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Home My WebLink About2008 - Soil & Percolation Testing • $0 ; !S V « i0 C� T (7 QcleT.„3 r 6_ uri._ of A 1 ie Rusty Olson's--Soil and Percolation Testing Joseph J.Olson—MPGA License#810 11481 Riverview Rd.NE,Hanover,MN 55341 (763)498-8779 November 24,2008 ORONO con Jason&Joni Pfeiffer Lot 2,Block 1 Rolling Meadows 4th Add. Orono,Hennepin County This on-site sewage treatment system is designed for a type 1 four bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 Other standards. Due to compacted soils.The soil must be dug out 30 inches under the proposed system and replaced with clean sand.This site is closer than 50 feet from the wetland.A city variance may be needed to install the system.I contacted Willie Gibbs from the city to discuss the lot.It was our conclusion to use the best possible site for the system.The primary site shown for this lot has the least amount of compaction. Therefore it is this designer's opinion that this is the best site.The dig out under the system must be the absorption area.The absorption area for a four bedroom house is 50 X 20 feet.The depth of soil to be removed is 30 inches deep.The amount of sand to replace the soil dug out is 101 cubic yards The soils on this site are compacted.The compaction ranges from 0-52 inches below grade All neighboring wells are located greater than 100 feet from proposed treatment area. A LUG.Variance maybe needed to install the other system and to be closer than 50 feet from the wetland. The wetland is a canary grass wetland not a cattail wetland. The homeowner will be responsible for periodic monitoring of the other septic system. The monitoring set by LUG. The mitigation plan for this property is pressurized other mound system also the compacted soils dug out. A tank filter and cleanouts on the laterals will need to be installed. ORONO COPY A water meter will need to be installed in the house. 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.Keep all heavy equipment off of the proposed treatment areas before and after construction. Nothing other than gray water,(laundry,showers,etc.)human water and toilet tissue would be disposed of into the septic tanks. Since ely ORONO COPY CTry OF OR•NO SEPTIC P T P' '+ '1. I, Joseph J.Olson INSPECT / L - :►r`- DATE -)- di PERMIT NO.,....,,,.,.,,r,,,,,,_ APPROVED A9 SUBMITTED APPROVED WITH CORRECTIONS AS NOTES (I BEDNOT APPROVED.CORRECT*RESUBMIT ' Hese gab s t for front lnfbraxtiaa AU work siaxtl by done L t bEDRO011ialahla.""Alialt In full compliance with all applicable septic sad muting cede. Requirements Melodist;items apt specifically noted is Di"covimIN BEEP THU MAN UT aid$ITL AT ALL TAMU ti V t NO r- 01 4 n lz GI x D o { t- m M v S A SD G = r I ri /7. 9.3 K ! / ./ •L Z-7,. til O / 1 G % h�� 't' O. 1,..,..!:--7',,,,3 C / I-. R r• t7 r- tD to o 0O. co W1 . �� - �_ tt t A p Q 0g ) . 11 ii g oma• a C0 o C3 v 0 es vas t-' w. �- a „ 1 O D y � i) r 9 I 1 `f3 ,,� 3C • ? E pi g 40 -iE m 4 y3 m ! �� y r r 1 • \ / 1 - si I]! ` I9i 'L'Y ® �' x`34 / ss > 2 Y I a — -t W / -w ; CO 0 • " .- r\N ,,x, .. ,., , F_.: , , y ( -Z Q L+ M SI ID ' . s c._ illiEtilitibi I . / itilltiqk rt.. r45148 III is ti i 1 s f All 12k3. 1 �� PI 1 li 1 Vowc-0E 18 1.--plaivil -s ' Pi - Illf_. ii ' la gig r a lig r `e,' "PIV la g gi r v. .z,_, I . * a Igor -4 1 v P prr1a2Is - Vail _ in I �1Q L' T� • .. � s 2i 'iti- K - -I r. 1110J =2, I 6 - S 13 rob IlEll"i Litl P. ;:::' ;1 1 -5 CT ' _ - . ,0 lig 1 • e� r t. i c'' 4. a - * . h i 1 ��Ctag • _ To I . rP c : - aI: s� rA (r g"" A 7,2 _g r„; L 6 s. I 1 :17 F- 13 . - . ID.2•9. -ill . Eiji !" iliii lie b a . , � a � �. F:g ; �.� 1 jr, vitz, 1 -its § fe ;3 r R if li 2. -,, . w PI 1 o °' ' ; y � , lo b�l � N 0 , 00 c.„ ,;7 ,... .„„, w 0 lw rill . 7z m 1V Z - a f0 81J r � erf,... • • •'pC�• •' r r 3:. tz M + O F' s C -A r s womiEtiv k Q v m M w Cl) Design Flow and Soil Worksheet 1. AVERAGE DESIGN FLOW: ...,_.... .." -- A. Estimated Flow(GPD): 600 or Measured Flow(GPD):flow times safety factor gpd X = gpd Design Flow: 600 Gallons Per Day(GPD) B.Septic Tank capacity: 2250 Gallons •Note:If a garbage disposal unit or other appliance with garbage grinding abilities Number of Septic Tanks or Compartments: 0 (i.e.dishwashers)is anticipated or installed,or if sewage is pumped to the septic tank,the septic tank capacity must be increased by 50%and multiple tanks or compartments must be used,plus an effluent screen with an alarm. Effluent Screen Et Alarm? Yes Table I-Design Flow(Gallons Per Day) Table B-Septic Tank Capacity Number of Bedrooms Classification of Dwelling Number of Bedrooms Septic Tank Liquid Minimum Capacities Capacity with Garbage Disposal and/or I II III IV (Gallons) Sewage Pumped to Tank* 2 or less 300 225 180 3 or less 1,000 1,500 3 450 300 218 4 ors 1,500 2,250 4 600 375 256 6 or 7 2,000 3,000 5 750 450 294 8 or 2,500 3,750 6 900 525 332 'Flows for Classification IV dwellings are 60 percent of the values as determined for Classification I,II or III systems. 2. SITE EVALUATION: A.Depth to Limiting Layer: 18 inches 1.5 ft Table III B.Maximum Depth of system: -18 inches -1.5 ft Treatment Levels of BOD BOD(mg/L) (a negative number means a mound system is required) Level C 125 C. Type of Soil Treatment and Dispersal Area: Mound Level B 25 D.Type of Distribution: Level Pressure Distribution Level A 15 E. Landscape Position: on countour F. Soil Texture Group Number: 8 Rise Run G.Percent Land Slope: 3.0 % Slope = x 100= 3. SOIL LOADING RATES:Use either A.or B.below A. 7080 Table IX B. 7080 Table IXa Texture Group DETAILED SOIL DESCRIPTIONS(SOIL PIT REQUIRED) PERCOLATION TEST SIZING LOADING RATE(GPD/ftx) Soil Texture Group# Texture Loam Coarse Sand 1 Faster than 0.1' 0.00 Medium Sand 2 Texture Group 8 0.1 to 5' 1.20 Fine Sand 3 0.1 to 5(soil texture groups 3 E:5) 0.60 Coarse Loamy Sand 4 Medium Loamy Sand 4 Structure Granular 6 to 15 0.78 Fine Loamy Sand 5 16 to 30 0.60 Very Fine Loamy Sand 5 31 to 45 0.50 Coarse Sandy Loam 6 Grade Weak 46 to 60 0.45 Medium Sandy Loam 6 61-120 0.24 Fine Sandy Loam 7 Slower than 120 0.00 Very Fine Sandy Loam 7 Consistence Loose 'Rapidly permeable soils:see 7080.2260 Loam 8 Silt Loam 9 Clay Loam 10 Select Soil Slowest measured percolation rate: 30.0 Silty Clay Loam 10 Loading Rate: 0.60 Sandy Clay Loam 10 Silty Clay 11 Select Soil Loading Rate: 0.60 Sandy Clay 11 Clay 11 C. Design Loading Rate: 0.60 4. ORGANIC LOADING(if pretreatment is being used) Organic Loading=Design Flow X Estimated BOD in mg/L in the effluent X 8.35 s 1,000,000(See Table III) gpd X mg/L X 8.35 a 1,000,000 = lbs BOD I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws. Joseph J Olson , ____,--------------- 810 810 11/24/2008 (Designer) (Signature) (License#) (Date) , UNI V ERSITY OF MINNESOTA Mound Design Worksheet 1. SYSTEM SIZING: ... �� A. Design Flow: 600 GPD B. Soil Loading Rate: 0.60 ft2/GPD Table I C. Depth to Limiting Layer: 1.0 ft MOUND CONTOUR LOADING RATES: E. Percent Land Slope: 3.0 Measured Texture-derived Contour Perc Rate mound absorption ratio Loading F. Design Media Loading Rate: 1.2 GPD/ft2 Rate: G. Mound Absorption Ratio (1.F:1.B): 2.00 -.120 mpi . 1.0, 1.3. 2.0, 2.4, 2.6 s12 OR H. Design Contour Loading Rate: 12.0 GPD/ft =120 mpi • 5.0 s6 (From table I) 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersal Media Area: Design Flow (1.A) :Design Media Loading Rate (1.F)=ft2 600 GPD: 1.20 GPD/ft2= 500.0 ft2 If a larger dispersal media area is desired, enter size: ft2 B. Calculate Media Width: Contour Loading Rate (1.H) :Design Media Loading Rate (1.F)=Media Width 12.0 ft 1.2 gpd/ft2 = 10.0 ft C. Calculate Media Length: Dispersal Media Area (2.A):Media Width (2.B)=Media Length 500.0 ft2 : 10.0 ft = 50.0 ft D. Select Dispersal Media: 13 Rock ❑Chambers 0 Other Approved Media 3. ABSORPTION AREA SIZING Note:Mound setbacks are measured from the Absorption Area. A. Calculate Absorption Width:Media Width (2.B)X Mound Absorption Ratio (1.D)=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 media equally in both directions. Calculate Absorption Width Beyond the Media:Absorption Width -Media Width +2= Width beyond Media ( ft - ft) + = ft C. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Media. Calculate Downslope Absorption Width: Absorption Width (3.A) -Media Width (2.B)=ft 20.0 ft - 10.0 ft = 10.0 ft 4. MOUND SIZING A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Layer (1.C)= Clean Sand Lift (1 ft minimum) 3.0 ft - 1.0 ft= 2.0 ft B. Calculate Upslope Height: Clean Sand Lift (4.A) +media depth (1 ft.) + cover (1 ft.)= Upslope Height 2.0 ft + 1.0 ft+ 1.0 ft= 4.0 ft C. Select Upslope Berm Multiplier (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 x 4.0 ft = 14.0 ft E. Calculate Drop in Elevation Under Media:Media Width (2.B) X Land Slope(1.E) : 100=Drop (ft) 10.0 x 3.0 %= 100= 0.3 ft F. Calculate Downslope Mound Height: Upslope Height (4.B) +Drop in Elevation (4.E) =Downslope Height 4.0 ft + 0.3 ft= 4.3 ft Select Downslope Berm Multiplier G. (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 4.3 ft = 19.0 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: 19.0 ft K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0) L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F) =Endslope Berm Width 3.00 x 4.3 ft= 14.0 ft M. Calculate Mound Width: Upslope Berm Width(4.D) +Media Width (2.B) +Downslope Berm Width (4.J)=ft 14.0 ft + 10.0 ft+ 19.0 ft = 43.0 ft N. Calculate Mound Length: Endslope Berm Width (4.L) +Media Length (2.C) +Endslope Berm Width (4.L) =ft 14.0 ft+ 50.0 ft+ 14.0 ft= 78.0 ft D-34:Scope Multiplier Table Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Upslope 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21 2.17 2.13 2.09 2.06 2.03 2.00 1.97 1.95 1.93 1.91 1.89 1.87 1.85 Berm Ratio 4:1y4.00 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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 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 4.95 5.24 5.55 5.88 6.24 6.63 7.04 7.47 7.93 8.42 8.93 9.46 10.02 Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88_6.25 6.67 7.14 7.69 8.29 8.92 9.57 10.24 10.94 11.67 12.42 13.19 13.99 14.82 15.67 16.54 17.44 5. ORGANIC LOADING: (if pretreatment is being used) A. Organic Loading = Design Flow X Estimated BOD in mg/L in the effluent X 8.35 : 1,000,000(See Table III) gpd X mg/L X 8.35 : 1,000,000 = lbs BOD/day B. Calculate System Organic Loadin : lbs. BOD (5.A) T Media Area (2.A) = lbs/day/ft2 lbs/day ft2 = lbs/day/ft2 Table III (7083.4030) BOD Treatment BOD (mg/L) Level A 15 Level B 25 Level C 125 6. MOUND DIMENSIONS \ \ M . -"-- Upstope (4.D) 14.0 v 2 ++ i AEndslope (4.L) ' Endslope (4.L)f. 14.0 - 14.0 .c 10.0 50.0 - "1 i r E { t 0 i _________,Downslope (4.J) 19.0 \ \ _,- ____ )/ Total Mound Length (4.N) 78.0 I 4" inspection pipe 18" cover on top ,, Upslope berm 4.D) A. / Downslope berm (4.J) 19.0 y 14.0 P► _ 12" cover on sides (6" topsoil) i: _ tAbsorption Width (3.A) 20.0 Note: For 0 to 1% slopes, Absorption Width is measured from the Media equally in both directions. For slopes >1%, Absorption Width is measured downhill from the upstope edge of the Medio. For slopes >1%, Absorption Width is measured downhill from the upstope edge of the Media. Comments: Divert surface water away from mound. 7. APPROXIMATE MOUND MATERIAL CALCULATIONS: A. Calculate Media (rock) Volume: Media Length (2.C)X Media Width (2.B)X Depth = Volume (ft3) 50.0 ft X 10.0 ft X 1.0 = 500.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 500.0 ft3 _ 27 = 18.5 yd3 Add 20%for constructability: 18.5 yd3 X 1.2 = 22.2 yd3 B. Calculate Clean Sand Volume: Upslope Volume: ((Upslope Mound Height- 1)x 3 x Media Length)+2=cubic feet (( 4.0 ft - 1) X 3.0 ft X 50.0 )+2 = 225.0 ft3 Downslope Volume: ((Downslope Height- 1) x Downslope Absorption Width x Media Length)+2= cubic feet (( 4.3 ft- 1) X 10.0 ft X 50.0 )+2 = 247.5 ft3 Endslope Volume: (Downslope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.3 ft- 1 ) X 3.0 ft X 10.0 ft = 99.0 ft3 Volume Under Rockbed: Average Sand Depth x Media Width x Media Length = cubic feet 2.2 ft X 10.0 ft X 50.0 ft = 1075.0 ft3 Total Clean Sand Volume: Upslope Volume +Downslope Volume +Endslope Volume + Volume Under Media 225.0 ft3 + 247.5 ft3 + 99.0 ft3 + 1075.0 ft3 = 1646.5 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1646.5 ft3 = 27 = 61.0 yd3 Add 20%for constructability: 61.0 yd3 X 1.2 = 73.2 yd3 C. Calculate Sandy Berm Volume: Total Berm Volume(approximate): Average Mound Height x Mound Width x Mound Length_2=cubic feet ( 4.2 ft X 43.0 ft X 78.0 )+2 = 6959.6 ft3 Total Mound Volume- Clean Sand volume=cubic feet 6959.6 ft3 - 1646.5 ft3 = 5313.1 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 5313.1 ft3 _ 27 = 196.8 yd3 Add 20%for constructability: 196.8 yd3 x 1.2 = 236.1 yd3 D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X.5 ft 43.0 ft X 78.0 ft X 0.5 ft = 1677.0 ft3 Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1677.0 ft3 : 27 = 62.1 yd3 Add 20%for constructability: 62.1 yd3 x 1.2 = 74.5 yd3 I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws. Joseph J Olson - 810 11/24/2008 (Designer) (Signature) (License#) (Date) Pump Selection Design Worksheet 1. PUMP CAPACITY -,.....--\,...`N.--21 1. Pumping to Gravity Distribution A. Minimum discharge is 10 GPM(15 GPM recommended) GPM B. Maximum discharge is 45 GPM. 2. Pressure Distribution-See Pressure Distribution Worksheet Required Flow Rate (Line 20 of Pressure Distribution Worksheet) 38 GPM 2. HEAD REQUIREMENTS Son treatment system &point at&chow 3. Elevation Difference 10 ft own.. ywMtl" fir. between pump and point of discharge: max ji � mneme +v Table 1 Friction Loss in Plastic Pipe per 100ft 4. Distribution Head Loss: 5 ft Distribution Head Loss Nominal Pipe Diameter Gravity Distribution=Oft Flow Rate (GPM) 1 11/41)14 2 3 Additional Head Loss: ft Pressure Distribution based on Minimum Average Head (due to special equipment,etc.) Value on Pressure Distribution Worksheet: 10 5.51 1.45 0.69 0.20 - Friction Loss 1 ft = 5ft 12 7.72 2.03 0.96 0.28 - 5. Supply Pipe Diameter: 2.00 Inches 2ft = 6ft 14 10.27 2.70 1.28 0.38 - 6. Based on Friction Loss in Plastic Pipe per 100ft from Table I: 5ft = 10ft 16 13.14 3.46 1.63 0.48 - Friction Loss= 2.82 ft per 100ft of pipe 18 - 4.30 2.03 0.60 20 - 5.23 2.47 0.73 0.11 7. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge point. Estimate by adding 25%to supply pipe Length for fitting loss. 25 - 7.90 3.73 1.11 0.16 Supply Pipe Length X 1.25=Equivalent Pipe Length 30 - 11.07 5.23 1.55 0.23 Supply Pipe Length: 125 ft X 1.25 = 156.25 ft 35 - 14.73 6.96 2.06 0.30 8. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line 6)by the 8.91 2.64 0.39 Equivalent Pipe Length (Line 7)and divide by 100. 45 - 11.07 3.28 0.48 Supply Friction Loss= 2.8186237 ft per 100ft X 156.25 ft + 100 = 4.40 ft 50 - - 13.46 3.99 0.58 10. Total Head requirement is the sum of the Elevation Difference (Line 3),the Distribution Head 55 • - - 4.76 0.70 Loss(Line 4),and the Supply Friction Loss(Line 8) 60 5.60 0.82 10 ft + 5 ft + 4 ft 65 - - - 6.48 0.95 70 - - - 7.44 1.09 Total Head Required: 19 ft 3. PUMP SELECTION A pump must be selected to deliver at least 38 GPM(Line 1 or Line 2)with at least 19 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 November 24,2008 (Designer) (Signature) (License#) (Date) Pressure Distribution Design Worksheet *` 1. Select Number of Perforated Laterals: 3 E-1 Geotextile ..."V7 0 v v �: Minimum( I 6 2. Select Perforation Spacing: 3.0 ft t,1a 'I. perforations spaced 3'apart'..4.1 7-• 2'of rock -, --,.....,& Perforation Diameter 1/4 inch �� 3. Select Pe rf . jy` l1aTr iuT ,ia �l)a rt)_ �Z 4 Length of Laterals=Media Bed Length-2 Feet r� � z ? r Tr t+. Tr > 50 - 2ft = 48 ft Perforation sizing:'A'to'A' Perforation spacing:2'to 3' 5. Determine the Number of Perforation Spaces. Divide the Length of Laterals(Line 4)by the Perforation Spacing(Line 2)and round down to the nearest whole number. Number of Perforation Spaces= 48 ft = 3 ft = 16 Spaces 6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces(Line 5). Perforations Per Lateral= 16 Spaces t 1 = 17 Check Table I to ensure that the number of perforations per lateral guarantees less than a 10%discharge variation. Table t Maximum Number of Perforations Per Lateral to Guarantee-'10%Discharge Variation '/r Inch Holes 3/,y Inch Holes 14 Inch Holes Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Inches) Perforation Pipe Diameter(Inches) Spacing(Feet) 1 115 115 2 3 Spacing(Feet) 1 11/4 11/2 2 3 Spacing(Feet) 1 114 11/2 2 3 2 10 13 18 30 60 2 12 18 26 46 87 2 21 33 44 74 149 215 8 12 16 28 54 2/ 12 17 24 40 80 214 20 30 41 69 135 3 8 12 16 25 52 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). 17 Perforations Per Lateral X 3 Number of Perforated Laterals = 51 Total Number of Perforations Calculate the Square Feet per Perforation Table II Table Ill Recommended value is 6-10 ft'per perforation. Does not apply to At-Grades Volume of Liquid in Pipe Perforation Discharge(GPM) 8- Bed Area = Bed Width(ft)X Bed Length(ft) Head Perforation Diameter Pipe Diameter Liquid Per Foot (ft) ft 1 , > t 50 'ft X 10 tt = 500 I ft' (inches) (Gallons) ) /e /id /tz /4 9. Square Foot per Perforation=Bed Area(Line 8)divided by the Total Number of Perforations(Line 7). 1 0.045 1'� 0.18 0.41 0.56 0.74 500 ft' 51 perforations = 9.80 ftz/perforations 1.25 0.078 2-0c 0.26 0.59 0.80 1.04 1.5 0.110 5.0` 0.41 0.93 1.26 1.65 10. Select Minimum Average Head: 1.0 ft 2 0-170 a:Use 1.0 for dwellings using 1/4 inch or 3 0.380 3/16 inch holes. 11. Select Perforation Discharge(GPM)based on Table Ill: 0.74 GPM per Perforation 4 0.661 b:Use 2.0 for dwellings using 1/8 inch holes;or,for other establishments using 12. Determine required Flow Rate by multiplying the Total Number of Perforations(Line 7)by the 1/4 inch or 3/16 inch holes. Perforation Discharge(Line 11). c:Use 5.0 for other establishments using 51 Perforations X 0.74 GPM per Perforation= 38 GPM 1/8 inch perforations. 13. Select Type of Manifold Connection(End or Center): End manifold pipe 1 r 14. Select Minimum Diameter of laterals based on Table I: 2.00 in � pipe from pump Determine Volume of Distribution Piping 15. Pipe Diameter of Distribution Pipe 2.00 dean outs ., ' 16. Volume of Liquid Per Foot of Distribution Piping: ! 0.170 'Gallons j _ alternate location i•� of pipe from pump 17. Length of Laterals=[Number of Perforations per Lateral-1]X Perforation Spacing ,_aeanouts - --- r 1 1 i X 3.0 ft = 45 ft J Manifold pipes 1 18. Volume of Distribution Piping= �f J _[Number of Perforated Laterals(Line 1)X Length of Laterals(Line 17)X ' _ p (Volume of Liquid Per Foot of Distribution Piping(Line 16)] `- � ` � Alternate location 3 X 45 X 0.170 = 22.95 Gallons '‘ ol pipe from pump 'rr Pipe from pump I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws- Joseph J Olson � 810 11/242008 (Designer) (Signatum) (License#) (Date) License#810 Location or Project: Lot 2, Block 1 Rolling Meadows Fourth Addition Borings made by: Rusty Olson's Soil and Perc testing 11/21/2008 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_990.4_ Mottled Soil at 1.0-_feet 0"-22" Dark brown and brown loam fill 10yr312 H2O present at_X_ 22"-48" Rusty olive brown loam compacted 2.5y5/4 48"-60" Rusty olive brown loam 2.5y6/3 Boring Number_2_Surface elevation_990.4_ Mottled Soil at 1.0_feet 0-12" Dark brown and brown loam fill 10yr3/2 H2O present at_X_ 12"-52" Rusty olive brown loam compacted 2.5y6/3 52"-62" Rusty olive brown loam 2.5y6/3 62"-72" Rusty olive brown sandy loam 2.5y6/3 Boring Number_3_Surface Elevation 988.9 Mottled Soil at_1.0 feet 0"-12" Dark brown and brown loam fill 10yr3/2 H2O present at_X_ 12"-42" Rusty olive brown loam compacted 2.5y6/3 42"-54" Rusty olive brown loam 2.5y6/3 Boring Number 4_ Surface elevation_987.4Mottled Soil at_1.0feet 0-12" Dark brown and brown loam fill 10yr3/2 H2O present at_X_ 12"-18" Rusty olive brown loam compacted 2.5y6/3 18"-30" Rusty olive brown loam 2.5y6/3 Boring Number_5_Surface elevation987.4_ Mottled Soil at_1.0_feet 0-16" Dark brown and brown loam fill 10yr3/2 H2O present at_X_ 16"-30" Rusty olive brown loam little to no compaction 2.5y6/4 Boring Number 6_Surface elevation_986.4_ Mottled Soil at_1.0_feet 0-16" Dark brown and brown loam fill 10yr3/2 H2O present at_X_ 16"-30" Rusty olive brown loam little to no compaction 2.5y6/3 Logs of Soil Borings License#810 Location or Project: Lot 2, Block 1 Rolling Meadows Fourth Addition Borings made by: Rusty Olson's Soil and Perc testing 11/21/2008 Classification System: AASHO ; USDS-USDS-SCS X ; Unified ; Other Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_ Boring Number_7_Surface elevation_988.2_ Mottled Soil at 1.0feet 0"-14" Dark brown and brown loam fill 10yr3/2 H2O present at X_ 14"-32" Rusty olive brown loam compacted 2.5y6/4 32"-50" Rusty olive brown loam 2.5y6/4 Boring Number_8_Surface elevation_988.0 Mottled Soil at 1.0 feet 0-12" Dark brown and brown loam fill 10yr3/2 H2O present at X_ 12"-38" Rusty olive brown loam compacted 2.5y6/3 38"-54" Rusty olive brown loam 2.5y6/3 Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 10:45 A.M. On 11/22/08 Location: Lot 2, Block 1 Rolling meadows Fourth Addition Hole number: 1 Date hole was prepared: 11/21/08 Depth of hole bottom_24" inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-16" Dark brown and loam fill 10yr3/2 16"-24" Rusty olive brown loam 2.5y6/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 11/21/08 At 12:10 P.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 10:56 11:26 6" 1.0 30.0 11:29 11:59 6" 1.0 30.0 12:00 12:30 6" 1.0 30.0 AVERAGE PERC. RATE 30.0 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 10:45 A.M. On 11/22/08 Location: Lot 2, Block 1 Rolling meadows Fourth Addition Hole number: 2 Date hole was prepared: 11/21/08 Depth of hole bottom 24"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-12" Dark brown and loam fill 10yr3/2 12"-24" Rusty olive brown loam 2.5y 6/3 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 11/21/08 At 12:10 P.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 10:57 11:27 6" 1.2 25.0 11:28 11:58 6" 1.2 25.0 12:01 12:31 6" 1.2 25.0 AVERAGE PERC. RATE 25.0 MPI