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HomeMy WebLinkAbout2009-00618 - new septic CITY OF ORONO PERMIT NO.: 2009-00618 2750 KELLEY PARKWAY ORONO,MN 55356- DATE ISSUED: 11/19/2009 (952)249-4600 FAX: (952) 249-4616 ADDRESS : 790 OLD CRYSTAL BAY RD S PIN : 04-117-23-43-0007 LEGAL DESC : AUDITOR'S SUBD.NO.229 : LOT 026 BLOCK 000 PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW ACTIVITY : MOUND SYSTEM-SEPTIC APPLICANT SEPTIC NEW 200.00 ES&SONS EXC. INC. STATE SURCHARGE SEPTIC 0.50 263 82 263 82ND STREET S.E. MONTROSE,MN 55303- MISC FEE 0.00 (763)479-1762 TOTAL 200.50 Minnesota State License#: 640 PAID WITH CC# 4286 OWNER BAKER,KAREN 790 OLD CRYSTAL BAY RD S 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 revok • at,y time for due cause. // b A.slicant P:07 ee Signature Date Issued By Sig ure ''9 t. SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOV . • \ City of Orono FOR CITY USE ONLY 1V\ P.O. Box 66 c� 6 2750 Kelley Parkway Date`Received: Permit# c7elo9." (D Crystal Bay, MN 55323 �Koeo c (952)249-4600 Amount: $ ©"=51) CITY OF ORONO - SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Site Address: ?O Q (I C-7 S , / /?& 7 Nem 30S-1 .- Owner: e- Mailing Address: (-4 nilew 1-t' City: Cl) Zip: Home Phone: Alternate Phone: Contraator :Applicanthiformation. Contractor/App.: act y es cl-50^-) g Contact Person: 0 Address: -2-Q03 Z - S L- State License #: 4 : " e Zi S 3 v3 Dec, City: p: Expiration Date: 0 9 Phone: 3�- ?(O3 - L-C) 9 ( '? � 2. ce I ( P Alternate Phone: Co ( 2 - C9 - 9 S--(5-CM TYPES OF OCCUPANCY <Residential ❑ Commercial ❑ Other PERMIT TYPE AND FEES New or Replacement System $200.00 Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge .50 .50 s� Total $ Z c� ) V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc 1 /2 I will be installing the following: Tan Precast Concrete ❑ Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: Size of Tanks: l 3 0U t 3 0c) l 3 0 C) Treatment System Trenches s.f. Mound S©O s.f. Gravel less s.f. Chamber s.f. Final Cover/ Top Soil to be borrowed from site (show location on site plan) ?(. trucked in . 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 ate: of MPCA License No.: C9 FC) Staff Review: 'Accept ❑ Denied Reviewer: Date: //''l 70 7 Reason for Denial: Comments (to be printed on inspection card): V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc 2 /2 ORONO COPY 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 June 07,2009 Art&Jan Blair ORONO COPY 790 Old Crystal Bay 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 seasonally saturated soils were located at 12"-18"(mottled soil). Due to seasonally saturated soils,a pressurized Mound System will need to be installed to treat 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 6 MPI. The existing house is going to be remodeled. The existing tank must be abandoned.If the house is remodeled the septic outlet for the house should be redirected to the east side of the house. A tank filer and clean outs on the laterals must be installed. All neighboring wells are located greater than 100'away from proposed treatment area. A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and switches must be located outside the manhole and pumping chamber in a 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. The distribution pipes shall have their ends capped. Be sure the rock and sand fill materials are clean. The sod layer below the entire mounded area must be turned over,just break up the sod and be sure not to over work. 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, t ONO Copy Joseph J.Olson CITY OF ORONO►NSEW SEPTIC Pi�'�.vc��% .� INSPECTOR, . DAT 1- - RMIT NO. D ISYSIDI DESItNI� APPROVED WITH CORREAPPROVED AS CTIONS S AS'NOTED ppt�n�p �BEDROOMS. ANY INCREASENI NOT APPROVED-CO#RECTAA SlTHMIT ,�! These comments are for your Intbrmatioa.''All work shall be dos.BEDROOMS MUTES INIS in full compliance with till applicable septic and zoning rode. Requirements including items not specifically noted in this review. KEEP THIS PLANSET ONSITE•Af ALL TIMES ,a..6.1 CO•I i"-L, . D ,Jy-CZ O- k rp... 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PQM di .4I R je)14E : a .P.r6... 1 1111 i 13. 1 4 'gill! 4ric:., II Ell J ir'! a 7. a � r. .. g11:11.1‘. M-oma � o Ilir iiii - ittgisgt 1 10 191 ... 0 r SII 1 H IJ , Fa UNfl'USRY OF SLNNLSOG Minnesota Pollution Design Flow and Soil Worksheet o-4 Control Agency ti �,'1,,,•��. 1. AVERAGE DESIGN FLOW: Note: The estimated design flow is considered a peak A. Estimated Design Flow(GPD): 600 gpd flow rate including a safety factor.For long term performance,the average daily flow is recommended or Measured Flow(GPO):flow times safety factor to be<60%of this value. gpd X = gpd Design Flow: 600 Gallons Per Day(GPD) System Type B. Septic Tank capacity: 2250 Gallons Type I 0 Type II ❑Type III ❑Type IV 0 Type V Number of Septic Tanks or Compartments: 2 Effluent Screen&Alarm? yes Table I-Design Flow(Gallons Per Day) " Table II-Septic Tank Capacity Number of Classification of Dwelling Number of Septic Tank liquid Minimum Capacity with Garbage Disposal and/or Bedrooms i n 111 IV Bedrooms Capadties 2 or less 300 225 180 (Gallons) Sewage Pumped to Tank` 3 450 300 218 3 or less 1,000 1,500 4 600 375 256 • 4 or 5 1,500 2,250 5 750 450 294 6 or 7 2,000 3,000 6 900 525 332 * 8or9 2,500 3,750 'Flows for Classification IV dwellings are 60 percent of the values as determined for Classification I, II or III systems. 2. SITE EVALUATION: Gro A. Depth to Limiting Layer: 12 inches 1.0 ft Texture up Soil Texture Group N Type of Sal Treabnent and Dispersal Area Coarse Sand 1 B. Medium Sand 2 O Trenches 0 Bed 0 At-Grade ®Mound Fine Sand 3 Comae Loamy Sand 4 Medium Loamy Sand 4 Type of DistributionFine Loamy Sand 5 C. Very Fine Loamy Sand 5 O Gravity Distribution ®Pressure Distribution-Level 0 Pressure Distribution-Unkwel Coarse Sandy Loam 6 Medium Sandy Loam 6 Fine Sandy Loam 7 Very Fine Sandy Loam 7 D. Landscape Position: on contour Loam 8 Silt Loam 9 Clay Loam 10 E. Soil Texture Group Number: 8 silty Clay Loam 10 Sandy Clay Loam 10 Silty Clay 11 F. Estimated Percent Land Slope: 6.0 % Sandy Clay 11 Clay 11 or Rise Run G. Calculated Slope = + x 100= UNIVPJUITIf or Women Design Flow and Soil Worksheet Minnesota Pollution Control Agency .4% 3. SOIL LOADING RATES:Use either A.or 8.below A. 7080 Table IX B. 7080 Table IXa DETAILED SOIL DESCRIPTIONS(SOIL PIT PERCOLATION TEST LOADING RATE REQUIRED) SIZING (GPD/ft2) Faster than 0.1* 0.00 Texture 0.1 to 5* 1.20 0.1 to 5(soil texture 0.60 Texture groups 3& 5) Group 6 to 15 0.78 16 to 30 0.60 Structure 31 to 45 0.50 46 to 60 0.45 61-120 0.24 Grade Slower than 120 0.00 *Rapidly permeable soils:see 7080.2260 Consistence Slowest measured 6.0 percolation rate: Select Soil Loading Select Soil Loading Rate: 0.60 C. Design Loading Ratel 0.60 GPD/ft2 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading =Design Flow X Estimated CBOD in mg/L in t 1,000,000 = Lbs CBOD/day gpd X mg/L X 8.35 Table III(7083.4030) Treatment CBOD(mg/L) Level A 15 Levet B 25 Level C 125 I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson 6/7/09 810 (Designer) (Signature) (License#) (Date) UNIVSSSIIY OF MINNESI M Mound Design Worksheet L � X113 Minnesota Pollution ppb Control Agency "' �"�►.,, 1. SYSTEM SIZING: A. Design Flow(Flow&Soil- 1.A) : 600 GPD Table B. Soil Loading Rate(Flow&Soil-3.C): 0.60 GPD/ft2 MOUND CONTOUR LOADING RATES: Measured Texture-derived Contour C. Depth to Limiting Condition: 1.0 ft Perc Rate OR mound absorption ratio Loading Rate: D. Percent Land Slope: 6.0 % <_60mpi 1.0, 1.3,2.0,2.4,2.6 • 112 E. Design Media Loading Rate: 1.2 61-120 mpi OR 5.0 • .6 F. Mound Absorption Ratio(1.E+1.B): 2.00 z120mpi G. Design Contour Loading Rate: 12.0 GPD/ft (From Table I-same as Linear Loading Rate) 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersal Bed Area:Design Flow (1.A)+Design Media Loading Rate (1.E)=ft2 600 GPD+ 1.20 GPD/ft2 = 500.0 ft2 If a larger dispersal media area 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 = 10.0 ft C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A)+Bed Width (2.B)=Bed Length 500.0 ft2 + 10.0 ft = 50.0 ft D. Select Dispersal Media: 0 Rock 0 Other Approved Media 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 from 0 to 1%, the Absorption Width is measured from the bed equally in both directions. Calculate Absorption Width Beyond the Bed:Absorption Width (3.A) -Bed Width (2.B)+2= Width beyond Bed ( ft - ft) + = ft C. 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 Comments: 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 - 1.0 ft = 2.0 ft B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height 2.0 ft + 1.0 ft + 1.0 ft= 4.0 ft C. Select Upslope Berm Multiplier 3.23 (figure D-34) (based on land slope): D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.B) =Upslope Berm Width 3.23 x 4.0 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 x 6.0 % + 100= 0.6 ft F. Calculate Downslope Mound Height: Upslope Height (4.B)+Drop in Elevation (4.E)=Downslope Height 4.0 ft + 0.6 ft = 4.6 ft Select Downslope Berm Multiplier G. (based on land slope): 3.66 (figure D-34) H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F) =Downslope Berm Width 3.66` x 4.6 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 J. 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 x 4.6 ft = 14.0 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 14.0 ft + 50.0 ft + 14.0 ft = 78.0 ft D-34:Slope Multiplier Table Land;510pf% 0 1 2 3 4 5 '6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 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 Benn 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 lSlope% =0 1 2 3 `'4 5 "6 7 '8 9 10 11 t2 13 14 15 "16 17 18 19 20 21 22 23 24 25 Downstope 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 5.76 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 5. ORGANIC LOADING: (Optional) A. Organic Loading = Design Flow X Estimated CBOD in mg/L in the effluent X 8.35+ 1,000,000(See Table III) gpd X mg/L X 8.35+ 1,000,000 = lbs CBOD/day B. Calculate System Organic Loading: lbs. CBOD (5.A) +Bed Area (2.A) =lbs/day/ft2 lbs/day + ft-2 = lbs/day/ft2 Table III (7083.4030) Treatment CBOD(mg/L) LevelA 15 Level B 25 Level C 125 6. MOUND DIMENSIONS N. (- N •-‘--- ............ 0 ' Upslope (4.D) 13.0 'w M ,I. , , , — N. — i , Dispersal. Bed. (2.E; x 2.. Nr: Endslope (4.L/ c /Endslope (4.L)• r 14.0 ,co 14.0 10.0 50.0 r s al- -o v c o , t ti 7 Downslope (4.J) 20.0 \ N Total Mound Length (4.N) 78.0 c -4" inspection pipe 1 18" cover on top Upslope berm (4.D) t / Downslope berm (4.J) I 20.0 'f 13.0 �--- ek---- 612"cover on sides (6" topsoil) �� a Clean sand lift (4.A) l7 Cond,t_ion Absorption Wtdth (3.A) Note: 20.0 For 0 to 1% slopes, Absorption Width is measured from the Bedequally in both directions. For slopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed. Comments: Divert surface water away from mound. 7. . APPROXIMATE MOUND MATERIAL CALCULATIONS: A. Calculate Bed (rock) Volume: Bed Length (2.C)X Bed Width (2.B)X Depth = Volume (ft3) 50.0 ft X 10.0 ft X 1.0 = 500.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 500.0 ft3 + 27 = 18.5 yd3 Add 20%for constructability: 18.5 yd3 X 1.2 = 22.2 yd3 B. Calculate Clean Sand Volume: Upslope Volume: ((Upslope Mound Height - 1)x 3 x Bed Length)+2=cubic feet (( 4.0 ft - 1) X 3.0 ft X 50.0 )+2= 225.0 ft3 Downslope Volume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length)+2=cubic feet (( 4.6` ft- 1) X 10.0 ft X 50.0 )+2= 900.0 ft3 Endslope Volume: (Downslope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.6 ft- 1 ) X 3.0 ft X 10.0 ft = 108.0 ft3 Volume Under Rockbed:Average Sand Depth x Media Width x Media Length =cubic feet 2.3 ft X 10.0 ft X 50.0 ft = 1150.0 ft3 Total Clean Sand Volume: Upslope Volume +Downslope Volume +Endslope Volume + Volume Under Media 225.0 ft3 + 900.0 ft3 + 108.0 ft3 + 1150.0' ` ft3= 2383.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2383.0 ft3 + 27 = 88.3 yd3 Add 20%for constructability: 88.3 yd3 X 1.2 = 105.9': yd3 C. Calculate Sandy Berm Volume: Total Berm Volume(approx): ((Avg.Mound Height- .5 ft topsoil)x Mound Width x Mound Length)+2=cu. ft. ( 4.3 0.5 )ft X 43.0ft X 78.0 )+2= 6372.6 ft3 Total Mound Volume- Clean Sand volume-Rock Volume=cubic feet 6372.6 ft3 - 2383.0 ft3 - 500.0 ft3 = 3489.6 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 3489.6 ft3 + 27 = 129.2 yd3 Add 20%for constructability: 129.2 yd3 x 1.2 = 155.1 yd3 D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X.5 ft 43.0 ft X 78.0 ft X 0.5 ft = 1677.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1677:0 ft3 + 27 = 62.1 yd3 Add 20%for constructability: 62.1 yd3 x 1.2 = 74.5 yd3 I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson 810 6/7/09 (Designer) (Signature) (License#) (Date) UplViitliY a Airnnrsor� Pressure Distribution Design Minnesota Pollution Worksheet ..,.. k A ' Control AgencyGeotextile 1. Select Number of Perforated Laterals(2-3 foot spacing): 3 ; p'r'„♦,,v., Minimum►v� ►'i o� '/. eratram 3 T' --12'of rock nt- ,,,;' 2. Select Perforation Spacing - (<9 ft2/perforation): 3.0 ft & >� fz• Note:Must use 2 feet for media filters , x a 1a, �a,l. 1a, T! 9 �! ,k Ttc. 3. Select Perforation Diameter 1/4 inch Perforation skimpµ 'le to y. Perforation spaaig 2'to 3' 4 Length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge. 50 - 2ft = 48 ft 5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spacing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 48 ft ÷ 3 ft = 16 Spaces 6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = 16 Spaces + 1 = 17 Check Table to ensure that the number of perforations per lateral guarantees less than a 10%discharge variation. Table I Maximum Number of Perforations Per Lateral to Guarantee 410%Discharge Variation '/4 inch Holes ''32 Inch Holes Perforation I Pipe Diameter(inches) Perforation Pipe Diameter(Inches) Spadng(Feet) 1 11 1/ 2 3 Spadng(Feet) 1 134 11/2 2 3 2 10 13 18 30` 60 2 11 16 21 34_ 68 23 8 12 16 28 54 21/2 10 14 20 32 64 3 8 12 16 25'' 52 3 9 14 19 30 60 3/u inch Holes '/e Inch Holes Perforation I Pipe Diameter(Inches) Perforation Pipe Diameter(Inches) Spacing(Feet) 1 11 11 2 3 Spacing(Feet) 1 11 1/ 2 3 2 12 18 26 46 87 2 21 33 44 74 149 2/ 12 17 24 40 80 21 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 (Lina 6)multiplied by the Number of Perforated Laterals (Line 1). 17 Perf.Per Lateral X 3 Number of Perf. Laterals = 51 Total Number of Perf. Calculate the Square Feet per Perforation 8. Bed Area = Bed Width(ft)X Bed Length(ft) 10 ft x 50 ft = 500 ft2 9. Square Foot per Perforation =Bed Area (Line 8)divided by the Total Number of Perforations (Line 7). 500 ft2 ÷ 51 perforations = 9.80 ft2/perforations Recommended value is 4-10 ft2 per perforation. Does not apply to At-Grades CONTINUED ON NEXT PAGE Pressure Distribution Design f ° tt� yf Minnesota Pollution Worksheet ` '` �, Control Agency o', Table II 10. Select Minimum Average Head: 1.0 ft Volume of Liquid in Pipe 11. Select Perforation Discharge (GPM)based on Table III: 0.74 GPM per Perforation Pipe Liquid 12. Determine required Flow Rate by multiplying the Total Number of Diameter Per Foot Perforations (Line 7)by the Perforation Discharge (Line 11). (inches) (Gallons) 1 0.045 51 Perforations X 0.74 GPM per Perforation = 38 GPM 1.25 0.078 1.5 0.110 13. Select Type of Manifold Connection (End or Center): End 2 0.170 3 0.380 14. Select Minimum Diameter of laterals based on Table I: in 4 0.661 Table Ill Determine Volume of Distribution Piping Perforation Discharge(GPM) 15. Pipe Diameter of Distribution Pipe 2.00 in Perforation Diameter Head(ft) , , , , �s 46 X32 /4 16. Volume of Liquid Per Foot of Distribution Piping: 0.170 Gallons 1 0' 0.18 0.41 0.56 0.74 2.0° 0.26 0.59 0.80 1.04 5.06 0.41 < 0.93 1.26 1.65 a:Use 1.0 for dwellings using 1/4 inch or 3/16 inch holes. 17. Volume of Distribution Piping = b:Use 2.0 for dwellings using 1/8 inch holes;or,for other establishments using 1/4 Inch or 3/16 inch =[Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X hales. (Volume of Liquid Per Foot of Distribution Piping(Line 16)] c:Use 5.0 for other establishments using 1/8 inch perforations and media fitters. 3 X 48 X 0.170 = 24.48 Gallons eieanouts ---- - manifold pipet ' Manifold Pipe. J ` i ...sr----1 _ _ ak pipe from pump -' -- dean outs - ./`•Aitemate location �\� ` of pipe from pump / •• alternate location-�' Pipe from pump of pipe from pump I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Joseph J Olson 810 6/7/09 (Designer) (Signature) (License#) (Date) • Pump Selection Design v { r Minnesota Pollution Worksheet Control Agency �-'�. 1. PUMP CAPACITY 1. Pumping to Gravity Distribution A. Minimum discharge is 10 GPM(15 GPM recommended) 38 GPM 6. Maximum discharge is 45 GPM. 2. Pressure Distribution-See Pressure Distribution Worksheet O Individual ssrs 0 Collection System Required Flow Rate (Line 12 of Pressure Distribution Worksheet) GPM C. Distribution to: p Soil Treatment Unit Q Media Fitter p ATU ❑Other 2. HEAD REQUIREMENTS Soil treatment system 3. Elevation Difference 10 ft a point of discharge between pump and point of discharge: , 4. Distribution Head Loss: 5 ft s uret�e r Additional Head Loss: 0 ft .--- -11V difference - (due to special equipment,etc.) W `"r Distribution Head Loss friction Loss in Plastic Pipe per 100 ft, Gravity Distribution =Oft (C=130) Pressure Distribution based on Minimum Average Head Nominal Pipe Diameter Value on Pressure Distribution Worksheet: Flow hate 1 11/4 1% 2 3 Minimum Average Head Distribution Head Loss (C' 1 ft 5ft 10 9.11 3.08 1.27 0.31 2ft 6ft 12 12.77 4.31 1.78 0.44 - 5ft 10ft 14 16.99 6.74 2.36 0.58 Friction Loss 16 - 7.35 3.03 0.75 0.10 5. A.Supply Pipe Diameter. 2.00 Inches 18 - 9.14 3.76 0.93 0.13 20 - 11.11 4.58 1.13 0.16 25 -- 16.79 6.92 1.71 0.24 B.Supply Pipe Length: 25 Feet 30 - - 9.69 2.39 0.33 - 35 - 12.90 3.18 0.44 - NOTE:lF system is an individual subsurface sewage treatment system, 40 - - 16.52 4.07 0.57 complete steps 6,7 and 8. If system is a Collection System,skip steps 6, 7 and 8 and go to Step 9. 45 - - 5.07 0.70 6. Based on Friction Loss in Plastic Pipe per 1008 from Table I: 50 - - -- 6.16 0.86 55 - -- 7.35 1.02 Friction Loss- 0.00 ft per 100ft of pipe 60 - -- --- 8.63 1.20 65 - - 10.01 1.39 7. Determine Equivalent Pipe Length from pump discharge to soil dispersal 70 - - -- 11.48 1.60 area discharge point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length(5.8) X 1.25=Equivalent Pipe Length 25 ft X 1.25 - 31.25 `ft 8. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line 6)by the Equivalent Pipe Length (Line 7)and divide by 100. Supply Friction Loss 0.00 ft per 100ft x 31.25 ft + 100 = 0.00 ft th..wun a)tnouou Pump Selection Design d" Minnesota Pollution Worksheet ,. .,� Control Agency 9. Equivalent length of pipe fittings. Equivalent Length Factors(ft.)for PVC Pipe Fittings Section 9 is for Collection Systems ONLY and does NOT need to be Pipe Diameter(in.) completed for individual subsurface sewage treatment systems. Fitting Type 11/2 2 3 Quanity X Equivalent Length Factor=Equivalent Length Gate valve 1.07 1.38 2.04 90 Deg Elbow 4.03 5.17 7.67 Equivalent Equivalent 45 Deg Elbow 2.15 2.76 4.09 Fitting Type Quantity Tee-Flow Thru 2.68 3.45 5.11 Length Factor Length(ft) Tee-Branch Flow 8.05 10.30 15.30 Swing Check Valve` 13.40 17.20 25.50 Gate Valve X = Angle Valve 20.10 25.80 38.40 90 Deg Elbow X _ Globe Valve 45.60 58.60 86.90 Butterfly Valve - 7.75 11.50 45 Deg Elbow X = Tee-Flow Thru X = Tee-Branch Flow X = NOTE:Equivalent length values for PVC pipe Check Valve X _ fittings on based calculations using the Hazen- SwingWilliams Equation. See Advanced Designs for SSTS Angle Valve X for equation. Other pipe material may require different equivalent length factors. Verify other Globe Valve X _ equivalent length factors with pipe material manufacturer. Butterfly Valve X _ Valve 10 X = NOTE:System installer should contact system designer if the number of fittings varies from the Valve 11 X = design to the actual installation. A. Sum of Equivalent Length due to pipe fittings: ft B. Total Pipe Length =Supply Pipe Length(5.6)+Equivalent Pipe Length(9.A.) + = feet h_ 0.128*L*Q1.852 C. Friction loss due to pipe fittings and supply pipe(h): 100*D4.8655 ( 0.128 X Total Pipe Length(9.6) X Flow Rate1'8-92 ) + ( 100 X Pipe Diameteri'l ) ( 0.128 X X 1.852 ) + ( 100 X 4.8655 )_ ft 10. Total Head requirement is the sum of the Elevation Difference (Line 3),the Distribution Head Loss(Line 4),Supply Friction Loss(Line 8),and Friction Loss from the Supply Pipe and Pipe Fittings-if collection system(Line 9.C) NOTE:Supply Friction Loss(Line 8)need ONLY be used if NOT a collection system. NOTE:Friction Loss from the Supply Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a collection system. 10.0 ft + 5.0 ft + 0.0 ft + = 15.0 ft 3. PUMP SELECTION A pump must be selected to deliver at least 38 GPM(Line 1 or Line 2)with at least 15 feet of total head. I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. 06/07/09 !ph J Olson ___ 810 (Designer) (Signature) (License#) (Date) Loses of Soil Borinus License#810 Location or Project: 790 Old Crystal Bay Road Borings made by: Rusty Olson's Soil and Perc testing 5/30/2009 Classification System: AASHO ; USDS-USDS-SCS X ; Unified. ; Other Auger used(check two): Hand X ,or Power , Flight,Bucket or Probe_X Boring Number_1_Surface elevation_94.7_ Mottled Soil at 1.5_feet 0"-18"Dark brown loam 10yr3/2 H2O present at X 18"-28"Rusty dark brown loam to clay loam 10yr3/2 28"-36"Rusty olive brown clay loam 2.5y5/3 Boring Number 2_Surface elevation_94.7_ Mottled Soil at 1.0_feet 0-12"Dark brown loam 10yr3/2 H2O present at X 12"-18"Rusty brown loam 10yr4/4 18"-30"Rusty brown loam 10yr5/4 Boring Number_3 Surface Elevation_93.0 Mottled Soil at_1.0 feet 0"-12"Dark brown loam 10yr3/2 H2O present at X_ 12"-18"Rusty brown loam 10yr4/3 18"-30"Rusty olive brown loam 2.5y5/3 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc.starting at 9:36 A.M. On 5/30/09 Location: 790 Old Crystal Bay Road Hole number. 1 Date hole was prepared:5/29/09 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-12" Dark brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 5/29/09 At 1:00 P.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 9:46 10:16 6" 4.7 6.4 10:19 10:49 6" 4.6 6.5 10:50 11:20 6" 4.5 6.6 AVERAGE PERC. RATE 6.5 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc.starting at 9:36 A.M. On 5/30/09 Location: 790 Old Crystal Bay Road Hole number.2 Date hole was prepared:5/29/09 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-12" Dark brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 5/29/09 At 1:00 P.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 9:47 10:17 6" 5.0 6.0 10:18 10:48 6" 4.7 6.4 10:51 11:21 6" 4.6 6.5 • AVERAGE PERC. RATE 6.3 MPI CERTIFICATE OF INSPECTION ACCORDING TO MPCA 7080 ORONO BUILDING & ZONING DEPARTMENT 2750 Kelley Parkway P.O. Box 66 Crystal Bay, MN 55323 This certificate has been issued this 20th day of April, 2010 to certify compliance with provisions of the Orono Municipal Code and Minnesota Rules Chapter 7080, regulating installation of individual sewage treatment systems. Owner: Karen Baker Site Address: 790 Old Crystal Bay Road S P.I.D.: 04-117-23-43-0007 Permit No. 2009-00618 Installer: Hayes & Sons Excavating, Inc. Compliance Officer: ,�// 23Zc data/forms/blank cert of inspection MPCA 7080 I ELMER J. PETERSON CO. Pumping Septic Tanks Install New & Repair Drainfield 5921 Dague Ave. S.E. ,� DELANO, MINNESOTA 55328 . • (763) 972-2420 CUSTOMER'S ORDER NO. PHONE DATE NAME1G (J 45-,,45-,,,,- J ADDRESS ett ��• 111 "11v O , CrySfiI 13c.y f e S SOLD BY CASH C.O.D. CHARGE ON ACCT. MDSE.RET'D. PAID OUT QTY. DESCRIPTION PRICE AMOUNT 1 , E1 c /SrAch;* s 4c ,*. New Syd 3 s L3oa ® , t �: . . ‘ j i 1000c.6\ . i'-'1.‘le - , i i r i TAX RECEIVED BY TOTAL All claims and returned goods Thank You! MUST be accompanied by this bill. PRODUCT 2531 L. eATSTIME CI OF ORONO CALLED IN `�/ INSPECTION NOTICE SCHEDULED / Ajr 9 9=3 v PERMIT NO. COMPLETED ADDRESS 790 ,a/c12,, - j / f OWNER CONTR. s7�, TELEPHONE NO.4/ S-7421 7 - W "' 877 1�J�� r .;-• DESCRIPTION %✓`%- ,YC. .L6E � c ,9 i S Lu 0 FOOTING 0 MECHANICAL RI 0 EXCAV/GRADING ILLING Q 0 FRAMING 0 MECHANICAL FINAL ❑ LAKESHORENVETLANDS y ❑ INSULATION 0 WOOD BURNER/FIREPLACE Q0 TREE REMOVAL 0 WALL BD. 0 WATER HOOK-UP 0 SITE INSPECTION Q 0 FINAL 0 SEWER HOOK-UP 0 PROGRESS 0 DEMO-SITE CI, ❑ SEPTIC MAINT. ❑ COMPLAINT ✓ ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP 4.1 ❑ PLUMBING RI 0 SEPTIC FINAL 0 HARD COVER REMOVAL v ❑ PLUMBING FINAL 0 FOUNDATION/REMOVAL IC OWNER/CONTRACTOR TO MEET YOU:_YES_NO Co)• COMMENTS: cc W a o OOf(i--z( So:lS ()r ( i , `-'1irt 0 it (4, / 7777 cl 50,1 AT-- ‘ f T---„. ., _s , L,t 1t( ,'v-out'- cz 0 LU jWORK SATISFACTORY:PROCEED ElPROJECT COMPLETE W 12CORRECT WORK&PROCEED CIISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY 0 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. �1 "-( CJ �� White Copy/Inspector's File Canary Copy/Site Notice CITY OF ORONO CALLED INDE TIME `-- INSPECTION NOTICE SCHEDULED '71-22.JZ) ' PERMIT NO.c7009- DD(v/e COMPLETED ADDRESS 790 0/c1 OWNER TELEPHONE NO.ba- q 6gs `Sfo CONTRACTOR &a-a Sia j 3: DESCRIPTION 4, CIFOOTING 0 PLUMBING FINAL 0 EXCAV/GRADING/FILLING Q 0 POURED WALL ❑ MECHANICAL RI ❑ LAKESHORENVETLANDS ti ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL • ❑ INSULATION 0 WOOD BURNER/FIREPLACE ❑ SITE INSPECTION • ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT • ❑ DEMO-SITE 0 SEPTIC MAINT. ❑ FOLLOW-UP -C• ❑ DEMO-FINAL ❑ SEPTIC INSTALL 0 HARD COVER REMOVAL v ❑ PLUMBING RI ❑ SEPTIC FINAL 0 FOUNDATION/REMOVAL OWNER/CONTRACTOR TO MEET YOU:_YES_NO o COMMENTS: cc W CC )10 K----At (0A) A rt-t ;f A) ' 7), ICS 0 SAA rl Q L • V eA) )40 ,S ' / A r Z SAA tiS Lu 2> 5 f- r rer -ra (fau Je AS- 0Jv -�-- d LU CI WORK SATISFACTORY:PROCEED I OJECT COMPLETE El CORRECT WORK&PROCEED ❑ UE CERTIFICATE OF OCCUPANCY O ❑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: Inspector. Lili—ree White Copyllnspector's File Canary Copy/Site Notice