HomeMy WebLinkAboutSeptic design (2) �15 �.�OtySiG�t. (TOu.(�
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emo
To: Melanie Curtis
From: Willie Gibbs, SSTS Manager ���C� ��
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 two 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
� � � �C' I ��� �t! � �--{ � J� t R����� .
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Joseph Olson D.B.A. t�o�o�a��
Rusty Olson's--Soil and Percolation Testi.ng� - "
Joseph J. Olson--MPCA License #810
11481 Riverview Rd. NE, Hanover, MN 55341
(763) 498-8779 faz (763) 49&8290
J��y is,2oi3
Ervin Wachman
PID#06 1 1 723 2200 1 8
Proposed Lot 4
Orono,Hennepin.County
This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in
accordance with the Minnesota Pollurion Control Agency Chapter 7080 and local ordinances.
Once the hovse size,iocation and septic primary and future sites are chosen this design can be completed.
The periodically sativated soils were located at 12-16 Inches(mottled soil).Due to the periorlically
saturated soils,a pressurized mound system will need to be installed to treat the sepric effluent. The bottom
of the treatment azea must be located at least 3'above the salurated soils.
The soils at a depth of 12"have a percolation rate averaging 6.5 MPI.
The absorprion areas do not overlap.
All tanks need to be insulated if tliere 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 ef�luen#to the treatment area.The power supply and
switches must be located outside the manhole and pumping chamber in a weatherproof enclosure.A
waming 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 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
witl 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 waier&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.
incerely, CiTY OF ORONO
_____---------
f" SEPTIC R I N R . IE
` Joseph I.Olson TNSPE T
DAT PERMIT NO.,,,,,,,�,___,�,�,
AAPROVEQ AS SL'D�ItTTED
APPROVED WITFi C()RRECT(ONS AS NOTEA
IdOT APPROVEp-CORRECT&,RESliBMIT
These oomments ere for your information. All work shaii be doe0 -- .,
!�fuli complisnce with oit applicabie septic and zoning cucie. � f� � � j; �.,
kequircments inc[uding items not specil'icnUy notcd ip thisreviaw� ��i rt �� l, ���
KEEP THiS PLHN SET ON SlTB AT ALi.TIM6S `�� ) ��� ; °��"y'*
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Datc_J_,./13 /�? f'hl(7C1)d9R-8779
Ilusly Olson'S Soil tmd Fx:rcolation le.etin�;
r)csigncct by
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M=u OSTP Design Summary Worksheet �NIVERSITY i��
Minnesota Pollution ���u "� ��
ControlAgency OFMINNESOTA :,_.�_;.;,�.�,�,`�„
Property Owner/Client: Ervii1 WdChmdn Project ID:�� ���'�'�
Site Address: Pt'oposed Lot 4 (Site A)
1. AVERAGE DESIGN FLOW:
A. Design F(ow: 75� Gatlons Per Day{GPD) Note: The esdmated design Jlow is wrrsidered a peok Jtow rate indudirrg a safety
factor.For long term performonce,the average daity flow is recommended to be<
B. Septic Tank capacity: 2250 Gallons bo%of this mlue.
�, Number of Septic Tanks or Compartments: �� Eff(uent Screen&Alarm? NO
Type of Soil TreaUnent and Dispersal Ar�' Type of Distribubon*
Q Trcnches Q Bed QQ Mound �AtGrode
Q Grarity Distribu0on QQ Pressure Dishibution-Level Q Press�re D'stribution-Unkve)
�Drip Distrib. �Holdirg Tank Q Oth�
'Selection Required Benchmark Elev= ft
System Type Benchmark Location: ASSU171ed �
[��,Type I ❑Type II Q Type I II ❑Type IV ❑Type V Type of Distribution Media:
Rock
D. Pump Tank 1 Capacity: �Galtons Pump Tank 2 Capacity: Galtons
2, SITE EVALUATION:
A. Depth to Limiting Layer: 14 inches 1,2 ft Elevation 8 Location of Limiting Layer: 9$9,7 ft
B. Meawred Percent Lnnd Slope: 5.0 % OA Location: BackSlOpe
C. soit rexture: Ciay Loam Perc Rate: �7 MPI
D. Soil Hydrautic Loading Rate: 0.45 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft
3. DESIGN SUMAAARY
Trench Design Summary
Dispersal Area �ftz Sidewall Depth �in Trench Width �in
Totat Lineat Feet �ft Number of Trenches � Maximum Trench Depth C�in
Designers Max Trench Depth in
Bed Design Summary
Absorption Area �ftZ Media Below Pipe �in Bed Length �ft
Bed Width �ft Maximum Bed Depth �in Designers Max Bed Depth �in
Mound Design Summary
Absorption Area 625 ft2 Bed Length 63 ft Bed Width �Q,p ft
Absorption Width 26.4 ft Clean Sand Lift 1,$ ft Berm Width (slope 0-1%)�ft
Upslope Berm Width �p,$ ft Downslope Berm Width 2�_7 ft Endslope Berm Width 13.0 ft
Total System Length $9 ft Total System Width 43 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 � � �ak�
Minnesora Pollution OF MINNESOTA ���� �
Control Agency _ ,,y,����
Preswre Distribution Summary
No.of Perforated LateraLs �0 � Perforation Spacing ��ft Perforation Diameter ����
Lateral Diameter 0.00 �� 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 Hotding Tanks �� gallons
High i..evel Alarm? ��
4. Additional Info for Type IV/Pretreatment Design
Type of Pretreatment Unit Being Instatted:
Orqanic Loading to Pretrentment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35:1,000,000
�SPd X ��mg/L X 835:1,000,000= ��lbs BOD/day
Calculate System Organic Loading: (bs. SOD/day:Bottom Area =lbs/day/ftZ
��lbs/day: �ftz= ��tbs/day/ftZ
Comments/Special Design Considerations:
1 hereby certify that I have completed this woric in accordance with all appticabte ordinances,rules and laws.
Joseph J Olson °� —s�"""—'--'�� 810 01/13/13
f
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(Designer) ,!�' (Signature) (License#) (Date)
_ �STP Mound Design Worksheet
l` UNIVERSITY :� p � ��
M�nnesota Poilution p � �y V
ControlAgency >1 / Slope OF MINNESOTA };_"'.-:-;;..�,�`�
. �
1. SYSTEM SIZING• Project ID: .v 11.09.22
A.Design Flow(Flow 8 Soil- 1.A): 750 GPD i TABLE �Xa
B. Soi(toading Rote(F(ow&Soi(-3.C): 0.45 �pp/� �LOADING RATES FOR DETERMINING B07TOM ABSORPTION AREA
I AND ABSORPTIONRATIOS USING PERCOLATION TESTS
C.Depth to Limiting Condition: 1.2 ft i Treaunerrc�e�c Trea[meM Level A,n-z,e,
D.Percent Land 5(ope: 5.0 % � Peroolatlon Rate ae^�0��g qy�lind A���� �u„�
swytion ADsorption
E. Design Media Loading Rote: 1.2 GPD/ft2 (�t) � R�ft=) ��� (��) a�
F.Mound Absorption Ratio(Table IXa): 2.60 <o.i _ � _ �
G.Design Contour Loading Rate: 12.0 GPD/ft o i co s �.y � �6 i
0.1 to 5(fi�e sand 0.6 2 � �.6
Tab1e 1 ,antl ba fine sana
MOUND CONTOUR iOADING RA?ES: �s to t5 0_78 �.5 � �,5
1.teawred ' Teuturo-doriv2d Contour '16 to 30 0.6 2 0.78 2
Aerc Rat9 �R mound absorpiion raY �O��n� �31 to a5 0.5 2A 0.7H 2
R�t4; i
�46 to 60 O.d5 2.6 0.6 2.6
�60mpi 1.0,t.3.2.0.2.4.2.6 _12
� 6'I to 120 _ 5 0.3 5.3
6t•126 mpi C1R 5.0 zt2 �>i2o - - - -
�i2o mp> ;5.0' c5' 'Systems with these values are not Type I systems. Contour Loading Rate(linear
loadirig rate)is a recommended vatue.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersai Bed Area:Design F(ow (1.A)=Design Media Loading Rnte (1.E)=ft�
if a larger dispersal media area 750 GPD= 1.20 GPD/ftZ = 625 ft�
is desired,enter size: ��ftZ
B. Calculate Dispersa!Bed Width:Contour Loading Rate {1.G):Design Media Loading Rvte (1.E)=Bed Width
12.0 ft : 1.2 gpd/ft2 = 10 ft
C. Catculate Dispersal Bed Length: Dispersat Bed Area (2.A):Bed Width (2.6)=Bed Length
625 �tz : 10 ft = 63 ft
D. Select Dispersal Media:
E. If using a registered product,enter the Component Length: ��in: 12 = C�ft
F. If using a registered product,enter the Component�dth: ��in: 12 = ��ft
G.Number of Components per Row=8ed Length (2.C)divided by Component Length (4.J)(Round up)
� ft � �� ft= �_�componentslrow
H.Number of Rows =Bed Width (2.6)divided by Component Width (4.K)(Round up) Note:CLR of 10.3
Adjust Contour l.oading Rate on Design Summary page until this number is a whole number 3al/ft resu(ts in 9 foot
wide bed.
� ft' C� ft= � rows
I. Tota(Number of Components =Number of Components per Row X Number of Rows
� X C� _ �_�components
' ' 3. ABSORPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Abwrption Width:Bed Width (2.6)X Mound Abwrption Ratio (1.F)=Absorption Width
10.0 ft x 2.6 = 26.0 ft
B. For slopes>1%,the A6sorption Width is measured downhitt from the upslope edge of the Bed.
Catcutate Downs(ope Absorption Width:Absorption Width {3.A)-Bed Width (2.8)=ft
26.0 ft - 10.0 ft = 16.0 ft
4. MOUND SIZING
A. Calculate Clean Sond Lift: 3 feet minus Depth to Limiting Conditron (t.C)=tlean Sand Lift (1 ft minimum)
3.0 ft - 1.2 ft = 1.8 ft Design Sand Lift(optional): �� g
B. Catculate Upsiope Height:C(ean Sand Lift (4.A�+media depth (1 ft.)+cover (1 ft.)=Ups(ope Height
1.8 ft + 1.0 ft + 1.0 ft= 3.8 ft
Q-34:Slope Multiptier Tabte
land Siope� o I 2 3 4 5 6 7 8 9 t0 11 11 13 id t5' )b il 18 19 24 21 12 23 24 25
Up510� �3:1 i.GC ?.9f 2.8J ??5 2.R6 2.51 2.5�i 2.d8 2.d2 i.35 2,31 2.26 2.21 [.iT i.i3 2.Q4 2.tK Lt13 2.iti t,97 1.9i L93 1.5i 1.89 1.87 1,$5
B?rn�Ratio �:i d.�6 3.85 9,70 3:57 3.a5 3.33 3.23 3.12 3.03 2,§4 2,8b 2.7fl 2.70 2.b2 2.55 2.J8 2�1 2.35 219 2.13 2.i8 2.fi3 2.08 2.03 1.98 1.93
Land Siope� G t '2 3 4 5 6 I S 9 10 I1 12 1� Id 15 lb 17 IA 19 30 21 22 13 34 25
Lb'f�OiIC�P '3:1 3.00 3.1��.19 3.3� 3.dI 3.53 3.6b 3.M 3.95 a.11 a.29 4..{8 d.64 4.95�5.ia 5.55 5.E8 6.Td 6.E3 7.C3 1.a7 7,�i3 8.42 8.93 9.�16 tO.OP
Bef01 Rc1tiG d:t 4.W 4,i7�.35 d.SA 4J6 5.W 5,2b 5,56 5.�5 6.15 6,di 7.td 7.69 8,29 8.92 9.i7 t0.t�1 10.44 11,67 12.4i 13.19-11.99 td.82 15.67 hb�54 11.4;
Select Upslope Berm Multiplier
�" (based on land stope): 2.83 (figure D-34)
D. Catculate Upslope 8erm Width:Muttiplier (4.C)X Upsiope Mound Height (4.B)=Upslope Berm Width
2.83 ft X 3.8 ft = 10.8 ft
E. Catculate Drap in Elevation Under Bed:Bed Width (2.6) X Land Slope (1.D):100=Drop (ft)
10.0 ft x 5.0 % = ioo= 0.50 ft
F. Calculate Downs(ope Mound Height:Upslope Height (4.8j+Drop in Etevation (4.E)=Downs(ope Heiqht
3.8 ft + 0.50 ft = 4.3 ft
Select Downstope Berm Mu(tiplier
�' (based on tand slope): 5.40 (figure D-34)
H.Catculate Dowr�s(ope Berm Width:Mu(tip(ier (4.G)X Downstope Height {4.F)=Downslope Berm Width
5.00 x 4.3 ft = 21.7 ft
I. Calculate Minimum 8erm to Cover Absorption Area:Uownstope Absorption Width (3.8 or 3.C)+4 ft.=ft
16.0 ft + C4� ft = 20.0 fc
J. Design Downstope 8erm =greater of 4H and 41: 21.7 ft
K. Select Ends(ope Berm Multiplier: 3.00 (uwaliy 3.0 or 4.0)
L. Calculate Endslope Berm (4.K)X Downsiope Mound Height (4.F)=Endslope Berm Width
3.00 ft x 4.3 ft = 13.0 ft
M.Calculate Mound Width:Ups(ope Berm Width(4.D)+8ed Width (2.6)+po�slope Berm Width (4.J)=ft
10.8 ft + 10.0 ft + 21,7 ft = 42.5 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+g�Length (2.C)+Endslope Berm Width (4.L)=ft
13.0 ft + 63.0 ft + 13.0 ft = 89.0 tt
Comments:
� 5. MOUND DIMENSIONS
N -----------Upslope (4.D�----------�0.8 ---------
�r ,�� ��
,
�
� '�
� ,
, ,
� Endslo e (4.L) Q�spersa[ Bed: (2.8 x 2.C) .� Endslo e (4.L)
" `13.0 '
� � 10X 63 i 13.0
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-� � v ,
c ' �
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� Downslope (4.J) 2�.7
� ------------------------------------- —--------
Total Mound Len th {4.N) 89.0
4"inspection pipe
18"cover on top
U slo e berm �4.D) Downslo e berm �4.J) ! 21•�
10.8
12"cover on sides
(6" topsoii)
1.8 Ctean sand iift (4.A} (ft
__
1.1 L`?r�t3�:f? tc; �ir���t:i:,., t;.:t
-- --_ __
.72<?f1 f ,�. --....,_. .,-'_
j'}.� .... __.._..__ .....,.. ._
_ � .i,� _ _.�_. _...__..__..__...._. _....
Absorption Width (3.A) — - - — --
Note: 26.0
For 0 to 1�'o slopes, Absorption Width is measured from the Bedequally in both directions.
For slopes >1%, Absorption Width is measured downhiil from the upslope edge of tiie Bed.
���- OSTP Mound Materiats Worksheet UNIVERSITY � �
�,���
MionesotaPollution OF�INNESOTA :.�����-�:
Control Agency '
ProjectlD: v 11.09.22
A. Calculate 8ed(rock)Volume:Bed Length (2.0 X Bed�dth 2.6)X Deptb =Volume ft3
63.0 ft X 10.0 ft X t.0 = 630.0 ft'
Qivide ft'by 27 ft3/yd'to calculate cubic ards:
630.0 ft3 : 27 = 23.3 yd'
Add 20%for constructabitity: 23.3 yd'X 1.2 = 28.0 yd'
B. Calculate C(ean Sond Votume:
Volume Under Rock bed:Average Sand Depth x Media Width x Medra Length =cubic feet
2.1 ft x 10.0 ft X 63.0 ft = 1312.5 ft'
For a Mound on a slope from 0-t%
Volume from Length=((Upstope Ahound Height-1)X Abwrption Width Beyond Bed X Media Bed Length)
ft -1) X X ft =
Volume from Widih=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width)
ft -1) X X ft =
To[ol Ciean Sand Volume:Volume(rom Length+Volume from Width+Volume Under Media
{� + ft' + ft' = ��ft3
For a Mound on a stope greater than 1%
Ups(ope Votume:((Upslope Mound Height -1)x 3 x Bed Length)�2=cubic feet
(( 3.8 ft -�) X 3.0 ft x 63.0 )�z= 267.8 ft'
Downstope Volume:((Downslope Height-1)x Dowrulope Absorpfion Width x Media Length)-�2=cubic feet
{( 4.3 ft-�) X 16.0 ft X 63.0 )�2= 1680.0 ft3
Endsiope Vot�me:(Downslope Mouod Height- 1)x 3 x Medio Width =tubic feet
( 4.3 ft-1 ) X 3.0 ft X 10.0 ft = 100.0 ft3
Total Ctean Sond Volume:Upslope Volume +Oownstope Vo(ume +Endslope Volume +Volume Under Media
267.8 ft' + 1680.0 ft' � 100.0 ft' + 1312.5 ft'= 3360.3 ft'
Divide ft'by 27 ft'/yd'to calculate cubic yards: 3360.3 ft' : 27 = 124.5 yd'
Add 20%for constructability: 124.5 yd'X 1-2 = 149.3 yd'
C. Calculate Sandy 8erm Volume:
Total Berm Vo(ume(approx):((Avg.Mound Height-0_5 ft topsoil)x Mound Widih x Mound Length)�2=cubic feet
� 4,� _ 0.5 )ft X 42.5 ft X 89.0 )t 2= b779.4 ft'
Tota!Mound Volume-Clean Sand votume-Rock Votume=cubic Jeet
6779.4 ft' - 3360.3 ft' - 630.0 ft' = 2789.1 ft3
Divide ft3 by 27 ft'/yd'to talculate cubic yards: 2789.1 fi3 : 27 = 103.3 yd'
Add 20%for corntructability: 103.3 yd3 x 1.z = 124.0 yd'
D. Calculate Topsoil Material Vo(ume:Tota!Mound Width X Totnl Mound Length X.5 ft
42.5 ft x 89.0 ft x o.5 ft = 1891.9 ft'
Divide ft'by 27 ft3/yd'to calculate cubic yards: 1891.9 ft3 : 27 = 70•1 yd'
Add 20%for rnrntructability: 70.1 yd3 x 1.2 = 84.1 yd'
OSTP Pressure Distribution .
-�'� UNIVERSITY '"`� '�
Minnesota Poliution Design Worksheet OF N�INNESOTA ._,.:�''^ +`'��„
Control A enc ``'���
Project ID: v 11.09.22
1. Selett Number of Perforated Latera(s in system/zone: � ,_------- _
i.�ww�c<a..�c<.s eo.
(Z feet is minimum and 3 feet is maximum spacing) , __ _ _ _ __ _ _
., �,_-� _
2. Select Perforation Spacing: ��ft „-" , �. 1z 5p° � _ -
� a.,,�..
Mrn�mVin
'!�"prrtora�ions sp:�ced 3'ap�rt t"�2'of rnck 12`
3. Select Perforation Dinmeter Size �in _ _
6-oi rock
4. Length of Laterals =Media Bed Length-2 Feet. P"''°`a"�"s'�`"g:•,`-_°'`.� Pe''"`�"�"��`'"°:2�`a 3•
� - 2ft = �ft Perforation con not be ctoser then 1 foot from edge.
5• Determine the Number of Perforotion Spnces. Divide the Length of laterats (Line 4)by the Perforntion Spacing {Li�e 2)and
round down to the nearest whole number.
Number of Perforation Spaces = �ft .- �ft = ��Spaces
6. Number of Perforntions per Latera! is equal to i.0 ptus the Number of Perforation Spaces (Line 5).
Perforations Per Lnternl = �Spaces + 1 = �Perfs. Per Lateral
Check table below to verify the number of perforations per laterat gunrantees less than a 10%discharge variotfon. The value is
double if the a center manifold is used.
Maximum tiumber of P+�rforatioru P�r Lateral to Guarant2e�10§6 Discharge Yariatian
:';In�:h P . a-arans 7/32 Inch Ferforations
Pipe Qiamete��inches� P2rforation Spacing Pipe Uiameter{Inthesl
Ferfsoratron Spac'sng[Feet)
i tY� i1; 2 3 (��1 1 11� t?': 2 3
Z 14 13 18 30 b0 2 11 1b 21 34 6S
Zts 8 12 15 28 54 2�h 10 14 2Q 32 6�4
3 8 !2 4b 25 52 3 9 9A 19 34 64
3ji6lnch Pertorations iB inch Ptxforatsans
P'►pf Diam�ter tis�chpsl Ferforation Sp.acing Pipe fliarr►eter(inthes)
ge�E4satu.�n S�acin�{feetl
1 !� 1� 2 3 (Feet) 1 t� ir: 2 3
. � 12 t$ 26 46 81 2 3t 3� �9 74 i4'9
2�� 12 i7 24 4�0 8� 2� 20 3Q 4f 69 13§
3 12 tf, 2? 37 �5 3 20 29 38 b4 128
7• Tota!Number of Perforations equals the Number of Perforations per Lateral (Line 6)muttiplied by the Number of
Perforated Laterals (Line 1).
C�Perf. Per Lateral X �-�Number of Perf. Laterals = �_�Total Number of Perf.__-
8. Calculate the Square Feet per Perforation. Recommended va(ue is 4-10 ftZ per perforation. °i^°""on°'�""`'��GP"�
Poriwation Dtameter
Does not apply to At-Grades �.°"n ,.e ,,,. ',, ',.
Bed Area = Bed Width(ft)X Bed Length(ft) �,o• o.�e o.�� 0.% OJ4
1.5 0.22 0-51 0.69 0.9
��ftX � ft = ��fL2 zo° o.ze n.ss o.eo +.os
� 2.5 0.29 0.65 0.89 7.17
3.0 O.12 0.72 0-98 /-28
Square Foot per Perforation =Bed Area divided by the Tota(Number of PerforQtions (Line 7). •.o 0.3� 0.83 ,.,3 ,_<�
5.0` O,If �0.93 7.26 L65
Dwelli%S with 3/76 incA CO 1/4 iKA
�ftZ ' � perforations = �ftZ/perforations ,r°°` a��o•ei��
u,.ruc�w;cn,�a incn perrowciorb
2feet OcherestaWishmenaandMSTSwfth3/76
9. Setect Minimum Average Head: C�fL inch to 7Ia ixh peRora[iora
5 ftt� Ocher geaDtSshroents and N5T5 with t/8 inch
perforatara
10. Setect Perforation Discharge (GPM)based on Tabte III: �GPM per Perforation
11• Determine required F(ow Rate by multiplying the Tota(Number of Perforations (Line 7)by the Perforation Discharge (Line 10).
_ _ � OSTP Pressure Distribution
UNTVERSITY t� �
Minnesota Poltution Desi Il WOr'�CSfI@Ct �'� �"
Conirol A enc � OF MINNESOTA �=:_,.,___:�,�\s,
Perforations X GPM per Perforation = GPM
OSTP Pressure Distribution �-
" UNIVERSITY ' ��-�
. k +.��; �.;
Minnesota Pollution Des�gn Worksheet OF �INNESOTA �,:,=.1_,_::� ::�
tontrol A enc , "''�=��
12. Select Type of Manifold Connectian (End or Center): ❑ End ❑ Center
93. Select Laterol Diameter: �in ; Table il
� Volume of Liquid in
14. Vo(ume of Liquid Per Foot of Distribution Piping: �Gatlons/ft �Pe
� Pipe Liqtrid
�5. Volume of Distribution Piping = ' Diameter Per Foot
_ [Number of Perforated Laterals (Line 1)X Length of taterols {Line 4)X {inches) (Gaitons)
(Volume of Liquid Per Foot of Distribution Piping(Line 14)] 1 0.045
�� X � ft X�gaVft =�Gallons '1 5 0.190
16. Minimum Dose=Volume of Distribution Piping(Line 15)X 4 2 0.170
3 0.380
��gals X 4 = �Gallons 4 0.661
L�
mam o p�pe� ,-Cleanouu � --- -------
i `
i '��
/ i' Manifold pipe�
pipe from pump � +
� ,
� ,
r
lean outs � �
�Altemate laation
�� �• of pipe from pump
alternate iocation
Of ' e from uRt Pi from um
Comments/Special Design Considerations:
� _.
Minnesota Polfution OSTP Design Summary Worksheet UNIVERSITY , a�� �_�
Controi Agency OF MINNESOTA :�,_�.��,,��;;,
Property ownerictient: Ervin Wachman Project ID:� ���'�'�
Site Address: PropoSed Lot 4 ( Site B)
1. AVERAGE DESIGN FLOW:
A. Design Flow: 750 GallOns Per Ddy(GPD) Note: The estimated desfgn/low is considered o peak fiow rate including a wjety
factor.For long term performance,the average daily flow is recommertded to be<
B. Septic 7ank capacity: 2250 Gallons 60%oj this votue.
�, Number of Septic Tanks or Compartments: � Effluent Screen&Alarm? NO
Type of Soil Treatment and Dispersal Ar�x Type�Distrib�iUon*
Q Trenchrs Q Bed QQ Mour� �At-Grade �Gravity Distribu0on QQ Presswe Distr�bution-Levd Q Pressue D'strbution-iMkvd
Q DriP Distrib• �Holding Tank� Othe�
'Selection Required Benchmark Elev= ft
System Type Benchmark Location:� Assumed
�Type I ❑Type i l ❑Type i I I �Type I V ❑Type V Type of Distribution Medid:
Rock
D. Pump Tank 1 Capacity: �Gallons Pump Tank 2 Capacity: Gallons
L�1
2. SITE EVALUATION:
A. Depth to Limiting tayer: 12 inches 1.0 ft Elevation ft Locatlon of Limiting Layer: �ft
8. Meawred Percent Land Siope: 7.0 % 0.0 location: BdCksiOpe
C. Soil Texture: Clay LOdfn Perc Rate: �MP�
D. Soil Hydraulic Loading Rate: 0.45 GPD/ftz E.Contour Loading Rate 12.0 Gal/ft
3. DESIGN SUMMARY
Trench Design Summary
Dispersal Area �ftZ Sidewatt Depth �in Trench Width ��in
Total Lineal Feet �ft Number of Trenches � Maximum Trench Depth C�in
Designe►'s Max Trench Depth in
Bed Design Summary
Absorption Area �ftz lvledia Below Pipe �in Bed Length �ft
Bed Width ��ft Maximum Bed Depth �in Designers Max Bed Depth �in
Mo�nd Design Summary
Absorption Area 625 ft2 Bed Length 63 ft Sed Width 10.0 ft
Absorption Width 26.0 ft Clean Sand Lift 2,0 ft Berm Width (slope 0-1%)�ft
Upslope Berm Width �2,9 ft Downslope Berm Width 25,p ft Endslope Berm Width �4,� ft
Total System Length 91 ft Total System Width 48 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
Endstope Berm Width �ft System Length �ft System Widtfi �ft
_ OSTP Mound Design Worksheet :
UNIVERSITY �M ��'
Minnesota Pollution >1% Slope OF MINNESOTA ;
CoMrol Agency ` � i K�
.._�,..��_.
1. SYSTEM SIZING: ProjectlD: v 11.09.22
A. Design F(ow(Fiow&Soi(- 1.A): 750 GPD TABLE IXa
B, Soi!Looding Rate(Ffow&Soi(-3.C): 0.45 GPD/ft2 ��ADING RATES fflR DETERMINING BOTfOM A850RPTION AREA
� AND ABSORPTiON RATIOS UStNG PERCOLATION TESTS
C. Depth to Limiting Condition: 1.0 fL � TreatmeM Level C TreatmeM Level A,n-z,e,
D.Percent Land Sio 7,0 % a'S°`pu°° a'S°`p°°°
�p; Percolation Rate� Arra Loading Mouad �:� Area Landinq Mound
t�� Rate �O�O� � Rate �0��
E. Design Media Loading Rate: 1.2 GPD/ftZ ��airc=� R8L1O ��aircI� R°n°
F.Mound Absorptio�Ratio(Table IXa): 2.60 �o� - � - �
�.i to 5 1.2 1 '1.6 '1
G.Design Contour Loading Rate: 12.0 GPD/ft �01 io5(finesand o.s 2 i �.s
TAbte 1 �antl ioa tine sa
MOUNU CONTOUR L�ADING RJ4TE5: �s to�5 0.78 'IS 1 1.6
Maawrad ' TaxturQ•dsrived Contour �16 to 30 0.6 2 OJ8 2
Perc Rate �R mota�d abwrprion rat. Loading �3t to 45 0.5 2.4 0.78 2
Rat�:
i46 ro 60 0.45 2.6 0.6 2.6
56Umpi I.0. 1.3.2A,2.4.2.6 =j2 �&1la120 - 5 0.3 5.3
61-120 mpi OR 5.6 s 12 j»20 . - - -
:720 nipi' �s.o' -e' 'Systems with these values are not Type I systems. Contour Loading Rate(tinear
loading rate)is a rxommended value.
2. DISPERSAI MEDIA SIZING
A. Calculate Required Dispersal Bed Area:Design Fiow (1.A):Design Media Loading Rate (1.E)=ftz
If a targer dispersal media area 750 GPD: 1.20 GPD�ftZ = 625 ft2
is desired,enter size: �ft�
B. Calcutate Dispersal Bed Width:Contour Loading RaYe {1.G�:Design Media Londinq Rate (1.E)=Bed Width
12.0 ft : 1.2 gpd/ftz = 10 ft
C. Caicutate Dispersal Bed Length: Dispersal 8ed Area (2.A):Bed Width (2.B)=Bed Length
625 ft1 : 10 ft = 63 ft
D. Setect Dispersal Media:
E. if using a registered product,en[er the Component Length: �in: 12 = �ft
F. If using a registered product,enter the Component Width: ��in: 12 = �ft
G. Number of tomponents per Row=Bed Length (2.C)divided by Component Lenqth (4.J)(Round up)
�� ft : � ft= �components/row
H.Num6er of Rows =Bed Width (2.8)divided by Component Width (4.K) (Round up) Note:CLR of 10,3
ga(/ft rewlts in 9 foot
Adjust Contour Loading Rate on Design Summary page untit this number is a whole number wide bed.
�� ft= � ft Q rows
�. Total Number of Components =Number of Components per Row X Number of Rows
� X Q �componenu
3. ABSORPTION AREA SIZING
Note:Mound seYbocks are meawred from the Absorption Area.
A. Calculate 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 stopes>1%,the Abwrption Width is measured downhilt from the upslope edge of the Bed.
Calculate Downsiope Abwrption Width:Absorption Width {3.A)-Bed Width (2.B)=ft
26.0 ft - 10.0 ft = 16.0 ft
4. MOUND SIZING
A. Catculate Ctean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Ctean Sond Lift (t ft minimum)
3.0 ft - 1.0 ft = 2.0 ft Design Sand Lift(optional): �2.0
B. Calcutate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Ups(ope Height
2.0 ft + 1.0 ft + 1.0 ft= 4.0 ft
D•34:Slope Mul±iptix 7able
Land Slope� 0 I 2 3 4 5 5 7 8 4 10 11 11 13 14 13 18 17 18 I9 20 tt 2t 23 ?a 25
Upi10��? 3:1 3.� t.91 2.Si i.?5 T.68 2.51 T5s 2.d3 2,a2 i.34 2.31 2.25 2.11 i.i7 i.13 2.G5 2.06 2.0: 2.00 1.5J 1.9i 1.yi t.9i t.84 1.87 1.85
Berm Ratic a:i �.04 3.85�:3.70 3.57 3.ai 3.33 3.13 3.�2 3_03 2Ad 2.8b 2.78 1,7Q 1�.b2 2,55 2,�E 2:�1 2.39 229� 2.23 2.18 Z.i3 2.08� t�.03 t.98 L�3
LdRd SIOQ¢°� 0 I 1 3 4 5 6 7 9 9 10 I I {2 13 id f5 lb il 18 19 IO 21 22 23 24 35
�6llBSIOPP 3:1 3.OQ 3,Q� 3.19 3.30 3.di 3.53 ?.55 3.8G 3.5� 4.i1 d.29 d.d8�.69�.95 i.id 5.55 5.88 6.?d 6.Ei ?.fl: 7.�l1 1,9i @.42 8.93 9.4b ?OA2
6Pti�l R�lii�1 d:t 3.4Q 4.t7 d:35 d.5d d.76 i.00 5.2b i.56 5.$S 6.25 b.67 7.1d 7.b9 8.29 8.42 4.51 10,2d 10.44 I1.61 12.42 13.19 13.99 i�t.82 15,b1 ?b.SS 17.�
Select Upslope 8erm Muttiplier
�' (based on tand stope): 3.23 (figure D-34)
D. Calcutate Upslope Berm VYidth:Muitip(ier (4.C)X Upslope Mound Height (4.6)=Upslope Berm�dth
3.23 n x 4.0 ft = 12.9 tc
E. Calculate Drop in Elevation Under Bed:Bed Width (?.B) X Land 5(ope (1.D):100=Drop (ft)
10.0 ft X 7.0 % : 100= 0.70 ft
F. Catcutate Downslope Mound Neight:Upslope Height (4.S)+Drop in E(evation (4.E)=Downs(ope Height
4.0 ft + 0.70 ft = 4.7 tt
Select Downs(ope Berm Mu(tiplier
G' (based on Land slope): 5.32 (figure D-34)
H.Calculate Downstope Berm Width:Muttiplier (4.G)X Downslope Height (4.F)=Downsiope Berm Widtfi
5.32 x 4.7 n = 25.0 tt
I. Calculate Minimum Berm Lo Cover Absorption Area:Downs(ope 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 Endsiope Berm Multiptier: 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 4.7 ft = 14.1 ft
M.Calcutate Mound Width: Upslope Berm Width(4.D)+Bed Width (2.8)+Downslope Serm Width (4.J)=ft
12.9 ft + 10.0 ft + 25.0 ft = 47.9 ft
N. Calcutate Mound Length:Ends(ope 8erm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft
14.1 tt + 63.0 ft + 14.1 ft = 91.2 fc
Comments:
' 5. 'MOUND DIMENSIONS
�_-----------p--P--(--�-
------------ ---------
°' U slo e 4.D �2.9
�
� �" ',
,
� ',
, ,
� ,
a ,
� Endsto e (4.L) ajspersat Bed: (2,6 x 2.C) -o Endslo e (4.L)
y4.� �
� ; 10X 63 � i 14.i
3 ' � �
� ,
-� � v ,
c � �
� � �
o � �
� `
.
� Downstope (4.J) 25.0
� ------------------------------------ ---------
Total Mound Len th (4.N) �91•2
4" inspection pipe
18"cover on top
Upsto e berm �4.D) Downsio e berm �4.J) 25.0
12.9
12"cover on sides
(6" topsoit)
2.0 iCtean s�3r�d lift 14.A► (ft
1.V L14_'�j!�� •1: �lii�i�.li�� i �.1_i
-- -_ .___._._. ._....
' " _'..._. ._
'i('+{�'S i. - '_ .. '_ _._ . _
. �• ,_•_ . _,_
��if. _ , �`��i�`�., _.. ..._ ' _. .
Absor tion Width (3.A)
Nt�te: 26.0
For O�to 1%stopes, Absorption Width is measured from the Bedequally in both directions.
For slopes >1%, Absorption W�dth is measured downhiti from the upslope edge of the Bed.
�� OSTP Mound Materials Worksheet UKIVERSITY '� ..��
Mi�nesata Pollution
OF MINNESOTA � �"''
Cor�trol Agency ___-,--v���.
ProjectlD: v 11.09.22
A.Calcutate Bed(rock)Volume:8ed Lengih (2.0 X Bed�dth 2.6)X DepYh=Volume ft3
63.0 ft X 10.0 ft x �.o = 630.0 ft'
Divide ft;by 27 ft'/yd'to catculate cubic ards:
630.0 f� : 27 = 23.3 yd3
Add 20%for constructabitity: 23.3 yd'X 1.2 = 28.0 yd3
8. Calculate Clean Sand Vo(ume:
Vo(ume Under Rock bed:Averoge Smid Depth x Media Width x Medio Length =cubic feet
2.4 ft X 10.0 ft X 63.0 ft = 1480.5 tt�
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 -1j X X ft =
Total Ciean Sand Vo[ume:Volume f�om Lenqth+Volume from Width+Volume Under Media
. � +' �l + 7[ = L��ft3
L.___
For a Mound on a slope greater than 1%
Upslope Volume:((Upslope hbund Height -1)x 3 x Bed Length)�2=cubic feet
(( 4.0 ft -1) X 3.o ft X 63.0 )�2= 283.5 ft�
Downslope Vo(ume:((Downslope Height-1)x Domulope Absorption Width x Media Length)+2=cubic feet
(( 4.7 ft-1) X 16.0 ft X 63.0 )=2= 1864.8 ft'
Ends(ope Vo(ume:(Oownslope Mound Height-1) x 3 x Media Width =cubic feet
( 4.7 ft-1 ) X 3.0 ft X 10.0 ft = 111.0 ft'
Totat C(ean Sand Volume:Upslope Vo(ume +Downs(ope Volume +Endslope Volume +Votume Under Media
283.5 ft3 + 1864.8 ft' + 111.0 ft3 + 1480.5 ft3= 3739.8 ft'
Divide ft3 by 27 ft'lyd'to calculate cubic yards: 3739.8 ft' : 27 = 138.5 yd3
Add 20%for constructability: 138.5 yd X 1_2 = 166.2
yds
C.Calcutate Sandy Berm Volume:
Total Berm Volume(approx):((Avg.Mou�Height-0.5 ft topsoil)z Mound Width x Mound Length)-�2=cubic feet
{ 4.4 _ 0.5 )ft X 47.9 ft X 91.2 )+2= 8413.5 ft3
Tota(Mound Volume-Ciean Sand volume-Rock Vo(ume=cubic feet
8413.5 ft' - 3739.8 ft' - 630.0 ft' = 4043.7 ft'
Divide ft'by 27 ft'/yd3 to calcutate cubic yards: 4043.7 ft' � 27 = i 49.8 yd'
Add 20%for corutructability: 149.8 yd3 x �.2 = 179,7 yd3
D.Catculate Topsoil Moterio(Voiume:Totn(Mound�dth X Totn(Mound Length X.5 ft
47.9 ft X 91.2 ft x o.5 ft = 2185.3 ft'
Divide ft3 by 27 ft3lyd'to calcutate cubic yards: 2185.3 ft' = 27 = gp,g yd3
Add 20%for constnxtabitity: 80.9 yd3 x 1 Z = 97.1 yd3
_ OSTP Pressure Distribution r�- ��,�
UNIVERSITY �-� i�
Minnesota Poilution Design Worksheet OF MINNESOTA "LL�' ��"��
Cor�troi A enc ._�.�.�.�,L��.,�
1
ProjectiD: ���.09 22
1. Select Number of Perforated Laterals in system/zone: � _ ----
(2 feet is minimum and 3 feet is maximum spncing) """'"`""<""��A
� � � __r f
2. Select Perforotion Spacin3� 3.0 ft "`\ , _" . ,�'S °<���, �~ -
< ..,.�,�..
Min'mum
�� 'r.'piyforatio��s a�acea 3'apon _ i'�2'of rock l2'
3. Select Perjoration Diameter Size 7/32 in _
-G"ui rocfc �
4. Length of LnterQls =Media Bed Length-2 Feet. ��fa<<,��o���+��:��.-«'/•' Perfora2bn swcing:2'to 3'
63 - 2tt = 61 ft Perforation can not be closer then 1 foot from edge.
5• Determine the Number of Perforation Spaces. Divide the Cength of Lnterais (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 Perforations per Laterai is equat to 1.0 plus the Number of Perforation Spaces (Line 5).
Perforations Per Latera( = 20 Spaces + 1 = 21 Perfs. Per Lateral
Check table below to verify the number of perforotions per loteral guarantees less thon a 10%discharge variation. The va(ue is
double if the a center manifo(d�s used.
7�4aximum NumbEr o#Pes#oratio�s P�s laierat to Guarantee<t�D�scharge Yan�tion
i,inc P arations 7/32 Inc�Per#oraCions
Perforat:on Spa�i�g iFeet) �P��ame#er dlnchesi Per{oration Spaci� Pipe Qiarr►eter(Inches)
t 1 K 11� 2 3 1Feet 1 1 11� t E§ � 3
� 10 i3 i8 3Q 60 2 ti ib 2i 3� b$
Zi:' 8 12 1 b 28 54 2µ 1 Q 14 20 31 6�
3 8 i2 fb 25 52 3 4 94 t9 30 6Q
3r'i b l�t+Perfora#iais 9:'8 lrxt�Perferat�ns
Pipe I?iameier�Inchesl Pe;iaratio:�Spacing Pipe D'sameter(Inches)
Pe�atatio�Sp�ng IFeetj
t i� 1�; ? 3 1Fe�t1 1 i� 1Yt 2 3
2 12 i8 2b 4�. 87 2 2t 33 �F4 r4 t+#9
2ll 12 17 24 40 80 2�C 20 3{? �! 69 #3�
� 12 !b 2� 37 ?5 3 34 29 38 b# 128'
�• Totat Number of Perforotions equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of
Perforoted Leterals (Line 1).
21 Perf. Per Lateral X �Number of Perf. Laterals = 63 Totat Number of Perf.
8. Calculate the Square Feet per Perjoration. Recommended value is 4-10 ftZ per perjoration. T PeTiO�"onD#���6PM�
Does not apply to At-Grades PeHonHon Dlametrr
�e.d u��
��a ��� v�i ��+
Bed Area = Bed Width(ft)X Bed Length (ft) �,� o.is o.s� o.sb o.�s
1.5 0.22 0.51 O.b9 0.9
10 ft x 63 ft = 630 ft2 Z� 0.26 0.59 0.� ,.o,
�5 0.�9 o.ds o.� ,.,�
3.0 0.32 0.72 0.98 1.78
Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). <.o 0.3� o.� ,.,� ,..�
SA` O.N 0.93 t.26 L65
2 Oweili�s vnth 3/16 inch co 1/�inch
630 ft - 63 perforations = 10.0 ftZ/perforations "°°` p�oratfom
Dwelltn�gs with t/8 inch peAoratiorts
3 feec pther establhhmenu and VSfS vAth 3/76
9. Select Minimum Average Head: 1.0 ft incfi to t/a i�h peAora[iom
� 5 f�� Ochcr ataWi,hmmtz and N5T5 with t/8�nch
pcAoratiom
10. Select Perforation Discharge (GPM)based on Table ili: 0.56 GPM per Perforation
��• Determine required F(ow Rate by multiplying the Tota!Number of Perforations (Line 7)by the Perforofion Discharge (Line 10).
OSTP Pressure Distribution L�r
UNIVERSITY - .�����
Minnesota Pollution Design Worksheet OF MINNESOTA ��. �� ��,�
Can#rol A enc �,.���
63 Perforations X 0.56 GPM per Perforation = 36 GPM
- _ OSTP Pressure Distribution uNr��RSITY �� r . ����
�����
Minnesota Poilution Design Worksheet OF MINNESOTA ��:. -�- � �
Control A enc -f.;=����-
12. Select Type of Manifald Connection (End or Center): � End ❑ center
13. Se(ectLaternl DiQmeter: 2,QQ �n Table il
Voiume of Liquid in
14. Volume of tiquid Per Foot of Distribution Piping: 0.170 Gallons/ft ' Pipe
15. Volume of Distribution Piping = P�Pe uquid
Diameter Per Faot
_ [Number of Perfornted Laterols (Line 1)X Length oj Lvterals (Line 4)X ; (inches) {Gallons)
(Volume of Liquid Per Foot of Distribution Piping(line 14)j 1 O_045
� X 61 ft X 0.170 gal/ft = 31.1 Gallons 1.25 O_078
1.5 0.110
16. Minimum Dose=Volume of Distribution Piping(Line 15)X 4 2 0.170
3 0.380
31.1 gats X 4 = 124.4 Galions 4 0.661
mani o pipe, �-Cieanouu '- � - -
� - _
,,
i ;
� pipe from pump if Manifold i `
P Pe�
i
i �
� �
i
lean outs --'-
� ' Aitemate locatipn
�� I� of pipe from pump
alternate laation
of i e from um P; from „rt,
Comments/Speciat Design Considerations:
Loqs of Soil Borinps
License#810
L��afion or r�raject: Praposed iot 4
Borings made by: Rusty Olson's Soil and Perc testing 1/8/2013
Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Uther
Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_
Boring Number_1_Surface elevation_990,9_ Mottled Soil at 1.3 fieet
0"-10" Dark brown loam 10yr3/2 H20 present at X
1 Q"-16" Brown loam 10yr4/4
16"-30" Rusty brown loam to clay loam 10yr513
Boring Number_2_Surface efevation_990.9_ Mottfed Soil at 1.3_feet
0"-10"Dark brown loam 10yr3/2 H20 present at X
10"-16" Brown loam 10yr4/4
16"-30" Rusty brown loam to clay loam 10yr�/3
Boring Number_3_Surface Elevation_989.2 Mottled Soil at_1.3 feet
0"-16"Dark brown loam 10yr3/2 H20 present at_X
16"-28" Rusty dark brown clay loam 10yr412
28"-36" Rusty olive brownclay loam 2.5y5/3
Boring Number 4_ Surface elevation_989.2_ Mottled Soil at_1.Q_feet
0"-12" Dark brown loam to clay loam 10yr4/2 H20 present at_X_
12"-24" Rusty brown clay loam 10yr5/3
Boring Number 5_Surface elevation_990.9_ Mottled Soi1 at_1.2_feet
0-10" Dark brown loam 10yr312 H20 present at_X_
10"-14" Brown loam to clay loam 10yr4/4
14"-24" Rusty brown clay loam 10yr513
Boring Number 6_Surtace etevation_988.1_ Mottled Soil at_1.3_feet
0"-16" Dark brown loam 10yr4J2 H20 present at_X_
16"-24"Rusty brown clay loam 10yr5/3
Percolatifln Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 11:30 A.M. On 1/09/13
Location: Proposed lot 4
Hole number: 1
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
0-10" Dark Brown Loam 10yr3/2
10"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 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 Depfh Drop in H20 Perc Rate
11_29 11:59 6" 5.5 5.4
12:06 12:3fi 6" 5.5 5.4
12:37 1:07 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Oison's Perc. starting at 11:30 A.M. On 1/09/13
Location: Proposed lot 4
Hole number: 2
Date hole was prepared: 1/08/93
Depth of hole bottom_12"_inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches Soil#exture
0-10" Dark Brown Loam 10yr3/2
10"-12" Brown toam 9 dyr4/4
Method of scratching side wali: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 1/08/13 depth of initial water filling 72 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 Tims Depth Drop in H20 Perc Rate
11:30 12:00 6" 4.p 7.5
12:Q5 12:35 6" 3.8 7.9
12:38 1:08 6" 3.7 8.1
AVERAGE PERC. RATE 7.8 Mpf
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 11:30 A.M. On 1/09/13
Location: Proposed lot 4
Hole number: 3
Date hole was prepared: i/Q8/13
Depth of hole bottom_12"_inches, Diameter of hole 6" inches.
Soil data from test hoie:
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 initiai water filling 1/08113 depth of initial water frlling 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
11:31 12:01 6" 4.2 7.�
12:04 12:34 6" 4.1 7_3
12:39 1:09 6" 3.9 7.7
AVERAGE PERC. RATE 7.4 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 11:30 A.M. On 1/09/13
Location: Proposed lot 4
Hole number: 4
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 B�own Loam 10yrA/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
11:32 12:02 6" 5.5 5.4
12:03 12:33 6" §.� �.4
12:40 1:10 6" �.� �.4
AVERAGE PERC. RATE 5.4 MPf