The URL can be used to link to this page

Home My WebLink AboutSeptic design �oo ��roc¢- 11��tA� �I , t31 . . . . emo To: Melanie Curtis �1 s � From: Willie Gibbs, SSTS Manager �� "J�J Date: 1/29/2013 Re: Bayside Meadows Proposed Plat I have reviewed the preliminary septic system designs for the 5 proposed lots in Bayside Meadows Addition. The designs show finro standard septic sites for each lot with a proposed house site. Lots 2-5 would allow some flexibility in final house location. Lot 1 does not allow for any flexibility and should be noted as such. The septic sites split much of the lot and along with the wetland limits the house site to basically where it is proposed. I have stamped approvals for the five proposed sites. If you have further questions please let me know. 1 � • r �� I � r+�� N � �� d �1 I ,3 JAN �� Q � Joseph Olson D.B.A. ��RONO 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 January 15,2013 Ervin Wachman PID#0611723220018 Proposed Lotl 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,location and septic primary and future sites are chosen this design can be completed. The periodically saturated soils were located at 20-28 Inches(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 6.4 MPI. The absorption areas are greater than 50 feet from the wetlands. 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. Use 7/32 inch aerforations on the laterals. 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 rissue 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 systern. It is recommended that you pump the septic tank every year for 1 tank,every two years for two tanks. CITY OF n[ZO�O Sincerely, SEPTIC PERM T kEVI -,>----� ::. �-._.---..__ INSPECTOR ` '�� Joseph J.Olson DATE °' PERMIT NO. APPROVGD AS S�I3�1(TTCU [] APPROVGD WITH CORRECTIOKS AS NOTBU Q NOT APPRO�'ED-CORRECT'&RESliByIIT These camments aro for your information. All work shall be dvrw in full compliance with all upplicuble septic and�oning code. � Requirements including items not specificalty nutcJ in this review. ,/ '� �'' �... KEEP THiS PLAN SET ON S1TE AT ALL TIMES ' �� . _;%, � � . 4 - ' � ' �, . ` y * � � ' � .. . f ° + % W . ,` � n. • .��:*. ' . b � �� r f �.�A� � i • • • . i �.. . � ....._...�...,-.....—..-...�.. '. ' � . ?..+�_'.��..._.........� ' ��a .. .. ,'1 .' /l;s� �A y � ,� i:_ '/� , i Jflf .;A �. ^^^�� ._.� .. , .. �3.T �.t;_. �:.Si`.ltt ��•,:i� �,,� a.,.:�,, . .....;« iA ..�.�: . . . ...��t�; :e:tt rtn�;u;no��..,:T ... ..�....:,...,.._. �.�.. ..- � .,im 3: , , �xi9 Il�i1 t►� ,Ma:v�lt.uii3:',.,. .. .. .,,. . �� , .... ,.. iV•-,t::D'.tL`(:1� u';is::t f,1.�h I�A,1114�:U l�d ilJh,Jf l:liT'1:i:3X .� � .' . �—..,,___�__�....,.�._.�.�,.��._�_�r.�_�.�. ._..,._,.�.__.____�n.._�..._.�.. '�� I a � : t i � � \� � � � � \ 1\ \ � \ , l�' � `_', . ` • � ; =� ` r } �-� p � s` /��t, � !,, \ --r , `;.�'� J . � 1 / 1,� i� � � 1 � ��- � !' � �i� / 1. i �'` �t , I 't .`. � �: � � '`� n, �� r- � / w �.: .3 _F�U" / �..,^ � i� I I / r � � �/ . 1 / ��` i \ �� i � / t i � � -�. � : y� / �s .'L�1 - 1�Li ;I /\\ w �1_�, ,�, � �` �:,' l _ r� .., -� Y �� C / /�� - _.- _7. � � _ / 1 � � w / \ 1 f f1 3 g' 1C�' ?�`� � `- ��;j�. � ._:� // \ ^ � n-1�_ jc'f��'� C �_� �c'<,j5-i� � .� _ ;—�-�-';.� � r *�• l'� . �N '-� � � .o � � � ,� �„_�}�v �� I -�S . . ' -_�t _, L =��1�� t � , � , � � � p :n �c � I � ;._ � �% -1(�, a � � ` ".' A ('v { �� O �?� ' � � O �. � ` � O w I I.-, � � _ �i— � � � � p' �1 \ � i_, . I " _ -. _ — `;� � � � �. . � � �UC � . i �`"� 1 V: ""� L,^ � ! � ^ �� ;� - n i'� �' ; � � � � � �� : ij ) � ,, , � ,_ �` I � � s� i f 1 1 i .+� " ,' , Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY � Control Agency �F MINNESOTA ''-'� ` - .,.'�a�-.� Property Owner/Client: Ervi11 WaChmall Project ID:�� v 11.09.22 Site Address: Prop05ed Lot 1 (Site A ) 1. AVERAGE DESIGN FLOW: A. Design F(ow: 75� Gdllons Per Day(GPD) Note: The estimated design jlow is considered o peok jlow rate inc(uding o sojety factor.For long ferm performance,the average daify Jlow is recommended to be< B. Septic Tank cdpaCity: 225� Gallons 60%of this value. �, Number of Septrc Tanks or Compartments: � Effluent Screen 8 A(arm? NO Type of Soil Treatrnent and Dispersal Area* Type of Distribution* Q Trcnches C ged Q Mound Q AFGrade O G��Y a��tiun Q Pressure Distribution-Lev�l Q Pressure Distributan-Unkvd Q Drip Distrib. Q Holding Tank Q O[h� 'Selection Required Benchmark Elev= ft System Type Benchmark Location: ASSURIed �Type i [�Type II ❑Type III �=�Type IV L Type V TYPe of Distnbution Media: Rock D. Pump Tonk 1 Capacity: �Gallons Pump Tank 2 CapacitY= ��Gallons �J 2. SITE EVALUATION: A. Depth to Limiting Layer: 20 inches 1,7 ft Elevation £t Location of Limiting Layer: 964.2 ft B. Measured Percent Land S(ope: 8.0 % 0.0 Location: BaCkSIOpE C. Soil Texture: Lodm Perc Rate: �MPI D. Soil Hydraulic Loading Rate: 0.60 GPD/ftZ E.Coniour Loading Rate 12.0 Gal/ft 3. DESIGN SUMMARY Trench Design Summary Dispersal Area �ftZ Sidewall Depth ��n Trench Width �� Total Lineal Feet ��ft Number of Trenches � Maximum Trench Depth ��in Designer's Max Trench Depth �n Bed Design Summary Absorption Area �ftz Media Below PiPe ��in Bed Length ��ft Bed Width C�ft Maximum Bed Depth C�in Designer's Max Bed Depth ��in Mound Design Summary Absorption Area 625 ftZ Bed Length 63 ft Bed Width 10.0 ft Absorption Width 20.0 ft Clean Sand Lift �,3 ft Berm Width (stope 0-1%)�ft Upslope Berm Width 10.0 ft Downslope Berm Width 20.0 ft Endstope Berm Width �2,Q ft Total System Length $7 ft Totat System Width 40 ft At-Grade Design Summary Absorption Bed Width C�ft Absorption Bed Length C�ft System Height ��ft Absorption Bed Area ��ftZ Upslope Berm Width ��ft Downstope Berm Width ��ft _ . . _ ....... f�_ _ . . . ('_'�_ _ ....... I--I_ r - ' OSTP Design Summary Worksheet UNIVERSITY , Minnesota Pollution OF�INNESOTA �''?`� `' Control Agency _ ,J��:ti, Pressure Distribution Summary No.of Perforated Laterals � Perforation SpacinB �ft Perforation Diameter 7/32 in Lateral Diameter 2.00 �n Supply Pipe Diameter 0.00 in Minimum Dose Volume �� Flow Rate 36 GPM Total Head ��ft Maximum Dose Volume 187.5 Holding Tanks Only Number of Holding Tanks �� Total Volume of Holding Tanks C� ga(lons High Level Alarm? � 4. Additional Info for Type IV/Pretreatment Design Type of Pretreatment Unit Being Installed: Organic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35=1,000,000 ��Pd X ��mg/L X 8.35:1,000,000= ��lbs BOD/day Calculate System Organic Loadinq: fbs. BOD/day=Bottom Area =lbs/day/ftz �lbs/daY� �ft2= ��lbs/day/ftZ Comments/Special Design Considerations: I hereby certify that i have completed this work in accordance with all appticable ordinances, rules and laws. Joseph J Olson / 810 01/12/13 .`i' (Designer) � (Signature) (License#) (Date) � OSTP Mound Design Worksheet UNIVERSITY -' , Minnesota Pollution >1% Slope OF MINNESOTA �`�' Control Agency ,..��.��., 1• SYSTEM SIZING: ProjectlD: v 11.09.22 A, Desiqn Ffow(Flow Ft Soi(- 1.A): 750 �P� TABLE IXa B. Soi(Looding Rate(F(ow&Soil-3.C): O.GO GPD/ftZ �'LOADING RATES FOR DETERMIN�NG BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERCOlAT10N TESTS C. Depth to Limiting Condition: 1.7 ft I Treatment Level C heatment Level A,A•2,B, D. Percent Land Slope: $,0 % , Percolatlon Rate ��rption ��d a,sorpno� �� (�1) Are Raoading ��rption Are RLoeding ��rpaon E. Design Media Loading Rote: 1.2 GPD/ftZ ! ��ft:� Rana ��k,� eac;o F. Mound Absorption Ratio(Table IXa): 2.00 '<o� _ � _ � G.Design Contour Loading Rate: 12.0 GPD/ft io.,co s �.2 � a.s 1 �0.7 to 5(tine sar.d 0.6 2 1 1.6 T�ble l antl loa -fine sa MOUND CUNTOUR LQt�DiNG RATES: ��o�5 0.78 1.5 � 1.6 '.Aasurod ' Toxturo.dpiived Cantaur 'r to 30 0.6 2 0.78 2 OR Loadir.g Perc Rats moun�acsorpticn r ado 3?to 45 0.5 2.4 0.78 2 �ia[e: «3 to 60 0.45 2.6 0.6 2.6 =6�rl;v�i I.u. �.,.?.0. 2.J. 2.5 ct2 6t to t20 - 5 0.3 5.3 a1-12G n�pi OR S.0 ct;: �.»20 - - - - ,=;'�,"'� •`!'• h' 'Systems with these values are not Type I systems. Contour Loading Rate(linear loading rate)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersa(Bed Areo:Desiqn Flow (1.A):Design Media Loading Rate (1.E)=ft� If a larger dispersal media area 750 GPD: 1.20 GPD/ftZ = 625 ft� is desired,enter size: �ftz B. Calculate Disperw(Bed Width:Contour Loadinq Rate (1.G):Design Medio loading Rate (1.E)=Bed Width 12.0 ft = 1.2 gpd/ftZ = 10 ft C. Catculate Dispersa(Bed Length: Dispersal Bed Area (2.A):Bed Width (2.6)=Bed Length 625 ftZ : 10 ft = 63 ft D. Select Dispersal Media: E. If using a registered product, enter the Component Length: ��in: 12 = �ft F. If using a registered product,enter the Component Width: �in: 12 = �ft G. Number of Components per Row =Bed Length (2.C)divided by Component Length (4.J) (Round up) � ft : � ft= ��components/row H. Number of Rows =Bed Width (2.6)divided by Component Width (4.K) (Round up) Note:CLR of f0.3 gal/ft results in 9 foot Adjust Contour Loading Rate on Design Summary page until this number is a whole number wide bed. � ft: �] ft= �� rows �, Total Number of Components =Number of Components per Row X Num6er of Rows � X � _ �components ' 3: ABSORPTION AREA SIZING Note:Mound setbacks are meosured 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 upstope edge of the Bed. Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.6)=ft 20.0 ft - 10.0 ft = 10.0 ft 4• MOUND SIZING A. Calculate Cleon Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=C(ean Sand Lift (1 ft minimum) 3.0 ft - 1.7 ft = 1,3 ft Design Sand Lift(optional): ��1.3 B. Calculate Ups(ope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Ups(ope Height 1.3 ft + 1.0 ft + 1.0 ft= 3.3 ft [��3d�.iir,ce:!uiSi6lier Iabl� Land Siope': 0 1 t 3 d 5 ' 6 7 8 9 Ip f I it' I;i Id 15 (b 17 1$ 19 20 21 i2 23 24 25 � � Up5(4p? I::t 3.p� ?.4ti2.83�i-?` i.�iE i.�112.5=�2.� t.�t: 2.i612.31�?.2��2.21i2.'?�L'3j:A4 2.� Lkli�i.l"�7 I.Yl I.ii l.y's 1.y: j LE4 i.9? I.�i ' R�rrn Ra;o i�:� a.� 3.d5 3JQ 3,57 i.d5 3.3i :.23 3.12 J.0? 2,va t.ES 1.78 2.70�.b� t.55 L� 2..1 1.35 L29 ?.23 2.i8 2.t3 2.08 2.63 i58 i.93� LandSiOpe�o Q i ' 2 3 a 5 4 1 8 9 11� il I2 li I� I5 I6 i7 Ifi I9 2� ti 11 t3 24 15 � ��O��IISIG� i3:1 ?.�: ?.Gi 1.'7�'..i0 :.a1�;.51 i.65�3.EC 3.Si �1.11 .1.29 ;.J3 ..55 :.45�5�'[�!�).i5 5.6? 5.?-! �.6i 7.Qd ?,.I; ?."vy d.a'1 9.9i �.� 10.02 ; 6�I�fitRd:�r, la:i 3.a; 4.'1 :.;5 :.SS d.76 5.00 5."t6 5.5h 5.68 6,25 6.61 7.IJ 7.b9 8.29 8.92 9.57 Il�.2J 1U.9a 11.h7 12�T t3.19 13.94 1�{.82 l5.61 16.5� i'.J�i � Select Ups(ope Berm Multiplier (based on land slope): 2.94 (figure D-34) D. Calculate Ups(ope Berm Width:Multiplier (4:C)X Upslope Mound Height (4.6)=Ups(ope Berm Width 2.94 ft x 3.3 ft = 10.0 ft E. Calculate Drop in Elevation Under Bed:Bed Width (2.6) X Land Slope (1.D):100=Drop (ft) 10.0 ft X 8.0 % : 100= 0.80 ft F. Calculate Downslope Mound Height:Upslope Height (4.6)+Drop in E(evation (4.E)=Downslope Height 3.3 ft + 0.80 ft = 4.1 ft Select Downslope Berm Multiplier �' (based on land slope): 4.88 (figure D-34) H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4_F)=Downs[ope Berm Width 4.88 x 4.1 ft = 20.0 ft I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.B or 3.C)+4 ft. =ft 10.0 ft + � ft = 14.0 ft J. Design Downslope Berm =greater of 4H and 41: 20.0 ft K. Select Ends(ope Berm Multip/ier: 3.00 (usuatly 3.0 or 4.0) L. Calculate Ends(ope Berm (4.K)X Downs(ope Mound Height (4.F)=Endstope Berm Width 3.00 ft x 4.1 ft = 12.0 ft M.Calculdte Mound Width: Upstope Berm Width(4.D)+Bed Width (2.6)+Downsfope Berm Width (4.J)=ft 10.0 ft + 10.0 ft + 20.0 ft = 40.0 ft N. Calculate Mound length:Ends(ope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft 12.0 ft + 63.0 ft + 12.0 ft = 87.0 tt Comments: 5: MOUND DIMENSIONS o -----------Upslope (4.D�--------�o.o -------- �r ��, � , � � � � � Qispersat Bed: f2.B x 2.Ci � �Endslo e �4.L) Endsto e (4.l)� � r ` ,'12.0 ' 12.0 � � � 10X 6 � � � � � ' � ' � � � U � C J � � �o Downslope {4.J) 20.0 � � �—-------------------------------- —------- Total Mound Len th (4.N) $�•� 4" inspection pipe 18" cover �n top U slo e berm (4.D) Downslo e berm 14.J) 20.0 10.0 ---,. 12"cover on sides ' � � �'�` (6" topsoil► /� `_ ' __ 1.3 !Clean sand tift (4.A1 (ft � \\ t.1 ',�_`. � . _ Absorption Width (3.A) - Note: 20.0 For Q to 1 o slopes, Absorption Width is measured from the Bedequally in both directions. For slopes >19�. Absorption W�dth is measured downhilt from the upslope ed�e of the Bed. OSTP Mound Materials Worksheet UNIVERSITY �' Minnesota Pollution OF MINNESOTA � � Control Agency ��1;- ProjectlD: v 11.09.22 A• Calculate Bed (rock)Volume=Bed Length (2.0 X Bed Width (2.B)X Depth =Volume ft' 63.0 ft x 10.0 ft x t0 = 630.0 ft3 Divide ft'by 27 ft'/yd'to calculate cubic ards: 630.0 ft' = 27 = 23.3 yd3 Add 20%for constructability: 23.3 yd'X 1.2 = 28,0 yd' B. Calculaie Clean Sond Votume: Vo(ume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet 1.7 ft X 10.0 ft X 63.0 ft = 1092.0 ft' For a Mound on a siope from 0-1% Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length) ft -1) X X {t = Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width) ft -1) X X ft = Tota!Cleon$and Vo(ume: Volume from Length+Votume from Width+Volume Under Media ft3 + ft3 ' ft' = ft' For a Mound on a slope greater than 1% Upslope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)*2=cubic feet (( 3.3 ft -�) X 3.0 ft X 63.0 )�2= 220.5 ft' Downslope Vofume:((Downslope Height-1) x Downslope Absorption Width x Media Length)=2=cubic feet (( 4.1 ft-�) x 10.0 ft X 63.0 � )�2= 987.0 ft' Endslope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.1 ft-� ) x 3.o ft x 10.0 ft = 94.0 ft' Toto(Clean Sand Volume:Upslope Vo(ume +Downslope Volume +Endslope Volume +Volume Under Media 220.5 ft' + 987.0 ft' . 94.0 ft' • 1092.0 ft'= 2393.5 ft' Divide ft'by 27 ft'/yd'to calculate cubic yards: 2393.5 ft' = 27 = 88.6 yd' Add 20%for constructability: gg,6 3 = yd3 yd x i.2 10b.4 C. Calculate Sandy Berm Volume: Tota(Berm Volume(opprox):((Avg.Mound Height-0.5 ft topwil)x Mound Width x Mound Length)=2=cubic feet ( 3.7 _ 0.5 )ft x 40.0 ft x 87.0 )=z= 5626.0 ft' Totnl Mound Volume-Clean Sand vofume-Rock Volume=cubic feet 5626.0 ft' - 2393.5 ft' - 630.0 ft' = 2602.5 ft' Divide ft'by 27 ft'/yd'to calculate cubic yards: 2602.5 ft' = Z7 = 96.4 yd' Add 20%for constructability: 96.4 yd' x �.2 = 115.7 yd' D. Calculate Topsoi(Moterial Volume:Total Mound Width X Tota!Mound Lenqth X.5 ft 40.0 ft X 87.0 ft X 0.5 ft = 1740.0 ft' Divide ft'by 27 ft'/yd'to calculate cubic yards: 1740.0 ft' : 27 = 64.4 yd' Add 20%for constructability: 64.4 yd' x 1.2 = 77.3 3 yd OSTP Pressure Distribution Minnesota Poilution UNIVERSITY - Controi A enc Design Worksheet OF MINNESOTA : ��,��,`�; ProjectlD: v 11.09.22 1. Select Number of Perforated totera(s in system/zone: C� ---- (2 feet is minimum and 3 feet is moximum spocing) '°��`��•"��° ��• �� " _ .� __ r : 2. Setect Perforation Spacing: 3.0 ft "` " '�'`s ' " - -- � � '1>�.�In�.�tiuii��q�.�c..<I 3':��. Mi��mot r xk ±17.. 3. Setect Perforation Diameter Size 7/32 in _ �� 6.•i�l rnck 4. Length of Latera(s =Media Bed Length-2 Feet. ��.��o�s�:�"�, , �„ ,: �,.,f�,,;,,;o„s�,a�,�4:�•,�3 63 - 2ft = 61 ft Perforation con not be doser then 1 foot from edge. 5• Determine the Number of Perforation Spoces. Divide the Length of Loterals (Line 4)by the Perforation Spocing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 61 ft - �ft = 2p Spaces 6. Number of Perforations per Latero( is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforations Per Latera( = 20 Spaces + 1 = 21 Perfs. Per Lateral Check table be(ow to verify the number of perforations per(ateral guarantees less than a f0%discharge variotion. The value is double if the a center manifo(d is used. t�ximu�-,Number of Pe�fa�ations F�Lateral to Cwarantee<{�n Discharge Variat�c� ',inc7 F'�torcons 7Ji2 in�h F'�!fGTehDt15 Pe�urat��S�actng IFeetl F��Diarraei�r{inches? Perforation S�cing Fip�e tT:ameter�fnches! t i�t 1z: Z 3 i.f�tl t tt: 1�� 1 x 2 1t� t3 18 30 60 2 11 16 Zt 3� b8 �� 8 t2 ib 28 54 2�: !0 t� 20 32 54 3 8 12 16 25 52 3 9 14 19 30 6C1 3/16 Inch Pert�xations I'$Inch Po_rterati�ns F-r�fcra:•�n Spacing iFeet) �P'"��_�"{��x�s) Pe�foration Spacir� Pipe�ame#er(lnchesf 1 1u: i�: 2 3 (Feet) t ik_ tt: 2 3 t 11 18 26 4b 87 2 2t 33 44 74 1�9 1t: 12 1? "[4 40 8t� �� 20 3Q 41 59 135 } 12 16 22 37 TS 3 2� 29 38 64 12E 7• Tota(Number of Perforations equals the Number of Perforations per Latera( (Line 6) multiplied by the Number of Perforated Latero(s (Line 1). 21 Perf. Per Lateral X ��Number of Perf. Laterats = 63 Total Number of Perf. 8. Catculate the Square Feet per Perforation. Recommended value is 4-10 ft z per perforation. P�r�.e�w„o,��ne��c�,� Does not app/y to At-Grades PerforatlonDiametcr Head(!t) ,�e �/e '�i. '/� 8ed Area = Bed Width(ft)X Bed Length(ft) ,.o• o.�B o.4, o.sb o.�� 1.5 0.22 0.51 0.69 0.9 10 ft x 63 ft = 630 ftZ =-°° °.� °.59 °.� ,.o; 2.5 0.29 0.65 0.89 1.17 3.0 0.32 0.72 O 96 1.2B Squo�e Foot per Perforation =Bed Area divided by the Tota(Number of Perforations (Line 7). j.o 0.3� o.e� ,.�, ,.., 5.0` 0.41 0.93 1,26 �.65 630 fcZ - 63 perforations = 1 O.� ftZ/perforations �f�� PeNo'ra p�i�h 3n6�nch�o va inch Dwelli�wi[h i i8 irrch pMoracior¢ 2 fee[ O;her escoUh,hme�ts and N,575 wi[�;/16 9. Select Minimum Average Head: 1.0 ft in[h to t ia inU pertoratior¢ s rrec a.ne��eaw�:nme�u a„a r+,srs wrtn,re��n peHoratbns 10. Select Perforation Dischorge (GPM) based on Table IIi: 0.56 GPM per Perforation 1�• Determine required Flow Rate by multiplying the Tota(Number of Perforatfons (Line 7)by the Perforation Discharge (Line 10). � OSTP Pressure Distribution UNIVERSITY ` � Minnesota Pollution Design Worksheet OF MINNESOTA � . ` ;;� Control A enc ,,,^�� 63 Perforations X 0.56 GPM per Perforation = 36 GPM OSTP Pressure Distribution UNIVERSITY ` Minnesota Pollution Design Worksheet OF MINNESOTA Control A enc ��; � 12. Select Type of Manifold Connection (End or Center): � end ❑ center - -- ___ _ 13. Se(ect Latera(Diameter: 2.00 in Table 11 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 Laterols (Line 1)X Length of Loterals (Line 4)X (inches) (Gallons) (Volume of Liquid Per Foot of Distribution Piping(Line 14)] 1 0.045 �� x 61 ft x 0.170 = �_� �.25 o.o�s gaUft 31.1 Gatlons 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 Galtons 4 0.661 mani o p�pe, _- Cleanouts '--^ _-'�-� i � �' i , pipe from pump �' Manifold pipe� � � � , � � lean outs ----'- ♦ � Altemate bcation �. •� of pipe from pump aiternate location of i e from um P� fram um Comments/Special Design Considerations: OSTP Design Summary Worksheet UNIVERSITY ,� _ Minnesota Poliution _ Control Agency OF MINNESOTA ,� �� = ti . Property Owner/Client: Ervin WaChman v 11.09.22 Project ID:�� Site Address: Proposed Lot 1 (Site B ) 1. AVERAGE DESIGN FLOW: A. Design F(ow: 75� Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rate induding a safety jactor.For long term perjormance,the average daily jtow is recommended to be< B. Septic Tank capacity: 2250 Galtons 60%oJ this va(ue. �, Number of Septic Tanks or Compartments: �� Effluent Screen&A(arm? NO Type of Soil Treatment and Dispersal Area' Type of Distritwtion* Q Trcrxha C,Bed QQ Mound Q At-Grack Q Gravity Distribution 0 Pressure D'stribution-Level Q Pressure DisUibution-Unlevel �Dnp Distrib. � Holding Tank Cj Oth� 'Selection Required Benchmark Elev= ft System Type Benchmark Location: ASSUmed �Type I ❑Type il ❑Type III ��Type Iv (J'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: 28 inches 2,3 ft Elevation &Location of Limiting Layer: 967.6 ft B. Measured Percent Land Slope: 12.0 % 0.0 Location: BaCkslOpe C. Soil Texture: LOdm Perc Rate: �MPI D. Soil Hydraulic Loading Rate: 0.60 GPD/ftZ E. Contour Loading Rate 12.0 Gal/ft 3. DESIGN SUMMARY Trench Design Summary Dispersat Area �ft2 Sidewall Depth �in Trench Width �j� Total Lineal Feet �ft Number of Trenches �� Maximum Trench Depth �in Designers Max Tre�ch Depth in Bed Design Summary Absorption Area �ftZ Media Below Pipe C�in Bed Length �ft Bed Width �ft Maximum Bed Depth �in Designer's Max Bed Depth �in Mound Design Summary Absorption Area 625 ftz Bed Length 63 ft Bed Width 10.0 ft Absorption Width 20.0 ft Clean Sand lift �,Q ft Berm Width (stope0-1%)��ft Upslope Berm Width 10.0 ft Downslope Berm Width 20.0 ft Endslope Berm Width 13.0 ft Total System Length $9 ft Total System Width 40 ft At-Grade Design Summary Absorption Bed Width �ft Absorption Bed Length ��ft System Height �ft Absorption Bed Area �ftz Upslope Berm Width �ft Downslope Berm Width �ft �� 1 r� OSTP Design Summary Worksheet UNIVERSITY � Minnesota Pollution OF MINNESOTA � � Control Agency , �.��y Pressure Distribution Summary No.of Perforated Laterals �� Perforation Spacin4 C�ft Pertoration Diameter 7/32 in Lateral Diame[er 2.00 �� Supply Pipe Diameter 0.00 in Minimum Dose Volume � Flow Rate 36 GPM Total Head �ft Maximum Dose Volume 187.5 Holding Tanks Only Number of Holding Tanks �� Total Volume of Holding Tanks � galtons High Level Alarm? �� 4. Additional Info for Type IV/Pretreatment Design Type of Pretreatment Unit Being instatled: O�ganic Loading to Pretreatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000 C�4P�1 X C�mg/L X 8.35:1,000,�_ �lbs BOD/day Calculate System Organic Loadinq: (bs. BOD/day:Bottom Areo =lbs/day/ft2 �lbs/daY� �ftz= ��lbs/day/ftz Comments/Special Design Considerations: I hereby certify that I have compteted this work in accordance with all applicable ordinances,rutes and Laws. � Joseph J Olson �.,.--'"�' 810 01/13/13 � (Designer) � (Signature) (License#) (Date) OSTP Mour�d Design Worksheet Minnesota Poliution O UN I V ERS TTY Control Agency >1 / Slope OF MINNESOTA �""" _��;: 1. SYSTEM SIZING: Project ID: ��,pq,2Z A. Design F(ow(F(ow&Soil- 1.A) : [ 750 �Po TABLE IXa B. Soil Loading Rate(Flow&Soil-3.C): L 0.60 GPD/ftZ iLOADiNG RATES FOR DEfERMINING BOTTOM ABSORPTION AREA AND ABSORPTION RATIOS USING PERGOLAT�ON TESTS C. Depth to Limiting Condition: [ 2.3 fC Treatment Level C Trea[ment Level A,A•2,e, �'�. Percoladoo Rate Absorption Absorption D.Percent Lond Slope: [ �2•Q qo Area Loading �`�Dund prea Loading �`'�Ound �� Rate Abwrption Rate AbS°rpt�°� E. Design Media Looding Rate: [ 1.2 GPD/ftZ i ��aiR=� R°°° ��k=� Rat'° F. Mound Absorption Ratio(Table IXa): [ 2.00 <o� - � - � �0.�ro5 �,2 � 1.6 1 G.Design Contour Loading Rate: [ 12.0 GPD/ft ;o��0 5(one sand Table 1 �antl ioa tine sa 0.6 2 1 1.6 r.�OUND C�NTOUR IO�DING RaTES: �to�5 0.78 1.5 1 1.6 nsaawred ' Tc+ntura.dwived Cen[our �6 to 30 0.6 2 OJ8 2 Port Rata �R mound absor tion ratio Lo�ding , P Rata: 3�to 45 0.5 2.4 078 2 a6 to 60 0.45 2.6 0.6 2.6 _50rnG' 1.0. i.;.2.0.?.�1.2.6 ti2 6i to t20 - 5 0.3 5.3 hi-1ZGmpi pF, S.0 _i2 '.»20 - - - - - ��-�,,��• `.�;' �' •Systems with these values are not Type I systems. Contour Loading Rate(linear loading rete)is a recommended value. 2. DISPERSAL MEDIA SIZING A. Calculate Required Dispersa!Bed Area:Dersign F(ow (1.A):Design Media Loading Rate (t.E)=ftZ If a larger dispersal media area [ �50 GPD: 1.20 GPD/ftZ = 625 ft� is desired,enter size: (��ft2 L B. Calculate Disperw(Bed Width:Contour L��ading Rate (1.G)=Design Media Loodinq Rate (1.E)=Bed Width � 12.0 ft = 1.2 gpd/ftZ = 10 ft C. Catculate Dispersal Bed Length: Dispersat Bed Area (2.A)=Bed Width (2.6)=Bed Length � 625 ftZ : 10 ft = 63 ft D. Setect Dispersal Media: [ E. If using a registered product,enter the Cc�mponent Length: �in: 12 = �ft F. If using a registered product,enter the Ccrmponent Width: �in: 12 = �ft G. Number of Components per Row =Bed Length (2.C)divided by Component Length (4.J) (Round up) � ft : �� ft= �components/row H. Number of Rows =Bed Width (2.6)divide�d by Component Width (4.K) (Round up) Note:CLR of f0.3 Adjust Contour Loading Rate on Design Summary page until this number is a whole number sa1�ft resu(ts in 9 foot wide bed. � ft: C� ft= � rows �, Total Number of Components =Num6er c¢Components per Row X Number of Rows � X �� components 3. ABSORPTION AREA SIZING Note:Mound setbacks are measured from tlie Absorption Area. A. Calculate Absorption Width:Bed Width (2.E3)X Mound Absorption Ratio (t.F)=Absorption Width C10.0 ft X 2.0 = 20.0 ft B. For slopes>1%,the Absorption Width is me.asured downhilt from the upslope edge of the Bed. Calculate Downstope Absorption Width:Ab:�orption Width (3.A)-Bed Width (2.B)=ft C 20.0 ft - 10.0 ft = 10.0 ft 4• MOUND SIZING A. Calculate Clean Sand Lift: 3 feet minus Depth to Limitinq Condition (1.C)=Cleon Sand Lift (t ft minimum) 3.0 ft - 2.3 ft = 1.0 ft Design Sand Lift(optionat): ��1.0 B. CalCulate Upslope Neight:C(ean Sond Lift (4.A)+media depth (1 ft.)+cover (1 ft.}=Upslope Height 1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft D-3.:�Idpe u,uRioiitr Table j Land Slope�� 4 ; 2 i 4 5 6 7 8 9 t0 l I i1 13� la i5 Ib i7 i8 I9 20 2i 22 13 24 25 i IJ�}j(n�o j3:i ;.iM: L91,"1$? 2d5 [.5$j2.51�2.1� ?.40 2.�2 i.?4�:.31�2.2b�?.24;t.'7�2.13�2.�4 2U5 i.l7i 2.�' i.y? LSi 1.53 1.9; I.F4 1.�7� LBi I I E�fiu kd.;0 �d:i a.ttkkt 3.85 3.70 3,5i 3.a5 3.33�'.13 ?.12 J.U3 2.5d 2.86 ?.7B iJ0 2,62 2.55 L�8 2.41 2.35 2.t9 2.2i 2.IB t.t3 2.08 1.G's 1.48 t.5i i I Land Slope`�� 7 i 2 3 4 5 h 7 8 9 j i�); i i , i2� i3 ia 15 i6 17 I8 t9 20 2l 22 t3 24 25 's j ��v;:f151r,Du �1:1 i.G� 3-4ilt.si ;;p 3.1I 's5? i.ES 3.fC 3.35-I.It�.i.29�;.;3 :.!+4 :.y5 5.ia�5.95 5.83 6.?1 E.Si i.i,4 ?.a? ?.Yl 8.�2 F.9i 9..15 ?�.0� � ��If�'i Rd;i� Id:t d.0(}�1.17i.1.35 4.54 lJ6 5.00 5.26 5.56 S.Bd 6.25 6.61 1.IJ 7.5i 8.'t9 8.92 9.57 10.td 10.5� 1L6? 12.J2 13.I9 13.44 !�1.82 )5.61 16.5; 17.�l.' Select Ups(ope Berm Mu(tiplier �' (based on land slope): 2.70 (figure D-34) D. Catculate Upslope Berm Width:Multip(ier (4.C)X Ups(ope Mound Height (4.6)=Ups(ope Berm Width 2.70 fc x 3.0 ft = 10.0 tt E. Calculate Drop in E(evation Under Bed:8ed Width (2.6) X Land Slope (1.D):100=Drop (ft) 10.0 ft X 12.0 % : 100= 1.20 ft F. Calculate Downslope Mound Height:Upslope Height (4.6)+Drop in E(evation (4.E)=Downslope Height 3.0 ft + 1.20 ft = 4.2 ft � Select Downs(ope Berm Mu(tiplier (based on land slope): 4.77 (figure D-34) H. Calculate Downs(ope Serm Width:Multiplier (4.G)X Downs(ope Height (4.F)=Downslope Berm Width 4.77 x 4.2 ft = 20.0 ft 1, CaLculate Minimum Berm to Cover Absorption Areo:Downstope Absorption Width (3.6 or 3.C)+4 ft.=ft 10.0 ft + � 4 � ft = 14.0 ft J. Design Downs(ope Berm =greater of 4H and 4t: 20.0 ft K. Select Ends(ope Berm Mu(tiplier: 3.00 (usually 3.0 or 4.0) L. Calcutate Ends(ope Berm (4.K)X Downslope Mound Height (4.F)=Endslope Berm Width 3.00 ft x 4.2 ft = 13.0 ft M.talculate Mound Width: Ups(ope Berm Width(4.D)+Bed Width (2.6)+Downslope Berm Width (4.J)=ft 10.0 ft + 10.0 ft + 20.0 ft = 40.0 ft N. Calcutate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Ends(ope Berm Width (4.L)=ft 13.0 ft + 63.0 ft + 13.0 fc = 89.0 ft Comments: 5: MOUND DIMENSIONS -----------------(--------------- .-------- o Upstope 4.D) �o.o �r ,�` ; '� � � ! Qispersat Bed: I 2.B x Z C) ----� ' � Endsto e (4.L>I, � IEndslo e (4.L) L L ;13.0 � ; 13.0 .� 10X ; 63 � , � � � , � ' � � � -� V ; C � � � O ' � � Downslope {4.J) 20.0 .� �_ o ' ----------------------------------- " � - ---------, Total Mound Len th (4.N) 89•� 4" inspection pipe 18" cover on top Upslope berm 14.D) Do�vnslo e berm �4.J► 20.0 10.0 12"cover on sides % (6" topsoil) t.0 ;Clean sand tift (4.A1 (ft 23 ;; : � ,. , , ` Absor tion V�✓idth (3.A) Note: 2a•� For 0 to 1°o slopes, ,4bsorption Width is measured from the Bedequally in both directions. For slopes =1��, Abso�ption W�dth is measured downhill from the upslope edge of the Bed. OSTP Mound Materiats Worksheet UN[VERSITY � � Minnesota Pollution OF MINNESOTA `''' Controi Agenty -�� Project ID: �� p9 ZZ A• Calcula[e Bed (rock)Vo(ume:Sed Length (2.C)X Bed Width 2.B)X Depth =Vo(ume (ft') 63.0 ft X 10.0 ft x �.0 = 630.0 ft3 Divide ft'by 27 ft'/yd'to calculate cubic ards: 630.0 ft' = v = 23.3 yd' Add 20%for construcWbility: 23.3 yd'X 1.2 = 2$,p yd3 B. Calculate Ctean Sond Volume: Volume Under Rock bed:Averoge Sand Depth x Media Width x Media Length =cubic feet 1.6 ft X 10.0 ft X 63,0 ft = 1008.0 ft' 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 = Totaf C(eon Sand Volume: Volume from Length+Vo(ume from Width+Volume Under Media ft3 + ft' + ft' = ft' For a Mound on a slope greater than 1% Ups(ope Vo(ume:((Upslope Mound Height -1)x 3 x Bed Length)=2=cubic feet (( 3.0 ft -�) X 3.o ft X 63.0 )�2= 189.0 ft' Downslope Volume: ((Downs(ope Height- 1)x Downslope Absorption Width x Media Length)-2=cubic feet (( 4.2 ft-1) X 10.0 ft X 63.0 )-2= 1008.0 �ft' Endslope Vo(ume:(Downs(ope Mound Height- 1) x 3 x Media Width =cubic feet ( 4.2 ft-1 ) X 3.0 ft X 10.0 ft = 96.0 ft' Toto(Clean Sand Vo(ume:Upslope Volume +pawnslope Volume +Endslope Volume +Volume Under Medio 189.0 ft' + 1008.0 ft' � 96.0 ft' � 1008.0 ft'= 2301.0 ft' Divide ft'by 27 ft'/yd'to catculate cubic yards: 2301.0 ft' = 27 = $5.2 yd' Add 20%for constructability: 85.2 yd'X 1.2 = 102.3 yd3 G Calculate Sandy Berm Volume: Total Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)�2=cubic feet ( 3.6 _ 0.5 )ft X 40.0 ft x 89.0 )=2= 5522J tt' Total Mound Yolume-Clean Sand volume-Rock Volume=cubic feet 5522.7 ft' - 2301.0 ft' - 630.0 ft; = 2591.7 ft' Divide ft'by 27 ft'/yd'to calculate cubic yards: 2591.7 ft' : z7 = 96.0 yd' Add 20%for constructability: 96.0 yd' X 1.2 = 115,2 yd3 D. Cat[ulate Topsoil Material Volume:Tota(Mound Width X Total Mound Length X.5 ft 40.0 ft X 89.0 ft X 0.5 ft = 1781.5 ft' Divide ft�by 27 ft'/yd'to calculate cubic yards: 1781.5 ft3 : 27 = 66.0 yd' Add 20%for constructability: 66.0 yd' x 1.2 = 79.2 yd' OSTP Pressure Distribution UNIVERSITY , Minnesota Pollution Desi n W�rksheet *'`-�� _ - Control A enc g OF MINNESOTA �,��,� Project ID: v 11.09.22 1. Setect Number of Perforated Latera(s in rystem/zone: � . . �,.,,,�.,�,.��.:,,,.:.�..., _ (2 feet is m�n►mum and 3 jeet is maximum spacing) �� -_` - - '� r _ 2. Select Perforotion Spacin3� 3.0 ft ' ' `5"' � ' - < �. ..��r.rir�r:�t�tr��s 4�:�c��d 3il:ili.�rt Mi��n�'rf 1z_ 3. Setect Perforation Diometer Size 7/32 in _ 5'ofro�k 4. Length of Loterals =Media Bed Length-2 Feet. �<.��.,��>��:��,,, �,. > �. P,�,<<,,.�i�o��n:,��,�n r„t' 63 - 2ft = 61 ft Perforation can not be doser then i foot from edge. 5- Determine the Number of Perforation Spaces. Divide the Length of Lotera(s (Line 4)by the Perforotion Spacing (Line 2)and round down to the nearest whole number. Number of Perforation Spaces = 61 ft .- ��ft = 20 Spaces 6. Number of Perforations per Laterai is equal to 1.0 plus the Number of Perforation Spaces (Line 5). Perforotions Per Latero( = 20 Spaces + 1 = 21 perfs. Per Lateral Check tab(e be(ow to verify the number of perforations per lateral guarantees iess thon a f0%discharge voriation. The value is double if the a center manifo(d is used. Maximu.m Number of Fe�tecatiosu P�Latera[to Guarantee<1Q��scharge Variaiion �lnc�P�fcxani=�; 7!?1 Int!r P?rfarati�ns F��cration SFacng IF?�tl �p��``�''��'� Pe�faration Spacing Pipe D;arr�ter(lnchesl t i�! 11� 2 3 (Feetl { �t�, it� � � Z 1�5 13 18 3� 64 2 11 ib 2i 34 68 Z'" � !2 1 h 26 5�# 2 t 10 14 2C� 31 6�i 3 8 t2 16 25 52 3 9 14 19 30 60 3;!1 b Inch Perorations t:8 Inch Pe�torat�om � Pi�a Diameter�Mchez) Fe�foration Sp�cing Pipe Qiameter(]nches) Pe,�c�rat:;on 5�,cng IF�tI 1 11•: t�. 2 3 (Feetl 1 i�: 9t; 2 3 2 11 18 16 46 87 2 Zt 33 44 T4 149 �z� 12 t7 2�i 44 80 ��: 10 30 4t 69 135 � 12 16 21 31 75 3 20 29 38 64 12° 7• Tota(Number of Perforations equals the Number of Perforations per Latera( (Line 6)multiplied by the Number of Perforated Laterals (Line 1). 21 Perf. Per Lateral X ��Number of Perf. Laterats = 63 Totat Number of Perf. __ _. _ 8. Catculate the Square Feet per Perforation. Recommended value is 4-10 ftz per perforation. P�*'�•"°^°'�°h,��«P""� Does not app(y to At-Grades �<<aation Diameter Head(ft) _ ��a ��s ,�i r� Bed Areo = Bed Width(ft)X Bed Length(ft) ,.o• o.,$ 0.4, 0.56 0.�4 1.5 0.32 O.St 0.69 0.9 10 ft x 63 ft = 630 ftz Z.o° o.Zb o.s9 0.� ,.oa 2.5 0.29 0.65 0.89 1,17 3.0 0.12 0.72 0.98 1.28 Square Foot per Perforotion =Bed Area divided by the Totol Number of Perforotions (Line 7). <.o 0.3� o.g3 ,.,3 ,.,� 5.0` 0.�1 0.93 1.2b 1.65 DwCllin [h 3/i6 inch[o t/4 irKh 630 ft2 - 63 perforations = 10.0 ft2/perforations '`°°` pertora w�� aveui�s wicn t is ixh peAoracio'rs 21eet p�tierr,tabti;hmi�ntsandM5T5with3176 9. Select Minimum Average Head: 1.0 ft inch to t�4 inch pertoratior¢ 5 t�� Ocher eztabiishmrnts anO.MSTS wieh t/8 i'rch peAorat�orrs 10. Select Perforation Discharge (GPM)based on Table III: 0.56 GPM per Perforation 11. Determine required Flow Rate by multiptying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10). OSTP Pressure Distribution UNIVERSITY ' Minnesota Pollution Design Worksheet OF MINNESOTA ' �'" ,� " Control A enc ,� �% 63 Perforations X 0.56 GPM per Perforation = 36 GPM OSTP Pressure Distribution Minnesota Pollution UNIVERSITY ' Control A enc Design Worksheet OF MINNESOTA �'`" .,;' �:,,� � � . 12. Setect Type of Manifo(d Connection (End or Center): 0 end ❑ center 13. Se(ect Lateral Diameter: 2.00 in Table il Volume of Liquid in 14. Vo(ume of Liquid Per Foot of Distribution Piping: 0.170 Gallons/ft pipe 15. Volume of Distribution Piping = �pe Liquid Diameter Per Foot _[Number of Perforated Laterols (Line 1)X Length of Loterals (Line 4)X (inches) (Gatlons) (Volume of Liquid Per Foot of Distribution Piping(Line 14)] 1 0.045 �—� X 61 ft X 0.170 = �•25 0.07� gaUft 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 Galtons 4 0.661 manio pipe� ___-- -___ - Cleanouu — 1 � / . i / � pipe frOm pump ; Manifold pipe�` i i r 1 � lean outs ---'--_ � � Altemate location �• •� of pipe from pump aiternate location of i e from um P� from um Comments/Special Design Considerations: Loqs of Soil Borinqs License #810 �ocaiion or rroje��: �roposed iot i Borings made by: Rusty Olson's Soil and Perc testing 1/7/2013 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_965.9_ Mottled Soil at 1.7 feet 0"-14" Dark brown loam 10yr3/2 H20 present at X 14"-20" Brown loam 10yr4/3 20"-30" Rusty brown loam 10yr4/4 Boring Number_2_Surtace elevation_965.9_ Mottled Soil at 1.7 feet 0"-14" Dark brown loam 10yr3/2 H20 present at X 14"-20" Brown loam 10yr4/3 20"-30" Rusty brown loam 10yr4/4 Boring Number_3_Surface Elevation_969.9 Mottled Soil at 2.3 feet 0"-20" Dark brown loam 10yr3/2 H20 present at_X 20"-28" Brown loam 10yr4J4 28"-36" Rusty brown loam to clay loam 10yr5/3 Boring Number 4_ Surface elevation_969.9_ Mottled Soil at 2.3 feet 0"-22" Dark brown loam 10yr3/2 H20 present at_X_ 22"-28" Brown loam 10yr4/4 28"-36" Rusty brown clay loam 10yr4/4 Boring Number 5_Surface elevation_964.6_ Mottled Soil at 1.5 feet 0-14" Dark brown loam 10yr3J2 H20 present at_X_ 14"-18" Brown loam 10yr4/3 18"-24" Rusty brown loam 10yr4/4 Boring Number 6_Surface elevation_966.9_ Mottled Soil at 2.3 feet 0"-20" Dark brown loam 10yr3/1 H20 present at_X_ 20"-28" Brown loam 10yr4/4 28"-36" Rusty brown loam to clay loam 10yr4/4 Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 1:39 P.M. On 1/08/13 Location: Proposed lot 1 Hole number: 1 Date hole was prepared: 1/Q7/13 Depth of hole bottom_12"_inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil te�ure 0-12" Dark Brown Loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 1/07/13 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 1:59 2:29 6" 4.5 6.7 2:32 3:03 6" 4.4 6.8 3:03 3:33 6" 4.3 � p AVERAGE PERC. RATE 6.8 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 1:39 P.M. On 1/08/13 Location: Proposed lot 1 Hole number: 2 Date hole was prepared: 1/07/13 Depth of hole bottom_12"_ inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil te�ure 0-12" Dark Brown Laam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water fi�ling 1/07/13 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 2:00 2:30 6" 5.2 5.7 2:31 3:01 6" 5.0 6.0 3:04 3:34 6" 4.8 6.2 AVERAGE PERC. RATE 6.0 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Oison's Perc. starting at 9:30 A.M. On 1/09/13 Location: Proposed lot 1 Hole number: 3 Date hole was prepared: 1/08/13 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 1/08/13 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 9:44 9:59 6" 4.1 3.6 10:02 10:17 6" 4,0 g � 10:18 10:33 6" 3.9 3.8 AVERAGE PERC. RATE 3.7 MPI Percolation Test Data Sheet Lic.#810 Percolating test readings made by: Rusty Olson's Perc. starting at 9:30 A.M. On 1/09/13 Location: Proposed lot 1 Hole number: 4 Date hole was prepared: 1J08/13 Depth of hole bottom_12"_ inches, Diameter of hole 6" inches. Soil data from test hole: Depth, inches Soil te�ure 0-12" Dark Brown Loam 10yr3/2 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date of initial water filling 1/08/13 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 9:45 10:00 6" 5.5 2.7 10:01 10:16 6" 5.5 2.7 10:19 10:34 6" 5.5 2.7 AVERAGE PERC. RATE 2.7 MPl