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Home My WebLink About2009-00813 - septic CITY OF ORONO PERMIT NO.: 2009-00813 ' � 2750 KELLEY PARKWAY ORONO, MN 55356- �ATE �ssuEu: 1U19/2009 (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 2195 FRENCH LAKE RD PIN : 10-117-23-21-0006 LEGAL DESC : JOHNSTONS FRENCH LAKE 2ND ADDN : LOT 001 BLOCK 003 PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW , , . � , �,�. `,'�=_� '�:, , , ` NOTE: PRECAS"C CONCRETE TANKS-3 TANKS-SIZE OF EACH- 1,000 MOUND SYSTEM-630 S.F. APPLICANT SEPTIC NEW 200.00 HAYES& SONS EXC. INC. STATE SURCHARGE SEPTIC 0.50 263 82ND STREET S.E. MONTROSE, MN 5530:r TOTAL 200.50 (763)479-1762 PAID WITH CC# 9999 Minnesota State License#: 640 OWNER MILLER, GARY& SYLVIA 2195 FRENCH LAKE RD WAYZATA, MN 55391 AGREEMENT AND SWORN STATEMENT The work Yor 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 no[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 suspcnded for a period of 180 days a[any time af[er work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the Sta[e Building Code.This permit may be revo d at an 'me for due cause. ��' �� ' � � � Applicant Permitee ignature Date Issued By Si ature Date SEPARATE PERM[TS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOV . �� 0 City of Orono FOR CITY USE ONLY P.O. Box 66 /, �4.,,,,.�� 2750 Kelley Parkway Date Received:�� !�9 Permit# �/ �� a ��'� �-"� �. Crystal Bay, MN 55323 z � �� ',��o` (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: f r f�,� Site Address: �- '� �( ``� �,�� Y-C'�� L� � �-� G�. �`C. L��. � r"��.,,G.v,v��.5 �[ C � Owner: I�.�J< {��:�,G,J ��U�, { v wC-t�• ,j' Mailing Address: City: Zip: Home Phone: Alternate Phone: � (L - `f��j - 5 I L � � Contractor/ Applicant Information: Contractor/A � pp.: �-� �W �'S �{ `Jn►^`� Contact Person: �d2�1� J Address: �-� 3 �Z `�- �� - $ �� State License #: �� City: j�v�t>`St Zip: 5�3(c � Expiration Date: �-��, �� U i Phone: � (o � " t-( 7 5 - l �� "Z_ Alternate Phone: (� ( Z (� � `1S� ` 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 Total $ �� t� , scs V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc 1 / 2 ** ATTENTION APPLICANT ** �� ` Fill in all a ro riate blanks and check all a ro riate boxes. I will be installing the following: Tanks �]- Prec �t� Fiberglass ❑ Plastic ❑ Other � (list manufacturer) _ � �,s�,� -- / t,qHkS Nu s: � ; ��. 5f�+ /�z� /�ibr�-i TcY..r .��i�hS,:., } Size of Tanks: f CC'C� ,,.�c<<G, Treatment System Trenches s.f. � Mound C�� s.f. �� J� � � �� 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 ��-Y -1 �'` -t'� Date: /� - lUr- U S MPCA License No.: �% �� ; Staff Review: �ccept ❑ Denied Reviewer: �� J� ,�� , �� Date: � / - �f�'� � Reason for Denial: Comments (to be printed on inspection card): V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc 2 / 2 Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--NIICA License#810 11481 Riverview Rd. NE,Hanover,MN 55341 (763)498-8779 Faz(763) 498-8290 ��-C�NU C4P�' November 04,2009 David Bergh 2195 French Lake 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 Contro(Agency Chapter 7080 and local ordinances. The periodically saturated soils were located at 24"-42".(Mottled soil). Due to periodically saturated soils and the existing system an OTHER pressurized Mound System will need to be installed to treat septic effluent. T'he bottom of the treatment area must be located at least 3'above the saturated soils. Chapter 7080.0178 Subp.3.Compliance.Systems designed and constructed under this part shall be considered in compliance if they meet the conditions of the approved monitoring plan.T6e monitoring plan is to be set by the LUG. The mitigation plan for this lot is holding ta�ks. A water meter must be installed in the house. The soils at a depth of 12"have a percolation rate averaging 12 MPI. �RONO COPY All neighboriog wells are located geater than 100'away from proposed treatment area. Use 7/32 inch perforat;ons on the laterals.A filter installed on the second tank.Clean outs must be installed on the end of the laterals for maintenance.A water meter must be installed in the house. T'he existing 1000 gallon septic tanks may be used upon approval of the local inspector.If the tanks are not usable two new 1250 gallon septic tanks must be instatled. The existing 1000 gallon lift station may be used upon approval of the local inspector.If the lift station is not usable a new 1250 gallon lift station must be installed. The existing trench system is not overloaded.The new mound should be placed over the top of the existing trench system.`The existing drop boxes should be removed so water can not travel through the eacisting trench system The manifold and suppiy line must have back dtainage to the pumping chamber. The distribution pipes shall have the'v ends capped. Be sure the rock and sand fill materials are ciean. The sod layer below the entire mounded area must be turned over,just break up the sod and be sure not to over work.Keea all heaw equiament off of t6e proposed treatment areas before durine aod after construction. The area around bot6 sites must�fenced off bv the contrs�ctor before anv coustruction be¢ins. T6is DesiQn is not valid and t6e Svstem will oeed to be relocated if failure to arotect the areas aroaosed for On-Site Sewaee 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 hannful damage to your septic system. It is recommended thai you pump the tank every year for 1 tank every two years for two tanks. sin ►�t > .--. CIT�'4F OR4At(,�► G� '. �_�FY SEPTIC P R�ri N INSPECTOI� � Joseph J.Olson DATE� — - PfiRMIT Nfl, ��'tEM tS�F� APPROVED AS SIT�At(T"tf Q APPROVED WITNCURREC"f10AT�Asl10'�'$p �Q��D�S. �Y��' NOT APPRIOVED-CORxBCT t BBSUSAti7' ��s W�in,»�{�, 'i'hece cotnment�w for your infixmstioo. Ap vork s1k11 i�� in fuil coatplianc�w�ith+rll oppliaablo eeptio�nd wqfnu ewl�, � Rcqairements including uertu not speciflcuily poteJ 1�ibi�ro�; . � x�Er z�us��-r aia stzi�r eu.Tra�s�b � � , ^ ��==}� ------ ATE �Q TIM E �" LLED IN // � CIT OF ORONO cA c� INSPECTION NOTICE SCHEDULED � / �� ' PERMIT NO. OMPLETED ADDRESS �` �� /,� � OWNER CONTR. � TELEPHONE NO. � -3 � ��7 � 8L s.��wr�...f 't..3�:�iv�.�, � G�"!JL j� / / , �jC C � DESCRIPTION v `-�' J ly� ❑ FOOTING ❑ MECHANICAL RI ❑ EXC G ING/FILLING � ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS � Q ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT J ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP _ ❑ PLUMBING RI ❑ SEPTIC FINA� ❑ HARD COVER REMOVAL J ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W � ) j �,�� L'� j � .(� �C'7� l f M s '1'�� /l� 0 �' �'� C' T�� ( � �� Y � . o - � Q �-1��, � > l� �� S�c�, � f��- ��- �� l s � � t��n � � 1 � ��Q � � �� W � � d W G�LI�LORKSATISFACTORY:PROCEED I I PROJECTCOMPLETE � ❑CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY W OCi CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑ CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. 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AVERAGE DESIGN FLOW: Note: The estimated design flow is considered a peak A. Estimated Design Ftow(GPD): 750 �� flow rate including a safety factor. For long term performance,the average daily flow is recommended or Measured Flow(GPD):flow times safety factor to be<60%of this value. � 4Pd X � _ ��Pd Design F(ow: 75� Gallons Per Day(GPD) System Type B. Septic Tank capacity: �Galtons ❑� TYPe I ❑TVPe n ❑rype ut ❑rvpe iv ❑rype v Number of Septic Tanks or Compnrtments: � Effluent Screen&Alarm? Yes Table 1- Design Flow(Gallons Per Day) Table 11-Septic Tdnk Capdcity Number of Classification of Dwelling Number of Septic Tank Liquid N�trimum Capacity with Garbage Disposal and/or Bedrooms I 11 III Iv g��ms Capacities(Gallons} Sewage Pum to Tanf� 2 or less 300 225 �80 ' 3 or less 1,000 1,50d 3 450 300 218 ' 4 600 375 256 • 4 or 5 1,500 2,250 5 750 450 294 ' 6 a 7 Z>000 3,000 6 900 525 332 ` 8 Or9 2,500 3,750 'Flows for Classification IV dwellings are 60 percent of the values as determined for Classification I, II or 111 systems. 2. SRE EVALUATION: Texture Group A. Depih to Limi[ing Layer: 24 inches 2•� ft Soil Tmcture Group M Type of Soii Treatrnent and Dispersal Area Coarse Sand 1 B. Medtum Sand 2 �Trendies �Bed �At-Grade �Mound Fine Sand 3 Coarse Loamy Sand 4 Medium Loamy Sand 4 Type of Di�n"bution Fine Loamy Sand 5 C. Very Flne Laamy Sand 5 �Gravity Distribudon �Pressure DistributiorrLevel �Preswre Distribudon-Unlevel Coarse Sandy Loam 6 Medtum Sandy Loam 6 Fine Sarxly Loam 7 Very Fine Sandy Loam 7 D. Landscape Position: � Back/ Side Slope ��m $ Silt Loam 9 Clay Loam 10 E. Estimated Percent Land Slope: 12-U :� Sitty Clay Loam �o Sandy Clay Loam 10 or Rise Run suq uay �� s�,dy ctay �i F. Calculc►ted Slope = � .- � x 100= � ctay » U.�rrts�ttof Mi��uau Desi n Ftow and Soil Worksheet -- � Minnesota Pollution � �� . "" - Control Agency � -'• ` '' F��'O�• 3. SOIL LOADING RATES: Use either A.or B.below A. 7080 Table IX B. 7080 T�le�Xd DETAILED SOII DESCRIPTIONS(SOIL PIT PERCOLATION TEST LOADING RATE REQUIRED) SIZING (GPD/ftz) � Faster than 0.1` 0.00 Texture 0.1 to 5' 1.20 0.1 to 5 (soil texture � � Texture groups 3 £t 5) Group 6 to 15 0.78 76 to 30 O.60 Structure —� 31 to 45 0.50 46 to 60 Q.45 b1-120 0.24 Grade Stower than 120 0.00 'Rapidly permeabte soils:see 7080.22b0 Consistence Slowest measured �2 Q percolation rate: Setect Soil Loading $ele�t Soil Loading Rate: 0.60 C. Design Loading Rate: 0.60 GPD/ftZ 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading =Design Flow X Estimoted BOD in mg/L in the effluent X 8.35:1,000,000 � g� x �mg/L X 8.35 = ��lbs BOD/day I hereby certify that 1 have completed this woric in accordance with alt applicable ordinances,rules and laws. Joseph J Olson 810 11/4/09 (Designer) (Signature) (License#) (Date) UMIVHI6SITYqF'MI\\ESOfA � � Mound Design Worksheet -- � - � Minnesota Poilution � � -� � �� Control Agency - . - . �., __ _ . ��,4��, 1. SYSTEM SIZtNG' A. Design Ftow(F(ow Ft Soil - 1.A) : 750 GPD Table i t1vUNC}CfXiTUUR LUAGlNG RATES: B. Soil Loading Rote(Flow&Soi!-3.C): 0.60 GPD/ftZ �;,aasure� ' Texture-derivcd conto�r Perc P.ate CR mound aosorption ratio Loading C. Depth to Limiting Condition: 2.0 ft . Race: D. Percent Land S(ope: 12.0 ;� 560mpi �.o. �.a,Z.o,2.a,2.6 siz E. Design Media Loading Rate: 1.2 GPD/ftZ bt-120 mpi aR s.o :�2 F. Mound Absorption Ratio(1.E:1.6): 2.00 =iZa mp;• :5.0• �6• G. Design Contour Loading Rate: 12.0 GPD/ft 'Systems with these values are not Type 1 systems. (From Table I -same as Linear Loading Rate) Contour Loading Rate is a recommended value. 2. DISPERSAL MEDIA SIZING A. Catculate Required Dispersal Bed Area:Design Ftow (1.A) =Design Media Loading Rate (1.E) =ftz 750 GPD: 1.20 GPD/ftZ = 625.0 ftZ If a larger dispersal media area is desired, enter size: 630.0 ftZ B. Calculate Dispersv(Bed Width: Contour Loading Rote (1.G) =Design Media Loading Rate (1.E) =Bed Width 12.0 ft : 1.2 gpd/ftZ = 10.0 ft C. talcutate Dispersal Bed Length: Dispersal Bed Area (2.A) :Bed Width (2.6) =Bed Length 630.0 ft2 : 10.0 ft = 63.0 ft D. Setect Dispersa!Medio: ❑ROCk ❑Other Approved Media 3• ABSORPTION AREA SIZING Note:Mound setbocks are meosured from the Absorptian Aren. A. Calculate Absorption Width: Bed Width (2.B)X Mound Absorption Rotio (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 �dth 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 downhitt from the upslope edge of the Bed. Calcutate Downstope Absorption Width:Absorption Width (3.A) -Bed Width (2.B) =ft 20.0 ft - 10.0 ft = 10.0 ft Comments: Sfope, CLR Choice, Materia! issues 4• MOUND SIZiNG A. Catcutate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C) =C(ean Sand Lift (1 ft minimum) 3.0 ft - 2.0 ft = 1.0 ft B. Calculate Upslope Height: Clean Sond Lift (4.A)+medin depth (1 ft.) +cover (1 ft.) = Upslope Height 1.0 ft + 1.0 ft + 1.0 ft= 3.0 �ft D•34:SIoDe MulNplier Table Land 51ope i� 0 I 2 3 4 5 b 7 ? 4 t�; I I 12 13 l4 15 tQ 77 18 19 20 21 Y2 23 I4 15 UpSIOp? 3:i 3.iM) 2.91 Z.83 2.75 LRS Z.RI 2.Sa 2..18 Zai 2.36 2.31 2.26 211 2.'7 2.t3 2.a4 2.06 Lui 2.06 1.97 1.95 1.93 1.91 1.89 1.67 1.85 BF?rm RatiU �t:1 �i.00 3.85 3J0 3.57 3.�i5 3.33 3.13 3.12 3.03 2.9d 2.86 2J8 2.70 2.62 2.55 2.J8 2.at 2.?5 2.29 2.23 2.1& 2.13 1.08 2.03 1.98 1.93 Land Slope S6 � 1 2 i 4 5 6 7 8 9 10 /I 12 13 14 15 16 17 IF 19 20 21 22 23 24 25 GOt•Jf15lOp@ ?:t ?.QO 3.04 3.19 3.30 3.J1 ;.53 3.6E 3.00 3.i5 J.it J.29 4.d8 4.69 J.95 51J S.iS 5.88 6.2J 6.63 7.Q.3 7.-17 7.93 B.J2 8.93 4..J6 70.02 Berm Ratio �i:1 4.00 4.�7 a.35 a.S1 aJ6 5�0 5.2e S.Sb 5.e8 6.25 6.67 7.1d 7.69 8.T9 8.92 9.57 101d 10.94 11.67 12..32 73.19 t3.99 1.1.82 t5.67 26.5a t7.�.3 �. Select Upslope eerm Muttiplier (based on tand slope): 3.23 (figure D-34) D. Calcutate Upslope Berm Width:Multiplier (4.C)X!lpslope Mound Height (4.6) = Upslope Berm Width 3,23 ft X 3.0 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width (2.6) X Land Slope (1.D) t 100=Drop (ft) 10.0 ft X 12.00 % : 100= 1.20 ft F. Calcutate Downs(ope Mound Height: Upslope Height (4.6)+Drop in Elevotion (4.E) =Downslope Height 3.0 ft + 1.20 ft = 4.2 ft Select Downslope Berm Multiplier G' (based on land slope): 4.95 (figure D-34) H. Calcutate Downs(ope Berm Width:Multiplier (4.G)X Downslope Height (4.F) =Downslope Berm Width 4.95 x 4.2 ft = 21.0 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 L__ J. Design Downslope Berm =greater of 4H and 41: 21.0 ft K. Select Endslope Berm Muttipfier: 3.00 (usually 3.0 or 4.0) L. Calculate Ends(ope Berm (4.K)X Downslope Mound Height (4.F) =Endstope Berm Width 3.00 ft X 4.2 ft = 10.0 ft M.Calculate Mound Width: Ups(ope Berm Width(4.Dj +8ed Width (2.6) +pownslope Berm Width (4.J)=ft 10.0 ft + 10.0 ft + 21.0 ft = 41.0 ft N. Calculate Mound Length: Ends(ope Berm �dth (4.L) + Bed Length (2.C) +Endslope Berm Width (4.L) =ft 10.0� ft + 63.0 ft + 10.0 ft = 83.0 ft 5. ORGANIC LOADING: (Optional) A. Orqanic Loading = Design Flow X Estimated BOD in mg/L in the efftuent X 8.35 = 1,000,000 750 �pd X mg/L X 8.35 : 1,000,000 = ��lbs BOD/day B. Calculate Syscem Organic Loading: lbs. 80D (5.A) :Bed Area (2.A) = lbs/day/ft2 tbs/day i ��ft2 = r��tbs/day/ftZ C. Recommended Organic Loading Rate: ��lbs/day/ftZ 6. MOUND DIMENSIONS -----•----�---------•-------__ _____._..__�_._._---�--�-- -------- , � � Upslope (4.D) Z�.o � � � � , � . , �_____.________.� : ; � � g Endslo e (4.L11, � � � _ � �Endslo e (4.L) � , °� L 10.0 '; i � 10.0 ,,� 10.0 63.0 _� f � ' ' , � .^ _ _ .._.._ � � = � , � � ' � j O i � � � Downstope (4.J) Z�.o i ` . .--------------______.____0 ---_;�--------- ~ Total Mound Len th (4.N 83•� 4" inspection pipe 18" cover on top U slo e berm (4.D) Downslo e berm 4.J 21'� 10.0 , ., , . , , -� 12' cover on sides ,--� ;_ - ��,_ (6" topsoil) : - '� t.o _ �as; �<:.��c� !i�t (�.nj ` ��_ 2.0 _ Absor tion Width (3.A) Note: 20.0 For 0 to 1% slopes, Abso�ption Width is measured from the Bedequalty in both directions. For slopes >1%, Absorption Width is measured downhilt from the upstope edge of the Bed. Comments: Divert surface water away from mound. 7. APPROXIMATE MOUND MATERIAL CALCULATtONS: A. Calcutate 8ed (rock) Vo(ume: Bed Length (2.C)X Bed Width (2.B)X Depth = Volume (ft3) 63.0 ft X 10.0 ft X 1.0 = 630.0 ft3 Divide ft3 by 27 ft3/yd3 to catcutate cubic yards: 630.0 ft3 = 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd3 X 1.2 = 28.0 yd3 B. Calculate C(ean Sund Volume: llpslope Votume: ((Upslope Mound Height - 1)x 3 x Bed Length)=2=cubic feet (( 3.O�ft - 1) X 3.0 ft X 63.0 )=2= 189.0 ft3 Downslope Volume: ((Downslope Height- 1) x Downstope Absorption Width x Media Length) -�-2=cubic feet (( 4.�ft- 1) X 10.0 ft X 63.0 )=2 = 1008.0 ft3 Endslope Vo(ume: (Downs(ope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.2 ft- 1 ) X 3.0 ft X 10.0 ft = 96.0 ft3 Volume Under Rockbed: Average Sand Depth x Media Width x Media Length =cubic feet 1.6 ft X 10.0 ft X 63.0 ft = 1008.0 ft3 Total Ciean Sand Volume: Upstope Votume +poWnslope Volume +Endslope Volume + Volume Under Media 189.0 ft3 + 1008.0 ft3 + 96.0 ft3 + 1008.0 ft3- 2301.0 ft3 Divide ft3 by 27 ft3/yd3 to catculate cubic yards: 2301.0 pt3 : 27 = g5.2 yd3 Add 20%for constructability: 85.2 yd3 X 1.2 = C 102.3 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. ( 3.6 _ 0.5 )ft X 41.0 ft X 83.0 )=2= 5274.7 ft3 Total Mound Volume- Clean Sond volume-Rock Volume=cubic feet 5274.7 ft3 - 2301.0 ft3 - 630.0 ft3 = 2343.7 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2343.7 ft3 = 27 = 86.�yd3 Add 20%for constructability: 86.8 yd3 X 1 2 = 104.2 yd3 D. Calcutate Topsoil Materia( Volume: Tota(Mound Width X Tota!Mound Length X.5 ft 41.0 ft X 83.0 ft X 0.5 ft = 1701.5 ft3 Divide ft3 by 27 ft3/yd3 to catculate cubic yards: 1701.5 ft3 : 27 = 63.0 yd3 Add 20%for constructability: 63.0 yd3 X 1.2 = 75.6 yd3 I hereby certity that I have completed this work in ccordance with all applicable ordinances, rules and laws. Joseph J Olson 810 11/4/09 (Designer) (Signature) (License#) (Date) �„��a"�....�., Pressure Distribution Design _ �: � Minnesota Poliution Worksheet �: � � � � � _ � Control Agency ''`�� Geotextile 1. Setect Number of Perforated Laterals : 3 ��p��oqmot Minimum " "'D� � (2-3 foot spacing) o �� perforations spaced 3'apart�q 2'of rock� � 2. Select Perforation Spacing: 3.0 ft �a- _- -�?�-- - Note:Must use 2 feet for media filters 9�°�fOC�` � 3. Select Perforation D�ameter Size 7/32 inch v�toranon s�zug:��.'w��.• Perfaa6on ' •2'w 3' 4. length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge. 63 - 2ft = 61 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 = 61 ft - �3�ft = 20 Spaces 6. Number of Perforations per Lateral is equal to 1.0 ptus the Number of Perforotion Spaces (Line 5). Perforotions Per Latera! = 20 Spaces + 1 = 21 Perfs. Per Lateral Check Table J to ensure ttwt the number of perforations per lateral guarantees tess than a 10%discharge variation. 7• Tota(Number of Perforations equals the Number of Perforotions per Lateral (Line 6)multiplied by the Number of Perforated Laterals (Line 1). 21 Perf. Per Lateral X �Number of Perf. Laterals = 63 Total Number of Perf. 8. Calculate the Square Feet per Perforotion. Recommended vatue is 4-10 ft2 per perforotion. T,�i�� Does not appl y to At-Grodes Perfora�oo oisawr8e Ic� Bed Areo = Bed Width(ft)X Bed Length(ft) Ferioration Diameter Head ft ( ) i�e ��u ��n �� 10 ft X 63 ft = 630 ftZ �,� o.�s o.�� o.sa o.�4 Z_p° 0.26 0.54 0.80 1.�4 Squore Foot per Perforation =Bed Area divided by the Total Number of Perforotions (Line 7). 5• o.at 0.93 t.2e 1.65 a:Use t A fa dwelli�s�aing 114 inch or 3/16 ind� hdes. 630 ft2 = 63 perforations = 10.00 ftZ/perforations n:u�z.o ra a�i��;�i�e;�n na�;a,r� other establishments usinq 1/4 inch or 3/16 inch 9. Seled Minimum Avera e Hend: 1.0 ft �� g c:Use 5A for other estabUstene��atog 118 fiuh perfaatlas and media fllters. 10. Select Perforntion Discharge (GPM)based on Table III: 0.56 GPM per Perforation 11. Determine required Flow Rate by multiplying the Totol Number of Perforations (Line 7)by the Perforotion Dischorge (Line 10). 63 Perforations X 0.56 GPM per Perforation = 36 GPM 12. Select Type of Manifold Connection (End or Center): �End ❑Center 11111YFJ51iV OF MI1:�FSIYtA Pressure Distribution Design �� _? ��U� �+ <:. Mi�nesota Pollution W��"ksheet ' � `' `� � �� Control Agency �'"'��_✓ Maxinwen Nz�rnber of Ferfo�aEions Per Latera{to Guarantee<1P�Dascharge Yar�auut� !�lnc�F ora�c�:�s 7/32 I.x,i Pe�Faratiois Pipz Diar:.eter?Inches) Peafcratian Spacing F"ipe Cra.raieter lltsches� PCSfOfei'A�il�2C:71y�F2@t' S t�i t�: 2 3 (Feet► 1 tl: it: i 3 2 1p 13 13 30 64 2 1f lb 2t 34 b8 21h 8 12 16 2B 5-� 2h 1Q i-1 2Q 32 64 3 $ 12 36 25 52 3 4 14 19 30 64 3.�16 Ir.c}►Peroratioru 1!S Ir►[��Pe:farsaa*n Pip,a Gia:�eter;txhesl Pe:foratia�Spacing Pipe Et�a,�eier(irsch.es� Perforac-nn Spacng fFeecj ? 1 i_ t�� c 3 l��:I ± i?= t�: Z 3 �. 12 18 25 45 87 2 29 33 � 74 1�49 ��:' 12 17 i4 �J 8{! 2;: 20 '_Q �t 69 135 3 i2 16 3;e 37 i5 3 2Q �5 38 64 t2� 13. Select Minimum Diameter of taterats based on Table I: ❑1 inch ❑1.25 inch ❑1.5 indi �2 i�ch ❑3 inch Determine Volume of Distrfbution Piping 14. Pipe Diameter of Distribution Pipe 2.00 in Table 11 15. Volume of Liquid Per Foot of Distribution Piping: 0.170 Galtons/ft Volume of Liquid in Pipe Pipe Liquid 16. Volume of Distrfbution Piping = Diameter Per Foot _[Number of Perforated Laterals (Line 1)X Length of Laternls (Line 4)X (inches) (Gailons) (Volume of Liquid Per Foot of Distribution Piping(Line 15)J 1 0.045 1.25 0.078 � 3 � X 61 ft X 0.170 gat/ft = 31.11 Gattons 1.5 0.110 2 0.170 3 0.380 17. Minimum Dose=Volume of Distribution Piping(17)X 5 4 0.661 31.11 gats X 5 = 155.55 Galtons _-Cleanouts ------ ------__ man o Plpe` �,, i ,' i �� Manifold pipe� / � � � pipe from pump � , , , � � lean outs � �Alternate location of pipe from pump �� alternate laalion Pi from um of i f�Om um I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Joseph J Oison 810 11/M09 (Designer) j (Signature) (License#) (Date) Uxrve�artv W lLFn�.� Pump Selection Desi�n � - .� _+ Minnesota Pollution Worksheet . ..,, � �.�'�:.. Control A enc �"' ✓ 1. PUMP CAPACITY 1. Pumping to Gravity Distribution A. Minimum dixharge is 10 GPM(15 GPM recommended) ��GPM B. Maximum discharge is 45 GPM 2. Pressure Distribution O i�,anaa�ssrs O ca�,sys� Required Flow Rute (Line 11 of Pressure Distribution or Line 10 of Non-Levet) 3 6.� GPM C. Distributionto: pSoitTreatmentUnit ❑MediaFilter ❑ATU ❑Other 2. HEAD REQUIREMENTS �treatment system 3, Elevation Difference �5 ft �po�nt o(discl�a�9e between pump and point of discharge: wp�`'+�m`��` NOTE:iF system is an individuot wbsurface sewnge treatment �iec� E��;•�� system,complete steps 4-9. If system is a Cottection System, m a�� skip steps 4,5, 7 ond 8 and go to Step f0. � ----------------------------- -------------• 4. bistribution Head Loss: ��ft L� 5. Additional Head Loss: �ft(due to special equipment,etc.) Distribution Head Loss nctaon Loss�n ashc pe per 1 Gravity Distribution = Oft C=130 Pressure Distribution based on Minimum Average Head ��ndl Pipe Diameter Value on Pressure Distribution Worksheet: F GPM� 1 1'/a 13"z 2 3 Minimum Avera e Head Distribution Head Loss 10 9.11 3.08 1.27 0.31 --- 1ft 5ft 2ft 6ft �2 12.77 4.31 1.78 0.44 -- 5ft 1 oft 14 16.99 5.74 2.36 0.58 --- 16 --- 7.35 3.03 0.75 0.10 6. A. Supply Pipe Diameter: 2.00 in 18 --- 9.14 3.76 0.93 0.13 B.Supply Pipe Length: (j 3 ft 20 === 11.11 4.58 1.13 0.16 25 16.79 6.92 1.71 0.24 7. Based on Friction Loss in Plastic Pipe per 100ft from Table I: 30 --- --- 8.69 2.39 0.33 35 --- --- 12.90 3.18 0.44 Friction Loss= 3.3 2 ft per 100ft of pipe 40 --- --- 16.52 4.07 0.57 45 --- --- --- 5.07 0.70 g, Determine Equivatent Pipe Length from pump discharge to soil dispersal 50 --- --- --- 6.16 0.86 area discharge point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length(5.B) X 1.25=Equiva(ent Pipe Length 55 --- --- --- 7.35 1.02 60 --- --- --- 8.63 1.20 63 ft X 7.25 = 7$,]5 ft 65 --- --- --- 10.01 1.38 70 --- --- --- 11.48 1.60 9. Catculate Supply Friction Loss by muttiplying Friction Coss Per t00ft (Line 6)by t e Equiva ent Pipe engt (Line 7)an divide by 100. Supply Friction Loss= 3.32 ft per 100ft x 78.75 fc r �oo = 2.6 ft lM�r[�sRYoflLxr[aam - Pump Selection Design �� Minnesota Pollution Worksheet :� . : : �� ` Control A enc -� Equivalent Len�th Factors(fL.)for PVC Pipe 10. Equivalent length of pipe fittings. Fittin�s Section 9 is for Coliection Systems ONLY ond does NOT need to be Pipe Diameter(i�.) comp/eted for individual subsurface sewage treatment systems. Fitxing Type �� Z 3 Quanity X Equivalent Length Factor=Equivalent Length Gate Valve �.07 1.38 2.04 90 Deg Elbow 4.03 5.17 7.67 45 Deg Elbow 2.15 2J6 4.09 Fitting Type Quantity Equivalent Equivalent Tee-Flow Thru 2.68 3.45 5.11 Length Fador Length (ft) �-Branc ow . 5 15.30 X Swing Check Vatve 13,40 17.20 25.50 Gate Valve - Angte 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-Ftow Thru X - Tee-Branch Flow X ' NOTE: Equivalent length values for PVC pipe Swin Check Valve fittings are based on calculations using the Hazen- � X Witliams Equation. See Advanced Designs for 5Sf5 Mgle Vatve X = for equation. Other pipe material may require different equivatent length fadors. Verify other Globe Valve X - equivalent length factors with pipe material X _ manufacturer. Butterfly Valve - 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. Totol Pipe Length =Supply Pipe Length(5.B)+Equivalent Pipe Length (9.A.) Hazen-Williams Equation for h � ft ` �� fc = ��ft L _ 10.5 * L *�Q=C)i.gsa Qin gpm �l.r 4.8b55 L in feet C. Hazen-Williams friction loss due to pipe fittings and suppty pipe(h): D D in inches 10.5 X Total Pipe Length (9.6) X (Ftow Rate �Constant)''� = Pipe Diameter'�B6ss 10.5 X �ft X (��gpm + 130),esz t ��fta.aess _ ��ft 11. Total Head requirement is the sum of the Elevation Difference (Line 3),the Distribution Head Loss(Line 4),Additional Head Loss(Line 5), and either Supply Friction Loss(line 9),or Fridion Loss from the Supply Pipe and Pipe Fittings for collection systems(Line 10.C) NOTE:Supply Friction toss(Line 8)need ONLY be used if NOT n collection system. NOTE:Friction Loss from the Suppty Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a coliection system. 15.0 ft + 5.0 ft + �ft + 2.6 ft = 22.6 fc 3. PUMP SELECTION A pump must be selected to deliver at least 36 GPM(Line 1 or Line 2)with at least 23 feet of total head. I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson 810 11/04l09 (Designer) (Signature) (License#) (Date) Loqs of Soil Borinqs License#810 Location or Project: 2195 French Lake Road Borings made by: Rusty Olson's Soil and Perc Testing Date:11/04/09 Classification System: AASHO ; USDS-USDS-SCS X ; Unified ; Other Auger used(check two): Hand ,or Power . Bucket or Probe X , Pit Boring Number_1_Surface elevation_97.0_ Mottled Soil at 3.5_feet 0"-16" Dark brown sandy loam 10yr3/2 H20 present at X_feet 16"-24" Brown sandy loam 10yr4/4 24"-42" Brown sandy loam 10yr5/4 42"-48" Rusty brown clay loam 10yr5/4 Boring Number_2_Surface elevation_97.0_ Mottled Soil at 2.0_feet 0-6" Dark brown sandy loam 10yr4/2 H20 present at X_feet 6"-24" Brown sandy loam 10yr5/4 24"-30" Rusty brown sandy loam to loamy sand 10yr5/3 Boring Number_3_Surface elevation_95.0_ Mottled Soil at_2.5 feet 0-10" Dark brown sandy loam 10yr4/2 H20 present at X_ 10"-24" Brown sandy loam 10yr5/4 24"-30" Brown loam 10yr5/4 30"-42" Rusty brown clay loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 9:15 A.M. On 11/03/09 Location: 2195 French Lake Road Hole number. 1 Date hole was prepared:11/02/09 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil te�ure 0"-12" Dark brown loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hoie 2 inches: Date and hour of initial water filling 11/02/09 At 3:30 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 feast 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H20 Perc Rate 3:32 4:02 6" 2.7 11.1 4:05 4:35 6" 2.6 11.5 4:36 5:06 6" 2.6 11.5 AVERAGE PERC. RATE 11.3 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 9:15 A.M. On 11/03/09 Location: 2195 French Lake Road Hole number: 2 Date hole was prepared:11l02/09 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0"-6" Dark brown loam 10yr4/2 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 11/02/09 At 3:30 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 H20 Perc Rate 3:33 4:03 6" 2.5 12.0 4:04 4:34 6" 2.5 12.0 4:37 5:07 6" 2.5 12.0 AVERAGE PERC. RATE 12.0 MPI C-�� DATE TIME �/ CITY OF ORONO CALLED IN �'� INSPECTION NOTIC�F / SCHEDULED � � _�L� PERMIT NO.�� ' � ��`� COMPLETED ADDRESS 6-��I �� f�Y �'1 I�� LE /��Y OWNER CONTR. /�Q� �Y<L-tJ-�� TELEPHONE NO. `�' �� ' �� - � � DESCRIPTION � f �C' � ❑ FOOTING � MECHANICAL RI ❑ EXCAV/GRADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORE/WETLANDS y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE O ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ C6MPLAINT J ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP W ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL J ❑ PLUMBING FINAL � ❑ FOUNDATION/REMOVAL � OWNERICONTRACTOR TO MEET YOU:�YES_NO � COMMENTS: � W a �- � �;,,��./�" �' f �z ; lC.,,_ ' /' �f/� � '�i '' `� (1�.� 1�� . � :? c-� i3�{ `' , � P �-�-�_�� G �l 0 � Q � vG�' L�i(� c� �-,.1 G -:� '� �n- ;� � 'l,v �� 5 z W � � � ,1 _�'�/I I 1 � �j�,1 �/�v�c�� 11.5- � v� l�-� � - d W� �WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLETE W C ORRECT WORK&PROCEED � ISSUE CERTIFICATE OF OCCUPANCY � G CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL RETURN !7 CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR C INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. �95Z� Z49-46�� Owner/Contractor on site: ' Inspector. r�, �� lJ White Copyllnspector's File Canary Copy/Site Notice