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HomeMy WebLinkAbout2014 - Soil & Percolation Testing ORONO COPY 2.014--taaY Joseph Olson D.B.A. Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License#810 11481 Riverview Rd.NE,Hanover,MN 55341 (763)498-8779 Fax(763)498-8290 Revised February 4,2014 September 22,2011 Jeff&Paula Bata 2360 Willow Drive Orono,Hennepin County This on-site Sewage Treatment System is designed for a Type 1,Five bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. The periodically saturated soils were located at 24-28 inches(mottled soil).Due to The periodically 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 3 MPI. All neighboring wells are located greater than 100'away from proposed treatment area. A lift pump will need to be installed in the lowest level to keep the tanks 50 feet from the wetland. All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.Clean outs must be installed on the end of the laterals for maintenance. A 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. 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 tanks every two years Sincerely, Thkcf Sibc dlitoti Joseph J.Olson CIT OF ORONO SEPTIC PEWIT LAN REVIEW INSPECTOR DATE z z- ly PEEWIT NO. THIS SYSTEM IS DESIGNED FOR EJ APPROVED AS-1S.1.4 . > [] APPROVED K+F�H�K .i t 'NC AS NOTED ,.:,.BEDROOMS. ANY INCREASE IN NUMBER n NOT APPROVED-01'e . I‹ISILIy1IT Of BEDROOMS INVALIDATES THIS DESIGN. These comments ere with all a in „ork shall he done in full compliance with ull upplica .c ,rptic,uid Toning code. Requirements including items not no;cd in this review. I'I ITIS PLAN SET ON SI l 1. \f:ALF il\ll S .1 . 1 I; 1 - / ' A 1 • , ',,,.,„---_,________L.8 __.), k\ . te, / k,\ i 1 ft--,:,P,,s 9 / '--- ,, / , kr,) ,,...„.„..,c,t_ ,‘,. irikaR6S0 , / 4 j v. <' c / / ' , /. ,- - , i , c,,-, I I 1 ' / • 11-1f / / ... ,, ,\ 1 / / ------ -- Bo e it emdis.i ,-, 1-11r-r — .. . 7eRcep.sef _,,. • X •-•/-,4AJks - — -- _____ -_ fr::L-V 151.0 (ASS to.,c-A) ...•'''' / ---+"- ---'-' ,../7 • i .------' II • : .-- ---1----- „s: ! Scale: 1-.':-CO . --r--- ,. ..___ . fib Percolation Test .___ Soil Boring 0 Beach lvlark VVe 1-i ritil'... Check all underground utilities \ , . _ . Property or:_a :.,- 4-pAk.A.ra e,p-rii_ WiLtou,--be CYR400, lact.),)6?1,4) eapoly • Re•-uGeo Wy/IY -66 9 ina-/.31. PH(763)498-8779 -- — - Rusty Olson's sol and percolation testing ._ .. . .._______________ . _. ___ ..___________ Designed by) _ - £ IC c- b I / 9 till4; 1 iii -I ., oaast s a 11.10 ii ø ! ijtil . F •fij [!pI !3 if ting Z9a . g .. 2o 3r g 6. . .� ff. - ; taile; L-,-' p -,g, -, 1 ii ft ' NC sr ,--•'` Bel/11 al i,; ' ' , 5 il v~ 4 -...r w y U O a 70 Vf .0 • w h r r$ OR^r IS 3 = DO it -1c 2. 3 O r r C a a4 J $o Tar,. sr I - k „,,, , I. g 'U .1 7 a . it_ .! .. v, 1 4 li or fl]1 IR M If CZ : M 1.° w.3i r y rn �C o_ It PV5 � is A O „fir ,.� iiii 03 I v PPPPPP m N -O O \;c;1.." 1 N A-' '- OSTP Design Summary Worksheet UNIVERSITY Minnesota Pollution ControlA 9 y enc OF MINNESOTA L� Property Owner/Client: Jeff Et Paula Bath Project ID: v 06.12.13 Site Address: 2360 Willow Hill Drive,Orono, Hennepin County Date: 2/4/14 1. DESIGN FLOW AND TANKS A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rate including a safety factor.For long term performance,the average B. Septic Tanks: daily flow is recommended to be<60%of this value. Minimum Code Required Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments Recommended Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments Effluent Screen: No Alarm: No C. Holding Tanks Only: Minimum Code Required Capacity: Gallons,in Tanks Designer Recommended Capacity: Gallons,in Tanks Type of High Level Alarm: D. Pump Tank 1 Capacity(Code Minimum): Gallons Pump Tank 2 Capacity(Code Minimum): Gallons Pump Tank 1 Capacity(Designer Rec): Gallons Pump Tank 2 Capacity(Designer Rec): Gallons Pump 1 36.0 GPM Total Head 25.1 ft Pump 2 GPM Total Head ft Supply Pipe Dia. 2.00 in Dose Volume: gal Supply Pipe Dia. in Dose Volume: gal 2. SYSTEM TYPE Type of Soil Treatment and Dispersal Area• Type utuISU,liuuwr Q Trendh Q Bed 0 Mound r 0 Gravity Distribution Q Pressure Distribution-Level 0 Pressure Distron-)nlevel 0 Drip Q Holding Tank 0 At-Grade •Selection Required Benchmark Elevation: 959.0 ft Benchmark Location: Test hole#1 System Type Type of Distribution Media: ©Type I ❑Type II EType III [7 Type IV D Type V O Drainfield Rock Registered Treatment Medal 3. SITE EVALUATION: A. Depth to Limiting Layer: 24 in 2.0 ft B. Measured Land Slope%: 3.0 % C. Elevation of Limitine Layer: 958,9 D. Soil Texture: Loam E. Loc.of Restricive Elevation: F. Soil Hyd.Loading Rate: 0.60 GPD/ft2 G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 3.0 MPI I. Code Maximum Depth of System: Mound in Comments: 4. DESIGN SUMMARY Trench Design Summary Dispersal Area ft2 Sidewall Depth in Trench Width in Total Lineal Feet ft Number of Trenches Code Maximum Trench Depth in Contour Loading Rate ft Designees Max Trench Depth in Bed Design Summary Absorption Area ft2 Media Below Pipe in Code Maximum Bed Depth in Bed Width ft Bed Length ft Designees Max Bed Depth in OSTP Design Summary Worksheet UNIVERSITY Minnesota Pollution OF MINNESOTA Control Agency Mound Design Summary Absorption Area 625.0 ft2 Bed Length 63.0 ft Bed Width 10.0 ft Absorption Width 12.0 ft Clean Sand Lift 1.0 ft Berm Width (0-1%) ft Upslope Berm Width 11.0 ft Downslope Berm Width 15.0 ft Endslope Berm Width 10.0 ft Total System Length 83.0 ft Total System Width 36.0 ft Contour Loading Rate 12.0 gal/ft At-Grade Design Summary Absorption Bed Width ft Absorption Bed Length ft System Height ft Contour Loading Rate gal/ft Upslope Berm Width ft Downslope Berm Width ft Endslope Berm Width ft System Length ft System Width ft Level&Equal Pressure Distribution Summary No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 7/32 in Lateral Diameter 2.00 in Min.Delivered Volume 0 gal Maximum Delivered Volume 188 gal Non-Level and Unequal Pressure Distribution Summary Elevation Pipe Volume Pipe Length Perforation Size (ft) Pipe Size(in) (gal/ft) (ft) (in) Spacing(ft) Spacing(in) Lateral 1 Minimum Delivered Volume Lateral 2 gal Lateral 3 Lateral 4 Maximum Delivered Volume Lateral 5 gal Lateral 6 5. Additional Info for Type IV/Pretreatment Design A. Calculate the organic loading using option I or 2 1. Organic Loading =Pounds of BOD X Units lbs/day X lbs BOD/day 2. Organic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35-1-1,000,000 gpd X mg/L X 8.35+1,000,000= lbs BOD/day B. Type of Pretreatment Unit Being Installed: C. Calculate Soil Treatment System Organic Loading: lbs.BOD/day Bottom Area =lbs/day/ft2 lbs/day= ft2= lbs/day/ft2 Comments/Special Design Considerations: I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson �� 810 02/04/14 (Designer) (Signature) (License#) (Date) OSTP Mound Design UNIVERSITY Minnesota Pollution MINNESOTA ilithil,,„4" Control Agency Worksheet >1 °/0 Slope �.� 1. SYSTEM SIZING: Project ID: v 06.12.13 A. Design Flow: 750 GPD TABLE IXa z LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA B. Soil Loading Rate: 0.60 GPD/ft AND ABSORPTION RATIOS USING PERCOLATION TESTS Treatment Level C Treatment Level A,A-2,8, C. Depth to Limiting Condition: 2.0 ft Absorption Absorption Percolation Rate Mound Mound (MPI) Area Loading Absorption Loading Absorption D. Percent Land Slope: 3.0 % Rate Rate ( d ,) Ratio (phi) Ratio E. Design Media Loading Rate: 1.2 GPD/ft2 <01 1 _ 1 F. Mound Absorption Ratio: 2.00 0.1 10 5 1.2 1 1.6 1 0 1 to 5(fine sand 0.6 2 1 1.6 Table I and loamy fine sand) MOUND CONTOUR LOADING RATES: 6 to 15 0.7e 1.5 1 1.6 Contour 16 to 30 0.6 2 0.78 2 Measured Texture-derived 31 to as 0.5 2.4 0.78 2 Parc Rate OR mound absorption ratio Loading Rate: 46 to 60 0.45 2.6 0.6 2.6 60nlpi 1.0, 1.3. 2.0,2.4.2.6 . .12 61 to 120 5 0.3 5.3 < >120 - - - 61-120mpi OR 5.0 • sl2 *Systems with these values are not Type I systems. 120 mpi 5.0 _6. Contour Loading Rate (linear loading rate)is a 2recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Design Flow-Design Media Loading Rate =ft2 750 GPD 1.2 GPD/ft2 = 625 ft2 If a larger dispersal media area is desired, enter size: 630 ft2 B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate 10 ft2 X 1.2 GPD/ft2 = 12.0 gal/ft Can not exceed Table 1 D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area + Bed Width = Bed Length 630 ft2 s 10.0 ft = 63.0 ft 3. ABSORPTION AREA SIZING A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width 10.0 ft X 2.0 = 20.0 ft B. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Bed. Calculate Downslope Absorption Width: Absorption Width - Bed Width 20.0 ft - 10.0 ft = 10.0 ft 4. DISTRIBUTION MEDIA: ROCK A. Media Volume: Media Depth X Length X Width 1.00 ft X 63.0 ft X 10.0 ft= 630 ft3 s 27 = 23 yd3 5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component Length: ft Enter the Component Width: ft C. Number of Components per Row= Bed Length divided by Component Length (Round up) ft : ft= components/row D. Actual Bed Length = Number of Components/row X Component Length: components X ft = ft E. Number of Rows= Bed Width divided by Component Width (Round up) ft_ ft= rows Adjust width so this is an whole number. F. Total Number of Components= Number of Components per Row X Number of Rows X = components 6. MOUND SIZING A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift 3.0 ft - 2.0 ft = 1.0 ft Design Sand Lift(optional): ft B. Calculate Upstope Height: Clean Sand Lift + media depth +cover(1 ft.) = Upslope Height 1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft C. Select Upstope Berm Multiplier(based on land slope): 3.57 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 Upstope Berm 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21 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 D. Calculate Upslope Berm Width: Multiplier X Upstope Mound Height =Upslope Berm Width 3.57 ft X 3.0 ft = 11.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope = 100= Drop (ft) 10.0 ft X 3.0 % : 100= 0.30 ft F. Calculate Downslope Mound Height: Upslope Height+ Drop in Elevation = Downslope Height 3.0 ft + 0.30 ft = 3.3 ft G. Select Downslope Berm Multiplier(based on land slope): 4.54 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 Downslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69 Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 H. Calculate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width 4.54 x 3.3 ft = 15.0 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet 10.0 ft + 4 ft = 14.0 ft J. Design Downslope Berm=greater of 4H and 41: 15.0 ft K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm X Downslope Mound Height =Endslope Berm Width 3.00 ft X 3.3 ft = 10.0 ft M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width 11.0 ft + 10.0 ft + 15.0 ft = 36.0 ft N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width 10.0 ft + 63.0 ft + 10.0 ft = 83.0 ft 7. MOUND DIMENSIONS \ \ (---- ....._ \ ___,„ --- Upslope (4.D) 11.0 , \ c �Endslope (4.L� Dispersal Bed: (2.B x 2.C) �Endslope (4.L), co� M 10.0 10.0 X 63.0 vl 10.0; v IV 1 Li -0 1 C ' Z 0150 _ Downslope (4.J) \ \ Total Mound Length (4.N) 83.0 / 4" inspection pipe } 18" cover on top 15.0 Upslope berm (4.D) Downslope berm (4.J) 11.0 12"cover on sides (6" topsoil) Clean sand lift (4.A) 1.0 __ Depth to Limiting i1.C1 Limiting _— _-____________---- 2.0 Condition —_ -----_—___,._- Absorption 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 downhill from the upslope edge of the Bed. Comments: OSTP Mound Materials Worksheet UNIVERSITY - Minnesota Co t of Agency Pollution OF MINNESOTA ``+ . „�1;, Project ID: v 06.12.13 A. Calculate Bed(rock)Volume: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 ft'/yd3 to calculate cubic yards: 630.0 • ft3 : 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd3 X 1.2 = 28.0 yd3 B. Calculate Clean Sand Volume: Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet 1.2 ft X 10.0 ft X 63.0 ft = 724.5 ft3 For a Mound on a slope from 0-1% Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length) ft -1) X X ft = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X ft = Total Clean Sand Volume: Volume from Length+Volume from Width+Volume Under Media ft' + ft3 + ft3 = ft' For a Mound on a slope greater than 1% Upslope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)+2=cubic feet (( 3.0 ft -1) X 3.0 ft X 63.0 )+2= • 189.0 ft3 Downslope Volume:((Downslope Height- 1)x Downslope Absorption Width x Media Length)+2=cubic feet (( 3.3 ft-1) X 10.0 ft X 63.0 )+2= 724.5 ft3 Endslope Volume:(Downslope Mound Height- 1)x 3 x Media Width =cubic feet ( 3.3 ft-1 ) X 3.0 ft X 10.0 ft = 69.0 ft3 Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media 189.0 ft3 + 724.5 ft3 + 69.0 ft3 + 724.5 ft3= 1707.03 ft Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1707.0 ft3 : 27 = 63.2 yd3 Add 20%for constructability: 63.2 yd3 X 1.2 = 75.9 yd3 C. Calculate Sandy Berm Volume: Total Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)+2=cubic feet ( 3.2 - 0.5 )ft X 36.0 ft X 83.0 )+2= 3957.1 ft3 Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet 3957.1 ft3 - 1707.0 ft3 - 630.0 ft3 = 1620.1 ft3 Divide ft3 by Z7 ft3/yd3 to calculate cubic yards: 1620.1 ft3 27 = 60.0 yd3 Add 20%for constructability: 60.0 yd3 x 1.2 = 72.0 yd3 D. Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft 36.0 ft X 83.0 ft X 0.5 ft = 1493.3 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1493.3 ft3 e 27 = 55.3 yd3 Add 20%for constructability: 55.3 yd3 x 1.2 66.4 yd3 OSTP Pressure Distribution v Minnesota Pollution Design Worksheet UNIVERSITY !- Control Agency OF MINNESOTA ` Z`�� Project ID: v 06.12.13 1. Media Bed Width: 10 ft 2. Minimum Number of Laterals in system/zone= Rouded up number of [(Media Bed Width - 4) : 3] + 1. ( 10 -4 ) + 1 = 3 laterals Does not apply to at-grades 3. Designer Selected Number of Laterals: 3 laterals Cannot be less than line 2 (accent in at-grades) .w--- 4. Select Perforation Spacing: 3.0 ft "''`-` ..1:-` NI_r 5. Select Perforation Diameter Size: 7/32 in - I^- ,.M4 6. Length of Laterals = Media Bed Length - 2 Feet. 63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge. 7 Determine the Number of Perforation Spaces. Divide the Length of Laterals by the Perforation Spacing and round down to the nearest whole number. Number of Perforation Spaces = 61 ft 3 ft = 20 Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces. Check table 8. below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold. Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral Maximum Number of Perforations Per lateral to Guarantee<10%Discharge Variation '''Inch Perforations 7/32 Inch Perforations Perforation Spacing(Feet) Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) 1 1/ 111 2 3 (Feet) 1 1/ 11/2 2 3 2 10 13 18 30 60 2 11 16 21 34 68 21. 8 12 16 28 54 2/ 10 14 20 32 64 3 8 12 16 25 52 3 9 14 19 30 60 3.'16 Inch Perforations 118 Inch Perforations Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) Perforation Spacing(Feet) 1 11/2 11 2 3 )Feet) I 1/ 1/ 2 3 2 12 18 26 46 87 2 21 33 44 74 149 2/ 12 17 24 40 80 2/ 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 9. Total Number of Perforations equals the Number of Perforations per Lateral multiplied by the Number of Perforated Laterals. 21 Perf. Per Lat. X 3 Number of Perf. Lat. = 63 Total Number of Perf. 10. Select Type of Manifold Connection (End or Center): 0 End ❑ Center 11. Select Lateral Diameter (See Table): 2.00 in OSTP Pressure Distribution Minnesota Pollution UNIVERSITY ,?; Control Agency Design Worksheet OF MINNESOTA :''' +-�.��- 12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation. Does not apply to At-Grades a. Bed Area = Bed Width (ft) X Bed Length (ft) 10 ft X 63 ft = 630 ft2 b. Square Foot per Perforation = Bed Area divided by the Total Number of Perforations. 630 ft2 ÷ 63 perforations - 10.0 ft2/perforations 13. Select Minimum Average Head: 1.0 ft 14. Select Perforation Discharge (GPM) based on Table: 0.56 GPM per Perforation 15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge. 63 Perfs X 0.56 GPM per Perforation = 36 GPM 16. Volume of Liquid Per Foot of Distribution Piping (Table 11): 0.170 Gallons/ft 17. Volume of Distribution Piping = Table 11 = [Number of Perforated Laterals X Length of Laterals X (Volume of Volume of Liquid in Liquid Per Foot of Distribution Piping] Pipe Pipe Liquid 3 X 61 ft X 0.170 gal/ft = 31.1 Gallons Diameter Per Foot (inches) (Gallons) 18. Minimum Delivered Volume = Volume of Distribution Piping X 4 1 ' 0.045 1.25 0.078 31.1 gals X 4 = 124.4 Gallons 1.5 0.110 2 0.170 manifold pipe` 3 0.380 1 4 0.661 ' Cleanouts — _ pipe from pump L•----:........./ `' i Manifold pipes J dean outs - V • J alternate location '/ V of pipe from pump � — `�./`Alternate location ` of pipe from pump Pipe frompump Comments/Special Design Considerations: OSTP Pressure Distribution �r UNIVERSITY Minnesota Pollution Design Worksheet � Control Agency OF MINNESOTA -�\�- 1 OSTP Basic Pump Selection Design UNIVERSITY ,. .47,''''''.-..44:0,. Minnesota Pollution Worksheet OF MINNESOTA,;,.. '. Control Agency .-"�*N.'- 1. PUMP CAPACITY Project ID: v 06.12.13 Pumping to Gravity or Pressure Distribution: ( 0 Gravity OO Pressve Selection required 1. If pumping to gravity enter the gallon per minute of the pump: GPM (10-45 gpm) 2. If pumping to a pressurized distribution system: 36.0 GPM 3. Enter pump description: • 2. HEAD REQUIREMENTS Soil treatment drt system A. Elevation Difference 17 ft . .d F v soo'a+t wes9tb between pump and point of discharge: / nlet�Pe !�1 Elevation% , B. Distribution Head Loss: 5 ft _ m_____C °Nf"e"" C. Additional Head Loss: ft(due to special equipment,etc.) Table I.Friction Loss in Plastic Pipe per 100ft Distribution Head Loss Gravity Distribution = Oft Flow Rate _,_ Pipe Diameter_I inches) _ (GPM) 1 1 _ 1.25 1.5 2 J Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.3 0.3 Value on Pressure Distribution Worksheet: 12 12.8 4.3 1.8 0.4 Minimum Average Head Distribution Head Loss 14 17.0 5.7 2.4 0.6 1ft 5ft 16 21.8 7.3 3.0 0.7 2ft Eft 18 9.1 3.8 0.9 5ft 10f t 20 11.1 4.6 1.1 25 16.8 6.9 1.7 D. 1.Supply Pipe Diameter: 2.0 in 30 23.5 9.7 2.4 35 12.9 3.2 2.Supply Pipe Length: 75 ft 40 16.5 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table I: 45 20.5 5.0 50 6.1 Friction Loss= 3.32 ft per 100ft of pipe 55 7.3 60 8.6 F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 10.0 point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length 70 11.4 (D.2) X 1.25=Equivalent Pipe Length 75 13.0 85 16.4 75 ft X 1.25 = 93.8 ft 95 20.1 G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100. Supply Friction Loss= 3.32 ft per 100ft X 93.8 ft + 100 = 3.1 ft H. Total Head requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and the Supply Friction Loss(Line G) 17.0 ft + 5.0 ft + ft + 3.1 ft = 25.1 ft 3. PUMP SELECTION A pump must be selected to deliver at least 36.0 GPM(Line 1 or Line 2)with at least 25.1 feet of total head. Comments: Logs of Soil Borings License#810 Location or Project: Arthur J Nelson Proposed Lot 3 Borings made by: Rusty Olson's Soil and Perc testing 9/19/2011 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 WNW ` ' 3 9 Mottled Soil at_2.3_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X_ 12"-16" Brown loam 10yr4/4 16"-28" Brown loam 10yr5/4 28"-32" Rusty brown loam 10yr5/4 Boring Number_2_Surface elevation_ice_ e7 0 Mottled Soil at_2.0_feet 0"-6" Dark brown loam 10yr3/2 H2O present at_X 6"-14" Brown loam 10yr4/4 14"-24" Brown loam 10yr5/4 24"-30" Rusty brown loam 10yr5/4 Boring Number_3_Surface Elevation 4O00 a Mottled Soil at_2.0 feet 0"-6" Dark brown loam 10yr3/2 H2O present at_X_ 6"-14" Brown loam 10yr4/4 14"-24" Brown loam 10yr5/4 24"-30" Rusty brown loam 10yr5/4 Boring Number 4_ Surface elevation 'WM Mottled Soil at_2.1_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X_ 12"-20" Brown loam 10yr4/4 20"-26" Brown loam 10yr5/4 26"-30" Rusty brown loam 10yr5/4 Boring Number 5_Surface elevation INN_3<g,o Mottled Soil at_2.3_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X__ 12"-16" Brown loam 10yr4/4 16"-28" Brown loam 10yr5/4 28"-32" Rusty brown loam 10yr5/4 Boring Number 6_Surface elevation IMO 151, 9 Mottled Soil at_2.1_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X_ 12"-20" Brown loam 10yr4/4 20"-26" Brown loam 10yr5/4 26"-30" Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3_ Hole number: 1 Date hole was prepared 9/19/11 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 «1.• Method of s ratching side wall: Knife Depth of gr vel in bottom of hole 2 inches: Date of initi I water filling 9/19/11 depth of initial water filling 12 inches above hole ottom. Method use to maintain at least 12 inches of water depth in hole for at least 4 hoursAutomatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate I 1:07 1:22 6" 5.5 2.7 1:37 1:52 6" 5.5 2.7 1:53 2:08 6" 5.5 2.7 r- AVERAGE PERC. RATE 2.7 MPI I Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 2 Date hole was prepared 9/19/11 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 10yr414 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 9/19/11 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 1:08 1:23 6" 5.5 2.7 1:36 1:51 6" 5.5 2.7 1:54 2:09 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 3 Date hole was prepared 9/19/11 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 of initial water filling 9/19/11 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 1:09 1:24 6" 5.5 2.7 1:35 1:50 6" 5.5 2.7 1:55 2:10 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 4 Date hole was prepared 9/19/11 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 of initial water filling 9/19/11 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 I Time Time Depth Drop in H2O Perc Rate 1:10 1:25 6" 5.5 2.7 1:34 1:49 6" 5.5 2.7 1:56 2:11 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPI 231,0 Wiil0 flilk l RustyOlson s--Soil andCCPY Percolation e Joseph J. Olson--MPCA License #810 11481 Riverview Rd. NE, Hanover, MN 55341 (763) 498-8779 fax (763) 498-8290 September 22,2011 Arthur J.Nelson Estate. Proposed Lot 3 Orono,Hennepin County This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. Once the house size and location are chosen this design can be completed. The periodically saturated soils were located at 24-28 inches below grade(mottled soil).Due to the periodically saturated soils,a pressurized mound system will need to be installed to treat the septic effluent. The bottom of the treatment area must be located at least 3'above the saturated soils. The soils at a depth of 12"have a percolation rate averaging 3 MPI. The absorption areas do not overlap. Use 7/32 inch perforations must be used on the laterals. All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.A filter needs to be installed on the second tank.Clean outs must be installed on the end of the laterals for maintenance. 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 a light and sound device;this is in case of a pump failure. Keep all heavy equipment off of the proposed treatment areas before and after construction.The treatment area must be fenced off before construction begins.This Design is not valid&the System will need to be relocated if failure to protect the areas proposed for the On-Site Sewage Treatment systems occurs. Nothing other than gray water,(laundry,showers,ect.)human water&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 septic tanks every two years. +f S Cks, `1 Sincerely, cpl('Ok CITY OF O O SCPERMIT P EV9 INSPECTOR Joseph J.Olson DATE /0•2.5-1'PERMIT NO. n )VED AS SUBMITTED APPROVED AS NOTED NOT APPROVED-CORRECT&RESUBMIT These comments are for your information. All work shall be done THIS SYSTEM IS DESIGNED FOR in full compliance with all applicable septic and zoning code. Requirements including items not specifically noted in this review. BEDROOMS. ANY INCREASE IN NUMBER KEEP THIS PLAN SET ON SITE AT ALL TIMES OF BEDROOMS INVALIDATES THIS DESIGN. I - / 1I,ANm* I xya t.�� ' I riNi '.'I:: :--\-1 . , __:_ - .... ,,,,. \ \, ,, / , ____. __, ::?: ' /�n m,.' _ _____________L- .\. ,. , / , , , i _ , | ` | / , , 1,‘ \. ~. | `J ! /, / ,, _ „ / .,,, _ fJ ~,� ,--s- , , .., - ,..: ., ._,,,, ,,,_,r.kr,LI._ -..,Ni\; r:, `'.,,' // r ,' k ,.; \ \ s�L 7 ` \ / 1 | \` \ . A ) . * ( ^^`= � ` O / ' / ����` e��`,� ��^~'T iA~ic , / - ~ / . ,' ._- . � . / /' ..• _ _^ ~ � - ~�7/ � �4�u�.o�/' »_ s.;� u.,,,c..-1.) � ) -~~~~~ _ _ _ — . - � // � ~^ ____ '— r.- 5-e.:* -~ -' • /-- ---� ---- ---- ___ — _ | — ' mm \'\ / \ ~ _+__- / ' �\ | �� wSoil Boring 0 Beach Mark . —~—' V»eT(�/)� \ �bcnbuU underground utilities _...__" ; , 2� ! ` \ „ __\.1 ' ' � ^��« g�� � *"~~b'��T- 3 ��'��f °`=/ `.~~. ~ OSTP Design Summary Worksheet UNIVERSITY Minnesota Pollution OF MINNESOTA Control Agency _ - �..,,,,, Property Owner/Client: Arthur J. Nelson Estate v 11.05.31 Site Address: Proposed lot 3, Orono, MN 55356 Site A Et B 1. AVERAGE DESIGN FLOW: A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow Is considered a peak flow rate including a safety factor.For long term performance,the average daily flow is recommended to be< B. Septic Tank capacity: 2250 Gallons 60%of this value. C. Number of Septic Tanks or Compartments: 2 Effluent Screen&Alarm? Yes Type of Soil Treatment and Dispersal Area* Type of Distribution" 0 Trenches 0 Bed 0 Mound 0 At-Grade 0 Gravity Distribution ®Pressure Distribution-Level 0 Pressure Distribution-Unlevel 0 Drip Distribution 0 None-Holding Tanks Only *Selection Required Benchmark Elev= 100 ft System Type Benchmark Location: Test hole# 1 ❑Q Type I ElType II fl Type III ❑Type IV 0 Type V Type of Distribution Media: Rock D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons 2. SITE EVALUATION: A. Depth to Limiting Layer: 24 inches 2.0 ft Elevation of Limiting Layer: 98 ft B. Measured Percent Land Slope: 3.0 % 0.0 C. Soil Texture: Loam Percolation Rate: 3 Minutes per Inch D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft 3. DESIGN SUMMARY Trench Design Summary Absorption Area ft2 Sidewall Depth in Trench Width in Total Lineal Feet ft Number of Trenches Maximum Trench Depth in Designer's Max Trench Depth . in Bed Design Summary Absorption Area ft2 Media Below Pipe in Bed Length ft Bed Width ft Maximum Bed Depth in Designer's Max Bed Depth in Mound Design Summary Absorption Area 625 ft2 Bed Length 63 ft Bed Width 10.0 ft Absorption Width 20.0 ft Clean Sand Lift 1.0 ft Berm Width (slope 0-1%) ft Upslope Berm Width 10.7 ft Downslope Berm Width 15.0 ft Endslope Berm Width 9.9 ft Total System Length 83 ft Total System Width 36 ft At-Grade Design Summary Absorption Bed Width ft Absorption Bed Length ft System Height ft Absorption Bed Area ftf 2 Upslope Berm Width ft Downslope Berm Width ft Endslope Berm Width ft System Length ft System Width ft OSTP Design Summary Worksheet UNIVERSITY Minnesota Pollution OF MINNESOTA `'s-.*. Control Agency .- Pressure Distribution Summary No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 7/32 in Lateral Diameter 2.00 in Supply Pipe Diameter 0 in Minimum Dose Volume 0 Flow Rate 36 GPM Total Head ft Maximum Dose Volume 187.5 Holding Tanks Only Number of Holding Tanks Total Volume of Holding Tanks gallons High Level Alarm? 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading to Pre-Treatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000 gpd X mg/L X 8.35: 1,000,000= lbs BOD/day Calculate System Organic Loading: lbs. BOD/day :Bottom Area =lbs/day/ft2 lbs/day± ft2= lbs/day/ft2 Comments/Special Design Considerations: I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Joseph J Olson `\ 810 09/22/11 (Designer) (Signature) (License#) (Date) OSTP Mound Design Minnesota Pollution UNIVERSITY `- Control Agency Worksheet > 1% Slope OF MINNESOTA 1. SYSTEM SIZING: v 11.05.31 A. Design Flow(Flow&Soil- 1.A) : 750 GPD Table 1 MOUND CONTOUR LOADING RATES: B. Soil Loading Rate(Flow&Soil-3.C): 0.60 GPD/ft2 Measured Texture-derived Contour Perc Rate OR mound absorption ratio Loading C. Depth to Limiting Condition: 2.0 ft • Rate: D. Percent Land Slope: 3.0 % s 6ompi 1.0, 1.3.2.0, 2.4,2.6 - :12 E. Design Media Loading Rate: 1.2 GPD/ft2 6 1-1OR 5.0 :12 F. Mound Absorption Ratio(Table IXa): 2.00 _ 120 nip:* -5.o• 6 G. Design Contour Loading Rate: 12.0 GPD/ft 'Systems with these values are not Type I systems. (From Table I -same as Linear Loading Rate) Contour Loading Rate is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersal Bed Area:Design Flow (1.A):Design Media Loading Rate (1.E)=ft2 If a larger dispersal media 750 GPD: 1.20 GPD/ft2 = 625 ft2 area is desired,enter size: 630 ft2 B. Calculate Dispersal Bed Width: Contour Loading Rate (1.G):Design Media Loading Rate (1.E)=Bed Width 12.0 ft : 1.2 gpd/ft2 = 10 ft C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A) =Bed Width (2.B)=Bed Length 630 ft2 : 10 ft = 63 ft D. Select Dispersal Media: E7 Rock D 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>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: Slope, CLR Choice,Material issues 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 - 2.0 ft = 1.0 ft Design Sand Lift (optional): B. Calculate Upslope Height: Clean Sand Lift (4.A) +media depth (1 ft.) +cover (1 ft.) = Upslope Height 1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft 0-34:',tope Multiplier Table Land Slope% 0 t 2 3 4 5 6 7 8 9 10 11 12 13 14 15 t6 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 Beln1 Ratio 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70 2.62 2.55 2.48 2.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.98 1.93 Land Slope% 0 t 2 3 4 5 6 7 8 9 IO 11 12 t3 14 15 16 17 1 18 19 20 21 22 23 24 25 Downslope 3:1 3.00 3.09 3.19 3.30 33.41 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 Berns Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.0015.26 5.56 5.88 6.25 6.67 7.14 7.6918.29 8.92 9.57 10.24 10.94 11.67 12.42 13.19 13.93 14.82 15.67 16.54 17.44 C Select Upslope Berm Multiplier (based on land slope): 3.57 (figure D-34) D. Calculate Upslope Berm Width: Multiplier (4.C)X Upslope Mound Height (4.B) = Upslope Berm Width 3.57 ft x 3.0 ft = 10.7 ft E. Calculate Drop in Elevation Under Bed: Bed Width (2.B) X Land Slope (1.D) : 100=Drop (ft) 10.0 ft X 3.0 % : 100= 0.30 ft F. Calculate Downslope Mound Height: Upslope Height (4.B) +Drop in Elevation (4.E) =Downslope Height 3.0 ft + 0.30 ft = 3.3 ft G Select Downslope Berm Multiplier (based on land slope): 4.54 (figure D-34) H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width 4.54 x 3.3 ft = 15.0 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: 15.0 ft K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F) =Endslope Berm Width 3.00 ft X 3.3 ft = 9.9 ft M. Calculate Mound Width: Upslope Berm Width(4.D) +Bed Width (2.B) +Downslope Berm Width (4.J) =ft 10.7 ft + 10.0 ft + 15.0 ft = 35.7 ft N. Calculate Mound Length: Endslope Berm Width (4.L) +Bed Length (2.C) +Endslope Berm Width (4.L) =ft 9.9 ft + 63.0 ft + 9.9 ft = 82.8 ft 0. If using a registered product, enter the Component Length: in. : 12 ft. P. If using a registered product, enter the Component Width: in. : 12 ft. Q. Number of Components per Row =Bed Length (2.C)divided by Component Length (4.0) (Round up) 63 = R. Number of Rows =Bed Width (2.B) divided by Component Width (4.P) (Round up) Adjust Contour Loading Rate on Design Summary page until this number is a whole number S. Total Number of Components =Number of Components per Row X Number of Rows X = '5. MOUND DIMENSIONS N. r ,,, __, ------- r Upstope (4.D) 10.7 - VI ; Dispersal Bed: (2.6 x 2.C) ' `Endslope (4.L) p fEndslope (4.L)l 919 ez 10 x 63 9.f t v- - V C O ' Downslope (4.J) 15.0 o \ •••••-__ \ —) Total Mound Length (4.N) 82.8 / 4" inspection pipe 18" cover on top ,eUpslope berm (4.D) Downslope berm (4.J) 15.0 10.7 12" cover on sides (6" topsoil) 1.0 Clean sand lift (4.A) a. 2.0 DEptil to Limiting, i 1.0 i ,-. LirnitinCondition ---—----—---- Absorption 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 downhill from the upslope edge of the Bed. OSTP Mound Materials Worksheet UNIVERSITY Minnesota Pollution OF MINNESOTA Control Agency A.Calculate Bed (rock)Volume:Bed Length (2.C)X Bed Width (2.B)X Depth =Volume (ft3) v 11.05.31 63.0 ft X 10.0 ft x 1.0 = 630.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 630.0 ft3 : 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd3 X 1.2 = 28.0 yd3 B. Calculate Clean Sand Volume: Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet 1.2 0.0 1.2 ft X 10.0 ft X 63.0 ft = 724.5 ft3 For a Mound on a slope from 0-1% Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length) ft -1) X X ft = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X ft = Total Clean Sand Volume:Volume from Length+Volume from Width+Volume Under Media ft3 + ft3 + ft3 = ft3 For a Mound on a slope greater than 1% Upslope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)+2=cubic feet (( 3.0 ft -1) X 3.O ft X 63.0 )-2= 189.0 ft3 Downslope Volume:((Downslope Height-1)x Downslope Absorption Width x Media Length)+2=cubic feet (( 3.3 ft-1) X 10.0 ft X 63.0 )+2= 724.5 ft3 Endslope Volume:(Downslope Mound Height-1)x 3 x Media Width =cubic feet ( 3.3 ft-1 ) X 3.0 ft X 10.0 ft = 69.0 ft3 Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media 189.0 ft3 + 724.5 ft3 + 69.0 ft3 + 724.5 ft3= 1707.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1707.0 ft3 a 27 = 63.2 yd3 Add 20%for constructability: 63.2 yd3 X 1.2 = 75.9 yd3 C. Calculate Sandy Berm Volume: 3.2 0.0 Total Berm Volume(approx):((Avg.Mound Height-.5 ft topsoil)x Mound Width x Mound Length)+2=cu.ft. ( 3.2 _ 0.5 )ft X 35.7 ft X 82.8 ).2= 3915.8 ft3 Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet 3915.8 ft3 - 1707.0 ft3 - 630.0 ft3 = 1578.8 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1578.8 ft3 _ 27 = 58.5 yd3 Add 20%for constructability: 58.5 yd3 x 1.2 = 70.2 yd3 D. Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft 35.7 ft X 82.8 ft X 0.5 ft = 1477.6 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1477.6 ft3 : 27 = 54.7 yd3 Add 20%for constructability: 54.7 yd3 x 1.2 = 65.73 Yd OSTP Pressure Distribution UNIVERSITY Minnesota Pollution Design Worksheet OF MINNESOTA Control Agency v .N . I 1 1. Select Number of Perforated Laterals in system/zone: 3Geote><tile J,p ^ ) 1' V Minimum a►,:g. ,�� "•?ti (2 feet is minimum and 3 feet is maximum spacing) r4. �,I perforations spaced 3*apart .... . 2-of rock-moi, 1 - 2. Select Perforation Spacing: 3.0 ft yl} e. , ; 72 3. Select Perforation Diameter Size 7/32 inch ''" ' rmzr^. ' "' 'a ` Perforation sizing:'4-t0'4' Perforation spacing:2'to 3' 4. Length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge. v 11.05.31 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 plus the Number of Perforation Spaces (Line 5). Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral Check table below to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double if the a center manifold is used. Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation 'f,Inch Perforations 7132 Inch Perforations Perforation Spacing(Feet) Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) t 114 112 2 3 (Feet) 7 116 112 2 3 2 10 13 18 30 60 2 11 16 21 34 68 2it 8 12 16 28 54 21: 10 74 20 32 64 3 _ 8 12 16 25 52 3 9 14 19 30 60 3/16 Inch Perforations 118 Inch Perforations IPipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) Perforation Spacing(Feet) 1 114 112 2 3 (Feet) 7 114 112 2 3 2 12 18 26 46 87 2 21 33 44 74 149 212 12 17 24 40 80 212 20 30 41 69 135 3 12 16 22 37 75 3 20 29 38 64 128 7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of Perforated Laterals (Line 1). 21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf. 8. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft 2 per perforation. Perforation 0ischarge(DM) Does not apply to At-Grades Perforation°"" ter Head(rc) 'ia ',. 'i„ 'i. Bed Area = Bed Width(ft)X Bed Length(ft) 1.0. 0.18 0.41 0.56 0.74 1.5 0.22 0.51 0.69 0.9 10 ft X 63 ft = 630 ft2 20' 0.26 0.59 0.80 1.04 2.5 0.29 0.65 0.89 1.17 3.0 0.32 0.72 0.98 1.28 Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 4.0 0.37 0.83 1.13 1.47 50 0.41 0.93 1.26 1.65 Dwellings with 3/16 inch to 1/4 inch 630 ft2 - 63 perforations = 10.0 ft2/perforations 'f°°t perforations Dwellings with 1/8 inch perforations 2 feet Other establishments and MSTS with 3/16 9. Select Minimum Average Head: 1.0 ft inch to 1/4 inch perforations 5 Leet Other euablishments and MSTS with 1/8 inch Perforations 10. Select Perforation Discharge (GPM)based on Table III: 0.56 GPM per Perforation 11. Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10). 63 Perforations X 0.56 GPM per Perforation = 36 GPM - OSTP Pressure Distribution UNIVERSITY ° Minnesota Pollution Design Worksheet OF MINNESOTA .., ," Control Agency �� 12. Select Type of Manifold Connection (End or Center): J' End ❑ Center 13. Select Lateral Diameter: 2.00 in Table H Volume of Liquid in 14. Volume of Liquid Per Foot of Distribution Piping: 0.170 Gallons/ft Pipe Pipe Liquid 15. Volume of Distribution Piping = Diameter Per Foot =[Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons) (Volume of Liquid Per Foot of Distribution Piping (Line 14)] 1 0.045 1.25 0.078 3 X 61 ft X 0.170 gal/ft = 31.1 Gallons 1.5 0.110 16. Minimum Dose=Volume of Distribution Piping(Line 15)X 4 2 0.170 3 0.380 31.1 gals X 4 = 124.4 Gallons 4 0.661 Cleanouts manifold pipe Manifold pipe 1 J pipe from pump J V dean outs et 2 .000.01.0000 t` _. ' Altemate locationLOP ` of pipe from pump 1 . • as alternate location %%------- Pipe from pump of pipe from pump Logs of Soil Borings License#810 Location or Project: Arthur J Nelson Proposed Lot 3 Borings made by: Rusty Olson's Soil and Perc testing 9/19/2011 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 100.0_ Mottled Soil at_2.3_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X_ 12"-16" Brown loam 10yr4/4 16"-28" Brown loam 10yr5/4 28"-32" Rusty brown loam 10yr5/4 Boring Number_2_Surface elevation_100.0_ Mottled Soil at_2.0_feet 0"-6" Dark brown loam 10yr3/2 H2O present at_X_ 6"-14" Brown loam 10yr4/4 14"-24" Brown loam 10yr5/4 24"-30" Rusty brown loam 10yr5/4 Boring Number_3_Surface Elevation_101.9 Mottled Soil at_2.0 feet 0"-6" Dark brown loam 10yr3/2 H2O present at_X 6"-14" Brown loam 10yr4/4 14"-24" Brown loam 10yr5/4 24"-30" Rusty brown loam 10yr5/4 Boring Number 4_ Surface elevation_101.9_ Mottled Soil at_2.1_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X 12"-20" Brown loam 10yr4/4 20"-26" Brown loam 10yr5/4 26"-30" Rusty brown loam 10yr5/4 Boring Number 5_Surface elevation_99.0_ Mottled Soil at_2.3_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X_ 12"-16" Brown loam 10yr4/4 16"-28" Brown loam 10yr5/4 28"-32" Rusty brown loam 10yr5/4 Boring Number 6_Surface elevation_100.9 Mottled Soil at_2.1_feet 0"-12" Dark brown loam 10yr3/2 H2O present at_X_ 12"-20" Brown loam 10yr4/4 20"-26" Brown loam 10yr5/4 26"-30" Rusty brown loam 10yr5/4 • Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 1 Date hole was prepared 9/19/11 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 of initial water filling 9/19/11 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 1:07 1:22 6" 5.5 2.7 1:37 1:52 6" 5.5 2.7 1:53 2:08 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 2 Date hole was prepared 9/19/11 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 of initial water filling 9/19/11 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 I Time Time Depth Drop in H2O Perc Rate I 1:08 1:23 6" 5.5 2.7 1:36 1:51 6" 5.5 2.7 1:54 2:09 6" 5.5 2.7 I AVERAGE PERC. RATE 2.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 3 Date hole was prepared 9/19/11 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 of initial water filling 9/19/11 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 1:09 1:24 6" 5.5 2.7 1:35 1:50 6" 5.5 2.7 1:55 2:10 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 12:57 P.M. On 9/20/11 Location: Arthur J. Nelson Estate: Proposed lot 3 Hole number: 4 Date hole was prepared 9/19/11 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 of initial water filling 9/19/11 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 ' 1:10 1:25 6" 5.5 2.7 1:34 1:49 6" 5.5 2.7 1:56 2:11 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPI 1