HomeMy WebLinkAboutSeptic design .
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To: Melanie Curtis
From: Willie Gibbs, SSTS Manager ���+�/�..� ���
Date: 1/29/2013
Re: Bayside Meadows Proposed Piat
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
a ' • / 1 � l�� y � � � y
`�� � �� �� REC�11��D
�I.A« � 3 2013
Joseph Olson D.B.A. crnr oF oRONo
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 Lot 3
Orono,Hennepin.County
This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Once the house size,location and septic primary and future sites are chosen this design can be completed.
The periodically saturated soils were located at 14-18 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 h�eatment area must be located at least 3' above the saturated soils.
The soils at a depth of 12"have a percolation rate averaging 8.4 MPI.
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 perforations on the laterals.
Keep all heavy equipmeot off of the proposed treatment areas before and after construction.The
treatment area must be fenced off before construction begins.This Design is not valid&the System
will need to be relocated if failure to protect the areas proposed for the On-Site Sewage Treatment
systems occurs.
Nothing other than gray water,(laundry,showers,ect.)human water&toilet tissue should be disposed of
into the septic tanks.Garbage disposals are not recommended. Additives must not be used;they may cause
harmful damage to your septic system.It is recommended that you pump the septic tank every year for 1
tank,every two years for two tanks.
Sincerely,
�
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-;.- ��.._ ..�-._ _ CITY OF ORONC)
Joseph J.Olson SF.PTIC P MIT `f�EV -
INSPEC O
DAT " PERMIT NQ.
APPROYCD AS 91:I3�tiT7'Ep
� APPROVGp WITH CORRECTtOn9 AS NOTED
NOT APPROVEU-CORRECT&RBSL'6411T
'Chcse comments are for your informativa. AH work ahaU be doM
fa full compliunce with all applicnble scpdc aed zoninb cucio.
Requirements inc{udittg items not speciiically not�l ip this esvi4111. � F+ � :.;:,;,�
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OSTP Design Summary Worksheet UNIVERSITY �' ���_
Minnesota Pollution OF MINNESOTA �
Control Agency w.�r\�.;,
Property Owner/Ctient: Ervin WdChmdn ���•09•u
Project ID:��
Site Address: Proposed Lot 3 (Site A )
1. AVERAGE DESIGN FLOW:
A. Design F(ow: 750 Gdllons Per Day(GPD) Note: The estimoted design jlow is considered a peak Jlow rnte including o safery
jactor.For long term perjormnnce,the werage daily jlow is recommended to be<
B. Septic Tank capacity: 2250 Gallons 6o%of this volue.
�, Number of Septic Tanks or Compartments: � Effluent Screen 8 Alarm? NO
Type of Soil Treatment and Dispersal Arear Type of Distribution*
Q Trenches C Bed QQ Mound Q At-Grade �Gravity Distritwtion �Pressure Distribution-Level Q Pressure Distribution-Unkvel
C,i Drip Distrib. O Holding Tank O ��
*Selection Required Benchmark Elev= ft
System Type Benchmark location: ASSUmed �
�Type I �:Type II [,1 Type Iil [i Type IV ❑Type V TYPe of Distribution Media:
Rock
D. Pump Tank 1 Capacity: ��Gallons Pump Tank 2 Capacity: �Gallons
�- l�l
2. SITE EVALUATION:
A. Depth to Limiting Layer: 14 inches 1.2 ft Elevation fx Location of Limiting Layer: 1000.2 ft
B. Measured Percent Land S(ope: 6.0 % 0.0 Location: BdCk5lOp2
C. Soil Texture: Cldy Lodm � Perc Rate: ��MPI
D. Soil Hydraulic Loading Rate: 0.45 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft
3. DESIGN SUMMARY
Trench Design Summary
Dispersal Area �ftz Sidewall Depth ��in Trench Width ��n
Total Lineal Feet �ft Number of Trenches �� Maximum Trench Depth �in
Designers Max Trench Depth ��
Bed Design Summary
Absorption Area ��ftz Media Below Pipe �in Bed Length �ft
Bed Width �ft Maximum Bed Depth ��in Designer's Max Bed Depth �in
Mound Design Summary
Absorption Area 625 ft2 Bed Length 63 ft Bed Width 10.0 ft
Absorption Width 26.0 ft Ctean Sand Lift �,$ ft Berm Width (slope 0-1%)�ft
Upslope Berm Width 13.0 ft Downslope Berm Width 23.0 ft Endstope Berm Width �3,Q ft
Total System Length $q ft Total System Width 46 ft
At-Grade Design Summary
Absorption Bed Width �ft Absorption Bed Length �ft System Height ��ft
Absorption Bed Area ��ft2 Upslope Berm Width ��ft Downslope Berm Width �ft
Endslope Berm Width ��ft System Length �ft System Width �ft
OSTP Design Summary Worksheet UNIVERSITY �
Minnesota Pollution OF MINNESOTA }
Control Agency �ti��;
Pressure Distribution Summary
No.of Perforated Laterals � Perforation Spacing � 0 �ft Perforation Diameter ��n
Lateral Diameter 0.00 (n Supply Pipe Diameter 0.00 in Minimum Dose Volume �
Flow Rate ��GPM Total Head ��ft Maximum Dose Volume 187.5
Holding Tanks Only
Number of Holding Tanks �� Total Volume of Holding Tanks �� gallons
High Levet Alarm? ��
4. Additional Info for Type IV/Pretreatment Design
Type of Pretreatment Unit Being Instalted:
Organic Loadinq to Pretreatment Unit =Desiqn Flow X Estimated BOD in mg/L in the efftuent X 8.35:1,000,000
��4Pd X �mg/L X 8.35:1,000,000= �lbs BOD/day
Calcutate System Organic Loading: lbs.BOD/day:Bottom Areo =tbs/day/ftZ
��lbs/daY� ��ftZ= ��lbs/day/ft2
Comme�ts/Special Design Considerations:
I hereby certify that I have completed this work in accordance with all appticable ordinances, rules and laws.
Joseph J Olson j°`"'�---.__.�_._..M__ 810 01/13/13
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(Designer) ' (Signature) (License#) (Date)
OSTP Mound Design Worksheet
Minnesota Pollution p UNIVERSITY : �
Controi Agency >1 / Slope OF MINNESOTA ��
._��;.,
1. SYSTEM SIZING: Project ID: ��� �9 22
A. Design Flow(Flow&Soi(- 1.A): 750 �Po TABLE IXa
B. Soi(Loading Rate(Flow&Soif-3.C): 0.45 GPD/fiZ ;LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
C. Depth to Limiting Condrtion: 1.2 ft ' Treatment Level C Treatment Level A,A-2,B,
D.Percent Land Slope: 6.0 ;� Perco�aton Rate Absorption ���d nbspry�ion �und
Nea Loading Area Loading
' (MPq Rate Absorption Rate �wrytion
E. Design Media Londing Rate: 1.2 GPD/ft2 '� ���h,� Rano ��d�k,� R�;o
i
F. Mound A6sorption Ratio(Table IXa): 2.60 !m� . � _ �
G. Design Contour Loading Rate: 12.0 GPD/ft 'o i co s �.2 i i 6 i
'0'I to 5(fine sard 0 6 2 � �6
Table 1 ana!oamv line sand
fdUUND CUNTOUR LOADiNG R,ATES: ��o�5 0.78 1.5 1 1.6
!.teawred ' Tc,z:ur�•dariv9A Con[our ��6 to 30 0.6 2 0.78 2
?erc Rato �R !nound absorp.iGn ratio ���`'���� -3�[0 45
. Rat�: 0.5 2.4 0.78 2
:6 to 60 0.45 2.6 0.6 2.6
-50'11D; I.11. i.�.<.0.2.J.2.5 `I2
, 6i ro i2C - 5 0.3 5.3
�1-t2Cnipi UR 5.0 :t2 '�t20 - - - -
' �20,;'p'• ,s`'• -h' 'Systems wi[h these values are not Type I systems. Contour Loading Rate(linear
loading ra[e)is a recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersal Bed Area:Design F(ow (1.A):Design Medio Loading Rate (1.E)=ftz
If a larger dispersal media area 750 GPD: 1.20 GPD/ftz = 625 ft2
is desired,enter size:
��ftZ
B. Calcutate Dispersa(Bed Width_Contour Loading Rate (1.G):Desiqn Media Loading Rate (1.E)=Bed Width
12.0 ft : 1.2 �pd/ftZ = 10 ft
C. Calculate Dispersa(Bed Length: Dispersa(Bed Area (2.A):Bed Width (2.8)=Bed Length
625 ftZ : 10 ft = 63 tt
D. Select Disperso(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 =8ed 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
Ad�ust Contour Loadin Rate on Desi n Summa gal/ft resu(ts in 9 foot
J Q g ry page untit this number is a whole number �de bed.
� ft' �� ft= � rows
I, Totvl Number of Components =Number of Components per Row X Number of Rows
� X �� _ �components
3• ABSI�RPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.6)X Mound Absorption Ratio (t.F)=Absorption Width
10.0 ft X 2.6 = 26.0 ft
B. For slopes>1%,the Absorption Width is measured downhill from the upslope edge of the Bed.
Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.B)=ft
26.0 ft - 10.0 ft = 16.0 ft
4• MOUND SIZING
A. Calcutate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Ctean Sand Lift (1 ft minimum)
3.0 ft - 1.2 ft = 1.8 ft Design Sand Lift (optional): ��1.8
B. Calculate Upstope Height:Clean Sand Lift (4.A)+medio depth (1 ft.)+cover (1 ft.)=Upslope Height
1.8 ft + 1.0 ft + 1.0 ft= 3.8 ft
U�14:SlopeMuitipiierTdbl?
Land Slope� (� i 1 3 4 5 6 7 8 9 i0 i I 12 i 3 ta is 16 11 18 I4 1A 2I 22 23 24 15
UpSIOp? '?:( i.P: 3.91�2,yJ 2.75 %.5E 1.51 2.41 :.� t.d2 2.3b 2il 2.25 _'.Tt �.1? i.�3 2.uY 2.[u 2.U� i.00 �91 1.» I."r3 13t I.@9 1.�7 1.85
j Bat�iil Fd(`0 ia:i d.�Ci ?.BS i 70 's.57 3.�15 33i 3.23�3.12 3.03 2.94 2.fib 1.I8 2.70 1.62 2.55 2.� 2�d1 2.35 2.24 2.23 2,18 2.ti L�8 2A3 1.98 I.i's
Land Slope� 0 1 � 2 1 4 5 ' 6 7 8 9 IG II It li 14 f5 I6 il iF 19 20 21 It t3 2d 25
� ['G';tnSlo�.'P ;;:1�3.id: 3.f"t;>.ii i.i0 i.J1�3.53';,66�;.F.O 3.i5 1.11�-419 �.:? =.SS :.55,51J�)-i5 5.E? R.21 �.Ei ?.N ?.A ?.91 E.a'( 3.4i��.a6 I�.i�ti
! E�9ilit R�1,10 �d:t d.OD�.',l J.3s a.5�t d.16 5.4U 5.26 5.56 5.83 6,25 6.67 1.1-1 7.69 8.25 892 9.57 10.td 10.9�! ll.61 12,d2 13.i9 �L� 14.32 'S.67 �6.5a I7..W
Select Ups(ope Berm Mu(tiplier
�' (based on land slope): 3.33 (figure D-34)
D. Catculate Ups(ope Berm Width:Mu(tiplier (4.C)X Upslope Mound Height (4.6)=Upslope Berm Width
3.33 ft x 3.8 ft = 13.0 ft
E. Catcutate Drop in Elevation Under Bed:Bed Width (2.6) X Land S(ope (1.D)=100=Drop (ft)
10.0 ft X 6.0 % : �oo= 0.60 ft
F. Calculate Downs(ope Mound Height:Upslope Height (4.6)+Drop in Elevation (4.E)=Downslope Height
3.8 fc + 0.60 ft = 4.4 ft
� Select Downslope Berm Mu(tip(ier
(based on land stope): 5.26 (figure D-34)
H. Calculate Downslope Berm Width:Multiplier (4.G)X Downs(ope Height (4.F)=Downslope Berm Width
5.26 x 4.4 ft = 23.0 fc
I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.6 or 3.C)+4 ft. =ft
16.0 ft + � ft = 20.0 ft
J. Design Downs(ope Berm =greater of 4H and 41: 23.0 ft
K. Select Endslope Berm Mu(tip(ier: 3.00 (usualty 3.0 or 4.0)
L. Calculate Endsfope Berm (4.K)X Downsfope Mound Heiqht (4.F)=Ends(ope Berm Width
3.00 ft X 4.4 ft = 13.0 ft
M.Calculate Mound Width: Upslope Berm Width(4.D)+Bed Width (2.6)+Downs(ope Berm Width (4.J)=ft
13.0 ft + 10.0 fc + 23.0 ft = 46.0 ft
N. Calcutate Mound Length:Endstope Berm Width (4.L)+Bed Lenqth (2.C)+Endslope Berm Width (4.L)=ft
13.0 ft + 63.0 ft + 13.0 ft = 89.0 tt
Comments:
5. MOUND DIMENSIONS
� -----------Upslope (4.D�---------�3.0 --------
v ,��
i
, �
�
� , �
� Endslo e (4.L) ��spersal 6ed: (2.B x 2.C1 � IEndslo e (4.L);
�" ;13.0 , ' 13.0
� i 10.x, ; 6 3 �
� �
� �
� ' � �
� � v ;
c �
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o '
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�s Downslope (4.J) z3.o
� �------------------------------------ —---------_
Total Mound Len th (4.N) 89•0
4" inspection pipe
18" cover on top
Upslope berm 14.D� Downsto e berm �4.J) 23.0
j 13.0
12"cover on sides
' � (6" topsoil)
-��/y/! 1.8 Clean sand tift 14.A1 (ft \`\�
i l �i
Absorption Width (3.A►
Note: 26.0
For 0 to 1 o slopes. Atrsorption Width is measured from the Bedequa(ly in both directions.
For slopes >1°6, Absorption W/dth is measured downhill from the upslope ed�e of the Bed,
OSTP Mound Materiats Worksheet UNIVERSITY �
Minnesota Poliution OF MINNESOTA �`,,�`��,�:,
Control Agency -
ProjectlD: v 11.09.22
A. Calculate Bed (rock)Volume:Bed Length (2.0 X Bed Width 2.6)X Depth =Volume ft'
63.0 ft x 10.0 ft x �.o = 630.0 ft'
Divide ft'by 27 ft'/yd'to catculate cubic ards:
630.0 tt' : z7 = 23.3 yd'
Add 20%for constructability: 23.3 yd'X 1.2 = 28.0 yd3
B. Calculate Cleon Sand Volume:
Volume Under Rock bed:Average Sond Depth x Media Width x Media Length =cubic feet
2.1 ft X 10.0 ft X 63.0 ft = 1344.0 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 =
Total Clean Sand Vo(ume: Volume from Length+Volume from Width+Votume Under Medio
ft3 + ft' + ft' = ft'
For a Mound on a slope greater than 1%
Ups(ope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)+-2=cubic feet
(( 3.8 ft -�) X 3.o ft x 63.0 )�2= 267.8 ft'
Downslope Volume:((Downslope Heiqht-1)x Downslope Absorption Width x Media Length)�2=cubic feet
(( 4.4 ft-1) x 16.0 ft X 63.0 )-2= 1730.4 ft'
Endslope Volume:(Downs(ope Mound Height- 1) x 3 x Media Width =cubic feet
( 4.4 ft-1 ) X 3.0 ft X 10.0 ft = 103.0 ft'
Total C(ean Sand Volume:Upslope Vo(ume +powns(ope Votume +Endslope Volume +Volume Under Media
267.8 ft' + 1730.4 ft' + 103.0 ft' + 1344.0 ft'= 3445.2 ft'
Divide ft'by 27 ft'/yd'to catculate cubic yards: 3445.2 ft' = 27 = 127.6 yd'
Add 20%for constructability: 127.6 yd'X 1.2 = 153.1 yd'
G Calcutate Sandy Berm Volume:
Total Berm Vo(ume(opprox):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)+2=cubic feet
( 4.1 _ 0.5 )ft x 46.0 ft x 89.0 )=2= 7437.4 ft'
Total Mound Volume-C(ean Sand vo(ume-Rock Vofume=cu6ic feet
7437.4 ft' - 3445.2 ft' - 630.0 ft' = 3362.3 ft'
Divide ft3 by 27 ft'/yd'to calculate cubic yards: 3362.3 ft' : 27 = 124.5 yd'
Add 20%for constructability: 124.5 yd' x �.z = 149.4 yd'
D. Calculate Topsoil Moterial Volume:Tota!Mound Width X Toto(Mound Length X.5 ft
46.0 ft X 89.0 ft X 0.5 ft = 2047.0 ft3
Divide ft;by 27 ft'/yd'to calculate cubic yards: 2047.0 ft' = 27 = 75.8 yd3
Add 20%for constructability: 75.8 yd' x 1 Z = 91.0 yd'
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution DesiQ 11 WOf�(Sf1E'Ct �; --
Control A enc S OF MINNESOTA ,.-,�,,`��
ProjectlD: v 11.09.22
1. Select Number of Perforated Laterals in rystem/zone: �� - ----_
(2 feet is minimum and 3 feet is moximum spacing) """`"'"""" L"` \`
�� " -- r -
2. Select Perforation Spacing: ft "`� " ` ` ��<�,�,.: .-
<...� ..,,�,.
M�n�n�um ' •a--_`__�
'I:"piytor:�[�ion•.sp.��.rd i'.�f�.�rt t'-Z"of rork t1..
3. Select Perforation Diameter Size �n _ _
(. nf�n�k
4. Length oj LaterQls =Media Bed Length -2 Feet. �^�+�..����,��_ , � � ���<<��.,���,�;,�:,����,:7 «,:;
� - 2ft = ��ft Perforation can not be doser then 1 foot from edge.
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 Spoces = ��ft .- ��ft = �Spaces
6. Number of Perforations per Latera( is equal to 1.0 ptus the Number of Perforation Spoces (Line 5).
Perforations Per Lateral = �Spaces + 1 = �Perfs. Per Lateral
Check tab(e below to verify the number of perforotions per lateral guarantees less than Q f0%discharge variation. The value is
doub(e if the a center manifo(d is used.
Maximum Number of F'e�o�a:io�s Pe.*later�f to Guarantee<10�Discharge YariaLia�
_Inc�Fe�t�xatic,�s 7,'32 Inc�P?rfe�ratio�s
F��forat�n Spacng fFeet)
f�pe Diaar►�.er�Inct�,i Pe�toration Spacing Pip?D:ameter(Inches)
t 1�: 1tZ 2 3 f.Feeti t 11: 1�� 2 3
� 90 13 !8 30 6C� 2 11 16 2i 34 68
�?�- E 12 1b 2� 54 2�� tt� 14 2t� 32 �1
� R 12 16 25 52 3 9 14 19 30 60
3'16 lnch Perforations i;`8 Inch Ferfarahons
Pipe Diam�ter(Inches) Perforation Spacing Pipe Diast:eter�Irachr)
Fe�orat�on S�cmR IFe�t)
f 9t: �X; z ; (Feetl t t�� ti. 2 3
2 12 18 25 4b 87 2 21 33 44 74 149
2�'� 12 17 24 4fJ EO 2� 20 30 41 69 13`
3 12 9b 22 31 7� � t� 29 38 64 12�
�• Tota(Number of Perforotions equals the Number of Perforotions per Latera! (Line 6)multiplied by the Number of
Perforated Laternls (Line 1).
�Perf. Per Lateral X �Number of Perf. Laterals = �Totat Number of Perf.
_ __ _ __
8. Calculate the Square Feet per Perforation. Recommended volue is 4-10 ft z per perforotion. "�'��"onDtx^���6PM>
PcrtoraHon Diametcr
Does not apply to At-Grodes Me�d,r�, _
,,a ,,, , ,,
BedArea = Bed Width (ft)X Bed Length(ft) ,.o• o.is o.�, o.sb o.�4
1.5 0.72 0.51 0.69 0.9
�ft X �� ft = �ft2 :.o° o.zs o.ss o.eo �.oa
2.5 0.29 0.65 0.89 1./7
3.0 D.32 0.72 0.98 i.28
Square Foot per Perforation =Bed Area divided by the Tota(Number of Perforations (Line 7). •.o o.» o.e3 ,.,s ,..�
5.0` O.at 0.93 1.26 1.65
2 Dwelli�:with 3l76 in[A Io t/i inCh
ft � � perforations - �ftz/perforations t fooc pertora[iom
Dwellimy vrich 1/8 inch peAoratb�
Z�eet Ocher establishment;and;.t5T5 vri[h 3/f6
9. Select Minimum Average Head: ft inch to 7/4 inch peAoratiora
5 ftt[ aher geabtishments and?:5T5 with t/8 i�h
p�no�a��o�s
10. Select Perforation Discharge (GPM)based on Table III: GPM per Perforation
11• Determine required Flow Rote by multiplying the Tota!Number of Perforations (Line 7)by the Perforation Discharge (Line 10).
OSTP Pressure Distribution , ��
UNIVERSITY ` r ��
Minnesota Pollution Design Worksheet OF MINNESOTA
�;.," -.
Control A enc -'`����
Perforations X GPM per Perforation = GPM
� OSTP Pressure Distribution
Minnesota Poilution Design Worksheet UNIVERSITY
Control A enc OF MINNESOTq � `' -
12. Select Type of Monifold Connection (End or Center): ❑ end ���`''
❑ Center
13. Select Loterat Diometer:
���� Table 11
14. Volume of Liquid Per Foot of Distribution Pi in Volume of Liquid in
P �� ��Gallons/ft p�pe
15. Volume of Distribution Piping = Pipe Liquid
_[Number of Perforoted Laterats (Line 1)X Length of Late�a(s (Line 4)X Diameter Per Foot
(Volume of Liquid Per Foot of Distribution Piping(Line 14}] (inches) (Gallonsj
�� X � ft X�gal/ft = �Gatlons 1•25 0.078
16. Minimum Dose=Volume of Distribution Piping (Line 15)X 4 1.5 0.110
2 0.170
��gals X 4 = ���allons 3 0.380
4 0.661
mam o pipe` ___
_-Cleanouts �— '
� , _
!
� ,'
pipe from pump ,' Manifold pipe�
� �
�� �
t ,
lean outs
� -----
� �• � Alternate location
�
alternate location of pipe from pump
of i e from um
Comments/Special Design Considerations: P� from �m
OSTP Design Summary Worksheet UNIVERSITY e�-
Minnesota Pollution OF MINNESOTA �`-^ `
Control Agency \�=�
v 11.09.22
Property Owner/Ctient: Ervifl WaChrYlafl Project ID:��
site address: Proposed Lot 3 (Site B )
1. AVERAGE DESIGN FLOW:
A. Design Flow: 750 Gdllons Per Day(GPD) Note: The estimoted design jlow is considered a peok Jlow rate indudfng a soJety
factor.For long term perjormance,the average daily ftow is recommended to be<
B. Septic Tank capacity: 2250 Gallons 60%oj this value.
�, Number of Septic Tanks or Compartments: � Effluent Screen&Alarm? NO
Type of Soil Treahnent and Dispersal Area' Type of Distribueon•
Q Trotxhes Q Bed �Mound �At'G�� �G�vity Distribution QQ Pressure Distribution-Level Q Pressure Distribution-Unlevel
�Drip Distrib. � Holding Tank 0 Oth�
'Selection Required Benchmark Elev= ft
System Type Benchmark Location: Assumed
�Type I ❑Type 11 �_�Type III ❑Type IV ❑Type V Type of Distribution Media:
Rock
p, Pump Tank 1 Capacity: ��Gallons Pump Tank 2 Capacity: ��Gallons
L� L��J
2. SITE EVALUATION:
A. Depth to Limiting Layer: 16 inches 1.3 ft E►evation &Location of Limiting Layer: 996.3 ft
B. Measured Percent Land Slope: 9.0 % 0.0 Location: BaCkSlOp2
C. Soil Texture: Clay LOdn'1 Perc Rate: ��MPI
D. Soil Hydraulic Loading Rate: 0.45 GPD/ft2 E. Contour Loading Rate 12.0 Gat/ft
3. DESIGN SUMMARY
Trench Design Summary
Dispersal Area C�ftZ Sidewall Depth ��in Trench Width �m
Totat Lineal Feet �ft Number of Trenches � Maximum Trench Depth �in
Designers Max Trench Depth in
Bed Design Summary
Absorption Area �ftZ Media Below Pipe ��in Bed Length �ft
Bed Width ��ft Maximum Bed Depth ��in Desig�ers Max Bed Depth �in
Mound Design Summary
Absorption Area 625 ftz Bed Length 63 ft Bed Width 10.0 ft
Absorption Width 26.0 ft Clean Sand Lift 1,7 ft Berm Width (slope 0-1%)�ft
Upstope Berm Width 12,0 ft Downslope Berm Width 25,p ft Endstope Berm Width 14.0 ft
Total System Length 91 ft Total System Width 47 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
Endslope Berm Width �ft System Length ��ft System Width ��ft
OSTP Design Summary Worksheet UNIVERSITY � _
Minnesota Pollution OF MINNESOTA
Control Agency �,���,
Pressure Distribution Summary
No.of Perforated Laterats C� Perforation Spacing �3 �ft Perforation Diameter 7/32 in
Lateral Diameter 2.00 in Supply Pipe Diameter 0.00 in Minimum Dose Volume �
Flow Rate 36 GPM Total Head ��ft Maximum Dose Volume 187.5
Holding Tanks Onty
Number of Holding Tanks � Total Volume of Holding Tanks �� gatlons
High Levet Atarm? �
4. Additionai Info for Type IV/Pretreatment Design
Type of Pretreatment Unit Being Installed:
Organic Loading to Pretreatment Unit =Desiyn Flow X Estimated BOD in mg/L in the effluent X 8.35=1,000,000
��BPd X �mg/L X 8.35:1,000,000= ��lbs BOD/day
Catculate System Organic Loading: (bs. BOD/day:Bottom Area =lbs/day/ft2
�lbs/daY= �ftZ= ��lbs/day/ft2
Comments/Special Design Considerations:
I hereby certify that I have completed this work in accordance with alt applicable ordinances, rules and laws.
Joseph J Olson 810 01/13/13
(Designer) j ` (Signature) (License#) (Date)
OSTP Mound Design Worksheet
Minnesota Poliution p UNIVERSITY ' � '`"� _
Controt Agency >1 / Slope OF MINNESOTA �.�`��,
1• SYSTEM SIZING: Project ID: v 11.09,22
A. Desiqn Flow(Ftow&Soil- 1.A) : 750 �Po TABLE IXa
B. Soi!Looding Rate(F(ow&Sai(-3.C): 0.45 GPD/ftZ LOADING RATES FOR DETERM�NING BOTTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
C. Depth to Limiting Condition: 1.3 ft Treatment Level C Treatment Level A,A•z,B,
Absorptlon Absorption
D. Percent Land S(ope: 9.0 % Percolation Rate Area LoaQing ""DO"d Area Loading A°O°"d
��� Ra[e ����� Rate ���bO�
E. Desiqn Media Loading Rate: 1.2 GPD/ftZ ! ��k=� R°d° ���k,� aat'°
F. Mound Absorption Rotio(Table IXa): 2.60 '��� - � - �
eitos �.2 � i.s i
G. Design Contour Loading Rate: 12.0 GPD/ft �i�o s�r�sar,a
Tabl'r I �a�d loamv hne sand 0.6 2 1 �.6
1d0UND CpNTOUR LOAUING RATES: �to�5 078 1.5 1 �.s
rtna>ured ' Tezture-d�rived �cnteu� �u to 30 0.6 2 0.78 2
aorc Rate `=R mound absorp[ion ratio ��adir.g 3i�o a�, 0.5 2.4 0.78 2
. kai9:
�'�.46 to 60 0.45 2.6 0.6 2.6
_bOn;p1 i.0, t.3.2.0. t.-l.2.5 _72
6t to t20 - 5 0.3 5.3
51-RCmpt OF 5.0 ct% .>120 ' - - '
� i:u r,�pi' s.e' _6' 'Systems with these values are not Type i rystems. Contour Loading Rate(linear
loading rate)is a recommended vatue.
2. DISPERSAL MEDIA SIZING
A. Calcutate Required Dispersa(Bed Area:Design F(ow (1.A):Design Media Loading Rote (1.E)=ftZ
If a larger dispersal media area 750 GPD: 1.20 GPD/ftZ = 625 ft2
is desired,enter size: �ft2
B. Calcutate Dispersal Bed Width:Contour Loading Rate (1.G):Design Media Loadinq Rate (1.E)=Bed Width
12.0 ft = 1.2 gpd/ft2 = 10 ft
C. Calcutate Dispersal Bed Length: Dispersal Bed Area (2.A)=Bed Width (2.6)=Bed tength
625 ft2 : 10 ft = 63 fc
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
gallft results in 9 foot
Adjust Contour Loading Rate on Design Summary page until this number is a whole number �de bed.
�� ft= � ft= � rows
�, ToYa(Number of Components =Number of Components per Row X Number of Rows
� X �� �components
3. ABSORPTION AREA SIZING
Note:Mound setbacks are meawred from the Absorption Area.
A. Calcutate Absorption Width:Bed Width (2.6)X Mound Absorption Ratio (1.F)=Absorption Width
10.0 ft x 2.6 = 26.0 ft
B. For slopes>1%,the Absorption Width is measured downhill from the upslope edge of the Bed.
Calcutate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.6)=ft
26.0 ft - 10.0 ft = 16.0 ft
4. MOUND SIZING
A. Calculate Cleon Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Clean Sand Lift (1 ft minimum)
3.0 ft - 1.3 ft = 1.7 ft Design Sand Lift (optional): U1'7
B. Calculate Upsfope Heiqht:Cleon Sand Lift (4.A)+medio depth (1 ft.)+cover (1 ft.)=Upslope Heiqht
1.7 ft + 1.0 ft + 1.0 ft= 3.7 ft
G la:Sioprlduiriplier�abir
Land SIOpe o 0 I 2 3 4 S � h 7 8 9 10 11 i2 13 id 15 ib 17 I8 I9 i0 21 22 13 24 2S
i 1ip51i,po j;:l 3.P� 2.9I;�.S3 2.?5 'c.58 2.51}2.51,2.a3 2.a? 2.35�?.i1,2.25 2.21�2.;��t,�3 ?.c5 1.t� ?.03 2.U0 1.91 I.ii i.i3 1.5; 1.?9 1.8? 1.85
� �?i"O1�t;CG ��l:I �I.Oi� �.d5 ?.7i� 3.SJ i.a5 ?.3iI31i 3.t't 3.Q3 2.S�t 2.86j2J8 2.70 2.b2 "[.55 2.d8 2.YI ?-35 2.29 2.23 2.18 L13 2.08 2.0's I.y3 l.ii•;
L2nd$IOpE`.a U I 2 • i 4 5 ; h 7 8 9 10 1I 12 � 11 I4 15 16 17 18 i4 t0 21 22 23 t4 25 I
I �'0:'Iii�C;!4 ,:! '.UC�lQ4 i,'i '� i.al 3.5? i.66�3.E� ).ii 1.11 �l.2i ;.:a >.6'��:.v��i2.3 i.i5 S.fi? 6.?d 5.63 ?.0. ?.a' ?.9i 9.ai ?.9; i..µ, .5i�
Epint fi,j:�; 'a:i ;.0� �!? �.35 a.5� �.?5 5.00 5.26 5.5h 5.68 6.25 6.5? 7.tJ 7.6y 8.29 8.92 9.5? id.2a Id.9a 11.61 12.di 13.19 t3.99 1a.82 15.61 ?6.5d t7..�:
� Select Upslope Berm Multiplier
(based on land slope): 3.23 (figure D-34j
D. Calculate Ups(ope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.6)=Upsfope Berm Width
3.23 ft x 3.7 ft = 12.0 fc
E. Calculate Drop in Elevatron Under Bed:Bed Width (2.6) X Land S(ope (1.D):100=Drop (ft)
10.0 ft x 9.0 % : �oo= 0.90 ft
F. Calculate Downslope Mound Height:Ups(ope Height (4.B)+Drop in E(evation (4.E)=Downslope Height
3.7 ft + 0.90 ft = 4.6 ft
Seleci Downslope Berm Multiplier
�' (based on land slope): 5.44 (figure D-34)
H. Calculate Downslope Berm Width:Mu(tiplier (4.G)X Downs(ope Height (4.F)=Downslope Berm Width
5.44 x 4.6 ft = 25.0 ft
I. Calculate Minimum Berm to Cover Absorption Area_Downslope Absorption Width (3.B or 3.C)+4 ft_=ft
16.0 ft + � ft = 20.0 ft
J. Design Downslope Berm =greater of 4H and 41: 25.0 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)=Ends(ope Berm Width
3.00 ft X 4.6 ft = 14.0 ft
M.Catculate Mound Width:Upsfope Berm Width(4.D)+Bed Width (2.B)+Downslope Berm Width (4.J)=ft
12.0 ft + 10.0 ft + 25.0 ft = 47.0 ft
N. Calcutate Mound Length:Endstope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft
14.0 ft + 63.0 ft + 14.0 ft = 91.0 ft
Comments:
5. MOUND DIMENStONS
----- ------------------------------- —--------
� Upslope (4.D) �z.o
v
; �
' i �,
� �
� � Uispersat 6ed: {2.B x 2.C! -o Endsto e 14.L) .
Endsto e (4.�► � �
v ,
L ;14.0 10X j 63 i ; 14.0
�
� , � �
� � � �
� �
� , v ,
c ' '
J 1
C� ,
G
� Downslope {4.J) z5.0
� ----------------------- ----------- --------
o -- - —
�
Total Mound Lenoth (4.N) 9�.0
4" inspection pipe
18" cover on top
Upslope ber m 14.D) Downsto e berm 14.J) 25.0
�� 2� 12"cover on sides
-�" --- —� \ (6" topsoil►
_ 1.7 Ctean sand tift l�.A1 (ft ��,
�\
1.3 '� � . .. _ _
Absor tion Width (3.A�
Note: 26.0
For 0 to 1�o slopes, Abso�ption Width is measured from the Bedequalty in both directions.
For slopes >1 0, Absorption W�dth is measured downhilt from the upslope edge of the BPd.
OSTP Mound Materiats Worksheet UNtVERSITY `
Minnesota Pollution OF MI NNESOTA �,����
Control Agency -
ProjectlD: v 11.09.22
A. Calculate Bed (rock)Volume:Bed Length (2.0 X Bed Width (2.6)X Depth =Volume ft'
63.0 ft X 10.0 ft x �.o = 630.0 ft'
Divide ft'by 27 ft'/yd�to calculate cubic ards:
630.0 ft' : z7 = 23.3 yd'
Add 20%for constructability: 23.3 yd'X 1.2 = 28.0 yd'
B. Calculate Clean Sand Vo(ume:
Volume Under Rock bed:Average Sand Depth x Medio Width x Media Lenqth =cubic feet
2.1 ft X 10.0 ft x 63.0 ft = 1333,5 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 =
Total Clean Sand Vo(ume: Volume jrom Length+Vo(ume from Width+Volume Under Media
ft' + ft' + ft3 = ft'
For a Mound on a slope greater than t%
Upslope Volume:((Upslope Mound Height - 1)x 3 x Bed Length)*2=cubic feet
(( 3.7 ft -t) x 3.o ft X 63.0 )�z= 252.0 ft'
Downslope Volume:((Downslope Heiqht- 1) x Downslope Absorption Width x Media Length)�2=cubic feet
(( 4.6 ft-�) X 16.0 ft X 63.0 )�z= 1797.6 ft'
Endslope Volume:(Downs(ope Mound Height- 1) x 3 x Media Width =cubic feet
( 4.6 ft-1 ) X 3.0 ft X 10.0 ft = 107.0 ft'
Totol Clean Sand Volume:Upslope Volume +Downslope Vo(ume +Endslope Volume +Volume Under Media
252.0 ft' + 1797.6 ft' + 107.0 ft' + 1333.5 ft'= 3490.1 ft'
Divide ft'by 27 ft'/yd3 to calculate cubic yards: 3490.1 �t3 : z7 = 129.3 yd;
Add 20%for constructability: 129.3 yd'X 1-2 = 155.1 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
� 4.1 _ 0.5 �ft x 47.0 ft x 91.0 )�z= 7734.2 ft'
Totol Mound Volume-C(ean Sond volume-Rock Volume=cubic jeet
7734.2 ft' - 3490.1 ft' - 630.0 ft' = 3614.1 ft'
Divide ft'by 27 ft'/yd'to catculate cubic yards: 3614.1 ft' = 27 = 133.9 yd'
Add 20%for constructability: 133.9 yd' x 1.2 = 160.6 yd'
D. Catculate Topsoil Materia!Volume:Total Mound Width X Tota1 Mound Length X.5 ft
47.0 ft x 91.0 ft x 0.5 ft = 2138.�ft'
Divide ft'by 27 ft'/yd'to calculate cubic yards: 2138.5 ft' = 27 = 79•2 yd3
Add 20%for constructability: 79.2 yd' x �•2 = 95.0 yd'
OSTP Pressure Distribution
Minnesota Pollution UNIVERSITY _� -
Design Worksheet OF IVIINNESOTA
Control A enc - �``�;'
ProjectlD: v 11.09.22
1. Select Number of Perforated Lotero(s in system/zone: � _--- ----
(2 feet is minimum ond 3 feet is maximum spacing) " �����" "� �'" _ _
_;, _ ,_
2. Select Perforation Spacing: 3.0 ft ` � � 1z�'�' _ �
� �
M�����n�m
'Ja'f��•rio�:ation•..��:���•d 3'.���.�r� t`7.•of�ock 11"
3. Select Perforation Diameter Size 7/32 in _ _
G"uf�u�k
4. Length of Loterols =Media Bed Length -2 Feet. P<,f�,�.,,,�„s ,,, ,-,� P�„��,..,�,��,,U.,�„�,� ,,
63 - 2ft = 61 ft Perforation can not be c(oser then 1 Joot from edge.
5• Determine the Number of Perforation Spaces. Divide the Length of Laterols (Line 4)by the Perforation Spacing (Line 2)and
round down to the nearest whole number.
Number of Perforation Spaces = 61 ft .- �ft = 20 Spaces
6. Number of Perforotions per Loteral is equai to 1.0 plus the Number of Perforation Spaces (Line 5).
Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Check tab(e below to verify the number of perforotions per fatera(guarantees less than a 10%discharge variation. The value is
doubte if the a center manifold is used.
Maximu�N�rt�er of Perfaations P�Lateral to Guarante�e�1U+ti Discharge Variaiion
�i�,n P�tc�ra�a�s 1;311nch P?rforatians
Pipe Qiameter(Irxhesl Fe�foratio�Sp3cing Pipo Cra�reter(lr�thes}
Pe�foratinn Spacng IFr_�tl
t 1S•: 11� r 3 (Feefi f lYs 1�� 2 3
i 10 13 18 30 60 2 11 16 21 34 6$
Z�^. � t2 16 28 54 2�: 1G 14 20 32 b�
3 8 i2 1b 25 52 3 9 14 19 30 64
3i16 knch Perfora:ions 1 '8 Inch Petforattons
Pipe Qiameter Ii�chesl Pe*foration Spacing Pipe DsameiEr(Inches!
Pe�forat ry�SRac�ng IFeetl
1 1�� 1ti: I 3 (Feetl I 1�. 11: 2 ?
Z 12 18 26 4b 87 2 21 33 �4 74 149
2�2 12 17 24 44 80 1�`: 20 30 �tt 69 135
3 12 15 2Z 37 75 3 20 29 38 54 128
7• Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of
Perjorated Laterals (Line 1).
21 Perf. Per Lateral X �Number of Perf. Laterals = 63 Totat Number of Perf.
___
8. Calculate the Square Feet per Perforation. Recommended velue is 4-10 Jt Z per perforation. P�``°""°"°iscAa�jG°">
Perforatlon Dlamctcr
Does not apply to At-Grades Head Itq , a ,� -�_ ,�
i
Bed Area = Bed Width (ft)X Bed Length(ft) ,.o• � o.�e o.., 0.56 0.�.
1.5 0.22 0.51 0.69 0.9
10 ft x 63 ft = 630 ft2 2°° °.�` °59 °�° ,.°'
2.5 0.29 0.65 0.H9 1.17
3.0 0.32 0.72 0.98 1.28
Square Foot per Perforation =Bed Area divided by the Tota!Number of Perforations (Line 7). _.� �37 �8= , +_ +•�
SA` p.qi 0.91 1.26 t-65
Z pweliings vn[h 3/Ib iM�t0 1/4 irKh
630 ft = 63 perforations = 10.0 ft2/perforations '`°°` o���d�w��
DweUing,vrich t/8 irx�pertora[iom
2�ee[ Oct�er es[aCti;hmenl5 and M5T5 wi[h 31t6
9. Select Minimum Average Head: 1.0 ft inch to tia inch peAoraciof¢
5 feec a�r cZtaDli:llmenl5 dnG M5T5 wl[h 1/9 inch
pMoratartt
10. Select Perforation Discharge (GPM)based on Table I11: 0.56 GPM per Perforation
11• Determine required Flow Rate by multiplying the Toto(Number of Perforations (Line 7)by the Perforotion Discharge (Line 10).
OSTP Pressure Distribution
Minnesota Pollution UNIVERSITY
ControlA enc Design Worksheet OF MINNESOTA ,� ,��„
63 Perforations X 0.56 GPM per Perforation = 36 GPM
OSTP Pressure Distribution
UNIVERSITY � `
Minnesota Poliution Design Worksheet OF MINNESOTA
CoMrol A enc ���—�_�
12. Select Type of Manifotd Connection (End or Center): � end ❑ ce�ter
_ _ _
13. Select Lateral Diameter: 2.00 in Table II
Volume of Liquid in
14. Votume of Liquid Per Foot of Distribution Piping: 0.170 Gallons/ft �Pe
Pipe Liquid
�5, Volume of Distribution Piping = Diameter Per Foot
_ [Number of Perforated Loterals (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons)
(Volume of Liquid Per Foot of Distribution Piping(Line 14)] 1 O_045
�3 X 61 ft X 0.170 gat/ft = 31.1 Gatlons 1•25 0.078
1_5 0.110
16. Minimum Dose=Volume of Distribution Piping(Line 15)X 4 2 0.170
3 0.380
31.1 gals x 4 = 124.4 Gallons 4 0.661
mam o pipe` __ cieanoucs �-� -'- _
I - ,
��
i
/ .�' Manifold pipe�
pipe from pump � �
�
lean outs �
� �AI[emate location
�� �� of pipe from pump
alternate location
of i e from um Pi e from um
Comments/Special Design Considerations:
Loqs of Soil Borinqs
License#810
Location or Project: Proposed iot 3
Borings made by: Rusty Olson's Soil and Perc testing 1I6/2013
Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other
Auger used (check twoj: Hand_X_, or Power , Flight, Bucket or Probe_X_
Boring Number_1_Surface elevation_1001.4_ Mottled Soil at_1.5_feet
0"-8" Dark brown loam 10yr3/2 H20 present at X
8"-18" Brown loam 10yr4/4
18"-30" Rusty brown Ioam to clay loam 10yr5/4
Boring Number_2_Surface elevation_1001.4_ Mottled Soil at_1.2_feet
0"-6" Dark brown loam 10yr4/2 H20 present at X
6"-14" Brown loam to clay loam 10yr5/4
14"-18" Rusty brown clay loam 10yr5/4
18"-30" Rusty brown loam to clay loam 10yr5/3
Boring Number_3_Surface Elevation_997.6 Mottled Soil at_1.3 feet
0"-8" Dark brown loam 10yr3/2 H20 present at_X_
8"-16" Brown loam to clay loam 10yr4/4
28"-36" Rusty brown clay loam 10yr5/3
Boring Number 4_ Surface elevation_997.6_ Mottled Soil at_1.3_feet
0"-8" Dark brown loam 10yr3/2 H20 present at_X_
8"-16" Brown loam fo clay loam 10yr4/4
28"-36" Rusty brown clay loam 10yr5/3
Boring Number 5_Surface elevation_1000.0_ Mottled Soil at_1.3_feet
0"-8" Dark brown loam 10yr3/2 H20 present at_X_
8"-16" Brown loam to clay loam 10yr4/4
18"-24" Rusty brown loam 10yr4/4
Boring Number 6_Surface elevation_996.0_ Mottled Soil at_12_feet
0"-8" Dark brown loam 10yr4/2 H20 present at_X_
8"-14" Brown loam to clay loam 10yr5/4
14"-24" Rusty brown clay loam 10yr5/3
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 3
Hole number: 1
Date hole was prepared: 1J7/13
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil te�ure
Q-8" Dark Brown Loam 10yr3/2
8"-12" Brown loam 1 Qyr4/4
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
10:30 11:00 6" 2.5 12.0
11:d7 11:37 6" 2.4 12.5
11:38 12:08 6" 2.4 12.5
AVERAGE PERC. RATE 12.3 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 3
Hole number: Z
Date hole was prepared: 1/7/13
Depth of hole bottom_12"_inches, Diameter of hole_6"_ inches.
Soil data from test hole:
Depth, inches Soil texture
p_g�� Dark Brown Loam 10yr412
6"-12" Brown toam to clay loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 1l07/13 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
10:31 11:Q1 6" 3.2 9.4
11:06 11:36 6" 3.1 9_7
11:39 12:09 6" 3.0 10.0
AVERAGE PERC. RATE 9.7 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 3
Hole number: 3
Date hole was prepared: 1/7/13
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
p_g�� Dark Brown Loam 10yr3/2
g��_12�� Brown loam to clay loam 10yr4/4
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
10:32 11:02 6" 5.5 5.4
11:05 11:35 6" 5.5 5.4
11:40 12:10 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 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 3
Hole number: 4
Date hole was prepared: 1/7/13
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil te�ure
0-8" Dark Brown Loam 10yr3/2
8"-12" Brown loam to clay loam 10yr414
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
10:33 11:03 6" 4.8 6.2
11:04 11:34 6" 4.7 6.4
11:41 12:11 6" 4.6 6.5
AVERAGE PERC. RATE 6.4 MPI