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Home My WebLink About2009-00589 - new septic • ' CITY OF ORONO PERMIT NO.: 20o9-oosg9 2750 KELLEY PARKWAY ORONO, MN 55356- �ATE IssuEn: 09/30/2009 (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 3445 HIGH LA PIN : OS-117-23-12-0025 LEGAL DESC : N/A : LOT 000 BLOCK 000 PERMIT TYPE : SEPTIC PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : NEW ACTIVITY : MOUND SYSTEM - SEPTIC APPLICANT SEPTIC NEW 200.00 HAYES& SONS EXC. INC. STATE SURCHARGE SEPTIC 0.50 263 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 BADEN, MICHEAL&JEANNIE 3445 HIGH LA LONG LAKE, MN 55356 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 E3uilding Code. This permit is for only the work described and does not gran[permission for addi[ional or related work which reyuires separate permits. All provisions of laws and ordinances governing this type of work shall be compied wi[h whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. �� /� �,�''� � l�cl �C�� l l Applicant ermitee Signature Date Issued By Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. ¢�� City of Orono FOR CITY USE ONLY P.O. Box 66 �c�nQ p q ��;,,,� � 2750 Kelley Parkway � Date Received: � Permit# w �Q � � .� '� h". � Crystal Bay, MN 55323 V� ��'�.Y�aZ � � ��`� Amount: $ .�� ,,�,�p$G` (952)249-4600 ��meao$ CITY OF ORONO — SEPTIC SYSTEM PERMIT APPLICATION (All permits must be approved by the On-Site Septic Manager and/or Building Official) Job Site l Owner Information: Site Address: � �i � � f�} � C� � �� '�-`�-- Owner. C��'� � �"� �� Mailing Address: 3 `��S /�,�,�� .� City: � ��f� Zip: Home Phone: �i 5 Z - �-f ��6 - (o O � � Alternate Phone: Contractor/Applicant information: Contractor/App.: � c,��,�5 � 5�, ,,�5 Contact Person�R�� w� Address Z� � � � S fi � �' � State License #: �..� `-E � City: /'�7�� Zip: 5 5�� Expiration Date: r�� b`1 c��l Phone: � � � -`r7� "%l��- Alternate Phone: C�t Z � (�; � -`7SZ,'Z, TYPES OF OCCUPANCY �esidential ❑ Commercial ❑ Other PERMIT TYPE AND FEES New or Re lacement S stem $200.00 �Z-`�� p Y Repair Existing System 100.00 (Tanks or Drainfield) State Surcharge .50 .50 Tota I $ �=� C� s��' V:\(Permits)\Septic Permit Application-New Permit Fees 2009.doc 1 / 2 ** ATTENTION APPLICANT ** Fill in all appropriate blanks and check all appropriate boxes. � I will be installing the following: Tank �recast Concrete ❑ Fiberglass ❑ Plastic ❑ Other (list manufacturer) Number of Tanks: f� � Size of Tanks: � /°p� /�c� U �C�o(J Treatment System Trenches s.f. � Mound .3 �Ci 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 � ,�_ Date: �1 - /� — b GJ MPCA License No.: C� �f � Staff Review: ;�Accept ❑ Denied Reviewer: �� (�. �� Date: ' 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--MPCA License#810 11481 Riverview Rd. NE,Hanover,MN 55341 (763) 498-8779 Fax (763)498-8290 August 10,2009 QitONO CO�PY Mike H�en 1',�,��`► 3445 High Lane Orono,Hennepin County Phone 952-476-6049 "This on-site Sewage Treatment System is designed for a Type 1 three-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The periodically saturated soils were located at 20"-26"(mottled soil).Due to the periodicaliy saturated soils,a pressurized mound system will need to be installed to treat the septic effluent.The bottom of the treatment area must be located at least 3'above the saturated soils. All neighboring wells are greater than 100 feet from proposed treatment areas. T'he soils at a depth of 12"have a percolation rate averaging 4 MPI. The existing septic system does not conform to the state code chapter 7080. �R�NO�pY The existing tanks must be abandoned. Two new 1000 gallon septic tanks need to be installed.A new 1000 gallon lift station needs to be installed. All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.A filter installed on the second tank. A pumping chamber will need to be installed to lift the ef�luent 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 purr►p failure.The manifold and supply line must have back drainage to the pump chamber.The rock and filt materials must be 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. Nothine other than eray water,(taundrv showers etc.) Human water and toitet tissue should be disposed of into the seatic tanks. Garbage disaosals are not recommended Additives roust not be used: thev mav cause harmful dama�e to vour sentic svstem. It is recommended that vou puma the tank everv vear for 1 tank,everv two vears for two tanks. Sincerely, �j�� SEPTICi' RFV �.�� ORONO COPY 1'�'SPECT Joseph J.Olson I)ATE��;-��,�„�IT N(l. � 0 APPRQVtRplii�M[TTf.I� --�—� [� APPRQYBp�CORrit::��i;�,��ti ns�.�c��rF.D I� �oRA#�l�R+i1�lIFCoRarc r„ �,��:s�:F��IT �OSJ�v�Gm W�W�t��V FQ� �;.cse�nlaMb��tnforn�a!�,��, nil work shxll bedor in fu��/��Plicuhic ,r�„ir nnd caning cude. ��D�M� �� ReqY�(��ftlsnuts;;cci:'i�zflynutaliRibl�lrl� OF BEDR00t1�INVAlJDAI�tH�S DESIGII� i��1�cu+�srri:,�r,��.� ri.�r:s � � . �;� � l`I Ff. D - �� . � C G d fl . J �m � � � � r, C. ' � � - � � r / � v� i j� "`i , �;`\" /,%� �� `� �c � ' � '- ' '. � . / �� ,. 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Q� � .x , p � � � a �';a Q ? �'' � � r �3i tn ��' � � � ;� 1 � � w � `; � � � � � . :j O � 'y0�o�'�� M � s ,o «+� � �� - �� Q � a� � N ':o n�` � P � r �� _ ;3 !� - . . . . . . r- � �a �� '. I ! i Isi�� N ; m ~ � , C Q 2 � � � � M �,�m�.,��..�. � Design Ftow and Soit Worksheet � � :_ �x�� . �� Minnesota Pollution " �' � a.�, Control Agency ��' �"*. . 1. AVERAGE DESIGN FLOW: Note: The estimated design flow is considered a peak A. Estimated Design Flow(GPD): 450 �� f(ow rate including a safety factor. For long term performance,the average daily flow is recommended or Meosured Flow(GPD):flow times safety factor to be<60%of this value. � �� X � ��Pd Design Flow: 450 Gallons Per Day(GPD) System Type B. Septic Tnnk capacity: 2000 Gallons �Type I ❑ryPe tt ❑rype ut ❑ryPe rv ❑rype v Number of Septic Tanks or Compartments: � Efftuent Screen&Alnrm? Yes Table 1- Design Flow(Gallons Per Day) Table il-Septit Tank Capacity Number of Classification of Dw�elling Number of $�tic Tank Liquid lVYrlimum Capatity with Garbage Disposal and/or Bedrooms I II lu �� g�rooms Capacities(Galbns) Sewage Pumped to Tank` 2 or less 300 225 180 ' 3 or less 1,000 1,500 3 450 300 218 ' 4 b00 375 256 ' 4 or 5 1,500 2,250 5 750 450 2g4 ` 6 Or 7 2,000 3,000 6 900 525 332 " 8 Or 9 2,500 3,750 'Flows for Ctassification IV dwellings are 60 percent of the values as determined for Classification I, II or III systems. 2. SITE EVAIUATION: Texture Gro� A. Depth to Limiting Layer: 24 inches 2.0 ft Soil Texture Group a Type of Soil Treatrnent and Dispersal Area Coarse Sand 1 B. Nledium Sand 2 �Trenches �Bed �At-Grade �Mound Fine Sand 3 Coarse Loamy Sand 4 Medium Loamy Sand 4 Type of Distributlon Fine Loamy Sarxf 5 �. Very Fine Loamy Sand 5 �Gravity Distribution 0 Pressure Dis�ibudon-Level 0 Pressure Distribution-Unlevel Coarse Sandy Loam 6 Medium Sandy Loam 6 Fine Sandy Loam 7 Very Fine Sandy Loam 7 D. Landscape Position: Back/ Side Slope ��m s Silt Loam 9 Clay Loam 10 E. Estimated Percent Land 5(ope: 12•0 90 Silty Clay Loam io Sandy Clay Loam 10 Of Silty Clay 11 Rise Run sandy Ctay 11 F. Catculated Slope = � : � x 100= � Clay �i L�J lM��F.PSm'oF\II�'+�x�in . � Minnesota Pollution Design Flow and Soil Worksheet -_ '� Control Agency ,y'�y��'�.� 3. SOIL LOADING RATES: Use either A.or B.below A. 7080 Table IX B. 7080 Table IXa DETAILED SOIL DESCRIPTIONS(SOIL PIT PERCOLATION TEST LOADING RATE REQUIRED) SIZING (Gpp/{�z� � Faster than 0.1" 0.00 Texture 0.1 to 5* 1.2p _ 0.1 to 5 (soit texture Texture � groups 3 Ft 5} 0.60 Group 6 to 15 U.78 16 to 30 0.60 Structure 31 to 45 O_50 46 to 60 0.45 Grade 61-120 O.24 Stower than 120 0.00 — 'Rapidty permeable soils:see 7080.2260 Consistence Slowest measured 4.3 percotation rate: Select Soil Loading Select Soil Loading Rate: 0.60 C. Design Loading Rate: 0.60 GPD/ft2 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading =Design Fiow X Estimated 80D in mg/L in the effluent X 8.35=1,Q00,000 � SPd X �mg/L X 8.35 = ��tbs BOD/day 1� �� I hereby certify that t have completed this work in accordance with alt applicabte ordinances, rules and laws. Joseph J Olson 810 8/10/09 (Designer) (Signature) (License#) (Date) UNivrxsm�uF M��uEsirrn Minnesota Pollution Mound Design Worksheet � _, Control Agency �r"�``'��'' 1• SYSTEM SIZING: A. Desiqn Flow(F(ow&Soi( - 1.A) : 450 GPD Table I �.tiuur+�cura�uuR�oa�ir��,zEs: B. Soi(Loading RQte(F(ow£t Soi!-3.C): 0.60 GPD/ft2 �fgas»re� ' Tezturo-deiivad �ontour Pert Rata �R r��ou;�d absarption ratiu Loadir,�, C. Depth to Limiting Condition: 2.0 ft . �zata: D. Percent Lond Slope: 12.0 % s r,on,o; �.o, �.a,z.o.�.a.�.6 <_�2 E. Design Medio Loading Rate: 1.2 GPD/ftZ 51-12G mpi eR s.c <_�2 F. Mound Absorption Ratio(1.E:1.B): 2.00 - �za rn�:� :�.�• <s• G. Design Contour Looding Rate: 12.0 GPD/ft -Systems with these values are not Type I systems. (From Table 1 -same as Linear Loading Rate) Contour Loading Rate is a rec�nmended value. 2. DISPERSAL MEDIA SIZING A. Calculate Required Disperso!Bed Area:Design Flow (1.A} :Design Media Loading Rate (1.E) =ftZ 450 GPD= 1.20 GPD/ftZ = 375.0 ftZ If a larger dispersal media area is desired, enter size: 380.0 ft2 B. Calculate Dispersal Bed Width: Contour Loading Rate (1.G) :Design Media�oading Rate (1.E) =Bed Width 12.0 ft : 1.2 gpd/ftz = 10.0 ft C. Calculate Dispersa(Bed Length: Dispersal Bed Area (2.A) :Bed Width (2.B) =Bed Length 380.0 ftz : 10.0 ft = 38.0 ft D. Select Dispersa!Media: ❑RoCk ❑Other Approved Media 3• ABSORPTION AREA SIZING Note:Mound setbocks are meosured from the Absorption Area. A. Calculate Absorption Width:Bed Width (2.6)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 equalty in both directions. Calculate Absorption Width Beyond the Bed: Absorption Width (3.A) - Bed Width (2.6) =2= Width beyond Bed (�ft - �ft) -� = ft C. For slopes>1%, the Absorption Width is measured downhill from the upstope edge of the Bed. Catculate Downs(ope Absorption Width: Absorption Width (3.A) - Bed Width (2.6) =ft 20.0 ft - 10.0 ft = 10.0 ft Comments: Slope, CLR Choice, Moteria! issues 4. MOUND SIZING A. Calcutate Cleon 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 Ups(ope Height: Clean Sond Lift (4.A) +media depth (1 ft.)+cover (1 ft.) =Upslope Height 1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft D-34:Slope 1.lultiplier Table Land Slope% 0 I 2 3 4 5 6 7 8 9 10 t1 I2 13 ta t5 16 17 18 /9 20 2f 22 23 24 25 UpSlOp2 3:1 3.OQ 2.91 2.83 2.75 2.68 2.61 2.SJ 2.J8 2.J2 2.36 2.31 2.25 2.21 2.17 2.13 2.C9 2.06 2.03 2.00 1.97 1.95 1.93 1.91 1.89 1.87 1.85 Berni Ratio a:t 4.Q0 3.85 3.70 3.57 3.d5 3.33 3.23 3.12 3.03 Z.4J 2.86 2.78 2.70 2.62 2.55 2.:t8 Z.41 2.35 2.29 2.23 z.18 2.13 2.aB 2.D3 1.98 1.93 Land$lope:; 0 1 2 3 4 5 6 7 8 9 f0 11 12 13 14 IS ib 17 18 19 20 21 22 23 24 25 UO�•l�SlOp2 3:1 3.00 3.09 3.19 3.30 3.�7I 3.53 3.66 3.80 3.95 J,ii J.29 .i..t8 J.69 y.95 5.2J 5.55 5.88 6.2:1 6.63 7.OJ 7.d7 7.93 8.d2 6.93 9.J6 t0.D2 B?I'm Ra[iU J:1 4.00 a.t7 .3.35 a.5-t aJ6 S.CO 5.26 5.56 5.88 6.25 6.67 7.14 7.69 8.29 8.91 9.57 10.24 10.9J it.67 12.a2 t3.i9 13.99 1a.82 15.67 16.SJ 17.d4 � Select Upslope Berm Multiplier (based on land slope): 2•$6 (figure D-34) D. Calculate Upslope Berm Width: Multiplier (4.C)X Upslope Mound Height (4.6) =Upslope Berm Width 2.86 ft X 3.0 ft = 9.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width (2.6) X Land Slope (1.D) : 100=Drop (ft) 10.0 ft X 12.00 % : 100= 1.20 ft F. Calculate Downslope Mound Height: Upslope Height (4.6) +Drop in Elevation (4.E) =Downslope Height 3.0 ft + 1.20 ft = 4.2 ft Select Downs(ope 8erm Muttiplier �� (based on land stope): 4.69 (figure D-34) H. Calculate Downslope Berm Width:Muttiplier (4.G)X Downslope Height (4.F) =Downslope Berm Width 4.69 x 4.2 ft = 20.0 ft 1. Calculate Minimum Berm to Cover Absorption Areo: Downslope Absorption Width (3.6 or 3.C) +4 ft. =ft 10.0 ft + � 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 Ends(ope Berm (4.K)X Downstope Mound Height (4.F) =Endslope Berm Width 3.00 ft X 4.2 ft = 12.0 ft M. Calculate Mound Width: Upslope Berm Width(4.D)+ Bed Width (2.B) +pownslope Berm Width (4.J} =ft 9.0 ft + 10.0 ft + 20.0 ft = 39.0 ft N. Calculate Mound Len�th: Endslope Berm Width (4.L} + Bed Length (2.C) +Endslope Berm Width (4.L) =ft 12.� ft + 38.0 ft + 12.0 ft = 62.O�ft 5. ORGANIC LOADING: (Optional) A. Organic Loading = Design Ftow X Estimated BOD in mg/L in the effluent X 8.35 : 1,000,000 450 gpd X mg/L X 8.35 : 1,000,000 = �lbs BOD/day B. Calculate System Organic Loading: lbs. BOD (5.A) :Bed Area (2.A) = lbslday/ft2 lbs/day = �ft2 = �lbs/day/ftz C. Recommended Organic Loading Rate: �lbs/day/ft2 6. MOUND DIMENSIONS ---•---------- -----------------------------_,---------- . � Upslope (4.D) Zo.o � M � Endslo e (4.L)I - �Endslo e (4.L � _. � 12A t 2.0 � 10.0 38.0 �__ � _ - ____.____. � � � � Downslope (4.J) Zo.o ' _--------------------------—--------`--------... - � � Total Mound Len th (4.N) 62.0 4" inspection pipe 18" cover on top Upslope berm (4.D) Downslo e berm 4.J 20.0 9.0 - , , , 12" cover on sides ,_- ' _ - _ _ (�.. topsoil) - -_ ; � t.o ��. r� ,,. _ _ \�� _ 2.0 Absor tion Width (3.A) Note: 20.0 For 0 to 1% slopes, Absorption Width is measured from the Bedequally in both directions. For slopes >1%, Absorption Width is measured downhilt 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 (2.6)X Depth = Votume (ft3) 38.0 ft X 10.0 ft X 1.0 = 380.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 380.0 ft3 : 27 = C 14.1 yd3 Add 20%for constructability: 14.1 yd3 X 1.2 = 16.9 yd3 B. Calculate Clean Sand Volume: Upslope Volume: ((Upslope Mound Height - 1)x 3 x Bed Length)=2 =cubic feet (( 3.0 ft - 1) X 3.0 ft X 38.0 )=2= 114.0 ft3 Downs(ope Voiume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length) �2 =cubic feet (( 4.2 ft- 1) X 10.0 ft X 38.0 )=2= 608.0 ft3 Endslope Vofume: (Downslope 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 Votume Under Rockbed: Average Sand Depth x Media Width x Media Length =cubic feet 1.6 ft X 10.0 ft X 38.0 ft = 608.0 ft3 Totat Clean Sand Volume: Upslope Volume +poNrnslope Volume +Ends(ope Volume + Volume Under Medio 114.0 ft3 + 608.0 ft3 + 96.0 ft3 + 608.0 ft3- 1426.0 ft3 Divide ft3 by 27 ft3Jyd3 to calculate cubic yards: 1426.0 ft3 : 27 = 52,g yd3 Add 20%for constructabitity: 52.8 yd3 X 1.2 = 63.4 yd3 C. Calculate Sandy Berm Vo(ume: 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 39.0 ft X 62.0 )=2= 3747.9 ft3 Total Mound Vo(ume- Ctean Sand volume-Rock Volume=cubic feet 3747.9 ft3 _ 1426.0 ft3 _ 380.0 ft3 = 1941.9 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1941.9 ft3 : 27 = 71.9 yd3 Add 20%for constructability: 71.9 yd3 x 1.2 = 86.3 yd3 D. Calculate Topsoii Moterio! Volume: Total Mound Width X Tota!Mound Length X.5 ft 39.0 ft X 62.0 ft X 0.5 ft = 1209.0 ft3 Divide ft3 by 27 ft3/yd3 to catculate cubic yards: 1209.0 ft3 : 27 = 44.8 yd3 Add 20%for constructability: 44.8 yd3 X 1.2 = 53.7 yd3 I hereby certify that I have completed this work in accordance with all appiicable ordinances, rules and laws. Joseph J Olson J 810 8/t0/09 (Designer) (Signature) (License#) (Date) l�nivewnoFM�KNcsittw � Pressure Distribution Design Minnesota Pollution = �� Control Agency Worksheet .��*3�• Geote#ile 1. Select Number of Perforoted Laterals : 3 ��y`°�o�oqm� Minimum 6q;o6'° a'� " !. perforations spaced 3'apart�q 2'of rockc� or.�� (2-3 foot spacing) ?�+o�o 2. Select Perforation Spacing: 3.0 ft � o_ tz" � o �._ � o��Ya� Note:Must use 2 feet for media filters �� 9°of rak ��a�� o �a��a�a� �� o� a 3. Select Perforation Diometer Size 1/4 1f1Ch Perforation sizin /a'ro'h' 9� Perforation s aun :2'ta 3' 4. Length of Laterols =Media Bed Length-2 Feet. Perforation can not be doser then 1 foot from edge. 38 - 2ft = 36 ft 5• Determine the Number of Perforation Spaces. Divide the Length of Loterols (Line 4)by the Perforation Spacing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 36 ft .- �ft = 12 Spaces 6. Number of Perforotions per Latera( is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = 12 Spaces + 1 = �3 Perfs. Per Lateral Check Tab(e/to ensure that the number of perforations per tateral guarantees less than a 10%discharge variation. �• Tota(Number of Perforations equals the Number of Perforations per Latera( (Line 6)multiplied by the Number of Perforated Laterols (Line 1). 13 Perf. Per Lateral X �Number of Perf. Laterals = 39 Total Number of Perf. 8. Calculate the Square Feet per Perforation. Recommended value is 4-f0 ft2 per perforation. Tat�e ui Does not upply to At-Grades rerforation Discharge(c,W� Bed Area = Bed Width (ft)X Bed Length (ft) Perforation Diameter Head(ft) � a � , 10 ft X 3$ ft = 380 ftZ �• i,b i33 �� ,p' �.18 0.41 0.56 0.74 Z,p° 0.26 0.59 0.80 1.04 Square Foot per Perforation =Bed Area divided by the Totol Number of Perforations (Line 7). 5• o.a� 0.93 �.2e t.es a:Use 1.0 fw d�vetlir�s using 114 inch or 3/16 inch hdes. 380 ftZ - 39 perforations - 9.74 ft2/perforations b:Use 2.0 fa dwellirqs using 1!8 iixh hdes;«,t« other establishments using 1/4 inch a 3/16 inch hdes. 9. Select Minimum Average Heod: 1.0 ft c:Use SA fw othFx establishments�sing 1l81rxh perfaatia�and media fil[ers. 10. Select Perforation Dischorge (GPM)based on Table III: 0.74 GPM per Perforation 11• Determine required Ftow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10). 39 Perforations X 0.74 GPM per Perforafion = 29 GPM 12. Select Type of Manifold Connection (End or Center}: �end ❑center Pressure Distribution Design ��"F �,"..�� - - ��:� . Minnesota Pollution Worksheet - �''�$ � P Controi Agency �.--'�,.o,�T'" Ma�cir.su�:,M�mber of Pe>fa�ations Fer Lat�ral to Guarantee�-10�o Drscharge Varatzcgn 'S ln�.�Fe-tora:.cr 7.'321��Perforeda.�s Pipe Uia^,etzr{I.�ch�esl �erfar�io�S�cing Ftipa U.a.^.e2�r tfr,ct=a,es) Pe�-Fcra_�o�Spacng IFee:j 1'�= S�: 't 3 lFee2! 2 :3•� tY: i _ Z 14 93 18 3�J 60 2 af 16 2t 34 6E [�= Z 12 16 25 54 2"f !G i4 "tG 3i 5� � 8 72 96 25 52 3 9 94 14 30 6Q 3:'16 ir�h Pe•r=vratioru 1;"2 In.4�Perfcr:.ans Pipe Uia^_±eter;1_xh.ri Fe-fcratioi Spacing Pipe Daa�seter li�ches`t Pe-fcra�_u�Spacng IFenti ! �?•- 11: � 3 fFEeti i:_ 1�: '[ 3 2 �2 18 26 46 87 2 2 t 33 4-f 74 144 L>= 12 9? �4 4+_l 8fl 2� 2C� 3G� 4t 5�1 135 ' t2 1E 22 37 i5 3 2Ce 24 38 fs4 128 13. Select Minimum Diameter of(aterals based on Table I: ❑1 inch �1.25 inch ❑1.5 inch ❑2 inch ❑3 inch Determine Votume of Distribution Piping 14. Pipe Diometer of Distribution Pipe 1.50 in Table II 15. Vo(ume of Liquid Per Foot of Distribution Piping: 0.11 Q Gallons/ft Volume of Liquid in Pi pe Pipe Liquid �6, Vo(ume of Distribution Piping = Diameter Per Foot _ [Number of Perforated Latera(s (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons) (Volume of Liquid Per Foot of Distribution Piping(Line 15}] 1 0.045 1.25 0.078 � 3 I X 36 ft X 0.110 gal/ft = 11.88 Gallons �25 0.170 � 3 0.380 17. Minimum Dose=Volume of Distribution Piping(17)X 5 4 0.661 11.88 gats X 5 = 59.4 Gatlons ,_-Cleanouts �� --'--, f110n10 p�pe, I �� / �� Man'rfold pipe� i ; ` pipe from pump � , � � � ' lean outs �Altemate laation � of pipe from pump � �• � ahemate location Pi from um Of i from um I hereby certify that I have compteted this work in accorda e with all applicable ordinances, rules and taws. Joseph J Olson 810 8l10/09 (Designer) (Signature) (License#) (Date) UMrvEumof'AdIK�e.smn - Pump Setection Design � _ � Minnesota Pollution WOI'�CSf1C@t �'"` � Y ' o: Co�trol A enc - "'...°'+;,.,` 1. PUMP CAPACITY 1. Pumping to Gravity Distribution A. Minimum discharge is 10 GPM(15 GPM recommended) �GPM B. Maximum discharge is 45 GPM 2. Pressure Distribution O mdN�d�i ssrs O c��o�,s� Required Flow Rate (Line 11 of Pressure Distribution or Line 10 of Non-Level) 29,0 GPM C. Distribution to: ❑Soil Treatment Unit ❑Media Filter ❑ATU ❑Other 2. HEAD REQUIREMENTS 1 O treahnent system 3. Elevation Difference ft &point of discharge a between pump and point of discharge: th S�Ppi\��\ecH .. NOTE:IFsystem is an individual subsurface sewoge[reatment ��a� ✓lr stem,com (ete ste 4-9. 1 ys E�� sy p ps f system is a Collection S tem, 0 !` d��e�eMe skip steps 4,5, 7 and 8 and go to Step f0. ----------------------------- -------------• 4. Distribution Head Loss: �ft 5. Additional Head Loss: �ft (due to special equipment,etc.) Distribution Head 1_oss Fnctwn Loss m asfic P�pe per 100 Gravity Distribution = Oft C=130 Pressure Distribution based on Minimum Average Head Nominal Pipe Diameter Value on Pressure Distribution worksheet: F ow Rate � 1'/s 13fz 2 3 GPM Minimum Avera e Head Distribution Head Loss �p 9.11 3.08 1.27 0.31 1ft 5ft -- 2ft 6ft 12 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,QQ in 18 --- 9.14 3.76 0.93 0.13 2Q --- 11.11 4.58 1.13 0.16 B.Supply Pipe Length: 4�J ft 2g --- 16.79 6.92 1.71 0.24 7. Based on Friction Loss in Plastic Pipe per t00ft from Tabte I: 30 --- --- 9.69 2.39 0.33 35 --- --- 12.90 3.18 0.44 Friction Loss= 2,23 ft per 100ft of pipe 40 --- -- 16.52 4.07 0.57 45 --- --- --- 5.07 0.70 g_ Determine Equiva(ent Pipe Length from pump dixharge to soil dispersal 5O ___ ___ ___ 6.16 0.86 area discharge point. Estimate by adding 25%to supply pipe length for fitting toss. Supply Pipe Length(5.8) X 1.25=Equiva(ent Pipe Length 55 --- --- --- 7.35 1.02 bo --- --- --- s.sa �.20 45 fc x ,.25 = 5b.25 ft 65 -- --- --- 10.0� �.sa 70 --- -- --- 11.48 1.60 9. Calculate Supply Friction Loss by multiptying Friction Loss Per 100ft (Line 6)by the Equivalent Pipe Length (Line 7)and divide by 100. Suppty Fridion Loss= 2.23 fc��oo� x 56.25 ft - ,00 = 1.3 ft �.,Y..��a u,x.�. Pump Selection Design � Minnesota Pollution W��-k$heet � Control A enc �,.'-•�'y;- Equivalent Length Factors(ft.)for PVG Pipe 10. Equivalent length of pipe fittings. Fittings Section 9 is for Collection Systems ONLY and dces NOT need to be Pipe Diameter(in.) comp/eted for individual subsurface sewage treatment systems. Fitting Type �� 2 3 Quanity X Equivalent Length Factor=Equivalent Length Gate vatve 1.07 1.38 2.04 90 Deg Elbaw 4.03 5.17 7.67 45 Deg Elbow 2.15 2.76 4.09 Fittin T Equivalent Equivalent g ype Quantity Length Fador Length(ft) � g�a�Thra,y g.p5 0430 5 30 X Swing Check Vatve 73.40 17.20 25,50 Gate Valve - Angle valve 20.10 25.80 38.40 90 Deg Etbow X = Globe Valve 45.60 58.60 86.gp Butterfly Valve - 7.75 17.50 45 Deg Elbow X = Tee-Flow Thru X = Tee-Branch F(ow X - NOTE: Equivatent tength values for PVC pipe X = fittings are based on calcutations using the Hazen- Swing Check Valve Williams Equation. See Advanced Designs for SSfS Mgle Vatve X = for equation. Other pipe materiat may require different equivatent length factors. 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 adual 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.) Hazen-Williams E uation for h �� ft + �� ft - ��ft 1�.5 *L *��-C)1.852 Qingpm hf T1 4.8655 L in feet C. Hazen-Williams friction loss due to pipe fittings and supply pipe(h): 1l D in inches 10.5 X Total Pipe Length (9.B) X (Ftow Rate =Constant)'��Z - Pipe Diameter°��ss 10.5 X ��ft X (��9Pm = 130)�esz _ ��ft4.8655 _ �ft l�.�l �1• Total Head requirement is the sum of the Etevation Difference (Line 3),the Distribution Head Loss(Line 4),Additional Head Loss(Line 5), and either Supply Friction Loss(Line 9),or Friction Loss from the Supply Pipe and Pipe Fittings for collection systems(Line tO.C} NOTE:Supp/y Friction Loss(Line 8)need ONLY be used if NOT a co(lection system. NOTE:Friction Loss from the Supply Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a coUection system. 10.0 fc + 5.0 rc + C�rc + 1.3 ft = 16.3 fc 3. PUMP SELECTION A pump must be setected to deliver at least Z9 GPM(Line 1 or Line 2)with at least �7 feet of totat head. I hereby certify that i have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson 810 08/10/09 (Designer) (Signature) (License#) (Date) Loqs of Soil Borinqs License#810 Location or Project: 3445 High Lane Borings made by: Rusty Olson's Soil and Perc testing 8/6/2009 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_86.0_ Mottled Soil at 2.0_feet 0"-6" Dark brown loam 10yr3/2 HZO present at_X_ 6"-14" Brown loam 10yr4/4 14"-24" Brown loam 10yr5l4 24"-30" Rusty brown loam 10yr6/4 Boring Number_2_Surface elevation_86.0_ Mottled Soil at 2.1_feet 0"�" Dark brown loam 10yr3/2 H20 present at X_ 6"-14" Brown loam 10yr4/4 14"-26" Brown loam to clay loam 10yr5J4 26"-36" Rusty brown loam 10yr6/4 Boring Number_3_Surface Elevation_84.7 Mottled Soil at_1.7 feet 0"-6" Dark brown loam 10yr3/2 H20 present at_X_ 6"-14" Brown loam 10yr4/4 14"-20" Brown loam 10yr5/4 20"-30" Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On 8/07/09 Location: 3445 High Lane Hole number: 1 Date hole was prepared:8/06/09 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 10yr3/2 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date arui hour of initial water filling 8l06/09 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 H20 Perc Rate 9:00 9:15 6" 3.7 4.1 927 9:42 6" 3.6 42 9:43 9:58 6" 3.5 4.3 AVERAGE PERC. RATE 4.2 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 8:50 A_M. On 8/07/09 Location: 3445 High Lane Hole number: 2 Date hole was prepared:8/06/09 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 10yr3/2 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 initiat water filling 8/06/09 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 H20 Perc Rate 9:01 9:16 6" 3.8 4.0 9:26 9:41 6" 3.7 4_1 9:44 9:59 6" 3.7 4.1 AVERAGE PERC. RATE 4.1 MPI DATE TIME CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED PERMIT NO. COMPLETED �� `�� ADDRESS ��-I�� f-J�l� �-I��-Jf' OWNER CONTR. 12�.��"`-I C`(._��t; TELEPHONE NO. � DESCRIPTION � L� , �� ;�� / ° � �"�-��" � ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ LAKESHORENVETLANDS y ❑ 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 FINAL ❑ HARD COVER REMOVAL � ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL � OWNER/CONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: � W a � i' . � ' i 0 �L' - � S l/ C�' r` C }�T'�%''�' U � J � � C.�i�,/1/l� �i '+ S' /°�� '� L:/V l � O � W � Q ~ �''�: ;�—�'� � 1�" . � � -� ,��-j "�`! Z �LJ r. • � .��_�� I � � �.� ��; .. �• �� +-f��r W � � d W ❑WORK SATISFACTORY:PROCEED f�l PROJECT COMPLETE � ❑CORRECT WORK&PROCEED '- ISSUE CERTIFICATE OF OCCUPANCY W O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. � pHOTO TAKEN INSPECTOR WIIL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR � CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca11 for the next inspection 24 hours in advance. (952� 249-4600 OwnerlContractor on site: Inspector. % ;��i- f /� ,�a . . White Copyllnspector's File Canary CopylSi}�Notice'