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Home My WebLink Aboutseptic design-2015 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.lanuary 23.2d15 April 2O.2014 7.eb Hancy ?660 Fox strcct Orono.Hcnnepin County This on-site Se�+age Trcattnent System is dcsigned tor a fype I.livc-bcdroom home in accordance�vith the Minnesota Pollution Control Agency Chapter 7080<►nd local ordinances. Thc periodically saturatcd soils�vere locate;d at 1 A 28 inches{mouled soil).f)uc to the periodically saturatcd soils,a pressurized mound system�mill need to be installed to ircat the septic eflluent."I'he bottom of the treatment area must be located at Icast 3'above the saturatcd soil,. l�he existing housc is going to bc removed.A new house will bc built. The site B primary mound rock hed must be split into nvo rock beds using thc cxisting 10'X 27'foo[rock bed and adciing a 10' X 36'loot rock bed do�vnhill.."Chis s��stcm is desi�ned as a non-Icvcl pressurized muund system using gare vah-es to equalize the pressure. Thc absorption areas of thc proposed systems do not overlap. Thc soils at a depth of 12"have a percolation rate averaging 16 MPI. All neighboring welis dre locatcd greater than 100'away f�om proposed treatment area. l he existing septic Wnks at the house must be abandc�ned.A ne�a�2250 gallon split septic tank nuist be installcd. All tanks need to be insulatcd if there is less than two tect of cover over thc top of the tanks.Clean outs must be installed on the end of the laterals for maintenance. A 1300 gallon Darwin precast pumping chamber mutit be installed to lift the eftluent to thc trcatment area.Thc po�ver supply and switches must be locatcd outside the munhole and pumping chamber in a�ticathcrproof enclosurc. A warning device must be installcd�vith liaht and sound devices;this is in case of a pump failure."I'he manitbld and supply linc must have back drainage to the pump chambcr. Kcep all heavy equipment off of the proposed treatment areas before,during and after construction With proper installation and maintenance.this system should have no problem in treating septic cftluent el�fectivch�. l�othing other than gray water,(laundry,sho�+crs.ctc.)lluman water and toilet tissue should bc disposed of into the sepuc tanks.Garbage disposals are not recommended.Additives must not be uscd;they may causc harmful damage to your septic system. It is recommended that you pump tanks every t«�o years. 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( ---`----� � �. �,� :'�� g � i � � � d :;�st 5 �n�_ v a • � EM.`y�p� i � �ac �_� � ,-.,�r � g� � � a�. -=�;.� II �i Y.,.. .j � .. � �S�',�y�� ` �8 = ' � I � ! � '`� s � ��"�� v A E�,s i � �� .��°�� _ - `� p�a� l � ` �"�o�� f ��t��c.:��'��;-a �`- j ;; `O 1� �Yt�.$'L" `' +��,� ��. 6.m' rf ' po� ' � ��y� �� '�a�� u I f ! �L � �_jjii� �� t S7�£ i,�@ fYa.a.� �ty�� 6;t,< ; • � :��3 a_ �a �� i � � � � °= � � ` �� ► � ��` �� /` � ��'- � � � � �� .:a� ,� �-� ! 4- �s ; � � �� Fi: �� If� � �' �� ' r `�'�'� �� -� � � �� E � ��. �� OSTP Design Summary Worksheet u�,��Exs�TY MinnesotaPollution OF �INNESOTA � -� Control Agency ,�� Property Owner/Client: Zeb Haney Project ID•��v 06.12.13 , Site Address: 2660 Fox Street,Oro�o, Hennepin County(SITE B primary) Date: 1/23/15 1. DESIGN FLOW AND TANKS ' A. Design Flow: 432 Galtons Per Day(GPD) Note: The estimoted design flow is considered a peak f(ow rate I inctuding a safety factor. For long term performance,the average ' B. Septic Tanks: daily f(ow is recommended to be<60'�6 of this value. �� Minimum Code Required Septic Tank Capacity:� Gallons,in ��Tanks or Compartments Recommended Sep[ic Tank Capacity:�� Gallons,in �Tanks or Compartments ' Effluent Screen: No Alarm: No C. Ho(ding Tanks Onty: Minimum Code Required Capacity:�_�Gallons,in � Tanks Designer Recommended Capacity:�Gallons,in �Tanks Type of High Level Alarm: --� D. Pump Tank 1 Capdcity(Code Minimum):��Gallons Pump Tank 2 Capacity(Code Minimum): �Gallons , Pump Tank J �apacity(Designer Rec): ��Gallons Pump Tonk 1 Capacity(Designer Rec): �Gallons Pump 1 47.0 GPM Total Head 29.3 ft Pump 2��GPM Total Head �ft Supply Pipe Dia. 2.00 in Dose Volume:�gal Supply Pipe Dia.�in Dose Volume:��a� 2. SYSTEM TYPE Type of Soii Treatrnent and Dispersal Area' r r-. � I (_�Gravlty Distrbutlen �j Ress�e Distrlbuqon-Levei Q Ressure Distrbution-Unlevel ' � hendi U Bed .�Mound '. �Drip J Holding Tank ;;At-Grade `Selection Required Benchmark Etevation: 100A f[ Benchmark Location: Top of iron , System Type Type of Distribution Media: ;�'Type I 'Type I I � Type I I I - Type i V ' ,Type V �'��nfield Rock [_J Registered Treatment Media: 3. SITE EVALUATION: A. Depth to Limiting Layer: 18 in 1.5 ft B. Measured Land Aope%: 10.0 % C. Eleva[ion of Limiting Layer. —� 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: 16.0 MPI ' I. Code Maximum Depth of System: Mound in Comments: 4. DESIGN SUMMARY ' Trench Design Summary Dispersal Area�f�2 Sidewal(Depth�in Trench Width��n Total Lineal Feet�ft Number of Trenches� Code Maximum Trench Depth�in Contour Loading Rate�ft Designer's Max Trench Depth�in , Bed Design Summary Absorption Area�ft2 Media Below PipeC�in Code Maximum Bed Dep[h�in ' Bed Width�ft Bed Length��ft Designer's Max Bed Depth�in OSTP Design Summary Worksheet ��«��RsiTY ,. Minnesota Pollution � _ , ControlAgency OF :�It�NESOTA ,�,�_��.� Mound Design Summary Absorption Area 360.0 ft' Bed Length 36.0 ft Bed Width 10.0 ft Absorption Width �Z.p ft Cledn Sand Lift �,5 ft Berm Width (0-1%)��ft Upslope Berm Width 10.0 ft Downslope Berm Width 24J ft Endslope Berm Width 13.5 ft Total System Length 63.0 ft Total System Width q.q_7 ft Con[our Loading Rate 12,0 gal/ft At-Grade Design Summary Absorption Bed WidthC�ft Absorption Bed Length�ft System Height�ft Contour Loading Rate��gal/ft Upslope Berm Width�ft Downslope Berm Width�ft Endsl�pe Berm Width�ft System Length�ft System Width�ft Levei&Equal Pressure Distribution Summary No.of Perfora[ed Laterals�� Perforation Spacin8��ft Perforation Diame[er��in Laterel Diameter�in Min. Detivered Volume��Sal Maximum Delivered Volume�gal Non-Level and Unequal Pressure Distribution Summary Elevation Pipe Volume Pipe Length Perforation Size (ft) Pipe Size(in) (gaUft) (fq (in) Spacing(ft) Spacing(in) La[eral t Minimum Detivered Yotume Lateral 2 �gal Lateral 3 Lateral 4 Maximum Delivered Volume Lateral 5 108 4a� Lateral 6 5, Additional Info for Type IV/Pretreatment Design A. Calculate the organic loading usinq option 1 or 2 1. Organic Loading =Pounds of 80D X Units lbs/day X C� _ �lbs BOD/day Z. Orgvnic Loading to Pretreatment Unit =Design F(ow 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 BODlday B. Type of Pretreatment Unit Being Installed: C. Catculate Soi!Treatment System Orgonic Looding: fbs. B00/doy e Bottom Areo =lbs/day/ftz lbs/day� �ftZ= �lbs/dayift' Commentr/Special Design Considerations: I hereby certify that i have completed this work in accordance with all appticable ordinance5, rules and laws. � �., JosephJ Otson 810 01/23/15 ' (Designer) � (Signature) (License►l� (Date) OSTP Mound Des�gn UNIVERSITY Minnesota Pollution �yorksheet > 1 % Stope OF MINNESOTA �`� Control Agenty �..��.;�- 1. SYSTEM SIZING: Project ID: v 06.12.13 A. Design Ftow: 432 GPD TABLE IXa ^ B. Soil Loading Rate: 0.60 GPD/ftZ LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOLATION TESTS Trea[mmt Level C Treatment Level A,A-2,B, C. Depth to Limiting Condition: 1.5 ft Percolation Rate Abwrptioa Absorption Area Loading MDO°� Area Loading �''1Ound �. Percent Land Slope: 10.0 � (�� Rate Absorption Rate �sorption (gpd/k') Ratio (�hr� Ratio E. Design Media Loadin� Rate: 1.2 GPD/ftz ,�;. _ , _ � F. Mound Absorption Ratio: 2.00 °"`°`' '2 � �.6 � _ 0��n 5(f��ce sa...^. 0.6 2 � 1.6 ;ai)le I 3r:?inain.''„�ess..::� r',IIUND l+if3TUUF L�?�GINt,RATES: ... � 0.78 1.5 � 1.6 :`.�;,�;.:ra�J �.t.t�a d�rt„ad ' r.,,.t,:,�r '.�.�%3� 0.6 2 0.78 2 -'pr�. RdL �F'. �n.OJ�.t�jdOSG'p['4,. -:�UG •.Oadin� 3?;c._ 0.5 2.0 0.76 2 . �`:'`�' �`.t��'�`� 0.45 2.6 0.6 2.6 =6�)rr�� ._. I.: �.. %.-�, %.�. _�� 6t tc„G _ 5 0.3 5.3 ^i 1�c'. ��''� ',r� S I.' . . t< *Systems with these values are not Type I systems. _;-:,,, .� F. Contour Loading Rate (linear(oading rate) is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersat Bed Area: Design Flow: Design Media Loading Rate=ftZ 432 GPD : 1.2 GPD/ftZ = 360 ft2 if a larger dispersal media area is desired, enter size: 360 ftZ B. Enter Dispersal Bed Width: 10.0 ft Con not exceed 10 feet C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate �0 ftZ X 1•2 GPD/ftz = 12.0 �at/ft Can not exceed Tob(e 1 D. Ca(culate Minimum Dispersal Bed Length: Dispersal Bed Area : Bed Width = Bed Length 360 ft2 : 10.0 ft - 36.0 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 Z0.0 ft - 10.0 ft = 10.0 ft 4. DISTRIBUTION MEDIA: ROCK A. Media Volume: Media Depth X Length X Width 1.00 ft X 36.0 ft X 10.0 ft = 360 ft3 : 27 - 13 yd3 5. DISTRIBUTIQN MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersat 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 - 1.5 ft = 1.5 ft Desi�n Sand Lift (optional): �ft B. Calcutate Upslope Height: C(ean Sand Lift + media depth +cover (1 ft.) = Upslope Height 1.5 ft + 1.0 ft + 1.0 ft = 3.5 ft C. Select Upslope Berm Multiplier (based on land slope): Z.86 Land Slope 9b 0 1 2 3 a 5 6 7 8 9 10 11 12 Upsiope Berm 3:1 3.00 2.91 2.S3 2.75 2.6S 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 2.73 2.70 D. Catculate Upslope Berm Width: Multiplier X Upstope Mound Height = Upslope Berm Width Z.86 ft X 3.5 ft = 10.0 ft E. Catculate Drop in Etevation Under Bed: i3ed Width X Land Slope : 100= Drop (ft) 10.0 ft X 10.0 % = 100= 1.00 ft F. Calculate Downslope Mound Neight: Upslope Hei�ht + Drop in Elevation = Downslope Height 3.5 ft + 1.00 ft = 4.5 ft G. Select Downslope Berm Multiplier (based on tand slope): 5.48 Lard Slope°0 0 1 2 3 4 5 6 7 8 9 10 11 12 Do�vnsloF�e 3:1 3.00 3.09 3.19 330 3.41 3.53 3.66 3.30 3.95 4.11 �.29 4..?3 4.69 Berm Rat'o 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.1%+ 7.69 H. Calcutate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width 5.48 x 4.5 ft = 24.7 ft I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width +4 feet 10.0 ft +��ft = 14.0 ft J. Design Downslope Berm = greater of 4H and 41: 24.7 ft K. Setect Endslope Berm Multiplier: 3.OQ (usua(ly 3.0 or 4.0) L. Calculate Endslope Berm X Downslope Mound Height =Endslope Berm Width 3.00 ft X 4.5 ft = 13.5 ft M. Calculate Mound Width: Upstope Berm Width + Bed Width + Downslope Berm Width 10.0 ft + 10.0 ft + 24.7 ft = 44.7 ft N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width 13.5 ft + 36.0 ft + 13.5 ft = 63.0 ft 7. MOUND DIMENSIONS - - ---------—------------- —--------� ,, Upslope 14.D) �o.o � �--- - ---- _ _— __--- >__ _ - ----_- _ __._� : � � � � � ' C)is��=i�s�al 6ed: �Z.6� x 2.': � I � � ^ Endslo e 14.L►, � - � Endslo e 14.L► . � v 13.5 � 10.0 x 36A � � 13.5; � , .^ , ; I T � -"'_.__...._.___"'_-'__.'__..___.__.. _.___'. . _.."'__ .._._._.._.'__- u "'_"_'... _. __� I � I 1 ' ' � � v � C 1 � I � , 24 7 , �v Downslope (4.J) �_ � � -------------------------- --- - ----- Total Mound Len th j4.N} 6'.0 4" inspection pipe 18" cover on top 24 � Upslope berm (4.D) Downslo e berm (4.J► 10.0 12" cover on sides \ (6" topsoil► Clea�l sand lift (4.,�� .5 _ � 1.5 -- Absorption Width f3.A► Note: 20.0 For 0 to 1°� stopes, Absorption Width is measured from the BPdequatly in both directions. For stopes >1°0, Absorption Width is measured dov�mhill from the upslope edoe of the Bed. Comments: OSTP Mound Materiats Worksheet UNIVERSII'Y Minnesota Pollution 01= �'TINNESOTA \�"� ' Co�tro�Agency "`-��' ProjectlD: v 06.12.13 A• Calculate 8ed (rock)Volume:8ed Leng[h (2.C)X Bed Width 2.B)X Depth =Volume (ft' 36.0 ft X 10.0 ft X 1.0 = 360.0 f[3 Oivide ft'by 27 ft3/yd3 to cdlculate cubic ards: 360.0 ft' s 27 = 13.3 yd3 Add 20%for constructability: 13.3 = ydl X 1.2 16.0 yd' 6. Calculate Cleon Sand Volume: Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet 2.0 ft X 10.0 ft X 36.0 ft = 720.0 ft; For a Mound on a slope from 0-1% Volume from Length=((Upslope Mound Height-t)X Absorption Width Beyond Bed X Media Bed Length) tc -i) x �� x n = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) f[ -t) X X ft = � Total Clean Sond Votume:Vo(ume from Len3th+Vo(ume jrom Width+Volume Under Media ft3 � ft3 + �� f�3 ' �ft; For a Mound on a slope greater than 1% Upsiope Vo(ume: ((Ups(ope Mound Neight - 1)x 3 x Bed Length}+2=cubic feet (� 3.5 ft -1) X 3A ft X 36.0 )t 2= 135_0 f�' Downslope Volume: ((Downstope Height- i) x Downslope Absorpcion WidYh x Medra Length)=2=cubic feet (( 4S ft-1) X C 10.0 ft X 36.0 )+2= 630.0 ft' Endslope Volume:(Downs(ope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.5 ft-t ) X 3.0 ft X 10A ft = 105A ft� Total Clean Sand Vo(ume:Upslope Volume +Downs(ope Volume +Endslope Volume +Volume Under Media 135.0 ft3 + 630.0 (t' , 105.0 {t' + 720.0 ft3= 1590.0 ft' Divide ft'by 27 ft'/yd'to calculate cubic yards: 1590.0 ft' : 27 = 58.9 yd' Add 20%for constructability: 58.9 yd3 X �,2 = 7p,7 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 ( 4.� . 0.5 )ft X 44J ft X 63.0 )=2= 4924.9 ft' Total Mound Volume-Cleon Sand volume-Rock Volume=c�brc Jeet 4924.9 � ft' . i590.0 {t3 _ 360.0� ft3 = 2974A f�' --� Divide ft'by 27 ft'/yd'to calculate cubic yards: 2974.9 ft' : 27 = 110.2 yd' Add 20%forconstructability: 110.2 yd; x 1.2 = 132,2 yd' D. Catculate Topsoil Materiat Volume:Tota(Mound Width X Total Mound Length X.5/t 44-7 ft X 63.0 ft X 0.5 ft = 1407.1 ft' Divide ft'by 27 ft'/yd'to calculate cubic yards: 1407•1 ft' = 27 = 52.1 �yd' Add 20%for constructability: 52.1 yd; x 1.2 = 62.5 yd� OSTP Pressure Distribution Minnesota Pollution Desi n Worksheet uN1��Rs�TY Control Agency � OF MINNESOTA �=�\._'��' Project ID: v 06.12.13 1. Media Bed Width: �� ft 2. Minimum Number of Laterats in system/zone = Rouded up number of [(Media Bed Width - 4) = 3] + 1. ( 10 - 4 ) + 1 = �laterals Does not app(y to at-grodes 3. Designer Selected Number of LQterols: �laterals Cannot be less than line 2 (accept in at-¢rades) � . 4. Select Perforation SpQcing: 3.0 ft � ` ' �� :,,_ ., ,.., � -- .. _ _ 5. Select Perforotion Diameter Size: 1/4 in - �- _ �" __ ,.,. ':, ,,:;�.:. , , 6. Length of Loterols = Media Bed Length - 2 Feet. 63 - 2ft = 61 ft Perforation can not be ctoser then 1 foot from edge. � Determine the Number of Perforation Spaces. Divide the Length of Laterols by the Perforation Spocing and round down to the nearest whole number. Number of Perforotion Spoces 61 ft .- �ft = 2Q Spaces Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforotion 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 Loteral = 20 Spaces + 1 = 21 Perfs. Per Lateral Ml�xi�n Nurr�r of Perforations Per Lateral to Guarantee�10�Dncharge Yanat�on �,Inc�Ft�tvre,�c�s ?,?2 Inc�Pe�fara:ions F7p•:�Dta!'}e,:•r al*tChesl Fe�foratio�Spatinq Pipe[hameter ilnchesl Pe�forat'on ipacmg Ifeetl t tt: 1�: Z 3 �Fc_�tl t SK� tt; � 3 2 10 t3 18 30 60 2 11 t6 2t 34 b8 t�: 8 12 15 2p 5-t 2'.: fi} 9a �D 's2 5� ? 8 12 16 25 52 3 9 1d 19 30 �0 3 16 inch Per�ra;ic�n� 1 8 inch Periorat�ns Ftipe Die.�ete� :'I�che:l Fertoration Sp�ing �ipe Ctemeter iirches! Fe�forat�on Spai;ng IF�rt 1 iY. 1�; 2 3 i�ee:! i !?: 1i^ 2 3 2 12 18 26 46 �1 2 ti 33 �1 14 149 - . 12 17 24 4() 80 2�: 2Q 30 41 5Y �35 3 12 16 22 37 75 3 20 29 38 63 128 9• Total Number of Perforotions equals the Number of Perforations per Laterol multiplied by the Number of Perforoted Latera(s. 21 Perf. Per Lat. X ��Number of Perf. Lat. = 63 Totat Number of Perf. 10. Setect Type of Manifold Connection (End or Center): ] End � Center 11. Se(ect Latera!Diometer (See Table): 2.00 in OSTP Pressure Distribution Desi n Worksheet UNIVERSITY : Minnesota Pollution � --�- ControlAgency � OF MINNESOTA "�--'�_1_� 12. Calculate the Square Feet per Perforotion. Recommended value is 4-11 ftz per perforation. Does not app(y to At-Grades a. Bed Area = Bed Width (ftj X Bed Length (ft) 10 ft X 63 ft = 630 ft� b. Square Foot per Perforotion = Bed Area divided by the Tota( Number of Perforations. 630 ftz .- 63 perforations = 10.0 ftZ/perforations 13. Select Minimum Average Head: 1.0 ft 14. Select Perforation Dischorge (GPM) based on Table: 0.74 GPM per Perforation 15. Determine required F(ow Rate by multiplying the Total Number of Perfs. by the Perforatron Discharge. 63 Perfs X 0.74 GPM per Perforation = 47 GPM 16. Vo(ume of Liquid Per Foot of Distribution Piping (Tab(e 1!): 0.170 Gallons/ft 17. Vo(ume of Distribution Piping = _ ' Table 11 � _ [Number of Perforated Laterals X Length of Lotera(s X (Volume of ' volume of�iquid in ' Liquid Per Foot of Distribution Piping] Pipe ; Pipe Liquid i � X 61 ft X 0.170 gal/ft = 31.1 Galtons � Diameter Per Foot ! (inches) (Gallons) 18. Minimum Delivered Volume= Volume of Distribution Piping X 4 1 O.o45 1.25 0.078 31.1 gals X 4 = 124.4 Gallons 1.5 0.110 I 2 0.170 � mani o pipe` , 3 O.380 i i 4 0.661 ! � I__ � - Oeanouu "� � pipe from pump � Manifold pipe. �2df1 OUiS ♦ } ,� � alternate lotation �- 0{ i e from Um �'qiternate location of pipe from pump Pi e(rom um Comments/Special Design Considerations: OSTP Basic Pump Setection Design ��NIVERSITY �*�� :=;innesota Po�►ution Worksheet OF MINNESOTA Control Agency `��;^- 1. PUMP CAPACITY Project ID: v 06.12.13 Pumping to Gravity or Pressure Distribution: � (� c�avity (i)aess�re Selection required 1. If pumping to gravity enter the gatlon per minute of the pump: �GPM (10-45 gpm) 2. if pumping to a pressurized distribution system: 47.0 GPM 3. Enter pump description_ 2. HEAD REQUIREAhENTS Gv��,�o d��n;�e A. Elevation Difference 14 ft e„��„� " swN�v�`",',�i' between pump and point of discharge: t-- _ nlet[r�p�. '-" EI•�tion% B. Distribution Head Loss: �ft � ; ' n�ir�•��M,• . ��' _� f ' ii I ; ' C. Additional Head Loss: �ft�auecosPec;a�eq�Pmenc,ecc.� �-------------------------- ------------ Table I.Friction Loss in Plastic Pipe per 100ft - - _- - - - -- -__.. D�stn ution Head Loss pi e Diameter (inchesl Gravity Distribution = Oft Fiow Rdte __ _ P _... _ (GPMI 1 1.25 ' 1.5 '- 2 . _ __ . _ , Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.; � 0.3 Value on Pressure Distribution Worksheet: �Z i �Z,g 4.3 1.8 � 0.�4 i ' Minimum Avera e Head Distribution Head Loss �.} 17.0 5.7 2.4 0.6 1ft 5ft ib 21.8 7.3 ! 3.0 OJ 2ft 6ft �g 9.1 � 3.8 0.9 5ft 10ft 20 ' 11.1 � 4.6 1.1 25 � 16.8 i 6.9 1.7 D. 1.Supply Pipe Diameter. 2.0 in 30 , 23.5 � 9J 2.4 35 12.9 3.2 2.Supply Pipe Length: 151 ft 40 16.5 ' 4.1 E. Friction Loss in Plastic Pipe per 100ft from Table I: �5 ; 20.5 5.0 50 i 6.1 Friction Loss= 5.44 ft per t00ft of pipe 55 i , I �•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. Suppl y Pipe Length �� ' i �� (D.2) X 1.25=Equiva(ent Pipe Length 75 13.0 85 ' 16.-1 151 ft X 1.25 = 188.8 ft q5 20.1 G. Calcutate Supply Friction Loss by muttiplying Friction Loss Per f00ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100. Supply Friction Loss= 5.44 ft per 10pft X 188.8 ft - 100 = 10.3 ft H• Tota(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 ) 14.0 ft + 5.0 ft + �ft + 10.3 ft = 29.3 ft 3. PUMP SELECTION A pump must be selected[o deliver at least 47.0 GPM(Line t or Line 2)with at least 2�},3 feet of total head. Comme�ts: OSTP Design Summary Worksheet LvivFRSITY Mi�nesotaPollution pE� �II�NESOTA Controi Rgency ,��;. Property Owner/Client: Vernon Dane Project ID:��v 06.12.13 Site Address: 2660 Fox Street,Orono,Hennepin County(SITE A future) Date: 4/12/14 1. DESIGN FLOW AND TANKS A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design((ow is considered o peak flow rate including a safety factor.For long term performance,the average B. Septic Tanks: dait y f(ow is recommended to be<60`�of this va(ue. Minimum Code Required Septic Tank Capacity:� Gallons,in ��Tanks or Compartments Recommended Septic Tank Capaci[y:� Gallons,in �Tanks or Compartments Effluent Screen: No Alarm: No C. Holding Tanks Oniy: � Minimum Code Required Capacity:� Gallons,in �Tanks Designer Recommended Capacity:��Galtons,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 GPM Total Head �ft Pump 2C�GPM Totai Head �ft Supply Pipe Dia.C�in Dose Volume:��al Supply Pipe Dia.��n Dose Volume:�qal 2. SYSTEM TYPE Type of Shc Treatment and Disper5dl Ared' ��;� Trench �)Bed (�j Mound r �Graviry Dktrbutlon Q Ressure DistrilxRlon-Level (�Ressure Distrbutfon-Unlevel `onp �Hokling Tank ;;at-crade •Selection Required Benchmark Elevation: 100.0 ft Benchmark Location: Top of iron System Type Type of Distribution Media: ; ;�i TypE I ', Type II Type II I '"'Type IV i—Typc V L�1 Drainfield Rocic Lj Reqistemd Treatment Media: ( � 3. SITE EVALUATION: j I A. Depth to Limiting Layer: 18 in 1.5 ft B. Measured Land Slope%: 10.0 % i C. Elevation of Limiting Layer: D. Soil Texture:r Loam � E, Loc.of Restricive Elevation: F. 5oit Hyd. Loading Rate: 0.60 GPD/ft2 G. Minimum Required Separation: 36 in 3.0 ft H. Perc Rate: 16.0 MPI I I. Code Maximum Depth of Sys[em: Mound in Comments: I 4. DESIGN SUMMARY Trench Design Summary Dispersal Area�ftz Sidewall Depth�in Trench Width�in Total Lineal Feet�ft Number of Trenches� Code Maximum Trench Depth�in Contour Loading Rate�ft Designers Max Trench Depth�in Bed Design Summary Absorption Area�ftj Media Below Pipe�in Code Maximum Bed Depth�in Bed Width�f[ Bed Length�ft Designers Max Bed Depth��in Minnesota Pollution , OSTP Desi�n Summary Worksheet UNIVERSITY ControlAgency OP MINI�'ESOTA '�,�`� �`` �' Mound Design Summary Absorption Area 625.0 ftz Bed Length 63.0 ft Bed Width 10.0 ft Absorption Width 72,p ft Clean Sand Lift �,5 ft Berm Width (0-1%)��ft Upslope Berm Width 10.0 ft Downslope Berm Width 24.7 ft Endslope Berm Width 13.5 ft To[atSystem Length g0.0 ft To[al5ystem Width 4q.7 ft Contour Loading Rate 12.0 gal/ft At-Grade Design Summary Absorption Bed Width��ft Absorption Bed Length��ft Sys[em Height�ft Contour Loading Rate��gal/ft Upstope Berm Width��ft Downslope Berm Width��ft Endslope Berm Width�ft System Length�{t System Width��ft Level&Equal Pressure Distribution Summary No.of Perforated Laterals�� Perforation Spacing�ft Perforation Diameter 7/32 in Lateral Diameter Z-� in Min. Delivered Volume��gal Maximum Delivered Volume 188 ga( Non-Levei and Unequal Pressure Distribution Summary Elevation Pipe Volume Pipe Length Perforation Size (ft) Pipe Size(in) (gaVft) (ft) (in) Spacing(ft) Spacing(in) Lateral 1 Minimum Delivered Votume 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�sing option 1 or 1 1. Organic Loading =Pounds of 80D X Units lbs/day X � _ �lbs BOD/day 2. Orqonic Loading to Pretreotment 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= �tbs BOD/day B. Type of Pretreatment Unit Being Installed: C. Calculate Soil Treotment System Organic Loading: ibs. BOD/day:Bottom Areo =lbs/day/ftZ lbslday: �ftz= �lbs/day/ftZ Comments/Special Design Considerations: I hereby cer[ify that I have completed this work in accordanCe with alt appticable ordinances,rules and laws. :� Joseph J Olson - -�� 810 04/12/14 (Designer) (Signature) (License#) (Date) . i OSTP Mound Design UtvlvExst�rY �� a MinnesotaPoNution �yorksheet > 1 % Stope OF MINNESOTA .., �ontrol Agency �.- ��., - 1. SYSTEM SIZiNG: Project ID: v 06.12.13 ' a. Design Flow: 750 �P� TABLE IXa , B. Soil Loading Rate: 0.60 GPD/ftz LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA ' AND ABSORPTION RATIOS USING PERCOLATION TESTS Treatment level C Treatment Level A,A4,B, C. Depth to Limiting Condition: 1.5 ft -- Percolation Ra[e Abwrptwn Absorption Area Loading �`1ound Area Loading �`�Ound �. Percent Land Slope: 10.0 � �� Rate Abwrption Ra[e �5°rption ��, (4Pd�hr) Ratio (��ft�� Ra[io E. Design Media Loading Rate: 1.2 GPD/ftz _ �,� , � F. Mound Absorption Ratio: 2.00 , �2 � �_6 � Tat�le( ��,-:�� r ,•�,,,-,n, ae z � a.s � t,�,iiUND C�iNT�)Uk LUapIPJG R,�TES: , �� o.�e �.s � �.s �� .t�:.c i •��•-_: 0.6 2 0.78 2 �'.�,?iUta� ' ,TurTu�P -d4tiJ4d - ' �_�' _oadin� 3�tc '. 0.5 2.4 0.78 2 ��u��'. F-3Cq �-,pu-ld l�. �.�ptl„��3t�0 -, . Rata: s:;b-;.�:C; 0.45 2.6 0.6 2.6 �� _�'::it.� I_,. I.�. �.ii _.-.. �.. � _.� °�t''�"''i - 5 0.3 5.3 � %-t ,__ -.tCi �-.F `,-.i.- . 'Systems with these values are not Type I systems. :-,,.,,_,. ; F, Contour Loadin� Rate (linear loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Dispersal Bed Area: Desi�n Flow= Design Media Loading Rate=ftZ 750 GPD : 1.2 GPD/ftz = 625 ftz If a larger dispersat media area is desired, enter size: 630 ftz , B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet C. Catculate Contour Loading Rate: Bed Width X Design Media Loading Rate �� ftZ X 1•2 GPD/ftz = 12.0 gaUft Can not exceed Table 1 D. Catculate Minimum Dispersal Bed Length: Dispersal Bed Area = Bed Width = Bed Length 630 ftz : 10.0 ft = 63.0 ft , 3. ABSORPTION AREA SIZING ' A. Calcutate Absorption Width: Bed Width X Mound Absorption Ratio =Absorption Width 10.0 ft X 2.0 = 20.0 ft B. For slopes >t%, the Absorption Width is measured downhill from the upslope ed�e of the Bed. ; Calculate Downslope Absorption Width: Absorption Width - Bed Width I 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. DISTRIBUTtON MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW A. Enter Dispersal Media: B. Enter the Component Length: C�ft Enter the Component Width: C�ft C. Number of Components per Row= Bed Length divided by Component Length (Round up) �� ft ' �� ft = �components/row D. Actual Bed Len�th = 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 = �-� �owS Adjust width so this is an who(e number. F. Total Number of Components= Number of Components per Row X Number of Rows C� X � = ��components 6. MOUND SIZING A. Catculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition =Clean Sand Lift 3.0 ft - 1.5 ft = 1.5 ft Design Sand Lift (optional): �ft B. Calcutate Upslope Height: Clean Sand Lift + media depth +cover(1 ft.) = Upslope Height 1.5 ft + 1.0 ft + 1.0 ft= 3.5 ft C. Select Upslope Berm Muttiplier(based on land stope): 2.86 Land Slope°� 0 1 2 3 4 5 6 7 8 9 10 11 12 Upslope Be�m 3:1 3.00 2.91 2.83 2.75 2.6S 2.61 2.54 2.48 2.42 2.36 2.31 2.26 Z.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: Multiptier X Upslope Mound Height = Upslope Berm Width 2.86 ft X 3.5 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope= 100 = Drop (ft) 10.0 f t X 10.0 % : 100= 1.00 f t F. Calculate Downslope Mound Height: Upslope Height + Drop in Etevation = Downstope Height 3.5 ft + 1.00 ft = 4.5 ft G. Select Downslope Berm Multiplier (based on land slope): 5.48 Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 Dowrslope 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. Catculate Downslope Berm Width: Multiplier X Downslope Height =Downslope Berm Width 5.48 x 4.5 ft = 24.7 ft i. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width + 4 feet 10.0 ft +�� ft = 14.0 ft �--1 J. Design Downslope Berm =greater of 4H and 41: 24.7 ft K. Select Endslope Berm Muttip(ier: 3.00 (usually 3.0 or 4.0) L. Catculate Endslope Berm X Downslope Mound Height = Endslope Berm Width 3.00 ft X 4.5 ft = 13.5 ft M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width 10.0 ft + 10.0 ft + 24.7 ft = 44.7 ft N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endstope E3erm Width 13.5 ft + 63.0 ft + 13.5 ft = 90.0 ft 7. MOUND DIMENSIONS ----------------------- ---------_ Upstope (4.D) io.o , : ,. .._-__.__-'_'._ ._�....."__.__. ..�_"'`_-. ____.. ..__�... _"'.__� I i i � � � ��is{_�ers,,: f:.�-=c:: ��'.B �. 2.(�:i i � Endslo e 14.L1�. � Endslo e 14.L) �f' ^ , , r- � ! � v"�- �3.5 j 10.0 x 63.0 � ; 13.5; a ' , .^ ; � -- -—-------- ------ . r � --.._._____.. ._____ U _ � � � V ' i C ' i � i � 24 7 �o � Downslope (4.J) � o �---------------------------------- ---------�" � Total Mound Lenath �4.N) 90.0 4" inspection pipe 18" cover on top z4.7 Upslope berm (4.D) Downslo e berm (4.J) t 0.0 12" cover on sides _� (6" topsoit) Clean sa��d (ift 14.A) �.5 \\ \_ � ; _ 1.5 -- Absorption Width (3.A► Note: 20.0 For 0 to 1�a slopes, ,4bsorption Width is measured froin the Bed equally in both directions. For slopes >1�0, Absorption Width is measured downhill from the upslope edae of the BPd. Comments: OSTP Mound Materials Worksheet U�`I��RSI7�Y , Mi�nesota Poilution OF �'�INNESOTA �"^ Control Agency ��~`-� ProjectlD: v 06.12.73 A. Calculate Bed (rock)Voiume:8ed Length (2.0 X Bed Wrdth (2.6)X Depth =Volume (ft3) 63.0 ft X 70.0 ft X 1.0 = 630.0 ft; Divide ft'by 27 ft'/yd'to calculate cubic ards: 630A f�' = 27 = 23.3 yd' Add 20�for constructability: 23.3� yd'X 1 2 = � 2g 0 yd' B. Calculate Cleon Snnd Volume: Vofume Under Rock bed:Average SQnd Depth x Media Width x Media Length =cubic feet 2A ft X 70.0 ft X 63A ft = 1260.0 ft3 For a Mound on a slope from 0-1% Volume from Ler�th=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed length) ft -1) X X ft = C_� Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft 7) X X ft = Totol Cleon Sand Volume:Vo(ume from Length+ Vo(ume from Width+Volume Under Media ftl + f[3 + ft3 = �ft� For a Mou�d on a slope greater than 1% Upslope Volume:{(Upslope Mound Height - 1)x 3 x Bed Length)�-2=cubic feet (( 3.5 ft -1) X 3.0 ff X 63.0 )+2= 236_3 ft� Downslope Vo(ume:((Downslope Height- 1) x Downslope Absorption Width x Medra Length)=2=cubic feet (( 4.5 ft-1) X 10.0 ft X �3.0 )�2= 170Z.5 f[� Endslope Yo(ume:(Downs[ope Mound Neight- 1)x 3 x Media Width =cubic feet ( 4.5 ft-1 ) X 3.0 ft X 10.0 ft = 105.0 ft3 Totol Cieon Sand Volume:Upslope Volume +Qownslope Volume +Endslope Votume +Volume Under Medio 236.3 n' + 1102.� ft3 + 105A ft' + 1260.0 ft�_ �2703.8 ft' Divide ft'by 27 ft'/yd'to calcutate cubic yards: z��3•$ ft3 : z7 = ��fl•� yd3 Add20%forcons[ruc[ability: ��-� yd'X 1-z - �2�•2 �yd' C. Calwlate Sandy Berm Volume: Tota!Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoit)x Mound Width x Mound Length)>2=cubic feet ( 4.0 0.5 �ft X 44.7 ft X 90.0 )-Z= 7035.5 ft3 Total Mound Volume-Ctean Sand volume-Rock Vofume=cubic feet 7Q35.5 ft' - 2703.8 ft3 - 630.0 h� = 3701.8 (t' Divide ft'by 27 ft'/yd'to calculate cubic yards: 3��•$ ft' : 27 = �3�•� yd' Add 20%for constructability: 137.1 yd' x 1.2 = 1b4•5 yd' D. Calculate Topsoit Material Volume:Totol Mound Width X Totol Mound Length X.5 ft 44J ft X 90.0 ft X 0.5 ft = C 2010.2 ft' Divide ft3 by 27 ft'/yd3 to calcula[e cubic yards: 2010.2 ft; ; U = 7q,5 yd' Add 20%for constructability: 7q.5 yd' x 1,2 = gq.3 yd3 OSTP Pressure Distribution MinnesotaPollution Design Worksheet UNIVERSITY ;_ Control Agency OF MINNESOTA �'�`�.�' Project ID: v 06.12.13 1. Media Bed Width: �� ft 2. Minimum Number of Laterals in system/zone = Rouded up number of ((Media Bed Width - 4) : 3] + 1. ( 10 -4 ) + 1 = ��laterals Does not app(y to at-grodes 3. Designer Selected Number of Laterals: ��laterats Cannot be (ess thon line 2 (accept in at-Qradesl 4. Select Perforation Spacing: 3.0 ft ' � � /�` � ' _._ -- '-`�_.�; � ,. 5. Select Perforotion Diameter Size: 7/32 in " - -- -- ! , ` � 6. Length of LoterQ(s = Media Bed Length - 2 Feet. 63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge. � Determine the Number of Perforation Spaces. Divide the Length of Latera(s by the Perforation Spacing and round down to the nearest whole number. Number of Perforation Spaces 61 ft .- ��ft = 20 Spaces Number of Perforotions per Loteroi is equal to 1.0 plus the Number of Perforotion Spoces. 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 Loterol = 20 Spaces + � = 21 Perfs. Per Lateral Ma�nmum N;unber of F'erfaations Pe�Latera(to Guarantee t 1Q�Discharge Yanation ;Int7 f'e+tcxarc�s i:;2 Incn Pwfarations Pipe Dia'�,eC�t"I!uh?51 Ferfaradon S�,acir� Pipe Uame:er iir,chesl F'e�fo�eC4�SpaC'ng IFe�tl I iv: t�, 2 3 iFeetl t tY: it: 2 3 2 10 93 1B 30 60 2 14 16 1i 34 68 '-'' ° fZ 16 i 2° 5-t 2•: 10 14 20 3Z 6-� � E 12 16 25 5Z ? 9 14 19 34 60 ? �6 inch Perxa;ic�ns 1'E Inch Fenarat�ons Pip�:Dia�eter fi�ch?,l Fe�fcration S�acinq Fip�C�arrwter ilnches! F'a•{�rcCO�Spai:ng IF�tI 1 1t: 1�2 2 3 IFeetl 1 1;: t;; j ? 2 12 18 16 46 87 2 2t 33 44 74 149 �� 12 17 24 44 80 2'•: 20 3t� �+t 64 135 3 12 15 21 37 75 3 20 19 38 64 128 9• Totaf Number of Perforations equals the Num6er of Perforotions per Lotera( multiplied by the Number of Perforated LaterQ(s. 21 Perf. Per Lat. X �Number of Perf. Lat. = 63 Total Number of Perf. 10. Setect Type of Manifo(d Connection (End or Center): [� End ; I center 11. Sefect Loterol Diameter (See Table): 2.00 in _ __ OSTP Pressure Distribution Desi n Worksheet UNIVERSITY � Minnesota Poliution ��•..,, "-� - Controi Agency � OF MINNESOTA '�-��.�' 12. Calculate the Square Feet per Perforotion. Recommended value is 4-11 ft Z per perforotion. Does not appl y to At-Grades a. Bed AreQ = Bed Width (ft) X Bed Length (ft) 10 ft X 63 ft = 630 ftz b. Square Foot per Perforation = Bed Areo divided by the Totat Number of Perforations. 630 ftz .- 63 perforations = 10.0 ftZ/perforations 13. Select Minimum Average Head: 1.0 ft 14. Setect Perforotion Discharge (GPM) based on Table: 0.56 GPM per Perforation 15. Determine required F(ow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge. 63 Perfs X 0.56 GPM per Perforation = 36 GPM 16. Vo(ume of Liquid Per Foot of Distribution Piping (Tob(e!I): 0.170 Gatlons/ft 17. Volume of Distribution Piping = i _._ Table 11 _ [Number of PerforQted LQtera(s X Length of Laterals X (Volume of � volume of Liquid in � Liquid Per Foot of Distribution Piping] Pipe ' �^ � �� _ � , Pipe Liquid ' _� X 61 ft X 0.170 aUft 31.1 Gallons , Diameter Pe� Foot � (inches) (Gallons) i 18. Minimum Delivered Votume = Volume of Distribution Piping X 4 1 o.oa5 ,: � 1.25 0.078 31.1 gals X 4 = 124.4 Gallons 1.5 0.110 2 0.170 � mam o pipe\ 3 O.380 � 4 0.661 ', � i ____ _ � � - cleanouts .._ __ .. . - _ - pipe from pump lean outs Mani(old pipe� ♦ /_ �. aiternate location 0� i B{fOm Um �'Altemate location ot pipc Irom pump Pi e from um Comments/Special Design Considerations: Loqs of Soii Borinqs License#810 Location or Project: 2660 Fox Street Borings made by: Rusty Olson's Soil and Perc testing 4/11/2014 Ciassification 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_112.5_ Mottied Soil at 1.5 feet 0-24" Fili in original soils 24"-30" Dark brown loam 1dyr3/2 H20 present at_X 30"-36" Brown loam 10yr4/4 36"-42" Brown loam 10yr5/4 42"-48" Rusty brown loam 10yr5/4 Boring Number_2_Surtace elevation_112.5_ Mottled Soil at 2.0 feet 0-22" Fill in original soils 22"-30" Dark brown loam 10yr3/Z H20 present at_X_ 30"-36" Brown loam 10yr4/4 36"-46" Brown loam 10yr5/4 46"-50" Rusty brown loam 10yr5/4 Boring Number_3_Surface Efevation_113.9 Mottled Soil at 1.5 feet 0-30" Fill in original soils 30"-36" Dark brown loam 10yr4/2 H20 present at_X_ 36"-48" Brown loam 10yr5/4 48"-54" Rusty brown loam 10yr5/4 Boring Number 4_ Surface elevation_107.4_ Mottled Soil at 1.5 feet 0-6" Dark brown loam 10yr3/2 H20 present at_X_ 6"-14" Brown loam 10yr4/4 14"-18" Brown loam 10yr5l4 18"-24" Rusty brown loam 10yr5/4 Boring Number 5_Surface elevation�107.4_ Mottled Soil at_2.3_feet 0-12" Dark brown loam 10yr3/2 H20 present at_X_ 12"-18" Brown loam 10yr4/4 18"-28" Brown loam 10yr5/4 28"-34" Rusty brown loam 10yr5/4 Boring Number 6_Surface elevation_105.9_ Mottled Soil at 2.0 feet 0-8" Dark brown loam 10yr3/2 H20 present at_X� 8"-16" Brown sandy loam 10yr4/4 16"-24" Brown loam 10yr5/4 24"-30" Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 4/12l14 Location: 2660 Fox Street Hole number: 1 Date hofe was prepared: 4/11/14 Depth of hole bottom_12"_inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil te�ure 0-6" Dark Brown Loam 10yr3/2 6"-1 Z" Brown Loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 4/11/14 depth of initial water filling 12 inches above the 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 12:01 12:31 6" 1.5 20.0 12:36 1:46 6" 1.5 20.0 1:07 1:37 6" 1.5 20.0 AVERAGE PERC. RATE 20.0 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 4/12/14 Location: 2660 Fox Street Hole number: � Date hole was prepared: 4/11/14 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 wa{I: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 4/11/14 depth of initial water filling 12 inches above the 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 12:02 12:32 6" 1.5 20.0 12:35 1:05 6" 1.5 20.0 1:08 1:38 6" 1.5 20.0 AVERAGE PERC. RATE 20.0 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 10:00 A.M. On 4/12/14 Location: 2660 Fox Street Hole number: .�r � Date hole was prepared: 4/11/14 Depth of hole bottom_12"_inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil texture �-�2'" 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 4/11/14 depth of initial water filling 12 inches above the 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 12:03 12:33 6" 3.5 8.6 12:34 1:04 6" 3.3 9.1 1:09 1:39 6" 3.3 9.1 AVERAGE PERC. RATE 8.g Mp� J t� _ r- ,� � ��-,l �n9 ��(��.� �,"��)� �� i hN� :, �.r L. �. ��a.s y, ; ;,�.� � � ` �;;� �a ,v �'�"�, "�4 ��r�� }�7�'-� J , � �y ��}�a' � ;'.3 ta�� / , /' � i , �'} `�,�' •.��/ ��,,.��+ 1 t�+ �, �j�,'� �3''`J � . ,` ��,i . �.,��, , �1 ti �� '��, � �,� ,j � ��.,,i,;..� j��,� I i , �j 3��.� ;�3. 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