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Home My WebLink About2013-00159 - septic CITY OF ORONO IIII_ ! �� I'I II * 2750 KELLEY PARKWAY * 2 1 0 0 1 5 9 DATE ISSUED: 03/08/2013 ORONO,MN 55356- (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 665 ORCHARD PARK RD PIN : 31-118-23-11-0005 LEGAL DESC : UNPLATTED 31 118 23 : LOT 000 BLOCK 000 PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW ACTIVITY : MOUND SYSTEM-SEPTIC NOTE: 3 PRECAST CONCRETE TANKS 630 SF MOUND SYSTEM APPLICANT SEPTIC NEW 200.00 KOTHRADE SEWER&WATER STATE SURCHARGE SEPTIC 5.00 12059 WHITETAIL AVENUE HANOVER,MN 55341 TOTAL 205.00 0 PAID WITH CC# 4122 Minnesota State License#:492 MPCA OWNER REYNOLDS, WILLIAM&MOLLIE 3630 LIVINGSTON AVE 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 caul Applicant Permitee Signature Datef F Issu 4lBy Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. L v.04. City of Orono FOR CITY USE ONLY 0 Q P.O Box 66 2750 Kelley Parkway Date Received: h/13 Permit# 20 13 (,J i q 5 Crystal Bay, M0N 55323 CI ` (952 249-4600 Amount: $ 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: (P(P5 ()rcJicrd 4(__ i&t- Owner: 1 I(I`CvU1 ''i ►' I of I j lay yid UIS Mailing Address: SCt/VYI -- --- City: U n.9, L&/L ; OAZip: c [O Home Phone: Alternate Phone: Contractor/Applicant Information: Contractor/App.:40 l K6 S (-4)El g C- Contact Person: Pawl. o f 61en 441raie- Address: anI `� (Lt,'"LeAtta lam' 1 State License #: (---/C1r9j C1'1't Pen) City: f4C).11,b(/ Qiv- Zip: �3 LJ / Expiration Date: LiI(.P /i ?,_ Phone: !L?' 44-9S7-0 02 Alternate Phone: [ - — ICY /,/,5-e C a- U- Residential kviJ ] Other bui r _ v \ 1/ EES 7't6L°6dlS New or Reply 6O. 00 , t Repair Existi (Tanks or D State Surchz G 3 , ` -q ,R,dq 5.00 Total (03 . LJ� i $ o5. 00 W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 1 / 2 • ** ATTENTION APPLICANT ** Fill in all appropriate blanks and check all appropriate boxes. I will be installing the following: a ks Precast Concrete n Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: Size of Tanks: /300 13Oo /3b0 Treatment System Trenches s.f. X Mound i3o s.f. )ox43 —4/3l( ove,czt;l) 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 co ^= *� Signature of Applicant )' c•�: Date: MPCA License No.: I "/ Staff Review: r,Accept ❑ Deni d ? Reviewer: Date: ? "49"—/ .l Reason for Denial: Comments (to be printed on inspection card): ReyV1.; . dam' F __o , Seri n cr. -O ,/Uf? r 5 1 (3d r weft . Reset Form W:\(Permits)\Septic Permit Application-Updated Surcharge 7-1-10.doc 2 / 2 1 z=, OSTP Design Summary Worksheet UNIVERSITY 4 - _ Minnesotay n OF MINNESOTA genc tom`" Property oer/Client: Mollie&William Reynolds Project ID: v 11.09.22 wn Site Address: 665 Orchard Park Road(Site A) 1. AVERAGE DESIGN FLOW: A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rote including a safety factor.For long term performance,the average daily flow is recommended to be< B. Septic Tank capacity: 2250 Gallons 60%of this value. C. Number of Septic Tanks or Compartments: 2 Effluent Screen&Alarm? Optional Type of Sod Treatment and Dispersal Areas Type of Dison* Q Trenches Q Bed ®Morand 0 At-Glade 0 Gravity Distribution ®Pressure Dstrbution-{revel 0 Pressure Distriwtion-Unlevel Q Drip Dim. Q Melding Tank Q Ott *Selection Required Benchmark Elev= 1000 ft System Type Benchmark Location:IW.corner of existing hou, 0Type I Q Type II 0 Type III 0 Type IV 0 Type V Type of Distribution IMedia: Rock D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons 2. SITE EVALUATION: A. Depth to Limiting Layer: 18 inches 1.5 ft Elevation &Location of Limiting Layer: 995.8 ft B. Measured Percent Land Slope: 5.0 % 0.0 Location: summit C. Soil Texture: Loam Perc Rate: 8 MPI D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft 3. DESIGN SUMMARY Trench Design Summary Dispersal Area ft2 Sidewall Depth in Trench Width in Total Lineal Feet ft Number of Trenches Maximum Trench Depth in Designer's Max Trench Depth in Bed Design Summary Absorption Area ft2 Media Below Pipe in Bed Length ft Bed Width ft Maximum Bed Depth in Designer's Max Bed Depth in Mound Design Summary Absorption Area 625 ft2 Bed Length 63 ft Bed Width 10.0 ft Absorption Width 20.0 ft Clean Sand Lift 1.5 ft Berm Width (slope 0-1%) ft Upslope Berm Width 13.0 ft Downslope Berm Width 20.0 ft Endslope Berm Width 12.0 ft Total System Length 87 ft Total System Width 43 ft 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 • • Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY Control Agency OF MINNESOTAY 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 0 Flow Rate 36 GPM Total Head 25 ft Maximum Dose Volume 187.5 Holding Tanks Only Number of Holding Tanks Total Volume of Holding Tanks gallons High Level Alarm? 4. Additional Info for Type IV/Pretreatment Design Type of Pretreatment Unit Being Installed: 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 Calculate System Organic Loading: lbs.BOD/day+Bottom Area =lbs/day/ft2 lbs/day+ ft2= Ibs/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 02/15/13 (Designer) jl" (Signature) (License#) (Date) OSTP Mound Design Worksheet UNIVERSITY Minnesota Pollution Control Agency >1% Slope OF MINNESOTA 4 ,�,\.;� 1. SYSTEM SIZING: Project ID: v 11.09.22 A.Design Flow(Flow&Soil- 1.A): 750 GPD TABLE IXa B. Soil Loading Rate(Flow&Soil-3.C): 0.60 GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS C.Depth to Limiting Condition: 1.5 ft Treatment Level C Treatment Level A,A-2,B, D.Percent Land Slope: 5.0 % Absorption Peromauon Rate k s MoundArea wadi... Absor Absorption Mound Rate Rate Absorption E.Design Media Loading Rate: 1.2 GPD/ft2 (MAW/ Ratio (Wdifei Ratio F.Mound Absorption Ratio(Table IXa): 2.00 j o 1 - i - 1 '0.1 to 5 1.2 1 1.6 1 G.Design Contour Loading Rate: 12.0 GPD/ft 0.1 to 5(fine sand 0.6 2 1 1.6 Table I lard loamy tine sand) MOUND CONTOUR LOADING RATES: 6 to 15 0.78 1.5 1 1.6 Measured • Texture-derived Conten 16 to 30 0.6 2 0.T8 2 Pert Rate OR mound absorption ratio Loading 131 to 45 0.5 2.4 0.78 2 Rate: 46 to 60 0.46 2.6 0.6 2.6 5 60mpi 1.0.1.3.2.0.2.4.24 • ±12 61to120 - 5 0.3 6.3 61-120 mpi OR 5.0 -. ±12 >120 - - 120 nlpi' >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. Select 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+ 12 = ft G.Number of Components per Row=Bed Length (2.C)divided by Component Length (4.J)(Round up) ft + ft= components/row H.Number of Rows =Bed Width (2.B)divided by Component Width (4.K)(Round up) Note:CLR of 10.3 in Adjust Contour Loading Rate on Design Summary page until this number is a whole number gal/ft results wide bed..j 9 foot 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 - 1.5 ft = 1.5 ft Design Sand Lift(optional): 1,5 B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height 1.5 ft + 1.0 ft + 1.0 ft= 3.5 ft D-34:Slope Multiplier Table find Slope% 0 1 2 3 4 5 6 7 8 9 30. II 12 33 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 1.97 1.95 1.93 1.91 1.89 1.87 1.85 Bern 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 3.93 Land Slope% 0 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 [10lvnslOpe 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 5.0 6.24 6.63 7.04 7.47 7.93 8.42 8.93 9.46 10.02 Berne 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 11.67 12.42 13.19 13.99 14.12 15.67 16.54 17.44 C. Select Upslope Berm Multiplier (based on land slope): 3.70 (figure D-34) D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.B)=Upslope Berm Width 3.70 ft x 3.5 ft = 13.0 ft E. Calculate Drop in Elevation Under Bed:Bed Width (2.B) X Land Slope (1.D):100=Drop (ft) 10.0 ft X 5.0 % 100= 0.50 ft F. Calculate Downslope Mound Height:Upslope Height (4.B)+Drop in Elevation (4.E)=Downslope Height 3.5 ft + 0.50 ft = 4.0 ft G.Select Downslope Berm Multiplier (based on land slope): 5.00 (figure D-34) H.Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width 5.00 x 4.0 ft = 20.0 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 .3. Design Downslope Berm =greater of 4H and 41: 20.0 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 13.0 ft + 10.0 ft + 20.0 ft = 43.0 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 \ -- ,,..._ \ o piUpslope (4.D) 13.0 J v \ Endstope (4.L) Dispersal Bed: (2.B x 2.C) .: f Endstope(4. ;12.0 iJ 10X 63 — 12.0 :15 mi V C o Downslope (4.J) 20.0 1 • o -) \ \ Total Mound Length (4.N) 87.0 / 4"inspection pipe 18"cover on top Upstope berm (4.D) Downslope berm (4.J) - 20.0 13.0 M 12"cover on sides (6" topsoil) f Clean sand lift (4.A) (ft 1.5 Depth to Limititp- (1.C) - Limtitn:_:; Coi?dit.Io„ Absorption Width (3.A) _- Note: 20.0 For 0 to 1%slopes, Absorption Width is measured from the Bee/equally in both directions. For slopes >1%, Absorption Width is measured downhill from the upstope edge of the Bed. OSTP Pressure Distribution UNIVERSITY f ` Minnesota Pollution Design Worksheet OF MINNESOTA Control Agency 4L�•.. Project ID: v 11 1. Select Number of Perforated Laterals in system/zone: 3 --_ (2 feet is minimum and 3 feet is maximum spacing) insulated.o:o s o. :: �r 7 2. Select Perforation Spadng: 3.0 ft '2 12'Soil rover '` ; I GPot...We t ini /� V."pertorati°rn spared 3'span I 1M"•2"mowf n rock J 11' • 3. Select Perforation Diameter Size 7/32 in _ 16 of rock 4. Length of Laterals =Media Bed Length-2 Feet. perforation sizing:•f."to V1." perforation spacing:2'to 3' 63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge. 5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spadng (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 61 ft 3 ft = 20 Spaces 6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral Check table below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double if the a center manifold is used. Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation '/,Inch Perforations 7/32 Inch Perforations Perforation Spacing(Feet) PipeDiameter(Inches) Perforation Spacing Pipe Diameter(Inches) 1 114 111 2 3 (Feet) 1 134 131 2 3 2 10 13 18 30 60 2 11 ' 16 21 34 68 211 8 12 16 28 54 261 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 Perforation Spacing(Feet) PipeDiameter(Inches) Perforation Spacing Pipe Diameter(Inches) 1 164 lit 2 3 (Feet) 1 136 111 2 3 2 12 18 26 46 87 2 21 33 44 74 149 211 12 17 24 40 80 211 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of Perforated Laterals (Line 1). 21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf. 8. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft 2 per perforation. Perforation DhGw0e(6111) Does not apply to At-Grades ,d thr Perforation Diameter Bed Area = Bed Width(ft)X Bed Length(ft) 1.w o.1e o.a os6 0.2� 1.5 0.22 0.51 0.69 0.9 10 ft X 63 ft = 630 ft2 2.0• 0.26 0.59 0.80 1.04 2.5 0.29 0.65 0.89 1.17 3.0 0.32 0.72 Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 4.0 0.22 0.83 ,.1133 1.47 5.0 0.41 0.93 1.26 1.65 Dwellings wi 630 ft' .r. 63 perforations = 10.0 ft2/perforations "wt perforations 3/16 inch to l/41Kh Disellfngr with Ill inch perforetlws 2 feet Other establishments end MSTS with 3116 9. Select Minimum Average Head: 1.0 ft Inch to 114 inch perforations s feet Other establishments and MST'with Minch perforations 10. Select Perforation Discharge (GPM)based on Table III: 0.56 GPM per Perforation 11. Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10). OSTP Pressure Distribution UNIVERSITY Minnesota Pollution Design Worksheet OF MINNESOTA Control Agency 63 Perforations X 0.56 GPM per Perforation = 36 GPM OSTP Pressure Distribution .Nsi , UNIVERSITY ti.....,,.-; Minnesota Pollution Design Worksheet OF MINNESOTA Control Agency 4%.N ,, 12. Select Type of Manifold Connection (End or Center): Q End ❑ Center 13. Select Lateral Diameter: 2.00 in Table II Volume of Liquid in 14. Volume of Liquid Per Foot of Distribution Piping: 0.170 Gallons/ft Pipe uid 15. Volume of Distribution Piping = Pipe Foot Perer Foot =[Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons) (Volume of Liquid Per Foot of Distribution Piping(Line 14)] 1 0.045 3 X 61 ft X 0.170 gal/ft = 31.1 Gallons 1.25 0.078 1.5 0.110 16. Minimum Dose=Volume of Distribution Piping(Line 15)X4 2 0.170 3 0.380 31.1 gals X 4 = 124.4 Gallons 4 0.661 manifold pipe, --cleanouts - ----- --- _ ..� , J � pipe from pump ;� Manifold pipe` J ��, J V' I -- ', :lean outs - '� a�,%`Alternate location ••• =�„ of pipe from pump V alternate location of pipe from pump ��i Pipe from pump Comments/Special Design Considerations: OSTP Basic Pump Selection Design UNIVERSITY -1:'''''/,,,341 Minnesota Pollution WorksheetOF MINNESOTA ' ,_ Control Agency 1S..›....":- 1. Z14 1. PUMP CAPACITY Project ID: v 11.09.22 Pumping to Gravity or Pressure Distribution: ( 0 Gravity QQ Presare Selection required 2 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 (Une 11 of Pressure Distribution) sad ointment charge point of discharge 2. HEAD REQUIREMENTS - A. Elevation Difference 16 ft n swd`+"n` ...... .....__ between pump and point of discharge: Mot P°` Elevation difference B. Distribution Head Loss: 5 ft - s • C. Additional Head Loss: ft(due to special equipment,etc.) Table(.Friction Loss in Plastic Pipe per 10Oft Distribution Head Loss Flow Rate Pipe 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 1ft 5ft 16 21.8 7.3 3.0 0.7 2ft 6ft 18 9.1 3.8 0.9 5ft 10ft 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: 98 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 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 toss. Supply Pipe Length 70 11.4 (D.2) X 1.25=Equivalent Pipe Length 75 13.0 98 ft X 1.25 = 122.5 ft 85 16.4 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 122.5 ft + 100 = 4.1 ft H. Total Head requirement is the sun of the Elevation Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and the Supply Friction Loss(Line G) 16.0 ft + 5.0 ft + ft + 4.1 ft = 25.1 ft 3. PUMP SELECTION A pump must be selected to deliver at least 36 GPM(Line 1 or Line 2)with at least 26 feet of total head. Comments: OSTP Design Summary Worksheet UNIVERSITY - ;' Minnesota Pollutions '�f Control Agency OF MINNESOTA } ,,,.-w 4.i�� Property Owner/Client: Mollie&William Reynolds ProjectID: v 11.09.22 Site Address: 665 Orchard Park Road(Site B)Rock bed# 1 &2 1. AVERAGE DESIGN FLOW: A. Design Flow: 375 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 doily flow is recommended to be< B. Septic Tank capacity: 2250 Gallons 60%of this value. c. Number of Septic Tanks or Compartments: 2 Effluent Screen&Alarm? Optional Type of Soil Treatment and Dispersal Area* Type of Distribution* O Trenches O Bed O. Nand 0 At-Grade 0 Gravity Distribution p Pressure Distribution-Level 0 Presswe Distribution-tinlevel O Drip Distil,. 0 Holding Tank 0 Selection Required Benchmark Elev= 1000 ft System Type Benchmark Location:1W.corner of existing hou d Type I ElType II 0 Type III El Type IV ❑Type V Type of Distribution Media: Rock D. Pump Tank t Capacity: Gallons Pump Tank 2 Capacity: Gallons 2. SITE EVALUATION: A. Depth to Limiting Layer: 18 inches 1.5 ft Elevation &Location of Limiting Layer: 997.4 ft B. Measured Percent Land Slope: 6.0 % 0.0 Location: summit C. Soil Texture: Loam Perc Rate: 8 MPI D. Soil Hydraulic Loading Rate: 0.45 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft 3. DESIGN SUMMARY Trench Design Summary Dispersal Area ft2 Sidewalt Depth in Trench Width in Total Lineal Feet ft Number of Trenches Maximum Trench Depth in Designer's Max Trench Depth in Bed Design Summary Absorption Area ft2 Media Below Pipe in Bed Length ft Bed Width ft Maximum Bed Depth • in Designer's Max Bed Depth in Mound Design Summary Absorption Area 312.5 ft2 Bed Length 32 ft Bed Width • 10.0 ft Absorption Width 26.0 ft Clean Sand Lift 1.5 ft Berm Width (slope 0-1%) ft Upslope Berm Width 11.7 ft Downslope Berm Width 20.5 ft Endslope Berm Width 12.3 ft Total System Length 57 ft Total System Width 42 ft 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 OSTP Design Summary Worksheet UNIVERSITY Minnesota Pollution Control Agency OF MINNESOTA ,t._NZ 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 0 Flow Rate 36 GPM Total Head 30 ft Maximum Dose Volume 93.75 Holding Tanks Only Number of Holding Tanks Total Volume of Holding Tanks gallons High Level Alarm? 4. Additional Info for Type IV/Pretreatment Design Type of Pretreatment Unit Being Installed: Organic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35 a 1,000,000 gpd X mg/L X 8.35 f 1,000,000= lbs BOD/day Calculate 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 02/15/13 (Designer) (Signature) (License 8) (Date) OSTP Mound Design Worksheet -� UNIVERSITY -- '411 Minnesota Pollution >1% Slope OF MINNESOTA 't .. . Control Agency P ,-+.\- 1. SYSTEM SIZING: Project ID: v 11.09.22 A.Design Flow(Flow&Soil- 1.A): 375 GPD TABLE IXa B. Soil Loading Rate(Flow&Soil-3.C): 0.45 GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS C.Depth to Limiting Condition: 1.5 ft Treatment Level C Treatment Level A,A-2,B, D.Percent Land Slope: 6.0 % Percolation Rate mom mound Absorption Wound (M�) Area Loading Absorption Area Loading Absorption Rate Rate E. Design Media Loading Rate: 1.2 GPD/ft2 (gpd/R=) Ratio (N)dflt') Ratio F.Mound Absorption Ratio(Table IXa): 2.60 m 1 - 1 - 1 G.Design Contour Loading Rate: 12.0 GPD/ft o.,cos 1.2 1 1.6 1 0.1 10 5 Om sand 0.8 2 1 1.6 Table I .and loamy rine sand) MOUND CONTOUR LOADING RATES: 6 to 15 0.78 1.5 1 1.6 Moasurod Texture-derived Contour 16 to 30 0.6 2 0.78 2 Porti Rate OR mound absorption ratio LOadng 131 to 45 0.5 2.4 0.78 2 Rate: 46 t0 60 0.45 2.6 0.6 2.6 5 60mpi 1.0.1.3.2.0.2.4.2.6 - _12 61 to 120 5 0.3 5.3 61-120 mpi OR 5.0 • =12 >120 . . 120 mpi -5.0• • e6` '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 375 GPD= 1.20 GPD/ft2 = 313 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 (2.6)=Bed Length 313 ft2 = 10 ft = 32 ft D. Select 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+ 12 = ft G.Number of Components per Row=Bed Length (2.C)divided by Component Length (4.J)(Round up) ft = ft= components/row H.Number of Rows =Bed Width (2.B)divided by Component Width (4.K)(Round up) Note:CLR of 10.3 in Adjust Contour Loading Rate on Design Summary page until this number is a whole number gal/ft results wideebedd..9 foot b 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 2.6 = 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 (3.A)-Bed Width (2.B)=ft 26.0 ft - 10.0 ft = 16.0 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 - 1.5 ft = 1.5 ft Design Sand Lift(optional): 1.5 B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height 1.5 ft + 1.0 ft + 1.0 ft= 3.5 ft 0.34:Slope Multiplier Table Land Slope% 0 1 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 '25 UpSIOpe 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 1.97 1.95 1.93 1.91 1.09 1.87 1.85 Bert 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 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 DownSIOpe 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 7.04 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 11.67 12.42 13.19 13.99 14.82 15.67 16.54 17.44 Select Upslope Berm Multiplier C, (based on land slope): 3.33 (figure D-34) D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.6)=Upslope Berm Width 3.33 ft X 3.5 ft = 11.7 ft E. Calculate Drop in Elevation Under Bed:Bed Width (2.B) X Land Slope (1.D)+100=Drop (ft) 10.0 ft x 6.0 % + 100- 0.60 ft F. Calculate Downslope Mound Height:Upslope Height (4.6)+Drop in Elevation (4.E)=Downslope Height 3.5 ft + 0.60 ft = 4.1 ft Select Downslope Berm Multiplier G. (based on land slope): 5.00 (figure D-34) H.Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width 5.00 x 4.1 ft = 20.5 ft I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.6 or 3.C)+4 ft.=ft 16.0 ft + 4 ft = 20.0 ft J. Design Downslope Berm =greater of 4H and 41: 20.5 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 4.1 ft = 12.3 ft M.Calculate Mound Width:Upslope Berm Width(4.0)+Bed Width (2.6)+Downslope Berm Width (4.J)=ft 11.7 ft + 10.0 ft + 20.5 ft = 42.2 ft N.Calculate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft 12.3 ft + 32.0 ft + 12.3 ft = 56.6 ft Comments: 5. MOUND DIMENSIONS \ \ -- '� __,, ------ N ' N Upslope (4.D) 11.7 j t \ i Endstope (4.L) Dispersal Bed: (2.B x 2.C) Endstope(4.L) '12.310x I 32 12.3 :46 \ its U n , C Downslope (4.J) 20.5 o \ \ ---) Total Mound Length (4.N) 56.6/ / 4"inspection pipe 18"cover on top , Upslope berm (4.D) / Downslope berm (4.J) f 20.5 11.7 NMI 12"cover on sides (6"topsoil) 1.5 Clean sand lift (4.A) (ft 1.5 Dopt,1t to Limiting f1.C) Litmili.ifl!.} Y _ - Absorption Width (3.A) - —._ ___--- -_- _. Note: 26.0 For 0 to 1%slopes, Absorption Width is measured from the Bed equally in both directions. For slopes>1%, Absorption Width is measured downhill from the upstope edge of the Bed. OSTP Non-Level Pressure Distribution UNIVERSITY - 't Minnesota Pollution Design Worksheet OF MINNESOTA NM, Control Agency Project ID: v 11.09.22 1. Enter soil treatment area(STA)length in order of the Highest Elevation to the Lowest Elevation: Lateral 1 Pipe Elevation 1001.2 ft Length of STA from manifold 32 ft Highest Lateral 2 Pipe Elevation 1001.2 ft Length of STA 32 ft Lateral 3 Pipe Elevation 1001.2 ft Length of STA 32 ft Lateral 4 Pipe Elevation 999.8 ft Length of STA 32 ft Lateral 5 Pipe Elevation 999.8 ft Length of STA 32 ft • Lateral 6 Pipe Elevation 999.8 ft Length of STA 32 ft Lowest 2. Calculate Change in Elevation over the laterals =Highest Elevation(Lateral 1)-Lowest Elevation(Last Lateral above) 1001.2 ft - 999.8 ft = 1.4 ft 3. Select Minimum Average Head: 1.0 ft Use 1.0 ft for dwellings using 3/16 to 1/4 inch perforations. Use 2.0 ft for dwellings using 1/8 inch perforations;or,for MSTS or other establishments using 3/16 to 1/4 inch perforations. This worksheet cannot be used for a Minimum Average Head of 5.0 feet. Design must be modified or valving must be used to equalize flow. 4. Calculate the Total Head=Minimum Average Head(Line 3)+Change in Elevation (Line 2) 1.0 ft + 1.4 ft = 2.4 ft 5. Calculate Pressure Head for Each Lateral A.Highest trench elevation(Pipe Elevation 1):Pressure Head equals Minimum Average Head(Line 3) B.All other trenches:Pressure Head equals Minimum Average Head(Line 3)plus the Charge in Elevation from Lateral 1. Elevation of Elevation of Minimum Average Head Pressure Head Lateral 1 Lateral Lat 1 1.0 ft + [ 1001.2 ft - 1001.2 ft] = 1.0 ft Lat 2 1.0 ft + [ 1001.2 ft - 1001.2 ft] = 1.0 ft tat 3 1.0 ft + [ 1001.2 ft - 1001.2 ft] = 1.0 ft Lat 4 1.0 ft + [ 1001.2 ft - 999.8 ft] = 2.4 ft Lat 5 1.0 ft + [ 1001.2 ft - 999.8 ft] = 2.4 ft Lat 6 1.0 ft + [ 1001.2 ft - 999.8 ft] = 2.4 ft 6. Determine the Flow Rate per Hole I C�2 Select a Perforation Diameter and the corresponding gallons per minute from the `4 = 1 • Perforation Discharge table below,adjusting as needed. c-41.60;d=perforation diameter;h=pressure head or Calculate Perforation Discharge(Q)in GPM: Lat 1 Pressure Head 1.0 ft Perforation Diameter 7/32 = 0.56 GPM 0.2187!Highest Lat 2 Pressure Head 1.0 ft Perforation Diameter 7/32 = 0.56 GPM 0.21875 Lat 3 Pressure Head 1.0 ft Perforation Diameter 7/32 = 0.56 GPM 0.21875 Lat 4 Pressure Head 2.4 ft Perforation Diameter 7/32 = 0.87 GPM 0.21875 Lat 5 Pressure Head 2.4 ft Perforation Diameter 7/32 = 0.87 GPM 0.21875 • Lat 6 Pressure Head 2.4 ft Perforation Diameter 7/32 = 0.87 GPM 0.2187!Lowest '1 _ OSTP Non-Level Pressure Distribution Minnesota Pollution UNIVERSITY - `''i Control Agency Design Worksheet OF MINNESOTA ,Z�� 7. Calculate Flow in Gallons Per Minute for Lateral 1 Perforation Discharge(onto) A.Select Perforation Spacing: 2.0 feet = 24.0 irlches Perforation Diameter B. Length of Laterals=Length of STA(Line 1)-2 Feet Head(ft) '/e '/r. '/u '/, 32 -2 ft= 30 1.0' 0.18 0.41 0.56 0.74 1.5 0.22 0.51 0.69 0.9 C.Number of Perforation Spaces =Divide the Length of Lateral 1(7.B)by the 20° 0.26 0.59 0.80 1.04 2.5 0.29 0.65 0.89 1.17 Perforation Spacing(Line 7.A)and round down to the nearest whole number. 3.0 0.32 0.72 0.98 1.28 Check Table II to ensure the maximum number of perforations is not exceeded. 4.0 0.37 0.83 1.13 1.47 30 ft/ 2.0 ft= 15 Spaces 5.0` 0.41 0.93 1.26 1.65 1 foot Dwellings with 3/16 inch to 1/4 inch D. Select Type of Manifold Connection (End or Center): Q End 0 Centerperforations Dwellings with 1/8 inch perforations E.Number of Perforations=Number of Perforation Spaces(Line 11)+1. 2 feet Other establishments and MSTS with 3/16 inch to 1/4 inch perforations 15 Spaces+1= 16 Other establishments and MSTS with 1/8 inch 5 feet perforations F. Flow Rate for Lateral 1 =Number of Perforations X Flow Rate Per Hole for Lateral I 16 x 0.56 = 9.0 GPM for Lateral 1 8. Calculate the Gallons Per Minute Per Foot for Lateral 1. This value will then be used to make sure that the gallons per minute per foot is equivalent in each lateral Gallons Per Length= Flow Rate for Lateral 1 divided by Length of Lateral 1 9.0 + 30 = 0.30 GPM/Foot Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation '/,Inch Perforations 7/32 Inch Perforations Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) Perforation Spacing(Feet)I 1 114 114 2 3 (Feet) 1 116 114 2 3 2 10 13 18 30 60 2 11 16 21 34 68 2/ 8 12 16 28 54 214 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(Inches) Perforation Spacing(Feet) 1 114 114 2 3 (Feet) 1 114 115 2 3 2 12 18 26 46 87 2 21 33 44 74 149 214 12 17 24 40 80 24 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 _ 9. Balance flows for other lateral lengths,spacing,and size. If you end up with large perforation spacing(3'is max)lower the initial spacing for Lateral 1(Line 7.A)or the perforation size(Line 6) Lateral 2 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 30 ft X 0.30 GPM/ft= 9.0 GPM Number of Perforations=GPM/Flow Rate for Lateral 2(Line 6.2) Check Table to ensure the maximum number of perforations is not exceeded. 9.0 + 0.56 = 16 Perforations Select Type of Manifold Connection(End or Center): ID End ❑Cep Spacing=(Length of Lateral)/(Number of Perforations-1) ( 30 ) + ( 16 Perforations-1) = 2.0 ft = 24.00 inches Lateral 3 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 30 ft x 0.30 GPM/Ft= 9.0 GPM Number of Perforations=GPM/Flow Rate for Lateral 3(Line 6.3) Check Table to ensure the maximum number of perforations is not exceeded. 9.0 0.56 = 16 Perforations Select Type of Manifold Connection(End or Center): 06x ❑Center Spacing=(Length of Lateral)/(Number of Perforations-1) ( 30 ) + ( 16 Perforations-1) = 2.0 ft = 24.00 ink OSTP Non-Level Pressure Distribution UNIVERSITY Minnesota Pollution Design Worksheet OFMINNESOTA ' Control Agency x`'' 'L\� Lateral 4 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 30 ft X 0.30 GPM/Ft= 9.0 GPM Number of Perforations=GPM/Flaw Rate for Lateral 4(Line 6.4) Check Table to ensure the maximum number of perforations is not exceeded. 9.0 + 0.87 = 10 Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) 0 ceraa ( 30 ) + ( 10 Perforations-1) = 3.2 ft = 38.59 inches Lateral 5 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 30 ft X 0.30 GPM/Ft= 9.0 GPM Check Table to ensure the maximum number of perforations is not Number of Perforations=GPM/Flow Rate for Lateral 5(Line 6.5) exceeded 9.0 + 0.87 10 Perforations Select Type of Manifold Connection(End or Center): El Spacing=(Length of Lateral)/(Number of Perforations-1) End 0 Cenci ( 30 ) + ( 10 Perforations-1) = 3.2 ft = 38.59 inches Lateral 6 GPM=Length of Lateral X Gallons Per Minute Per Foot(Line 8) 30 ft X 0.30 GPM/Ft= 9.0 GPM Number of Perforations=GPM/Flow Rate for Lateral 6(Line 6.6) Check Table to ensure the maximum number of perforations is not exceeded. 9.0 0.87 = 10 Perforations Select Type of Manifold Connection(End or Center): Spacing=(Length of Lateral)/(Number of Perforations-1) 0 End 0 Cella ( 30 ) + ( 10 Perforation-1) = 3.2 ft = 38.59 inches 10. Calculate Total GPM for system-the total GPM need from the pump. Lateral 1 Flow+Lateral 2 Flow+Lateral 3 Flow+Lateral 4 Flow+Lateral 5 Row+Lateral 6 Flow 9.0 + 9.0 + 9.0 + 9.0 + 9.0 + 9.0 = 54.2 Total GPM 11. Summary Enter the minimum pipe size that allows for even distribution and the volume of liquid in the pipe from Volume of Liquid in the table. Pipe Total Volume Pipe Liquid Pipe Volume Pipe Length to Fill Pipe Perforation Diameter Per Foot Pipe Size(in) (gal/ft) (ft) (gal) Size(in) Spacing(ft) (inches) (Gallons) lateral 1 1.5 0.110 30 3.3 7/32 2.0 Highest 1 0.045 Lateral 2 1.5 0.110 30 3.3 7/32 2.0 1.25 0.078 lateral 3 1.5 0.110 30 3.3 7/32 2.0 1.5 0.110 Lateral4 1.5 0.110 30 3.3 7/32 3.2 3 0.380 3 0.380 Laterals 1.5 0.110 30 3.3 7/32 3.2 4 0.661 Lateral6 1.5 0.110 30 3.3 7/32 3.2 Lowest Total Volume of Distribution Piping= 19.8 Min.Delivered Dose Volume=Four X the Total Volume of Piping= 79.2 Comments/Special Design Considerations: Logs of Soil Borings License#810 Location or Project: 665 Orchard Park Road Borings made by: Rusty Olson's Soil and Perc testing 2/15/2013 Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other Auger used (check two): Hand_X ,or Power , Right, Bucket or Probe X_ Boring Number_1_Surface elevation 997.3 Mottled Soil at 1.5_feet I 0"-10" Dark brown loam 10yr3/2 H2O present at X 10"-18"Brown loam 10yr414 18"-30" Rusty brown loam to clay loam 10yr5/4 Boring Number_2_Surface elevation_997.3_ Mottled Soil at 1.5_feet 0"-10" Dark brown loam 10yr3/2 H2O present at X 10"-18" Brown loam 10yr4/4 18"-30" Rusty brown loam to clay loam 10yr5/4 Boring Number_3_Surface Elevation_998.9 Mottled Soil at_1.5 feet 0"-10"Dark brown loam 10yr3/2 H2O present at_X 10"-18" Brown loam 10yr4/4 18"-30" Rusty brown loam to clay loam 10yr5/4 Boring Number 4_ Surface elevation_997.3_ Mottled Soil at_1.2_feet 0"-6" Dark brown loam 10yr3/2 H2O present at X_ 6"-14" Brown loam to clay loam 10yr4/4 14"-24" Rusty brown loam to clay loam 10yr5/3 Boring Number 5 Surface elevation_996.6_ Mottled Soil at 1.3_feet 0"-8" Dark brown loam 10yr3/2 H2O present at X 8"-16" Brown loam 10yr4/4 16"-24" Rusty brown clay loam 10yr5/3 Boring Number 6_Surface elevation_996.1_ Mottled Soil at_1.7_feet 0"-12"Dark brown loam 10yr3/2 H2O present at_X 12"-20"Brown loam 10yr4/4 20"-30" Rusty brown clay loam 10yr4/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:45 P.M. On 2/15/13 Location: 665 Orchard Park Road Hole number: 1 Date hole was prepared: 2/14/13 Depth of hole bottom_12"_inches, Diameter of hole_6= Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:45 P.M. On 2/15/13 Location: 665 Orchard Park Road Hole number: 2 Date hole was prepared: 2/14/13 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 loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 2/14/13 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 1:13 1:43 6" 3.8 7.9 1:48 218 6" 3.7 8.1 2:21 2:51 6" 3.7 8.1 AVERAGE PERC. RATE 8.0 MPI 1 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:45 P.M. On 2/15/13 Location: 665 Orchard Park Road Hole number: 3 Date hole was prepared:2/14/13 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 loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 2/14/13 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 114 1:44 6" 3.0 10.0 1:47 2:17 6" 2.8 10.7 2:22 2:52 6" 2.8 10.7 AVERAGE PERC. RATE 10.4 MPI '" • Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:45 P.M. On 2/15/13 Location: 665 Orchard Park Road Hole number: 4 Date hole was prepared: 2/14/13 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 to clay loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 2/14/13 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 I 1:15 1:44 6" 3.8 7.9 1:46 2:16 6" 3.7 8.1 2:23 2:53 6" 3.6 8.3 AVERAGE PERC. RATE 8.1 MPI I Minnesota Wetland Conservation Act Application for Approval of Wetland Type and Boundary 1. Project/Site Information Project/Site Name: 665 Orchard Park Rd Local Government Unit: Orono Location (address and/or T, R, Sec.): Portion of the Se 1/4 Of Ne 1/4 Of Ne 1/4 Section 31 T118N R23W 2. Applicant Information Applicant Name: Bill & Mollie Reynolds Address: 5248 W 106th St City, State, Zip: Bloomington, MN 55437 E-mail: molliewr@gmail.com Phone: 612-940-5747 3. Agent/Consultant Information Company Name (if applicable): Svoboda Ecological Resources Contact Person: Frank Svoboda Address: 25580 Nelsine Drive City, State, Zip: Shorewood,MN,55331 E-mail: franks@gpsinnovations.com Phone: 952-471-1100 4. Description of Request Check all that apply: 1=1Wetland Boundary (must attach wetland delineation report) ❑x Wetland Type (Eggers & Reed and/or Circular 39 type) 5. Signature By signature below, the applicant requests a determination from the Local Government Unit under Minnesota Rules 8420.0225 on the submitted wetland boundary and type information in this application. The applicant also affirms that they are the owner of the subject property or have permission from the landowner to pursue this determination. Applicant or AuthoYized Agent Signature Date Important Notes: • The applicant may be required to submit multiple copies of the report/information to the LGU. The LGU may require the applicant to submit copies directly to Technical Evaluation Panel Members. Check with your LGU regarding their submittal requirements. • The LGU decision must be made in compliance with Minnesota Statutes, section 15.99. For LGU use only Date Received: Page 1 of 1 BWSR Wetland Boundary/Type Application Form 11/10/08 di /4;4 Joseph Olson D.B.A. e,,y 1h b o'elRusty Olson's--Soil and Percolation o, � 0, � N Testing ° Joseph J. Olson--MPCA License#810 11481 Riverview Rd.NE,Hanover,MN 55341 (763)498-8779 Fax(763) 498-8290 February 15,2013 CROjwO COPY Mollie&William Reynolds 665 Orchard Park Road 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 14-20 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 soils at a depth of 12"have a percolation rate averaging 8 MPI. ORONO COPY The existing house is going to be removed.A new house will be built. The absorption areas do not overlap. The existing septic tank must be abandoned.Two new 1300 gallon and a 1300 gallon septic tank must 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. Use 7/32 inch perforations on the laterals. All neighboring wells are located greater than 50'away from proposed treatment area. A1300 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.Be sure the rock and sand fill materials are clean. 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.This Design is not valid and the System will need to be relocated if failure to protect the areas proposed for On-Site Sewage Treatment occurs. With proper installation and maintenance,this system should have no problem in treating septic effluent effectively. 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 tank every year for 1 tank,every two years for two tanks. Sincerely, CITY OF ORONO SF,PTIC P,'MI ► P 'A' ji. ,V1:44110 ,/__.------------- INSPECTORv► Joseph J.Olson DATE ' ,1 1 ERMIT NO. APPROVED AS st.rl'vIrrut) El API'ROVID„'VIII CORRECTIONS AS NOT1l) iimir 111 SYSTEM IS DESIGNED FOR F-1 No Ni APc cry E.D_c c,c: c r Rest rk,ha SS ORONO COPY TI , "'"' 1 arc n ion All \\urk,hall be done 4.............BEDROOMS. ANY INCREASER NUMBER � I „I Cdr. � � �< < ',� , i�r,. L,, r,)i rl in iloh rcvany, OF BEDROOMS INVALIDATES THIS DESIGN. ;„,,s i L.,\sL, C)" ,'i I r. :i\II s \ SN�� I SFu n / i /, _ice_. • 11 ai cr,ss,ti<< • X o // 7ANIC5 c PRaPoC p )-Ip�S 1. I $"fH7.o�' ti 1 I_I T scy ,,,,�,ur. �r,sr,u L, '�f ThNk 1'a„s4 ;0 3c. { t G N t A:'v” 1 a -/ 79zs _ Mi 2S o.,01 aT Cx INc / cJit3h < '� t,, (L,jVRL gtV-IL7b•0 (A ',A,er).= S9S 1 A r S ITS — ,MpR`cI '),,i1 11,,,,,-, II a '� I i I s,' rn- Scale: .� .sb "� i X \ \ \. Percolation Test V + t 9q7.3_ A . Id Q Soil Boring ® Bench Mark } /, 1,‘,7., / Check all undergrowid utilities \ / 0 ��` SQN6 j Property of:MuIUE el.WILtInM Rr,YOUL()S v��r(. 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Eta" 03 4144 ��y j.�. , x 7.0 '11 t rs s •s - s 3• ` I 411P ;gyp Iit a - W -D w W o I es a3 �' 1 o � r,rtf--/c t cL,J___„") (i/ c71,)-11 e Oco OS• Ais ttrk ? y /A 3 (.51 --6 V9 ' S'7 c\t-c' ., o 10 g' Cd (pbs- orcilaAil i1J2 DATE TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. COMPLETED ADDRESS 6 `p IrA-c'8.. 19.41-e4 OWNER Su,tSPTELEPHONE NO. CONTRACTOR /0 /0044.€ DESCRIPTION -! ' LS ()enrC 4447CVN LU ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL 0 TREE REMOVAL ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q 0 RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT ✓ 0 DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP 14.▪1 ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL 2 OWNER/CONTRACTOR TO MEET YOU:_YES_NO ti COMMENTS: T2, 'Pi 4 c Q.. O d T `-- 1 . tit. 4A-ci r 04.1 /.1/tc, eS --- eteJ 1 /LirdlZ,-r QCT 1 k CLAS CJ F SAn� W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE CCW 0 CORRECT WORK&PROCEED 0 ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑PHOTO TAKEN INSPECTOR WILL RETURN ❑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/Contractor on site: Inspector. White Copyllnspector's File Canary Copy/Site Notice 45 2i DATE TIME 1/ CITY OF ORONO CALLED IN =IZ I I 30 INSPECTION NOTICE SCHEDULED PERMIT NO - ?O/3—�'�/ CO PLETED ADDRESS (p ieoc_ OWNER TELEPHONE NO.2.0g-g702— _ r CONTRACTOR 38-'7a2 - CONTRACTOR D / • --,I- >; DESCRIPTION I a) '1 --- 41(--- 6.. ' ❑ FOOTING ❑ PLUMBING FINAL 0 EXCAV/GRADING/FIL G Q 0 POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WET DS y 0 FRAMING 0 MECHANICAL FINAL 0 TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q 0 RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS • ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL El HARD COVER REMOVAL ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc W a cc -- 13 Oa (rI S. ` A-lw-`AJ o ct o V H-e 6-oui rs -b ottp Luk. W z W ct GW AvORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE CCW ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY C) ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN_ HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑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/Contractor on site: C/ /,ss,..s- Inspector. White Copy/Inspector's File Canary Copy/Site Notice 6 - / DATE) ?� ,. V CITY OF ORONO CALLED IN 4 1"-/ ✓ , INSPECTION NOTICE ,., SCHEDULED --/ --/3 , _i!-'`(r PERMIT NO4/9/3- �� MPLETEDD ADDRESS0'5 , i 4-' OWNER TEL�,PHON NO.7W o �" 9; s. CONTRACTOR &7/0.411,----c--)V 1 L DESCRIPTION e.. —la, ' !/ •// tu CI FOOTING LI PLUM ING FINAL 1=1EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI LI LAKESHORE/WETLANDS " ❑ FRAMING LI MECHANICAL FINAL 0 TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE 0 SITE INSPECTION Q 0 RADON SLAB 0 WATER HOOK-UP 0 PROGRESS 0 FINAL 0 SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP IQ ❑ DEMO-FINAL CISEPTIC INSTALL ❑ HARD COVER REMOVAL v CIPLUMBING RI CISEPTIC FINAL LI FOUNDATION/REMOVAL 2 OWNER/CONTRACTOR TO MEET YOU:_YES_NO y COMMENTS: /, /cc i-1- / 41 Q. CC J L $ cf L' .D Tom. 1sca 0 cc 4sV j ot' u-D we 1 1_c 0 W cc Q 4='.(1f5.029FE /1-14L24142 2 W Z W CC 2 06 KSATISFACTORY:PROCEED ❑ PROJECT COMPLETE It W 0 CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY C) 0 CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ 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/Contractor on site: Au (ri 00 Inspector. White Copy/Inspector's File Canary Copy/Site Notice