 1300 Gallons change the pump float or D. Gallons per inch from manufacturer: 25.5 Gallons per inch timer settings.Contact designer if changes are E. Liquid depth of tank from manufacturer: 51.0 inches necessary. DETERMINE DOSING VOLUME 3. Calculate Volume to Cover Pump (The inlet of the pump must be at least 4-inches from the bottom of the pump tank&2 inches of water covering the pump is recommended) (Pump and block height+2 inches)X Gallons Per Inch (2C or 3E) ( 16 in + 2 inches) X 25.5 Gallons Per Inch = 459 Gallons 4. Minimum Pumpout Volume -4 X Volume of Distribution Piping: 124.4 Gallons •Line 17 of the Pressure Distribution or Line 11 of Non-level 5. Calculate Maximum Pumpout Volume (25%of Design Flow) Design Flow: 750 GPD X 0.25 = 187.5 Gallons 6. Select a pumpout volume that meets both items above (Line 4&5): 188 Gallons 7. Calculate Doses Per Day=Design Flow_Dosing Volume -Volume of Liquid in 750 gpd: 188 gal = 4.0 Doses 8. Calculate Drainback: pe A. Diameter of Supply Pipe= 2 inches Pipe Liquid B. Length of Supply Pipe- 80 feet Diameter Per Foot C. Volume of Liquid Per Lineal Foot of Pipe = 0.170 Gallons/ft (inches) (Gallons) D. Drainback =Length of Supply Pipe X Volume of Liquid Per Lineal Foot of Pipe 1 0.045 80 ft X 0.170 gal/ft = 13.6 Gallons 1.25 0.078 9. Total Dosing Volume =Dosing Volume plus Drainback 1.5 0.110 188 gal+ 13.6 gal= 204 Gallons 2 0.170 10. Minimum Alarm Volume=Depth of alarm(2 or 3 inches)X gallons per inch of tank 3 0.380 2 in X 25.5 gal/in = 51.0 Gallons 4 0.661 OSTP Pump Tank Sizing, Dosing and Float Minnesota Pollution and Timer Setting Design Worksheet UNIVERSITY Control Agency OF MINNESOTA M, )TSR or DEMAND FLOAT SETTINGS Select Timer or Demand Dosing: 0 Timer Q.Demand Dose A. Timer Settings 11.Required Flow Rate: A.From Design(Line 12 of Pressure Distribution or Line 10 of Non-Level'): GPM Note: This value must be B.Or calculated:GPM=Change in Depth(in)x Gallons Per Inch/Time Interval in Minutes adjusted after field measurement a in X gal/in z min= GPM calculation. 12.Flow Rate from Line 11.A or 11.6 above. GPM 13.Calculate TIMER ON setting: Total Dosing Volume/GPM gal: gpm= Minutes ON 14. Calculate TIMER OFF setting: Minutes Per Day(1440)/Doses Per Day-Minutes On 1440 min - doses/day - min = Minutes OFF 15. Pump Off Float-Measuring from bottom of tank: Distance to set Pump Off Float=Gallons to Cover Pump /Gallons Per Inch: gal a gal/in= Inches 16. Alarm Float-Measuring from bottom of tank: Distance to set Alarm Float=Tank Depth(4A)X 90%of Tank Depth in X 0.90= in B. DEMAND DOSE FLOAT SETTINGS 17. Calculate Float Separation Distance using Dosing Volume. Total Dosing Volume/Gallons Per Inch 204 gal s 25.5 gal/in= 8.0 Inches 18. Measuring from bottom of tank: A. Distance to set Pump Off Float=Pump and block height+2 inches 16 in+ 2 in = 18 Inches B. Distance to set Pump On Float=Distance to Set Pump-Off Float +Float Separation Distance 18 in+ 8.0 in = 26 Inches C. Distance to set Alarm Float=Distance to set Pump-On Float +Alarm Depth (2-3 inches) 26 in+ 2.0 in= 28 Inches FLOAT SETTINGS DEMAND DOSING TIMED DOSING Alarm Depth 28 in Alarm Depth in Pump On in _6- Pump Off 18 in 204 Gal ;am Pump Off in 458.82 Gal ' n Logs of Soil Borings License#810 Location or Project: 2300 Willow Hill Drive Borings made by: Rusty Olson's Soil and Perc testing 9/19/2011-9/12/2013 Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_ Boring Number_1 Surface elevation Mottled Soil at 1.7 feet 0"-8" Dark brown loam 10yr4/2 1"w ° ASS M\gt3 H2O present at_X_ 8"-16"Brown loam 10yr5/4 16"-20" Brown loam 10yr6/4 20"-26" Rusty brown loam 10yr5/4 26"-30" Rusty brown loam 10yr5/3 Boring Number_2_Surface elevation_194-r5_ Mottled Soil at 2.1 feet 0"-8"Dark brown loam 10yr4/2 a A,ssv+AL o H2O present at_X_ 8"-16" Brown loam 10yr5/4 16"-26" Brown loam 10yr6/4 26"-30"Rusty brown loam 10y5/4 Boring Number_3_Surface Elevation_103.1 Mottled Soil at_1.3 feet 0"-6" Dark brown loam 10yr3/2 H2O present at_X_ 6"-16" Brown loam 10yr4/4 16"-30" Rusty brown loam 10yr5/4 Boring Number 4_ Surface elevation_103.1_ Mottled Soil at_1.5_feet 0-8" Dark brown loam 10yr3/2 H2O present at_X_, 8"-18" Brown loam 10yr4/4 18"-30" Rusty brown loam 10yr5/4 Boring Number 5_Surface elevation 404 Mottled Soil at_2.0_feet 0-6" Dark brown loam 10yr4/2 j .., As 5. H2O present at_X_ 6"-16" Brown loam 10yr5/4 16"-24" Brown loam 10yr6/4 24"-30" Rusty brown loam 10yr5/4 Boring Number 6_Surface elevation_103.1_ Mottled Soil at_1.5_feet 0-8"Dark brown loam 10yr3/2 H2O present at_X_ 8"-18" Brown loam 10yr4/4 18"-30" Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 11:50 A.M. On 9/12/13 Location: 2300 Wioow Hill Drive Hole number: 1 Date hole was prepared: 9/11/13 Depth of hole bottom_12" inches, Diameter of hole_6" inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark Brown Loam 10yr4/2 8"-12" Brown Loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/11/13 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches I Time Time Depth Drop in H2O Perc Rate 12:10 12:25 6" 3.3 4.5 12:28 12:43 6" 3.2 4.7 12:44 12:59 6" 3.1 4.8 AVERAGE PERC. RATE 4.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 11:50 A.M. On 9/12/13 Location: 2300 Wioow Hill Drive Hole number: 2 Date hole was prepared: 9/11/13 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark Brown Loam 10yr4/2 8"-12" Brown Loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/11/13 depth of initial water filling 12 inches above the hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 12:11 12:26 6" 4.1 3.6 12:27 12:42 6" 3.8 3.9 12:45 1:00 6" 3.7 4.0 AVERAGE PERC. RATE 3.8 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 2 Hole number: 3 Date hole was prepared 9/19/11 Depth of hole bottom 12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown loam 10yr4/2 6"-12" Brown loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/19/11 depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches I Time Time Depth Drop in H2O Perc Rate 1:13 1:28 6" 4.5 leS .3.3 1:31 1:46 6" 4.3 440 1:59 2:14 6" 4.2 41 3,y AVERAGE PERC. RATE _ MPI ... ........___.........._...........__... Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 2 Hole number: 4 Date hole was prepared 9/19/11 Depth of hole bottom_12" inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-8" Dark brown loam 10yr3/2 8"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/19/11 depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 1:14 1:29 6" 3.8 3.9 1:30 1:45 6" 3.7 4.0 2:00 2:15 6" 3.7 4.0 AVERAGE PERC. RATE 4.0 MPI INSPECTION NOTICE V/ DATE TIME CITY OF ©A O CALLED-IN Yg/t/ SCHEDULED PERMIT NO. l T ` 78 COMPLETED / /.'0s ADDRESS 013coP, llo s.- d l/s o ., OWNER/CONTR. ❑SITE INSPECTION 0 MECHANICAL RI 0 REINSPECTION ❑CONC SLABS 0 MECHANICAL FINAL 0 FOLLOW-UP ❑ FOOTING 0 INSULATION 0 COMPLAINT ❑ POURED WALL 0 RATED ASSEMBLY 0 FIREPLACE ❑ FOUND.DRAINAGE 0 BUILDING FINAL , ❑SPRINKLER SYSTEM ❑ FRAMING 0 SEPTIC INSTALL 7i4•'1. ❑ 0 SHEATHING 0 SEPTIC FINAL ❑ 0 PLUMBING RI 0 S&W HOOKUP 0 I& 0 PLUMBING FINAL 0 GAS LINE MANOMETER 0 o COMMENTS: Q &ALI).t 02.- /sac c7,1l sr�J�r till = l - /3do g,L "'Vt.-71 O V] WIV:At od iris. OO O W CC W W CC O cc FURTHER CORRECTIONS MAY BE REQUIRED 0 PERMIT FINALED 0 WORK SATISFACTORY: PROCEED 0 PHOTO TAKEN o 0 CORRECT WORK& PROCEED • 0 CORRECT WORK. CALL FOR REINSPECTION BEFORE COVERING ❑ CORRECT UNSAFE CONDITION IMMEDIATELY. ❑ STOP ORDER POSTED. CALL INSPECTOR ❑ INSPECTION REQUIRED. CALL TO ARRANGE ACCESS. TO SCHEDULE YOUR INSPECTIONS PLEASE CALL: (763) 479-1720 Metro West Inspection Services Inc. Owner/Contr. on sit Inspector 2' ..—