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HomeMy WebLinkAbout2015-00906 - septic CITY OF ORONO * 2015 - 00906 * 2750 KELLEY PARKWAY DATE ISSUED: 07/23/2015 ORONO, MN 55356- 952 249-4600 FAX: 952 249-4616 ADDRE95 1180 TOWNLINE RD PIN 30-118-23-32-0001 LEGAL DESC UNPLATTED 30 118 23 : LOT 000 BLOCK 000 PERMIT TYPE SEPTIC PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE NEW OR REPLACEMENT(SEPTIC SYSTEM) ACTIVITY MOUND SYSTEM-SEPTIC NOTE: (3)PRECAST CONCRETE TANKS(1) 1300 GALLON AND(2)1000 GALLON MOUND TREATMENT SYSTEM-500 S.F. APPLICANT SEPTIC NEW OR REPLACEMENT 400.00 TOTAL 400.00 ELMER J.PETERSON COMPANY Payment(s) 5921 DAGUE AVE SE CHECK 19497 400.00 DELANO,MN 55328 (763)972-2420 Minnesota State License#: BUIL-219 OWNER THEIS,MR&MRS MICHEAL 1180 TOWNLINE RD MAPLE PLAIN,MN 55359- 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. LW4--4'9 4 1-) o 7i,73 i5 Applicant Permitee Signature Date Issue Signature U Date ff A, City of Orono CI USE ONLY �Ol V P.O.Box 66 7 ` _01.5-- L? 2750 Kelley Parkway Date Received: �J Permit# Crystal Bay, MN 55323 (952)249-4600 Amount: $ �• a yF G l�kESHG11 CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Jab Site Site Address: / Owner: /'� c�a � �-S ESf�7`-� Mailing Address: City: (> d on Zip: Home Phone: Alternate Phone: Contractor/ � �s Contractor/App.: Fl,, r Contact Person: J^� �r e-(ti Address: 9 State License #: 02 (q City: Q-e—AZip: Expiration Date: Phone: �2 Alternate Phone: ® Residential ❑ Commercial ❑ Other �°• W AR pp New or Replacement System $400.00 % ©� Repair Existing System 100.00 (Tanks or Drainfield) Total $ goo 1 / 2 I will be installing the following: Tanks (� Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: Size of Tanks: Treatment System Trenches s.f. Mound S��C 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 Applicant, Date: MPCA License No.: 2 Staff Review: Accept ❑ Denied Reviewer: Date: Reason for Denial: Comments (to be printed on inspection card): 2 / 2 CITY OF ORONO —SEPTIC SYSTEM PERMIT APPLICATION sZ�, M�- �' � ass: <u-, �. .,_ .aB ,:.. e. n 9s - �' ,ri .:h u'�, ,• ?` x_ 1. Applications for septic system permits may be mailed or submitted in person at the City offices; however, permits will not be mailed out. The permit must be picked up in person at the City offices and work must not begin unless the permit card is on the job site. *** DO NOT MAIL PAYMENT WITH THIS APPLICATION *** 2. Permits will be only issued to contractors holding a Minnesota Pollution Control Agency (MPCA) Septic System Installers License. 3. All work must be done in accordance with the approved septic system design. 4. The following inspections will be required for all septic systems: A. Tank installation prior to covering. B. Drainfield trench installation prior to covering. For mounds, inspection is required after rough up, but prior to sand placement (sand must be jar tested for silt content) and again during pressure distribution piping installation in the rock bed. C. Final inspection to verify final cover depths and to verify that all pump station (where required) components are functional and comply with codes. 5. MPCA licensed Installers or their DRP (Designated Responsible Person) shall be present during all inspections. A 24-HOUR NOTICE IS REQUIRED FOR ALL INSPECTIONS. 3 /2 ,4 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 THJS SYSTEM 1S DEStG1VED FOR August 10,2015 L BEDROOMS. ANY INCREASE IN NUMBER Michael Theis Estate QF BUMOMS INVAUDATES THIS DESIGN. 1180 Town Line Road Orono,Hennepin County This on-site Sewage Treatment System is designed for a Type 1 four-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The periodically saturated soils were located at 18-20 inches(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. The existing septic system does not conform to the state code chapter 7080 All neighboring wells are greater than 100' from proposed treatment areas. The soils at a depth of 12"have a percolation rate averaging 6 MPI. The existing septic tanks must be abandoned and a minimum two new 1300 gallon and 1000 septic tanks need to be installed. All new 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. A 1000 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.A flow measurement device must be installed.Including but not limited to a water meter,event counter,running time clocks or electronically controlled dosing. Nothina other than¢ray water (laundry,showers etc)Human water and toilet tissue should be disposed of into the septic tanks Garba¢e 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 tank every two years for two septic tanks Sincerely, CITY OF ORONO SEPTIC PE IT PLA V JEW INSPECT R Joseph J. Olson VT �Z PERMIT NO. ZO( A PRO 'ED AS SUB.MITTFD APPROVED WITH C'ORRWTIONS AS 1\OTF.0 NOT APPROVED-C'ORREC'T& RESUBMIT These cotnments arc liar your inlorination. All work shall he done in full compliance with;,u api,llcahle septic and zoning code. Requirements inclndin)!items not specifically noted in this review. KLHI THIS PLAN SET OX Sffli AT A4L. I1.�11iS r � rt, {` q 2 M h .J L Rt Zc I o J Q � v v N u i O Q / y Z Y ~ .L IF f�j V �l ^� -C 4CA o w , R >r R 1 O za3 � lig /p'Xo'U pawdso ki �o. __Y%scoT� ao a� J) at o NouS�. M WA 9 s S'� .L�.00ur,cweir hf£ 13 ip i 3� cull" ;>;Mltf Ant"W ra 4410 to Tar aac w4ftb r,cm cows A*LS `"`_ ` WIL 801MG G ELEVATIONS MOUND SYSTEM DESIGN IWA EL,•meq O TYPe I--.-J—13edroom,Average percolation rates( _ THM EL- o U A,�1S8 THA E4- l�gal/day Sou sq-ft.Of treatment area eL- -- (/10 ft.width=�v ft.length of bed area pm pdy ands nI$EL.. Side slope run4 to i x height=ti► ft.x 73 ft.Lawn area. `' "~-•'" .uz'aaadilypl. Clean rock needed plus 209�cu.yds Coarse washed sanC�cu.Yds.Average sand depth 1 e> 1111M $111um 1 �t ell;et„�,'lirloa piop�ltgl stabs Sandy barn 1 cu.yds.,Topsoil 6"_TS cu.yds,plus 50% cu.Yds. � g -o t1�oQ1 W� Number of tardcs i"tank iO gals.,2"d tank V 3�als.,Pump dumber capacity 13(,o gals. PROPERT XW is ITAU gals./100 lineal feet ofo1"dia.Supply pipe,lineal feet needed-16f(> I-A t s 0 L 11 go To4+N,L jujf ROA p ORONr , ,�Fn1 Al��N CGV7 Oistrloution pipe oZ "dia�lineal feet. V%1 dia.Perforations_ate "apart _...� Float set at 1'7 y gals, _times per day Pump curve 3� /min. 31 fret head pressure. j Da%:.jjje"f Ph. 763-498-8779 Rem Oisones and Pal nlatetlal-T"ft WIN OSTP Design Summary Worksheet UNIVERSITY Agicy OF MINNESOTA Property Owner/Climt:JMkhael Theis Estate Project ID: v 03.19.15 Site Address:I 1180 Town Line Road,Oros Hennepin County Date: 8/10/15 1. DESIGN FLOW AND TANKS A. Design Flow. 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 Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gatlons,inTanks or Compartments Effluent Screen: Alarm: C. Holding Tanks Only: Minimum Code Required Capacity: Gallons,in Tanks Designer Recommended Capacity: Gallons,in Tanks Type of High Level Alarm: D. Pump Tank 1 Capacity(Code Minimum): Gallons Pump Tank 2 Capacity(Code Minimum): Gallons Pump Tank 1 Capacity(Designer Rec): Gallons Pump Tank 2 Capacity(Designer Rec): Gallons Pump 11 38.0 IGPM Total Head 30.4 ft Pump 2GPM Total Head ft Supply Pipe Dia. 2.00 in Dose VoWm:E:::=gal Supply Pipe Dia.[=in Dose Volume:E=pt 2. SYSTEM TYPE O Tom, ONO ®i u ra O At-C a O Graft Dbhlbullm ®vremn DWhAm-Level O Pure o Mw uro,l O Dro O HoWV T+* O O&W 'Selection Required Benchmark Elevation: 100.00 ft Benchmark Location: top of threshold System Type Type of Distribution Media: ®Type I ❑Type li ❑Type III ❑Type IV ❑Type V OrMWAM Rode Reogered TwWw t Medea. 3. SITE EVALUATION: A. Depth to Limiting Layer: 18 in 1.S ft B. Measured Land Slope%: 4.0 % C. Elevation of Limiting Layer:I 107.5 D. Soil Texture: Clay Loam E. Loc.of Restrictve Elevation: F. Soil Hyd.Loading Rate:1 0.45 GPD/ft2 G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 6.0 MPI I. Code Maximum Depth of System: E�in Comments: 4. DESIGN SUMMARY Trench Design Summary Dispersal Area1ft2 Sidewall Depthin Trench Widthft Total Lineal Feetft Number of Trenches Code Maximum Trench Depthin Contour Loading RateE�ft Designer's Max Trench DepthE==in Bed Design Summary Absorption Areaft2 Depth of sidewallin Code Maximum Bed Depthin Bed WidthE=ft Bed Length=— ft Designer's Max Bed Depth=in MIa P,, OSTP Design g Summary Worksheet UNIVERSITY CWMVI Ag+W" OF MINNESOTA Ak Mound Design Summary Absorption Bed Area 500.0 ft� Bed Length 50.0 ft Bed Width 10.0 ft Absorption Width 26.0 ft Clean Sand Lift t.5 ft Bern Width (0-1%) �ft Upslope Berm Width 11.0 ft Downslope Bern Width 20.0 ft Endslope Berm Width 11.0 ft Total System Length 72,0 ft Total System Width 41.0 ft Contour loading Rate 12.0 gal/ft At-Grade Design Summary Absorption Bed WfdthC�ft Absorption Bed Lengthft System Height ]ft Contour Loading Rate �gal/ft Upslope Berm Width �ft Downslope Berm Width �ft Endalope Berm WWthE�ft System Lengthl—=ft System Width=ft Level @ Equal Pressure DMribution Summary No.of Perforated Laterals Perforation Spacingft Perforation Diameter 1/4 In Lateral Diameter 2.00 in Min.Delivered Volume gat Maximum Delivered Volume 150 gal Non-Level and Unequal Pressure Distribution Stnimary, Elevation Pipe Volume Pipe Length Perforation Size (ft) Pipe Size(in) (gal/ft) (ft) (in) Spacing(ft) Spacing(In) Lateral t Lateral 2 Minimum Delivered Volume Lateral 3 1 7gal Lateral 4 j i Maximum Delivered Volume Lateral 5 gal Lateral 6 5. Additional Info for Type IV/Pretreatmert Design A. Calculate the oryanic loading 1. 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= C=tbs BOD/day 2. Type of Pretreatment Unit Being Installed: 3. Calculate Soil Treatment System Organic Loading: BOD concentration after pretreatment+Bottom Area =lbs/day/ft' mg/L X 8.35+1,000,000 + =ft2= utbs/day/ft2 Com al Design Canddewtions: I hereby certify that I have completed this work in acro rice with all applicable ordinances,rules and laws. Joseph J Olson 810 08/10/15 (Designer) (Signature) ticense#) (Date) OSTP Mound Design UNIVERSITY Worksheet >1% Slope OF MINNESOTA , Control Agency 1. SYSTEM SIZING: Project ID: v03.19.15 A. Design Flow: GPD TABLE Ma B. Soil Loading Rate: 0.45 GPD/ft2 AM�M ATM 7M ,hn ns C. Depth to Limiting Condition: 1.5 ft Noir." a..vw�. r"�eoaMe"ae. LMS Ab ow &mks" r AINT D. Percent Land Slope: 4.0 % 01 ao. N"'w"" aw $bNo"" WdW) aw (role) aro E. Design Media Loading Rate: 1.2 GPD/ft2 .01 - 1 1 F. Mound Absorption Ratio: 01105 1.2 1 1.8 1 1 b MNtl 0.8 2 1 1.8 TAM I "n0 Orr Ip s b" 0.78 1A 1 1.8 WOW 1a b 30 0.0 2 0.78 2 �W Tewm-do {A 311045 0A 2A 0.72 2 P11C MC As b so OAs 2.8 0.8 2.8 s 6Q1pf 1.0. 1.3.Lo.0.2.4.2.6 s 12 1 b 120 s 0.3 s 3 �12D 61-120nlpi OR 5.0 s12 Systems with these values are not Type I systems. i 120 nt*r >s.0• ss• Contour Loading Rate(linear loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Design Flow+Design Media Loading Rate-ft2 GPD + 1.2 GPD/ft2 = ft2 If a larger dispersal media area is desired, enter size: ft2 B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate 10 ft2 X 1.2 GPD/ft2 = 12.0 gal/ft Can not exceed Table 1 D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area +Bed Width - Bed Length �ft2 + 10.0 ft = 50.0 ft 3. ABSORPTION AREA SIZING A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width 10.0 ft X 2.6 = 26.0 ft B. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Bed. Calculate Downslope Absorption Width:Absorption Width - Bed Width 26.0 ft - 10.0 ft = 16.0 ft 4. DISTRIBUTION MEDIA: ROCK A. Media Volume:Medla Depth below and above pipe X Length X Width 0.75 ft X 50.0 ft X 10.0 ft= 375 ft3 + 27 = 14 yd3 5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS:CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component: Length: jft Width: ft Depth: ft C. Number of Components per Row=Bed Length divided by Component Length (Round up) C� ft + -� ft= components/row D. Actual Bed Length =Number of Components/row X Component Length: C�components X ft = ft E. Number of Rows=Bed Width divided by Component Width (Round up) ft+ ft= �� rows Adjust width so this is on whole number. F. Total Number of Components= Number of Components per Row X Number of Rows E_=1 X =components 6. MOUND SIZING A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition -Clean Sand Lift 3.0 ft - 1.5 ft - 1.5 ft Design Sand Lift(optional): C�ft B. Calculate Upslope Height: Clean Sand Lift +media depth +cover(1 ft.) -Upslope Height 0.8 ft + 1.0 ft= 1.5--Ift + 3.3 ft C. Select Upslope Berm Multiplier(based on land slope): 3.70 Land Slolpme% 0 1 3 4 5 6 7 8 9 10 11 12 Upslope Berm13.113.00 2.9112.8332.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21 Ratio 4:1 4,00 3,85 3.57 3.45 3.33 2-1313.1213.03 2.94 2.86 2.78 2.70 D. Calculate Upslope Berm Width: Multiplier X Upslope Mound Height =Upslope Berm Width 3.34 ft X 3.3 ft = 11.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope+ 100=Drop(ft) 10.0 ft X 4.0 % + 100- 0.40 ft F. Calculate Downslope Mound Height: Upslope Height+Drop in Elevation -Downslope Height 3.3 ft + 0.40 ft 3.7 ft G. Select Downslope Berm Multiplier(based on land slope): 4.76 Land % 0 1 2 3 4 1 5 6 7 8 9 10 11 12 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 Berm Ratio 4:1 4.00 4.17 4.35 4S4 4,75 5.00 5.25 5,88 5,35 5.67 7.14 7. 9 H. Calculate Downslope Berth Width:Multiplier X Downslope Height =Downslope Berm Width 4.76 x 3.7 ft = 17.4 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width+4 feet 16.0 ft + ft = 20.0 ft J. Design Downslope Berm =greater of 4H and 41: x--20-Oft K. Select Endslope Berm Multiplier: 3.00 (usually.3.0 or 4.0) L. Calculate Endslope Berm X Downslope Mound Height -Endslope Berm Width 3.00 ft X 3.7 ft = 11.0 ft M. Calculate Mound Width: Upstope Berm Width+ Bed Width + Downslope Berm Width 11.0 ft + 10.0 ft + 20.0 ft 41.0 ft N. Calculate Mound Length: Endslope Berm Width +Bed Length +Endslope Berm Width 11.0 ft +=ft +=ft 72.0 ft 7. MOUND DIMENSIONS ------------------------------------ --------- Upslope (4.D) Endst 4.L Dispersal Bed: (2.B x 2.C) .o Endst a.L C qW 1.0 1fl.0 X 50.0 11•a ' V C 200 Downslope (4.J) ---------------------- ----------- ------- 1° Total Mound Length 4.N n•o 4" inspection pipe 18"cover on top 20.0 Upstope berm 4.D Downslope berm 4.J 11.0 12"cover on sides (6" topsoil) Clean sand lift (4.A) 1.5 _ — Depth to Limiting 11.C) s Limiting Condition ---------------------- -- Absorption Width (3.A - ----- ----- Note: 26.0 For 0 to 1%slopes, Abwpdon Width is measured from the Bedequally in both directions. For slopes >1%, Abwpdan Width is measured downhill from the upslope edge of the Bed. Comments: MM OSTP Mound Materials Worksheet UNIVERSITY Auk r+oaotm PoNudon OF MINNESOTA Corwoi Agdmc3r 1Kt v 03.19.15 A.Calculate Bed(rock)Volume:fed Length (2.0 X Bed Width 2.B)X Depth .Volume 50.0 : X 1 10.0 ft X 0.8 = 400.0 ft3 Divide ft3 by 27 ft;/yd3 to calculate cubic yarils: 400.0 j ft3 + 27 . 14.8 yd3 Add 20%for constructability: 14.8 yd3 X 1.2 • C 17.8 yd3 B. Calculate Clean Sand Volume: Volume Under Rock bed:Average SaidDe th x Media Width x Media Len th =cubic feet 1.7 ftX 10.0 ftX 50.0 ft 850.0 ft3 For a Mound on a from 0-1% Volume from Langth-((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length) ft -1) X X ft s Volume from Width= (U ape Mound height-1 X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X I ft Total Clear Sand Volume:Volume from Length+Volume from Width+Volume Under Media ft + ft3 + ft3 = ft3 For a Mound on a than 1% Upslope Volum:((Upslope Mound He/ -1)x 3 x Bed Length)+2-cmc feet (( 3.3 1 ft -1) X 3.0 ft X 50.0 )-2- 168.8 ft3 Downslope Volume:((Downs! Het ht- 1)x Downslope Absorption Width x Media Length)•2-cubic feet (( 3.7 ft-1) X 16.0 ft X 50.0 ).2. 1060.0 ft3 Endslope Volume:(Downslw Mound Mel t-1)x 3 x Media Width -cubic feet ( 3.7 ft-1 ) X 3.0 ft X10.0 ft = 79.5 ft3 Tota Clear Sand Volume:Upslope Volume +2TMYMwVolume +Endstwe Volume +Volume Under Media 168.8 ft3 + 1060.0 ft3 + 79.5 ft3 + 850.03 ft = 2158.3 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2158.3 ft3 + 27 - 79,9 yd3 Add 20%for constructability: 79.9 yd3 X 1.2 95.9 3 C. Calculate Sandy Berm Volume: Total Berm Volume nx):((Avg.Mound Height-0.5 ft topsoil x Mound Width x Mound Leq th)+2-cubic feet ( 3.5 0.5 )ftX 1 41.0 ft X 72.0 )+2- 4354.2 ft3 Total Mound Volume-Clean Sand volume-Rock Volume-cubic feet 4354.2 ft3 - 2158.3 ft3 . 400ft3 3 - 3 1796.0 ft Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1796.0 ft3 + 27 �,5 3 Yd Add 20%for constructability: 66.5 yd3 x 1.23 79.8 yd D.Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft 41.0 ft X 72.0 ft X 0.5 ft . 1476.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1476.0 ft3 + 27 . 54,7 yd3 Add 20%for constructability: 54,7 yd x 1.2 . 65.6 yd3 OSTP Pressure Distribution ITY n Minn.sotaPioNu Ion Desi Worksheet UNIVE RS �� � OF MINNESOTA Project ID: v 03.19.15 1. Media Bed Width: 1 10 Ift 2. Minimum Number of Laterals in system/zone- Rounded up number of [(Media Bed Width -4) + 3] + I. ( 10 - 4 ) + 1 = L.�laterals Does not apply to at-grades 3. Designer Selected Number of Laterals: laterals Cannot Cannot be less than line 2 (accept in at-Qrades) 4. Select Perforation Spacing 3.0 Ift rer r wa 5. Select Perforation Diameter Size: 1/4 in I • a�• R-1e.1vwlfara•a l' 6. Length of Laterals -Media Bed Length - 2 Feet. 50 - 2ft ft Perforation can not be closer then 1 foot from edge. 7 Determine the Number of Perforation Spaces. Divide the Length of Laterals by the Perforation Spacing and round down to the nearest whole number. Number of Perforation Spaces 48 ft + ft = 16 Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces. Check table 8. below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Lateral = 16 Spaces + 1 - 17 Perfs. Per Lateral lliiriirir�lM�sl�rl�Iwilr�wniw�lli Mr1rY� 1, 7132 1(Fi r"Nowur kim) Pa IN *Kkj Durr(ice 1 11l f14 2 3 IFMt) t 11t iN 2 3 2 M q q r ! 11 N 21 M Y 211 8 12 1fi a 54 Z% to 14 20 322 M : 1 I U N 31 fis 3 > w 19 w M 3/14"Faly i/8tact+Pallwatic, 1 tw 11t 2 3 1 lit in 2 3 2 t2 M 31i A : 21 33 44 74 10 21'1 12 17 24 40 80 214 20 30 41 0 135 3 t2 M n 37 a 3 38 it i 3S M in 9. Total Number of Perforations equals the Number of Perforations per Lateral multiplied by the Number of Perforated Laterals. 17 Perf. Per Lat. X Number of Perf. Lat. = 51 Total Number of Perf. 10. Select Type of Manifold Connection (End or Center): Q end ❑ Center 11. Select Lateral Diameter(See Table): 2.00 in OSTP Pressure Distribution Min ate PoNudon Design Worksheet UNIVERSITY Control OF MINNESOTA 12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation. Does not apply to At-Grades a. Bed Area = Bed Width (ft)X Bed Length (ft) 10 ft X 50 ft = 500 ft2 b. Square foot per Perforation = Bed Area divided by the Total Number of Perforations. 2 500 ft 1 51 perforations = 9.8 ft2/perforations 13. Select Minimum Average Head: 1.0 ft 14. Select Perforation Discharge (GPM) based on Table: 0.74 GPM per Perforation 15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge. 51 Perfs X 0.74 GPM per Perforation - 38 GPM 16. Volume of Liquid Per Foot of Distribution Piping(Table fl): 0.170 Gallons/ft 17. Volume of Distribution Piping = = [Number of Perforated Laterals X LenTAW*11 gth of Laterals X (Volume of Vbiume of Ltquir in Liquid Per Foot of Distribution Piping) pipe � Pipe Ugaid 3 X -�ft X 0.170 gal/ft = 24.5 Gallons Diener Pier Foot Onchn) (Gallons) 18. Minimum Delivered Volume =Volume of Distribution Piping X 4 1 0.045 24.5 gals X 4 = 97.9 Gallons 1.25 0.078 1.5 0.110 2 0.170 3 0.380 � 4 0.661 outs Minibld pp.. •- ---bnbon --- �� Of • km wAd AlOnMbcabw Comments/Special Design Considerations: OSTP Basic Pump Selection Design MaWorksheet UNIVERSITY Control Agangr OF MINNESOTA 1. PUMP CAPACfTy Project ID: Pumping to Gravity or Pressure Distribution: O crony ®PreM" Selection required 1. If pumping to gravity enter the gallon per minute of the pump: GPM (10.45 Spm) 2. If pumping to a pressurized distribution system: 38.0 GPM 3. Enter pump description: 2. HEAD REQUIREMENTS 0j0N1N A. Elevation Difference 19 It a, between pump and point of discharge: 8. Distribution Head Loss: �It saw C. Additional Head Loss: ft(due to wedA eW07W ,etc.) .............................i............. Table I.Frktion Loa in Plastie 100ft t'� Pi Diameter(inches Gravity Distribution Oft � G Rate IGam PM► 1 1.25 1.5 2 Pressure Distribution based on AA rdmurn Average Head 10 9.1 3.1 1.3 0.3 Value on Pnsssure Distribution wbriedwet: 12 12.8 4.3 1.8 0.4 14 17.0 5.7 2.4 0.6 1 f 5ft 16 21.8 7.3 3.0 0.7 2ft Eft 18 9.1 3.8 0.9 5ft 1 Oft 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: 140 It 40 16.5 4.1 E. Friction Loss in Plastic Pipe per 1008 from Table 1: 45 20.5 5.0 50 6.1 Friction Loss- 3.67 ft per 100ft of pipe 55 7.3 60 8.6 F. Determine Equfvnient 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 (D.2) X 1.25-Equfvnlent Pipe Length 75 13.0 85 16.4 140 ft X 1.25 - 175.0 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- 3.67 ft per 100ft X 175.0 ft 100 - 6.4 ft H. Total Head requirement is the stun of the Elevation Difference (Line A),the Distribution Head Loss(Line 8),Additional Head Loss(Line C),and the Supply Friction Loss(Line G) 19.0 ft + 5.0 ft + E==ft + 6.4 ft - 30.4 ft 3. PUMP SELECTION A pump must be selected to deliver at least 38.0 GPM(Line 1 or Line 2)with at least 30.4 feet of total head. Comments: Soil Observation Log www.SepticResource.com vers 12.4 Owner hifOrlmation Property Owner/project: Michael Theis Estate Date 8/5/2015 Property Address/PID: 1180 Town Line Road Son Survey Wormation ❑ refer to aftdW sots survey Parent matl's: ❑ Till ❑ outwash ❑ taaistrine ❑ Alluvium ❑ Organic ❑ Bedrock landscape position: ❑ Summit ❑ Shoulder ❑ Side slope ❑ Toe slope soil survey map units: 141(;2 slope 4 % direction-Linear Son #1 ❑ ung ❑ Pit Elevation 109 Depth to SHWT 20" Depth(in) Texture fragment% matrix color redox color consistence grade shape 0-10 Topsoil <35 10yr3/2 Loose Loose Single grain 10-16 Loam <35 10yr4/3 Friable Strong Blocky 16-20 Clay Loam <35 10yr5/4 Firm Strong Blocky 20-30 Clay Loam <35 10yr5/4 10y4/8,1-6/10y Firm Strong Prismatic <35 loose loose single grain 35-50 friable weak granular blocky >50 firth moderate Prismatic platy rigid sing massive Comments: I 1180 Town Line Road 6oitLog#2 ❑ ung ❑ Pit Elevation 109 Depth to SHWT 18" Depth(in) Texture fragment% matrix color redox color consistence grade shape 0-8 Topsoil <35 10yr3/2 Loose Loose Single grain 8-14 Loam <35 10yr4/3 Friable Strong Blocky 14-18 Clay Loam <35 10yr5/4 Friable Strong Blocky 18-24 Clay Loam <35 10yr5/3 10y4/8,1-6/l0y Friable Strong prismatic 1180 Town Line Road Sed IAZ#3 0 ung ❑ Pit Elevation 108.2 Depth to SHWT 20" Depth(in) Texture fragment% matrix color redox color consistence grade shape 0-10 Topsoil <35 10yr3/2 Loose Loose Single grain 10-16 Loam <35 10yr4/3 Friable Strong Blocky 16-20 Clay Loam <35 10yr5/4 Firm Strong Blocky 20-30 Clay Loam <35 10yr5/4 10y4/8,1-6/10y Firm Strong prismatic 1 hereby certify this work was completed in accordance with MN 7080 and any local reqs. Rusty Olson's Soil& Perc. 810 igner Signature Company License# Percolation Test Data Sheet Lic.*810 Percolating test readings made by: Rusty Olson's Perc.starting at 10:15 A.M. On 8/5/15 Location: 1180 Town Line Road Hole number: 1 Date hole was prepared: 8/4/15 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-10" Dark Brown Loam 10yr3/2 10-12 Brown clay loam 10yr4/3 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 8/4/15 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 rn H 0 Perc Rate 10:29 10:44 6" 2.1 7.1 10:47 11:02 6" 2.0 7.5 11:03 11:18 6" 2.0 7.5 AVERAGE PE C. RATE 7.3 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 10:15 A.M. On 8/5/15 Location: 1180 Town Line Road Hole number: 2 Date hole was prepared: 8/4/15 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 clay loam 10yr4/3 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 8/4/15 depth of initial water fling 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 Time2 Drop in H2O Perc Rate 10:30 10:45 6 .3 4.5 10:46 11:01 6" 3.2 4.7 11:04 11:19 6" 3.1 4.9 AVERAGE PERC. RATE 4.7 MPI rYc,u t�d�t� ^ -1 �,. 1 Joseph Olson D.B.A. ORONO Copy Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 11481 Riverview Rd. NE, Hanover, MN 553.11 (763) 498-8779 Fax (763) 498-8290 July 6.201 i , t Michael Theis Estate �J 1 180 Town Line Road Orono. Hennepin County This on-site Sewage Treatment Svstem is designed for a Type i four-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The periodically saturated soils were located at 18-24 inches(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. The existing septic system does not conform to the state code chapter 7080 All neighboring wells are greater than 100' from proposed treatment areas. The soils at a depth of 12"have a percolation rate averaging 10 MPI. The existing septic tanks must be abandoned and txso new 1300 gallon and 1000 septic tanks need to be installed. Al l new 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. A 1000 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.A flow measurement device must be installed.Including but not limited to a water meter.event counter.running time clocks or electronically controlled dosing. Nothing other than gray water,(laundry showers etc.)Human -*Nater and toilet tissue should be disposed of into the septic tanks Garbage disoosals are not recommended. Additives must not be used; they may cause harmful damage to your septic SvstemjQ.xrx2W.g1ended that you Dumv the tank every two years for h+o septic tanks. •.AK«f• nL 'tir<t.tcy..4.j;�&>,t'[`�drx'1 Sincer mod � CITY OF ORONO j -- r,•�'`�d fSEPTIC PE IT PLAN L�L- 40K510 C 51f'� vo�C�>?.dATE INSPECT R Joseph J.Olson PERMIT NO. PROVED AS SUBMITTED APPROVED WiTH CORRECTIONS AS NOTED. NOT APPROVED-CORRECT&RFSUBMIT r These comments are for your information. All work shall he clone in full compliance with all applicable septic and zoning code. Requirements including items not specifically note(,,,,this review. KEEP THIS PLAN SFT ON SITE AT ALL TIMI-.,S t t — . s - •Y Z- � x J C' .. V _ iii r r S. EZ CM 27 Is 1 , i i - ��+ ! -7 y ' �_.._.. 0iK fl CJ�X:� AnektS[b i � � - ..__ ._ •wiKlrbUnfffc e v Mora �'TV#V &" VW" CAN 09L#^ SOIL. DOEUNG ELEMIONS �h LS LALS ■I••.f�El.-Z,its MOUNT)SYST[M DESIGN THA 6 L.-Ali?�, Type_1__- j—Bedroom,Average percolation rate lo REDMKS TH,93 EL' -&G.v Stan rnwat be: TW.11�1 El..•�...� (,Cud gal/day Shf�-_sq.ft.of treatment area 5?x? (/10 ft.width �v ft. length of bed area Tank,�&/� q$km pm�1'y lines 013 E~' ' Side slope run w to I x 3,Go height = `I ft.x 79 ft.I awn area. frottl aldyn. ---- Trostment 4"11 fMM NMI Clean rock needed plus 20% -7--cu.yds.Coarse washed sand l�d cu.Yds./Average sand depth f�. Tfll"Gnt MleaJ9.!ffl M pf�Opedty RYWS - -_ IMMweile Sandy loam }'r cu.yds. Topsoil G" S(vcu.yds.plus 5016 f' j_ cu.Yds. o!fMM bltai' Number of tanks �:, 1"Mink i3U ogals.,2"'tank I3o-vgals.,Pump chamber capacity 1cuo.gals. PROPERTY Op;i, ,t.t+rs,, T►+� �`r,, 12,_gals./100 lineal feet of "dia.SuPP1Y pipe, lineal feet needed 1I Distribution pipe dia. / (j lineal feet,-'/'Y __dia. Perforations 3(o "apart .Float set at1�?gals.,_�_times per day Pump curve_3-�J min. : feet head pressure. t)ate: Ph. 763. 98.8779 Rusty Otson'9,00 and P01=11100n Testing on OSTP Design Summary Worksheet UNIVERSITY Minnesota Agency OF MINNESOTA A9 Y Property Owner/Client:IMichael Theis Estate Project ID: v 03.19.15 Site Address: 1180 Town Line Road,Orono Hennepin County Date: 7/6/15 1. DESIGN FLOW AND TANKS A. Design Flow: 600 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: 2-250-7 Gallons,in Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons,in Tanks or Compartments Effluent Screen: no Alarm: no C. Holding Tanks Only: Minimum Code Required Capacity: Gallons.in Tanks Designer Recommended Capacity: Gallons,in �Tanks Type of High Level Alarm: D. Pump Tank 1 Capacity(Code Minimum): Gallons pump Tank 2 Capacity(Code Minimum): Gallons Pump Tank f Capacity(Designer Rec): Gallons Pump Tank 2 Capacity(Designer Rec): Gallons Pump 1 1 38.0 GPM Total Head 27,2 ft Pump 2GPM Total Head �ft Supply Pipe Dia. 2.00 in Dose Volume:=gal Supply Pipe Dia.E=in Dose Volume:==gat 2. SYSTEM TYPE * Trench Q Bed Q Mound O At-Grade 0 Gravity Distnbution 09 Pressure Distribution-Level O Pressure D`stritiution-Lh 1 ©Drip Q Holding Tank Other "Selection Required Benchmark Elevation: 100.00 ft Benchmark Location: top of threshold System Type Type of Distribution Media: 0 Type I ❑Type I l ❑Type 11l ❑Type IV E'Type V 2' Drainfield Rod` Registered Treatment Media: 3. SITE EVALUATION: A. Depth to Limiting Layer: 20 in =ft B. Measured Land Slope%: 7.0 % C. Elevation of Limiting Layer:I 105.9 D. Soil Texture: Clay Loam E. Loc.of Restricive Elevation: F. Soil Hyd.Loading Rate: 0.45 GPD/ft' G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 10.0 MPI I. Code Maximum Depth of System: Mound in Comments: 4. DESIGN SUMMARY Trench Design Summary Dispersal Areaft` Sidewall Depthin Trench Widthft Total Lineal FeetNumber of Trenches Code Maximum Trench Depthin Contour Loading RateE==ft Designer's Max Trench DepthF—=in Bed Design Summary Absorption Areaftz Depth of sidewallin Code Maximum Bed Depthin Bed Width=ft Bed LengthE=ft Designer's Max Bed DepthE=in OSTP Design Summary Worksheet UNIVERSITY {,rc Minnesota Pollution OF MINNESOTA Control Agency Mound Design Summary Absorption Bed Area 500.0 ft2 Bed Length 50.0 ft Bed Width 10.0 ft Absorption Width 26.0 ft Clean Sand Lift 1,3 ft Berm Width (0-1e) ft Upslope Berm Width 10.0 ft Downslope Berm Width 2t.0 ft Endslope Berm Width t2,p ft Total System Length 74,Q ft Total System Width E41.0 ft Contour Loading Rate 12.0 gal/ft At-Grade Design Summary Absorption Bed Widthft Absorption Bed Lengthft System Heightft Contour Loading Rategat ft Upslope Berm Widthft Downslope Berm Widthft Endslope Berm WidthE==ft System Length E=ft System Width=ft Level&Equal Pressure Distribution Summary No.of Perforated Laterals Perforation Spacingft Perforation Diameter t l4 in Lateral Diameter 2.00 in Min. Delivered Volume gat Maximum Delivered Volume 150 gal Non-Level and Unequal Pressure Distribution Summary Elevation Pipe Volume Pipe Length Perforation Size (ft) Pipe Size(in) (gat/ft) (ft) (in) Spacing(ft) Spacing(in) Lateral 1 Minimum Delivered Volume Lateral 2 gal Lateral 3 Lateral 4 Maximum Delivered Volume Lateral 5 gal Lateral 6 5, Additional Info for Type IV/Pretreatment Design A. Calculate the organic loading 1. Organic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg1L in the effluent X 8.35:1,000,000 gpd X mg/L X 8.35 a 1,000,000- E=tbs BOD/day 2. Type of Pretreatment Unit Being Installed: 3. Calculate Soil Treatment System Organic Loading: BOD concentration after pretreatment_Bottom Area =lbs/day/ft' � lmg/L X 8.35=1,000,000 E=ft`= lbs/day/ft' 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 07/06/15 (Designer) (Signature) (License#) (Date) i OSTP Mound Design UNIVERSITY Minnesota Pollution Worksheet > 1 % Slope OF MINNESOTA Control Agency 1. SYSTEM SIZING: Project ID: v 03.19.15 A. Design Flow: 600 GPD TABLE IXa 2 I LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA B. Soil Loading Rate: 0.45 GPD/ft I AND ABSORPTION RATIOS USW5 PERCOLATION TESTS E ram&*Level C reabou t level A.A-2.6. T C. Depth to Limiting Condition: 1.7 ft TA Peraoladon We §)9 Mound dayL"dit MouldD. Percent Land Slope: 7.0 % 1""PI? AbaO�enRate Raio wdowI Rai° E. Design Media Loading Rate: 1.2 GPD/ft2 F. Mound Absorption Ratio: 2.bQ '"° 1.2 1 1.6 1 0 t to 5(fine sant 0.6 2 1 1.6 Table 1 and ba tine sa MOUND CONTOUR LOADING RATES: 61015 0.76 1.6 1 1.6 Contour t6 to 30 0.6 2 0.76 2 M;aasurad � Ta«taro-dvrivod Loading ��:°�` 0.6 2.a o.76 2 Parc Rato mound absorption rat Rate: ac,to 60 0.46 2.6 0.6 2.6 s60mp' I.G. 1.3- 2.0. 2.4. 2.6 c12 51'0120 5 0.3 5.3 61•120mpi OR 5.0 c12 'Systems with these values are not Type I systems. -- 120 nip -s.o• _6• Contour Loading Rate (linear loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Design Flow_ Design Media Loading Rate=ft2 600 GPD _ 1.2 GPD/ft2 = 500 ft2 If a larger dispersal media area is desired, enter size: ft B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate 10 ft X 1.2 GPD/ft2 = 12.0 gal/ft Can not exceed Table 1 D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area -- Bed Width = Bed Length DEft210.0 ft = 50.0 ft 3. ABSORPTION AREA SIZING A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width 10.0 ft X 2.6 = 26.0 ft B. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Bed. Calculate Downslope Absorption Width: Absorption Width - Bed Width 26.0 ft - 10.0 ft = 16.0 ft 4. DISTRIBUTION MEDIA: ROCK A. Media Volume:Media Depth below and above pipe X Length X Width 0.757 ft X 50.0 ft X 10.0 ft= 375 ft} : 27 = 14 yd 5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component: Length: ft Width: ft Depth: ft C. Number of Components per Row=Bed Length divided by Component Length (Round up) oft Q ft = components/row D. Actual Bed Length =Number of Components/row X Component Length: components X ft = ft E. Number of Rows= Bed Width divided by Component Width (Round up) ft_ ft= rows Adjust width so this is on whole number. F. Total Number of Components=Number of Components per Row X Number of Rows X _ =components 6. MOUND SIZING A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift 3.0 ft - 1.7 ft = 1.3 ft Design Sand Lift(optional): ft B. Calculate Upslope Height: Clean Sand Lift + media depth +cover(1 ft.) = Upslope Height 1.3 1 ft 0.8 ft + 1.0 ft= 3.1 ft C. Select Upslope Berm Multiplier(based on land slope): 3.33 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 Upslope Berm 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 Ratio14:114.0013.8513.7013.5713.45 3.33 3.23 3.12 3.03 2.94 2.86 2.7$ 2.70 D. Calculate Upstope Berm Width: Multiplier X Upstope Mound Height =Upstope Berm Width 3.33 ft X 3.1 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope ; 100=Drop (ft) 10.0 ft X 7.0 % _ 100= 0.70 ft F. Calculate Downslope Mound Height: Upslope Height+ Drop in Elevation = Downslope Height 3.1 ft + 0.70 ft = 3.8 ft G. Select Downstope Berm Multiplier (based on land slope): 5.56 Land Slope`Yo 0 1 2 3 4 1 5 6 7 8 9 10 it 12 Downslope 3:1 3.00 13.09 3.19 13.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.2516.6717.1417.69' H. Calculate Downstope Berm Width: Multiplier X Downstope Height =Downslope Berm Width 5.56 . x 3.8 ft = 21.0 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet 16.0 ft + ft = 20.0 ft J. Design Downslope Berm =greater of 4H and 41: 21.0 ft K. Select Endstope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endstope Berm X Downslope Mound Height =Endslope Berm Width 3.00 ft X 3.8 ft = 12.0 ft M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width 10.0 1 ft + 10.0 ft + 21.0 ft = 41.0 ft N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width 12.0 ft + 50.0 ft + 12.0 ft = 74.0 ft 7. MOUND DIMENSIONS -------------------------------------- Upslope (4.D) ---------__ Endslo e 14.L) Dispersal Bed: (2.6 x 2.C} 'a_ Endslo (4.L) V y i2.0 10.o x 50.0 12 a c ' ` 21 0 Downslope (4.J) ------------------------------------- —------- Total Mound Length (4.N) 74.0 4" inspection pipe 18" cover on top 21.0 U sloe berm (4.D) Downslope berm 4.J 10.0 12" cover on sides 16" topsoil) Clean sand lift (4.A) 1.3 1.7 Absorption Width (3.A) __- Note: 26.0 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. Comments: OSTP Mound Materials Worksheet UNIVERSITY Minnesota Pollution OF MINNESOTA Control Agency Project ID: v 03.19.15 A. Calculate Bed (rock)Volume:Bed Length J2.Q X Bed Width 2.8►X Depth =Volume ft' 50.0 ft X r 10.0 ft X 1.0 = 500.0 ft' Divide ft3 by 27 ft3/yd3 to calculate cubicyards: 500.0 j ft3 ; 27 = 18.5 yd3 Add 20%for constructability: 18.5 yd3 X 1.2 = 22.2 yd3 B. Calculate Clean Sand Volume: Volume Under Rock bed:Average Sand Depth x Media Width x Media len th =cubic feet 1.7 ft X 1 10.0 ft X 50.0 ft = 825.0 W 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 I I X I ft = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X I = Total Clean Sand Volume: Volume from Length-Volume from Width-Volume Under Media ft3 - ft3 . it, For a Mound on a slope greater than 1% Upslope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)-2=cubic feet (( 3.1 ft -1) X 3.0 ft X 50.0 )-2= 156.3 ft3 Downslope Volume:((Downslope Height- 1) x Downstope Absorption Width x Media Length)-2=cubic feet (( 3.8 ft-1) X 1 16.0 ft X 50.0 j )-2= 1113.3 ft3 Endslope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet (1 3.8 ft-1 ) X 3.0 ft X 10.0 ft = 83.5 ft3 Total Clean Sand Volume:Upslope Volume -Downslope Volume +£ndslope Volume -Volume Under Media 156.3 ft3 - 1113.3 ft3 83.5 ft' - F 825.0 ft3= 2178.1 ft3 Divide ft''by 27 ft'/yd3 to calculate cubic yards: 2178.1 ft s 27 = 80•7 yd3 Add 20%for constructability: 80.7 yd3 x 1.2 96.8 yd3 C. Calculate Sandy Berm Volume: Total Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Le5th)-2=cubic feet ( 3.4 0.5 )ft X 41.0 ft X 74.0 )-2= 4453.7 ft3 Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet 4453.7 ft3 2178.1 ft3 - 500.0 ft3 = 1775.6 ft3 Divide ft'by 27 ft3/yd3 to calculate cubic yards: 1775.6 f[' 27 = 65.8 yd3 Add 20%for constructability: 65.8 yd3 x 1.2 = 78.9 yd3 D.Calculate Topsoil Materia(Volume:Total Mound Width X Total Mound Length X.5 ft 41.0 ft X 74.0 ft X 0.5 ft = 1518.3 ft3 Divide ft'by 27 ft3/yd3 to calculate cubic yards: 1518.3 ft3 27 = 56.2 yd3 Add 20%for constructability: 56.2-7 yd3 x 1.2 = 67.5 yd3 OSTP Pressure Distribution Minnesota Pollution Design WorksheetUNIVERSITY Control Agency OF MINNESOTA .L.��.. Project ID: v 03.19.15 1. Media Bed Width: 10 ft 2. Minimum Number of.Laterals in system/zone= Rounded up number of[(Media Bed Width - 4) : 3] + 1. 4 ) + 1 = laterals Does not apply to at-grades 3. Designer Selected Number of Laterals: laterals Cannot be less than line 2 (accept in at-grades) 4. Select Perforation Spacing: 3.0 ft - -_ 5. Select Perforation Diameter Size: 1/4 in - -� 6. Length of Laterals =Media Bed Length - 2 Feet. 50 - 2ft = 48 ft Perforation can not be closer then 1 foot from edge. 7 Determine the Number of Perforation Spaces. Divide the Length of Laterals by the Perforation Spacing and round down to the nearest whole number. Number of Perforation Spaces 48 ft _ ft = 16 Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces. Check table 8. below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Lateral = 16 Spaces + 1 = 17 Perfs. Per Lateral Am inim Nwiw of Perforations Per lateral to Guarantee<10%Discharge Variation .Wh Perforations 7/321nchPerforations Perforation Spacing{Feet) PipeDiameter Ikxhes) Perforation Spacing Pipe Diameter(Whes) _7T I$A lit 2 3 (Feet) t 11f R.- 2 3 2 10 13 18 30 60 2 11 16 21 34 68 21� a 12 16 28 54 2v; 10 14 20 32 64 3 8 12 16 25 52 3 9 14 19 30 60 3'16 kxh Perforations 1'8 IrKh Perforations Perforation Spk*(Feet) Pipe Diameter(Mr_ e ) Perforation Spacing ripe Diameter(Mches) 1 11t 11; 2 )7 {Feet) 1 ltd 1Y., 2 3 2 12 18 26 46 87 2 21 33 44 74 149 Dt 12 17 24 40 80 2t: 20 30 41 69 135 3 12 1 16 22 37 1 75 3 1 20 1 29 38 64 1 128 9• Total Number of Perforations equals the Number of Perforations per Lateral multiplied by the Number of Perforated Laterals. 17 ]Perf. Per Lat. X Number of Perf. Lat. = 51 Total Number of Perf. 10. Select Type of Manifold Connection (End or Center): : End C Center 11. Select Lateral Diameter (See Table): 2.00 in OSTP Pressure Distribution Minnesota Pollution Design Worksheet UNIVERSITY Control Agency OF MINNESOTA 12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft per perforation. Does not apply to At-Grades a. Bed Area = Bed Width (ft) X Bed Length (ft) 10 Ift X 50 ft = 500 ft2 b. Square Foot per Perforation = Bed Area divided by the Total Number of Perforations. 500 Ift21 51 perforations = 9.8 ft /perforations 13. Select Minimum Average Head: 1.0 ft 14. Select Perforation Discharge (GPM) based on Table: 0.74 GPM per Perforation 15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge. 51 Perfs X 0.74 GPM per Perforation = 38 GPM 16. Volume of Liquid Per Foot of Distribution Piping (Table It): 0.170 Galion/ft 17. Volume of Distribution Piping = -- Table 11 _ [Number of Perforated Laterals X Length of Laterals X (Volume of ! Volume of Liquid in Liquid Per Foot of Distribution Piping] Pipe Pipe Liquid 3 X ft X gat/ft _ Gallons � Diameter Per Foot 48 0.170 24.5 (inches) (Gallons) 18. Minimum Delivered Volume = Volume of Distribution Piping X 4 1 0.045 1.25 0.078 24.5 gals X 4 = 97.9 Gallons 1.5 0.110- 2 0.170 manifoW pipe 3 0.380 4 0.661 pipe from pump " Clearwuts Manifold pipe. dean OUTS ` aftemate location - --' of pipe from pumd Alternate location of pipe from P—P Ppe horn pump Comments/Special Design Considerations: OSTP Basic Pump Selection Design Minnesota Pollution Worksheet UNIVERSITY Control Agency OF MINNESOTA 1. PUMP CAPACITY Project ID: Pumping to Gravity or Pressure Distribution: Q 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: 38.0 GPM 3. Enter pump description: 2. HEAD REQUIREMENTS �r A. Elevation Difference 17 ft �„ga between pump and point of discharge: � W Ekvatq*%, B. Distribution Head Loss: �ft aiMnmcr C. Additional Head Loss: �ft Idue to special equipment,etc.) - --- -- ------------- Lir Table I.Friction Loss in Plastic Pipe per 1DisrA00ft ..___�._._.__._.T------- _. .. bulrion tread Voss Flow Rate Pi Diameter(inches) Gravity Distribution = Oft -- ----- - IGPM) 1 1.25 1.5 2 Pressure Distribution based on Minimum Average Head 10 I 9.1 3.1 1.3 0.3 Value on Pressure Distribution Worksheet: 12 12.8 4.3 1.8 0.4 rAnli num Avera a Head Distribution Head Loss 14 17.0 5.7 2.4 0.6 1 ft 5ft 16 1 21.8 7.3 I 3.0 0.7 2ft 6ft 18 9.1 j 3.8 0.9 Sft 10ft 20 11.1 4.6 1.1 25 16.8 6.9 1.7 D. 1.Supply Pipe Diameter: 2.0 in 30 i 23.5 9.7 2.4 35 12.9 3.2 2.Supply Pipe Length: 113 ft 40 1 i 16.5 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table 1: 45 20.5 5.0 50 i 6.1 Friction Loss= 3.67 ft per 100ft of pipe 55 7.3 60 s ( 8.6 F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 i 10.0 point. Estimate by adding 25%to supply pipe length for fitting toss. Supply Pipe Length 70 ( ? I 11.4 (D.2) X 1.25=Equivalent Pipe Length 75 j 13.0 85 16.4 113 ft X 1.25 = 14t.3 ft 95 i 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= 3.67 ft per 100ft X 147.3 it - 100 = 5.2 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) 17.0 ft 5.0 ft + E==ft 5.2 ft = 27.2 ft 3. PUMP SELECTION A pump must be selected to deliver at least 38.0 GPM(Line 1 or Line 2)with at least 27.2 feet of total head. Comments: Soil Observation Log tcttw.SepticResource.eom vers 12.4 Owner Information Properv, owner project: Michael Theis Estate Date 7/2/2015 Property Address PID: 1 180 Town Line Road Soil Sun,ev Information _i refer to attached soil survey Parent mail's: L Till L! Outwash _j Lacustnne Alluvium Organic ❑ Bedrock landscape position: ❑ Summit ❑ Shoulder L Side slope ❑ Toe slope soil survey map units: L41 C2 slope 5-7 °o direction- Linear Soil Log#1 Boring ❑ PitElevation 107.6 Depth to SH WT 20" Depth(in) Texture fragment°'o matrix color redox color consistence grade shape 0-8 Topsoil <35 10%,r4 2 Loose Loose Sin_le erain 8-20 Clay Loam <35 1Ovr5 4 Friable Strong Blockv 20-30 Clay Loam =35 10yr5 4 10%4 8.11-6;10-, Finn Strong Rock% <35 loose loose single grain 35 -50 friable weak aranular block, iirnl moderate prismatic plat) >50 massive rigid strong <35 loose loose single Brain friable weak eranular block% �, -JQPn iinn moderate prismatic pIa >SQ rigid strong= massive Comments: 1180 Town Line Road Soil Lou 92 C Boring ❑ Pit Elevation 107.6 Depth to SHWT 2411 Depth(in) Texture fragment% matrix color redox color consistence -rade shape 0-6 Topsoil IOyT3,22 Loose Loose Sur_dc grain 6-14 Loam <35 1OyT4.'3 Friable Strong Blnck. 14-24 ClaN Loam <35 10xr� 4 Firm Strom-, Bkck% 24-330 Clay Loam X35 1OyT5;'3 10%-4;,8,1-6!1 Oy Firm Strom Pri,ma[ic H 80 To«vn Line Road Soil Log #3 J Boring ❑ Pit Elevation 106 Depth to SHWT 18" Depth(in) Texture fragment 010' matrix color redox color consistence grade shape 0-8 Topsoil <35 1 OyT4�2 Loose Loose Single grain 8-18 Clay Loam 10\r5:4 Friable Strome [i12 ck\ 18-24 Clay Loam < IOyr5'4 IOy4-"8.1-6i10y Finn Strong Block} <35 loose loose single gain 35- 50 friable weak ranular blocky >50 firm moderate prismatic plate rigid strong massive <31 loose loose single gain 35-50 friable weak granular block. >50 firm moderate prismatic plata rigid lstrong massive I hereby cerci this work was completed in accoi-dance►ritlr AIN 71080 crud my local reqs. Rusty Olson's Soil & Perc. 810 esigner Signature Company License Percolation Test Data Sheet Lic.#810 Percolating test readings made by' Rusty Olson's Perc. starting at 12:15 P.M. On 7/03/15 Location' 1180 Town Line Road Hole number: 1 Date hole was prepared: 7/02/15 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 clay loam 10yr5/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches.- Date nches:Date of initial water filling 7/02/15 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 12:30 12:45 6" 1.3 11.5 12:48 1:03 6" 1.3 11.5 1:04 1:19 6" 1.3 11.5 AVERAGE PERC. RATE 11.5 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:15 P.M. On 7/03/15 Location: 1180 Town Line Road Hole number: 2 Date hole was prepared: 7/02/15 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 10yr3/2 6-12 Brown loam 10yr4/3 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 7/02/15 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 12:31 12:46 6" 1.6 9.4 12:47 1:02 6" 1.5 10.0 1:05 1:20 6" 1.5 10.0 AVERAGE PERC. RATE 9.8 MPI DATE TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. COMPLETED Z ADDRESS / ©r'!''/I��i 1 C ocr OWNER TELEPHONE NO. CONTRACTOR 3Z DESCRIPTION W ❑ FOOTING -1 DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING y ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RITE INSPECTION _ ❑ FRAMING [IMECHANICAL FINAL ❑ PROGRESS ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL v ❑ DEMO-SITE ❑ SEPTIC INSTALL ❑ FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET �Y�^OU: YES_,NO f COMMENTS: �` ` IV LAP W a 0 Z� o� 0 W cc Q 2 W W Qc J d W D WORK SATISFACTORY:PROCEED D PROJECT COMPLETE W D CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY Ci BEFORE COVERING PERMANENT D CORRECT UNSAFE CONDITION WITHIN HOURS. D PHOTO TAKEN INSPECTOR WILL RETURN D STOP ORDER POSTED.CALL INSPECTOR D CITATION ISSUED D INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Con on site: Inspector. White Copy/Inspectoes File Canary Copy/Site Notice DATE TIMEV/ CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. COMPLETED �� / O ADDRESS maAn r OWNER 4 TELEPHONE NO. CONTRACTOR kc4ee� DESCRIPTION W ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING O ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP ❑ AS BUILT-SURVEY ❑ EWER HOOK-UP ❑ HARD COVER REMOVAL Zi v ❑ DEMO-SITE SEPTIC INSTALL ❑ FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TO ME U:_YES_NO ` y COMMENTS: Cc/'evld I"rVf e d� � v cc Cr g k(n 0 W cc Q 2 W z W J W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE cc ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contra r on site: Inspector. White Copyllnspectoes File Canary Copy/Site Notice DATE TIME V CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. COMPLETEDL 15 ADDRESS #00 0aJ 10 )e0a OWNER LEP NE NO. CONTRACTOR t:`5O ��0 DESCRIPTION ��� T /!oCK,be (S 4~j ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARDCOVER REMOVAL v ❑ DEMO-SITE SEPTIC INSTALL ❑ FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TOME _YES_NO H COMMENTS: cc Zu a. oe — oc,4 0 W �3'! 0 - A_e ry(a s 7'ut/4 Q z56,re,'--u ry 1 Y r r v W W RK SATISFACTORY:PROCEED ❑PROJECT COMPLETE cc ❑CO RECT WORK 3 PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑PHOTOTAKEN INSPECTOR WILL RETURN C3 CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contra on site: Inspector. t-14 761-- White Copyllnspector's File Canary Copy*to Notice er- ; DATE TIME CITY OF ORONO CALLED IN _ INSPECTION NOTICE SCHEDULED PERMIT NO. 15 _COMP COMPLETED 1 ADDRESS lS (7) OWNER TELEPHONE NO. CONTRACTOR ' DESCRIPTION �� I ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING y ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL ❑ DEMO-SITE ❑IEPTIC INSTALL 2 OWNER/CONTRACTOR TO MEET YOU: \ YES_NO y COMMENTS: o ,(� ��vt a yf•G JA r/ z r'c O`tp cad W Cc J d W ❑WORK SATISFACTORY:PROCEED ROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ 1 SUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑INSPECTION REQUIRED-CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contrar on site: r. Inspecto White CopylInspector's File Canary Copy/Site Notice