HomeMy WebLinkAboutseptic design/subdivision purposes only � � � v �' S�0 ur � .t
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Joseph Olson D.B.A.
Rusty Ol�on's--Soil and Percolation Testing
Joseph J. Olson--MPCA License #810
ll481 Riverview Rd. NE, Hanover, MN 55341
(763) 498-8779 fax (763) 498-8290 I �� �f�.v(� �'
July 24,2012
John Lein �� � ( (��0� �
Proposed lot 2 2700 6�'Ave N �
Orono,Hennepm County
This on-site Sewage Treatrnent System is partially designed for a Type l,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.There may be more sites available.
T'he periodically saturated soils were located at 12-20 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 3 MPI.
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 manl�ole 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 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 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 yow septic system. It is recommended that you pump
the septic tank s every two years.
incerely -
� � CIT'�' OF k ��� ti'�:��
�_____.__-----._.
JosephJ. Olson SEPTtC PERM[T f' �N = '1[;W
INSP6CTOR S__
DATE — � `� PERMIT NO.
APPROYED AS SCB�IITTED
� APPROVGD WJTH CORRECTIOKS AS NOTEQ
NOT APPRQ�F.U-CURRECT A,RESUB,btlT
Thesc oommcMs aco for your infoimation: All work shYli bo d�
in full cot+�rtiancc with aii up�licrblc xcptic und zoning sudc.
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` ��� OSTP Design Summary Worksheet UNIVERSITY ��� t
Minnesota Poilution OF MINNESOTA F
Contro1 Agency � t�.�
PropenyOwneNu3e�t: John Lein �oj��D:�� v tt.o9.22
sice�ddress: 2T00 6th Ave N Orona MN Propased lot 2 Site A
1. AVERAGE DESIGN FLO�W:
A. Design F[ow: 7�0 Gallons Per Ddy(GPD) Note: The estirtwted design flav is considered o peak jlow rote fncluding a sajety
factor.For lo+►g term perJomronte,the averaqe dnily jlow is recommended to be<
B. Septic Tank capacity: 2250 Gattons 60%01 Mis vvlue.
�, Number of Septic Tonks or Comportments: �2� Effluent Screen&Aiarm? OptiOnal
Type�Sal Tre�ne�t and Dispersal Ar�ea• Type oF DisU'd�ution*
O T�►+a O e�a p. aw�,r�d A�d�
Q Grarity Disdibution QQ Prenwe D'sh�u6on-Levd Q Pressure Dis6ibution-Unkvel
O�D�. O HdQm9 Tar�c O
*Selection Rec�ired Benchmark Etev= 1010 ft
syscem rype senchmark Location: top of iron �
�Type I ❑Type II �Type Itl ❑Type IV ❑Type V TYpe of Distribution N�dia:
Rotk
D. Plimp Tank f Capacity; ��GaUons Aump Tahk 2 Capacity: �G�illais
2. SITE EVALUATION:
A. Depth to Limiting Luyer: 12 inches 1.0 ft Elevati� 8 Location of Limiti�Layer: qq2,6 ft
B. Meawred Percent tand Slope: 12.0 % 0.0 L«ation: Shoulder
C. Soil Texture: �� L.oart1 Perc Rate• ��A,1pl
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft
3. DESIGN SUMMARY
Trench Desi�Summary
Dispersal Area C�� Sidewalt Depth ��in Trench Width �in
Totat Lineal Feet �ft Number of Trenches �� Maximum Trench Depth �in
Designers AAax Trench Depth in
Bed Design Summary
Absorption Area C�ftz Media Below Pipe ���in Bed Length ��ft
Bed Width ��ft Maximum Bed Depth C�;n DesSgners Max Bed Depth �in
AAound Desi�Summary
Absorption Area 625 ft2 Bed l.en8th 63 ft Bed Width 10.0 ft
Absorption Width 20.0 ft Clean Sand Lift 2.0 ft Berm Width (slope 0-1%)��ft
Upslope Berm Width 11.0 ft Downslope Berm Width 25.0 ft Endslope Bem►Width 16.0 ft
Total System Length 95 ft Total System Width 46 ft
At-Grade Desi�Summary
Absorption Bed Width C�ft Absorption Bed Length ��ft System Height ��ft
Absorption Bed Area �f� Upsl�e Berm Width �_�ft Downstope Berm Width C�ft
Endslope Benn Width �ft System Length ��ft System Width ��ft
� �`� t?STP Desi�n Summary Worksheet UNIVERSITY � i�-t: ���
Minnesota Poliution t�
�oMrol Agency OF MINNESOTA �, ,; _��
Pressure Distribution Summary
No.of Perforated Laterals �� Perforation Spacing ��ft Perforation Diameter 7/32 in
Lateral Dfameter 2.00 j� SupptY PiPe Diameter 0.00 in Minimum Dose Volurr� �
Ft�v Rate 3G GPM Total Head ��ft ��p�Volume 187.5
Holdirqt T�ks Only
Number of Holding Tanks �� Total Votume of Holding Tanks �� gatlora
High Levet Alarm? �j
4. Additional Info for Type IWPretreatment Design
Type of Pretreatment Unit Being Installed:
Organic L.oadinq to Pretreabnent Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35=1,000,000
�3Pd X ��mg/L X 8.35=1,000,000= �]lbs�D/day
Calalate System Org+onic Loadinq: lbs.BOD/day-�Bottom Area a tbs/day/ftZ
�]lbs/day= �ft2= ��lbs/day/ft2
Commerrts/Speciat Design Cansiderations:
1 hereby certify that I have compteted this work in accordance with all applicabte ordinances,rules and laws.
Joseph J Olson �---- 810 07/23H 2
(Designer) (Signature) (Licerne#) (Date)
. - s OSTP Mound Design Worksheet ��
�'���� �� � °>�.�.
UNIVERSITY ��
M i n n e s o t a P o l l u t i o n >1% S lope OF MINNESOTA ` ���`�
Control Agency ���
1. SYSTEM SIZING: Project ID: v 11.09.22
n.t�segn Flow(Ftow&Soil- 1.A): 750 �Po TABLE IXa
B. Soil Loading Rate(Ftow&Sof!-3.C): �.60 Gpp/ft� tOADING RATES FOR DETERMINING BOTTOM ABSORPT�N AREA
AND ABSORPTION RA1705 USMG PERCOLATION TESTS
C.Depth to LimiHmq Condition: 1.0 ft rreaunenc�c rreaane�x�n,n-2,e,
D.Percent Land S(ope: !2.0 � Pe.co�.non ane "�D1�O" �„d "�01�°" �,,,�
� Ares Lw�ne � qrea Lnadi �
E.Design Media Looding Rote: 1.2 GPD/ftZ (��) �O t�:) �
F.Mound Absorphon Ratio(Table IXa): 2.00 <o., _ � _ �
G.Design Contour Londing Rate: 12.0 GPD/ft o.�co s �_2 � �.6 �
0.t to 5(Iine sarxi 0.6 2 � 1.6
Table i anC ba tine sa
MOUND C�OUR LOApING RATES: s to i5 0.T8 1.5 1 1,6
Moawrod . Toxturo-dorived Cantour 16 to 30 0.6 2 0.78 2
�wc Rate � mq�md abwrptiun nt ���� 31 to 45 0.6 2A 0.78 2
Rato:
46 to 60 0.45 2.6 0.6 2.6
5 60mpi 1.0.1.3.2.0.2.4.2.6 �12
. s�to�20 - 5 0.3 6.3
61-120 mpi OR 5.0 <_12 �>iyp _ _ _ .
_i zo mpi• :5.0• se• �Syscems with U�ese vylues are not Type I systems. Contau Loading Rate(linear
loading rate)is a recortunended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersa!Bed Area:Design Flow (1.A�=Desiqn Medio Loading Rate (1.E)=ft2
If a larger dispersal media area 750 GPD+ 1.20 GPD/ftZ = 625 ft�
is desired,enter size: ���
B. Calculate Dispersnl Sed Width:Contarr toadtng Rate (1.G)=Design Media toading Rote (1.E)=Bed Width
12.0 ft = 1.2 gpd/ftZ = 10 ft
C. Calculate Dispersa!Bed Length: Dispersat 8ed Area (2.A)=Bed�dth (2.B)=Bed Length
625 itz � 10 ft = 63 ft
D. se�ect Dispena�MedtQ: rock
E. If using a registered product,enter the Component Length: ��in� 12 = �ft
F. If using a registered product,enter the Component Wldth: ��in a 12 = ��ft
G.Number of Components per Row a Bed Length (2.C)divided by Component Length (4.J)(Round up)
�-� ft ' C� ft' C�comPonents/row
H.Number of Rows =Bed Width (2.6)divided by Component Wrdth (4.K)(Round up) Note:CLR of f0.3
Adjust Contour lnading Rate on Design Summary page until this number is a whote number 3oUft rewlts fn 9 fooi
wide bed.
�� ft= �-� ft= � rows
�, Totat Number of Camponents =Number of Compaw►entr per Row X Number of Rows
�� X I.�� = I�.Jcomponents
3. ABSORPTION AREA SIZING
Note:Mound setbacks are mea.wred from the Absorption Area.
A. Calcutate Absorptfon Width:Bed Width (2.6)X Mound Absorption Ratio (1.��qbsorptton►Nidth
10.0 ft X 2.0 = 20.0 ft
B. For slopes>1%,the Absorption Width is rr�awred downhill from the�stope edge of the Bed.
Catculate Downslope Absorption�dth:Absorption�dth (3.A)-Bed Wrdth (2.6)=ft
20.0 ft - 10.0 ft = 10.0 ft
4• MOUND SIZING
A. Catculate C(e�nn Sand Lfft: 3 feet minus Depth to LimfNnq CondiKon (1.C)=Cle�n Sond Lijt (1 ft minimum)
3.0 ft - 1.0 ft = 2.0 ft Design Sand lift(optional): �2,0
B. Calculate Ups(ope Height:Clean Sond Lift (4.A)+medfa depth (1 ft.)+cover ft ft.)=Upslope Height
2.0 ft + 1.0 ft + 1.0 ft= 4.0 ft
D•34:Slope Mulhplier Ta61e
L3nd SlOpe% 0 l 2 3 � 5 6 7 8 9 10 It 12 13 14 IS 16 �7 I5 14 ZO 21 22 23 2/ 25
Up519pe 3:1 3.00 1.41 2.83 1.75 2.68 2.61 2.5�1 2.�lB 2.�l2 2.3b 2.31 2.26 2,21 2.17 2.13 2.64 1.06 1.03 2.00 1.41 1.95 1.93 1.9I 1.89 1.87 1.85
Bemt RatiO 4:1 A.00 3.85 3.70 3.57 3A5 3.33 313 1,11 3.03 2.9�12.8b 2.78 2.70 2.62 2.55 2,48 2A1 2.35 2.19 2.23 2.18 1.13 2.Od 2.Q3 1.98 1.93
VndSlope96 0 1 . 2 3 4 5 4 1 8 9 10 If �2 13 I4 15 Ib 17 18 �4 20 ti 22 23 24 15
Uoamslope 3:1 3.OU 3.f14 3.s9 3.30 3.a1 3.SI 3.66 3,80 3.95 4.11 d.29 r.�8 d.b9 a.45 5.ta 5.55 5.88 6.21 6.63 i.�i 7.a7 1.9i B.aZ 8.43 4.J6 i0.02
Betfo RdtiO a:t �,00 d.11 4.35�t.5d AIQ 5.OU 5.2b 5.56 5.88 6.15 6.61 l.td 1.69 8.29 8.91 9.57 10.2a 10.93 11.67 12.12 i3.t9 13.99 td.Bt 15.61 16.5d tl.dd
Select Upslope Berm Multiptier
�' (based on land slope): 2.70 (figure D-34)
D. Calcutate llpstope Berm�dth:Mu(tiplier (4.C)X Upslope Mounal Height (4.8)=Upslope Berm Width
2.70 ft X 4.0 ft = 11.0 ft
E. Cakulate Drop in Elevatlon Under Bed:Bed Width (2.6) X Land Slope (1.D)+100=Drop (ft)
10.0 ft X 12.0 % = 100= 1.20 ft
F. Calculate Dowrtslape Mound Height:U�lope Hefght �4.B)�Drop in Elevotion (4.E)=Downslope Height
4.0 ft + 1,20 ft = 5.2 ft
G_Select Downslope Berm Multiplier
(based on land slope): 4.69 (figure D-34)
H,Catcutate Downslope Berm Width:Muttiplier (4.G)X Downslope Height (4.�=Downsl�e Berm Wfdth
4.69 x 5.2 ft = 25.0 ft
1. Caltulate Minimum Berm to Couer Absorption Area:Downslope Absorption Width (3.6 or 3.C)+4 ft.=ft
10.0 ft + � ft = 14.0 ft
J. Des3gn Dowrulope Berm =greater of 4H and 41: 25.0 ft
K. Setect Endslope Berm Mu(tipl3er: 3.00 (�((y 3.0 or 4.0)
L. Cakulate Endsiope Berm (4.K)X Downslope Mound Height (4.F)=Endslope Berm Width
3.00 ft x 5Z ft = 16.0 ft
M.Calcutate Mound Width:Upslo�e Berm INsdth(4.D)+Bed�dth (2.6)+Downslope Berm�dth (4.J)=ft
11.0 ft + 10.0 �t + 25.0 ft = 46.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+g���g� (2,C)+�S(o�Berm W�dth (4.L)=ft
16.0 ft + 63.0 ft + 16.0 ft = 95.0 n
Comments•
5, MOUNO DIMENSIONS
,.------------P--P--( - )
------------ —--------
� U slo e 4.D ��.o
v ',
: �
, ,
� ,
� �
� ,
� Endslo e (4.L► d�spersal Bed: (2.B x 2.C} .� Endslo e 4.L►
� `I6.0 � '
� ; 10X 63 � ; 16.0
� ' � �
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c � �
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o � �
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;
�s Downslope (4.J) 25.0
� ------------------------------------- ---------_
Total Mound Len th (4.N) 95.0
4"inspection pipe
18"cover on top
U sto e berm 14.D) Downslo e berm 4.J ; 25.0
11.0
12"cover on sides
(6" topsoit)
2.0 Clean sand tift (4.A► (ft
_ 1.0 DeE�;i� ,.o Litl�ittre? i i.0 i
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Absor tion Width (3.A)
Note:._ 20.0
For 0 to 1%stopes, Absorption Width is measured from the Bedequa[ty in both directions.
For slopes >1%, Abso�ption width is measured downhili from the upstope ed�e of the Bed.
• _ OSTP Pressure Distribution :;�2 �.�,
UNIVERSITY �°�`
Minnesota Pollution Desi�n Worksheet OF MINNESOTA �: ` �''
Contro)A enc �v��
Project ID: v 11.09Z2
1. Select Number of Perfarated Laterols in system/zone: �3 � ____
un..��w.�x�M�dw
(1 feet�s minfmum and 3 feet is moximum spncfng) _ _ �
.. _ , ,�_{
�� �` , ` '
2. Setect Perforahon SP�c►nB= 3 0 ft ,Z• . . ,Z`S '� � -
�
�.i ,
Mimmum
..�•/.'perforatiom spaced 3'aya� 1'-Y"ot�ack� � � 12"
3. Select Perforation Diameter Size 7/32 in _ _
6'of rock � . .
4. Length of Laterals =Media Bed Length-2 Feet. �a����u=j�:��•-_��,.� �no,a�.���,�:Z•�0 3•
63 - zft = 61 ft Perjorat�on con not be do�er then 1 foot jrom edge.
5• Determir�the Number of Perforation Spaces, Divide the Length of Loterals (Line 4)by the Perforation Spncing (Li�2)and
round drnwn to the nearest whole number.
Number of Perforallon Spaces = 61 ft = �-�ft = 20 Spaces
6. Number of Perjorotions per Loterol is equal to 1.0 plus the Number of Perforation Spoces (Line 5).
Perforotions Per Lateral = 20 Spaces + 1 = 21 Perfs. Per lateral
Check tab(e below to verify the number of perforations per loternl guarantees less thnn a 10%dfscharge variatfon. The volue is
doubte if the 4 center manifold is used.
Maximtan Mtrnbe�r o#Perforatiau Per Laterat ba Guarantee<1t!!6 Qisthauge Yariatiot+
l.Irx P orahans 7/32 Inch Perforations
Perforation Spacutg(,FeeE} Pipe Diameter(Inct�es? Perforation Spacing Pipe D+arnete�r(1nc.hes)
f 116 ti2 Z 3 iFeet) 4 IS+� t� 2 3
2 10 13 !8 3d b0 2 if 16 21 3� 6$
21� 8 12 16 28 54 2Yt 10 14 2Q 32 64
3 B 12 16 35 5I 3 9 14 19 : 30 60
3t 1 b Inch Perfora�ions 11$Inch Perforations
Petforation Spating(Feet1 �Pe Diameter llnches) Perforation Spacing Pipe Oiameter(lnches)
f 11� 1�i 2 3 IFe�et} t t� 1�t 2 3
2 ' 12 18 26 4b $7 2 21 33 4� 74 1#9
�1� 12 i7 24 44 $0 2S� 20 3Q 4t 69 135
� 12 16 22 37 75 3 20 29 �8 64 t2$
�• Total Number of Perforations equals the IVumber of Perforations per Laterol (line 6)multiplied by the Number of
Perforeted Lnternts (Line 1).
21 Perf. Per Laterat X �Number of Perf.Laterals = 63 Total Number of Perf.
8. Calculate the Squnre Feet per Perforation. Recommended value is 4-10 ft2 per perforation. "�^°n"onD��6P14> ��
Does not apply to At-Grades ""�""°"O1ane°"
H.w aa
'i. 'i,. 'r,: 'i
BC+d AreO = B@d Width(ft)X BEd L.2ngth(ft) ,.o- o.,s o.a, o.ss o.ss
1.S 0.22 O.St 0.69 0.9
10 tt x 63 ft = 630 tt2 Zw o.� o.s� o.a ,.o,
2.5 0.29 0.65 0.89 t.t7
� 3.0 O.12 OJ2 0.98 1.29
Square Foot per Perforation =Bed Area divided by the Total Number of Perforatfons (Line 7). •.o o.r o.�s ,.,a ,..�
s. o.n o.» ,.zs ,.ss
1 foot �����h 3/t61ncA m 1/4 tneh
630 ftz .- 63 perforations _ 10.0 ttz/perforations �w•«
����,,„8���,o�«�
2�K� Other eseatlhhmm[s eM htSTS wkh S/�6
9. Select Mfnimum Average Heud: 1.0 ft ,Kh�,,,,;,��,�.�„�p,�
5��� Ocher acablhhmmts aml MSTS wkh t!8 inch
pertorstb1s
10. Select Perforatlon Discharge (GPM)based on Table III: 0.56 GPM per Pertoration
11• petermine required Flow Rote by multiplying the Totul Number of Perforadons (Line 7)by the Perforotion Discharge (Line 10).
� OSTP Pressure Distribution UNIVERSITY .��� ���
Minnesota Pollutio� Desi�n Worksheet OF MINNESOTA ���
Controi A enc . �.��
63 Perforations X 0.56 GPM per Perforation = 36 GPM
� - _ OSTP Pressure Distribution -� .
� UNIVERSITY '' $�- '`
Mlnnesota Pollution Desi n W�rksheet '
Control A enc � OF MINNESOTA �: ° � ���„
�
12. Select Type of Manffold Connectton (End or Center): 0 � � ��
13. Select Luteral Diometer: 2,QQ �� Table 11
! Volume of tiquid in
14. Votume of Liqufd Per Foot of Distrlbudon Plping: 0.170 Gatlons/ft � Pipe
Pipe Liquid
15. Volume of Distribution Plp�ng = I Diameter Per Foot
_[Number of Perforoted lutemis (Line 1)X Length of Loterals (Line 4)X j (inches) (Galbnsj
(Volume of Liquid Per Faot of Distribution Piping(Line 14)] 1 0.045
C� X 61 ft X 0.170 = 1.25 0.078
gal/ft 31.1 Galla�s 1.5 0.110
16. Minimum Dose=Votume of Distribution Piping(Line 15)X 4 ' 2 0.170
31.1 gats X 4 = 124.4 Gallons 3 0.380
4 0.661
mam p�pe� _-c�eaoo�u ----- --- __�
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�Pe�P�mP � Marufold Pq�e�\
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lean outs ---' -
♦ �
�Altemate IocaUon
�� �� of pipe from pump
altemate laation
of i from • fr�„
Comr�nts/Special Design Considerations:
Minoesota Poltution OSTP Design Summary Worksheet UNIVERSITY ��'���� � �
Controi Agency OF MINNESOTA � - ��
- ,.�1.
Property owner�client: John Lein Profect�u•� v tt.09.22
Stte Address: 2700 6th Ave N Orono MN Proposed tot 2 Site B
1. AVERAGE DESiGN FLOW:
A. Design Flow: 750 Gallons Per Day(GPD) I�vte: The estlmot�desiqn jtow ts oa�s►dered a peak�low rate Indudtng c snfery
B. Septic Tank capacity: 2250 Gallons 60%oj�twalue.e��7�Me•����ty jl��rec�wnmended to be<
�, Number of Septic Tonks or Compartments: �� Effiuent Screen&Alarm 2 NO
rype af sou rre�na,c and oi�rsal area= Type of D�utlon=
� T�� �� �� �t�� Q�xavily Dishilwtion Q Resswe 0'stri�ution-Levd Q P�ssve Disbibution�lnkvd
O�P D�. Q Hdd'eg Tank O
'Se(ection Required Benchmark Elev= 1010 ft
System Type Benchmark Location: top of iron
[�]Type I ❑Type!I ❑Type III �Type IV ❑Type V TYPe of Distribution Nledia:
Rock
D. Pump Tank t Capacity: �Gatlons P�mp Ta�k 2 Capacity: �Galtons
2. SITE EVALUATION:
A. Depth to Limitiny l.Qyer: 12 inches 1.0 ft Elevation 8 Location of LimiHr�Layer: �QQp,g ft
B. Meawred Aercent Lond Siope: 15.0 % 0.0 Location: ShOulder
C. Soil Texture: �_ lo8m�� Perc Rate: �MPI
0. Soil Hydraulic Loading Rate: 0.60 GPD/ftZ E.Contour Loading Rate 12.0 ��/{t
3. DESIGN SUMINIARY
Trench Desi�Summary
Dispersal Area �ftZ Sidewatl Depth ��in Trench Width ��in
Total Lineat Feet �ft Nurt�ber of Trenches C� Maximum Trench Depth �;�
Designers Max Trench Depth in
Bed Design�rnrnary
Absorption Area �� Media Below Pipe ��in Bed Length ��ft
Bed Width �ft Maximum Bed Depth C�in Designers Max Bed Depth �Sn
Mound Desipt Summary
Absorption Area 625 ft2 Bed t.ength 63 ft Bed Whdth 10.0 ft
��Pt�W�d� 20.0 ft Clean Sand lift 2.0 ft Bertn Width (slope 0-1%)�ft
UPslope Berm 1Nfdth 10.0 ft Downstope Bemi Width 31.0 ft Endstope Bem�Width 17.0 ft
Total System LenB� 97 ft Total System Width 51 ft
At-Grade Design Summary
Absorption Bed Width ��ft Absorption Bed Length ��ft System Height �ft
Absorption Bed Area �ftz Upslope Berm Width C�ft Downstope Berm Width �ft
Endslope Bertn Width �ft System Length ��ft Syste�n Width �ft
� �� -~ OSTP Design Summary Worksheet UNIVERSITY � '��:.. -�
Mionesota Pollution OF MINNESOTA `�
Control Agency _. ��'
Pressure Disdibution Summary
No.of Perforated Laterals �� Perforation Spacing ��ft Perforation Diameter 7/32 in
Laterat Diarr�ter 2.00 in Suppty Pipe Diameter 0.00 in Minimum Dase Yolume �
Flow Rate 36 GPM Total Head ��ft Maxirtpim Dose Volume 187.5
Hotding Tanks ony
Number of Holding Tanks C� Total Volurne of Holding Tanks �� gaUons
High Levet Atarm? �
4. Additional Info for Type IV/P►etreatment Design
Type of Pretreatment Unit Being Installed:
Organic Loading to Pretreotrnent th►it =Desfgn Flow X Estir►wted 80D in mg/L in the effl�nt X 8.35 t 1,000,000
�8pd X ��m4/L X 835�1,000,000= ��tbs BOD/day
Calculate System Organic Loading: lbs.BOD/day+Bottom Area =lbs/day/ft2
C�lbs/day= �f[2= ��lbs/day/ftZ
Comments/Special Design Caasiderations:
I hereby certify that I have completed this work in accordance with all applicable ordinances,rutes and laws.
Joseph J Olsa� 810' 07/23/12
(Designer) (Signature) (License#) (Date)
� ___ OSTP Mound Design Worksheet :>
` � UNIVERSITY � ' ���"�
Mi�nesota Poilution O �}F" �^��
Control Agency >1 �d Slope OF MINNESOTA � y���
�
1. SYSTEM SIZING: Project ID: v 11.04.22
A.Design Flow(Flow&Sof(- 1.A): 750 GPD TABLE IXa
B.Sof(Loodinq Rote(F(ow&Soil-3.C): 0.60 GPD/ft2 �OADING RATES FOR DE7ERMINING BOTTOM ABSORP'TION AREA
AND ABSORPTION RATIOS USING PERCOLATfON TESTS
C.Depth to Limtting Condition: 1.0 ft neau�x�c TYea�le�R Levl1 p,A-2,B,
D.Percent Land Stope: 15.0 % percamo�aace �,� �,,,a � www�a
tn+r�) � �
E. Design Media Loading Rate: 1.2 GPD/ftZ t�=) Ra°�O (��) �O
F.Mound Absorptlon Ratio(Table IXa): 2.00 ro.� - � _ �
0.�to 5 �.2 � 1.6 �
G.Design Contour Loadtng Rote: 12.0 GPD/ft
�0.1 to 5(time sarW 0.6 2 1 1.6
Table I ana k�a rine sa
MOUHD CONTOURipAD{NG RATES: s to i5 0.78 1.5 1 1.6
Meawrod ' Toxturo-dorfvod Contour 76 to 30 0.6 2 0.T8 2
Porc Rata � nla�und absorption rat �ng 137 to 45 0.5 2.4 0.78 2
Rato:
'��o� 0.45 2.6 0.6 2.6
S50mpi 1.0. t.3.2.0.2.a.2.6 <_12
, `61rot20 - 5 0.3 5.3
61-120 mpi OR 5.0 <_}2 �>120 _ _ . _
�i 2o mpi• :s.o• _b• �Syscems with these vat�s are not T 1
ype systertu. Contour Loading Rate(linear
loading rate)is a recorrxnended value.
2. DISPERSAL MEDiA SIZING
A. Catcutate Required Di�ersal Bed Area:Design Flow (1.A)S Design Media Loading Rate (1.E)=ftZ
If a targer dispersal media area 750 GPD= 1.20 GPD/ft� = 625 ft�
is desired,enter sae: ��
B. Calculate Disperwl Bed Widtb:Contour toadfng Rote (1.G)+Desiqn Media Loading Rate (1.E)a 8ed�dth
12.0 ft = 1.2 gpolftZ = 10 ft
C. Calculate Dfsperw!Bed Lengti►: Dispersa!Bed Aren (2.A):Bed�dth (2.6)=8ed Length
625 ftz � 10 ft = 63 ft
u. setecc nispersnt Media: rock
E. If using a registered product,enter the Component Length: �in: 12 = L�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 m Bed NKdth (2.6)divided by Component Width (4.K)(Round up) Note:CLR of 10.3
Ad'ust Contour Loadin Rate on Desi n Summa 3a��ft rewltr in 9 foot
) g g ry page until this number is a whole number ���
� ft+ � ft= � rows
�, Total Number of Components =Number of Components per Row X Number of Rows
� X � - ��componenu
3. ABSORPT'ION MEA SIZING
Note:Mound setbocks are meawred from the Absorptlon Area.
A. Cakulate Absorptfon Width:Bed Width (2.6)X Mound Absorption Ratfo (1.Fl=Absorption�dth
10.0 ft X 2.0 = 20.0 ft
B. For slopes>1X,the Absaption NHdth is measured dohmhill from the upstope edge of the Bed.
Catcutate Dawnslope Absorption�dth:Absorption Width (3.A)-Bed Width (2.6)=ft
20.0 ft - 10.0 ft = 10.0 ft
4• MOUND SIZING
A. Catcutate Clenn Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=C(enn Snnd Lift (1 ft minimum)
3.0 ft - 1.0 ft = 2.0 ft Design Sand Lift(optionat): �2.p
B. Calculate Upslope Height:Uean Sa�Lift (4.A)+��a�pth (1 ft.)+co�r (1 ft.)=Upstope Height
2.0 ft ; 1.0 ft + 1.0 ft= 4.0 ft
D•34:Sbpe Mui6plier TaQ1r
l�t1d SIOpt% 0 1 2 3 4 5 6 7 8 9 10 i l 12 13 11 IS 16 11 !8 19 10 21 22 23 Z4 25
11pSlOpA ?:I 3.00 2.41 2.83 2.75 2.66 2.6t 2.Sd 2.d8 2.d2 2.3b T.31 2.26 2.21 2.11 2.13 I.C4 2.06 2.03 2.00 1.97 1.95 1.93 1.9t 1.89 1.87 1.85
Beml Ratio 4:1 a.W 3,65 3.10 3.57 3.d5 ?.i3 3.23 3.12 3A3 2.9�2.86 2.78 i.N 2.62 L55 2.�8 Z.at 2.35 t.29 2.23 2.f8 2.13 2.08 2,4i 1.48 I.93
L�tid SIOp!96 0 t 2 ) 4 5 6 1 B 9 10 I I 12 13 14 �S 1b V 18 19 20 21 22 13 t1 25
Dormslope 3:1 3.W J.A� 3.;5 3.30 3.4i 3.53 3.�b 3.� 3.45�t.tt �.29 4..I8 1.69 a.95 5.2� 5.55 5.88 614 6.a3 LOa 7.�11 L93 8.�2 8.93 9.�6 IOA2
Berm Ratio a:i a.00 a.t7 a35 d.5�t A.76 5.00 5.16 5.56 5.88 6.IS 6.61 7.1J 7,69 8.29 8.92 9.57 10.2d 10.4d 11.67 R.d� l3.19 13.94 14.82 f5.67 16.54 i7.4d
C. Select Upslope Berm MulNptier
(based on land slope): 2.48 (figure D-34)
D. Catculate Upslope Berm Wfdth:Multiptier (4.C)X Upstope Mound Height (4.6)=Upslope Berm Width
2.48 ft X 4.0 ft = 10.0 ft
E, talcutate Drop in Elevntion Under Bed:Bed�dth (2.6) X Land Slope (1.0)�100=Dr� (ft)
10.0 ft x 15.0 % + 100= 1.50 ft
F. Calculate Uownslope Mourtd Height:Upstope Height (4.B)+pr�in Elevntion (4.E)=Downstope Height
4.0 ft + 1.50 ft = 5.5 ft
G.Select Downs[ope Berm Multip(ier
(based on tand slope): 5.55 (figure�-3a)
H.Catculate Downs(ape Berm Width:Mutliplier (4.G)X Downsiape Height (4.F)�Downslope Berm Width
5.55 x 5.5 ft = 31.0 ft
1. Calculate Min�mum Berm to Cover Absorption Areo:Qownslope Absorption WPdth (3.6 or 3.Cj+4 ft.=ft
10.0 ft + �� ft = 14.0 ft
J. Design Downslope Berm =greater of 4H and 41: 31.0 ft
K. Select Endslope Berm Multiplier: 3.00 (uwatly 3.0 or 4.0)
L Calcutate EnaWope Berm (4.K)X Downslope Mound Height (4.F)m Endslope 8erm Width
3.00 ft X 5.5 ft = 17.0 ft
M.tatcutate Mound VWdth:Upsiope Berm Wfdth(4.D)+g��dth �2,g�+p�rvns(ope Berm Wldth (4.J)=ft
10.0 ft + 10.0 ft + 31.0 ft = 51.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+8ed length (2.C)+E�sl�e Berm Width (4.L)s ft
17.0 ft + 63.0 ft � 17.0 ft = 97.0 ft
Commerrts:
5. MOUND DIAAENSIONS
.------------P--P--�--�
� ,� U slo e 4.D --------�o.o ---------
,c, � `',
, �
, ,
� ,
� �
� ,
��., Endsta e (4.L) fl�spersat Bed: {2.B x 2.C) .� Endslo � 4.L
_" y�-a � ��.o
� i 10x 63 � �
� ' � �
� '
� i V ;
G ' �
� � �
O � �
� 4
.
� Downslope (4.J) s�.o
� �------------------------------------- —--------
Total Mound Len th {4.N) 97-0
4"inspection pipe
18"cover on top
Upsto e berm (4.D) Downslo e berm 4.J 31.0
10.0
12"cover on sides
(6" topsoil)
t0 Clean sand lift (4.A) (ft
_ 1A rNp'f� t.�, Li�s�itii��; ii.C)
,_ ---- -----
L1�71tTt�to - _-.-..___ _---- -
� C.r;t1i11tSir,, --- —--.___.
.._._._._�._.._ _.___.._ _ _
Absor tion Width (3.A) -"- ` ��y----——- -
Note:_ 20.0
For 0 to 1%slopes, Abso�ption Width is measured from the Bedequatty in both directions.
For slopes >1�, A6so�ption Width is measured downhitt from the upstope edge of the Bed.
�"A �,�- OSTP Mound Materiats Worksheet UNIVERSITY �5�. �&.
Minnesota Poliutio� OF MINNESOTA ;., .�� `2,�,`�
Control Agertcy _
Project I . v 11.09.22
a.catcuta�e eed�rodc)v�rume:eed�rn R.c x eed wrdrn 2.s�x n�rn=vaume
63.0 ft x 10.0 �c x i.o = �30.0 �
oivide ft'by 27 ft'�yd'm cak�ate c�ic ards:
630.0 ft3 = 27 = 23.3 yd'
Add 20%far castructabitity: 23.3 yd'x 1.2 = 28.0 yd'
B. Catculate C�ea►Sm�d Volume:
Votume Under Rock 6ed:Average Sand Depth x Medio IArdth x Medfc Len th =cubic feei
2.8 ft x 10.0 ft X 63.0 ft = 1732.5 ft'
F�a Mound on a fr�„a�x
Volume from =(NPslope Moia�d Height-1)X Absorption Width Beyond Bed X Media Bed Length)
ft -i) X X ft =
Voltxne from Width=(NP����Sht-1 j X Absorption Width Beyond Bed X Media Bed Width)
ft -1) X X ft =
Totol Clem�S�d Volume:Volumt from Le th+Votume rom Width+Volume Under Medid
ft� + ft3 + ft3 = fC;
For a Mound on a sl greater tl�an 1%
Upslope Volume:((Upslope Mound Height- 1)x 3 x Bed Length)+2=cubk feet
(( 4.0 ft -t) X 3.Oft X 63.0 )¢2= 283.5 ft'
Uownslope Vo/ume:{((�ownnstope Hei ht-1)x Dorvnslope Absorption VWdth x Media Length)+2=cubic feet
(( 5.5 ft-�) X 10.0 ft X 63.0 )t2= 1417.5 ft'
Er►dslope Volume:(Dowrrsiope Moond Hei ht-f)x 3 x Medin WWth Q aibic feet
( 5.5 ft-� ) X 3.0 ft X 10.0 ft = f35.0 fr'
Total Ue�S�d Volu►ne:Upslope Volume +Downslope Vdume+Endst Vdume+Volume Urwfer Media
283.5 ft� + 1417.5 fc' + 135.0 ft' + 1732.5 fc'= 3568.5�fc'
�tvide fc'by z7 ft'�yd'to cak�ate cubic yards: 3568.5 ft' = z7 = 132.2 � yd'
Add 20%for corutructabitity: 132.2 yd'X 7.2 = 158.6 yd'
C. CalaAate Smrdy Berm Volume:
Totol 8erm Volume( x):((Avg.Mwmd Height-0.5 ft topsoil)x Mo�md Width x Mamd Len th +2=tubic feet
t 4.8 _ 0.5 �ft x 51.0 � x 97.0 )�2= 10512.4 ft'
Total Mound Volume-Clean S�d votume-Rock Volume=wbic feet
10512.4 ft' - 3568.5 ft' - 630.0 ft' = 6313.9 ft'
oiv�de fc'by v n'iya'to catwtace c�ic yaros: 6313.9 fc' + z� a 233.8 yd'
Add 20%fOr tonstnutebility: , 233.8 yd' x �.2 = 280.6 yrd'
D.Calculate Topsoi!Materlct Volume:Total Mound YWdth X Toto!Mound Length X.5 ft
51.0 ft X 97.0 ft X 0.5 ft = 2473.5 ft'
Oivide ft'by 27 ft'/yd'to calc�date cubic yards: 2473.5 ft' + 27 = 91.6 yd'
Add 20%fa�consuucwbitity: 91.6 yd' x 1.2 = 109.9 yd'
.
� OSTP Pressure Distribution fi;,�a, �
�� , UNIVERSITY �.� ��� '.�' ..
Minnesota Pollution Des�gn Worksheet OF MINNESOTA ;.o � �
Control A enc - ,.�+,�,��-
Project ID: v 11.09.22
1. Setect Number of Perforated l.aterals fn system/zone: � _____
(2 feet is mfntmum and 3 feet is mmaxximum spocing) """"'."'"""'""
�� . 'r { �
iz� ... . >iz�s u � �
2. Select Perforation Spacing: 3 0 ft _.. , , _ -
_,
�.� �-
�� Minimum
't.'pertwafiom si�accd 3'rpart �"-2"ot rock .:�12'
3. Select Perforation Diometer Size 7/32 in _ _
6'ol rxk . . . .
4. Length of Laterats =Media Bed Length-2 Feet. ���a���,•�=��K,:�,•-=o'/•" Pcrfwalion sWcinq:Z'to 3'
63 - 2ft = 61 k Perforation cun not be doser then 1 foot from edge.
5• Determir�the Number of Perforation Spoces. Divide the Length of Lvterals (Line 4)by the Perforvtion Spacir�g (Line 2)and
r�nd down to the nearest whote number.
Number of Perforation Spaces = 61 ft = ��ft = 20 Spaces
6. Number of Perforations per l.ateral is equal to 1.0 ptus the Number of Perforotion Spaces (Line 5).
Perforat3ons Per l.atera! = 20 Spaces + 1 = 21 Perfs. Per Lateral
Check tobte betow to verijy the number of perforQtions per lotera(quarantees less thon o 10%discharge vorladon. The vnlue�s
double if the a center�nifold is used.
Maximum N�nnber�Pe�farations Pe+r i.�erat tQ Guarantee<10%Oischacge Variakian
!,} P arabans 7/32 inch Perfaratiorts
P�rfarati�Spacing�Feet} �Pe Qia�rieter(Inchesl Perforatian S�acin8 Pi�e Qiameker(inches)
f 1S� tth 2 3 (Feet� t 1S� 1�: 2 3
Z : 10 13 18 30 60 2 11 16 21 34 68
2�t 8 12 ib 28 54 21h 10 14 20 32 64
3 8 12 ib 25 52 3 9 !4 t9 30 bE1
311 d trxh PefFaratia�s 118 Inch Perforations
PerfQrat�an Pipe Diameter 11cu}�es► Perfaration Spacir�g Pipe D�ameter(lnchesl
���lF�� 1 1� 1i� 2 3 (Feet) i fYs tYt 2 3
3 12 18 26 4l► $1 2 21 33 4# 74 t49
� 12 17 24 40 80 2Yt 20 30 41 69 135
� 12 16 22 37 75 3 20 14 38 N 128
7• Toto!Number of Perforottons equals the Number of Perforatforu per Laterol (L9ne 6)multiplied by the Number of
Perforated Luterals (Line 1).
21 Perf.Per Lateral X �Number of Perf. Laterats = 63 Total Number of Perf.
8. Calculate the S�are Feet per PerforaHon. Recommended vvlue�s 4-10 ft Z per perforatlon. �'°�"°"°�►«w'"►
Does not apply to At-Grades ��,�� °"`°""°"D1�'"°"
,,� ,,� �,�� ,,�
Bed Area = Bed Width(ft)X Bed Lerx�th(ft) �.w o.�s o.4+ o.ss o.�s
10 ft x 63 ft = 630 ft� +.: o.� o.s, o.�q o.9
20� 0.26 0.59 .D.lO� �� ��4_01
LS 0.19 0.64 O.B9 1./J
. 7.0 032 OJ2 D.f6 f.2t
Scpiare Foot per Perforotion =Bed Aren divided by the Tota(Number of Perforotions (Line 7). ••o 0.3� o.a ,.,3 ,..�
S.O 0.11 O.!] 1.76 t.K
630 ftz = 63 perforations = 10.0 ftZ/perforations „�� ����[t13/16fnChtOtJ15KA
Ov+elting with 1/C inch pMwatbnc
[r I(eet O[Ixr eytadishments andµ5T5 wlth 3/16
9. Setect Minimum Average Heod: 1.0 �l inch to t/a�nch perforatiors
S iKt Oth[f 6tLMWITMtS iM NSTS WItA 178 G1[A
p!f/Ofdt�DlK
10. Select Perforntion Dfscharge (GPM)based on Table 111: 0.56 GPM per Perforation
11• Determine required Flow Kate by multiplying the i'otal Number of Perforations (Line 7)by the Perforation Dischorge (Line 10).
� OSTP Pressure Distribution
'� "~ UNIVERSITY r �:�
Minnesota Pollutio� Desi�n Worksheet OF MINNESOTA � . X
Control A enc - '*`��
63 Perforations X 0.56 GPM per Perforation = 36 GPM
� OSTP Pressure Distribution -�> �
' "� LJNIVERSITY -�`' �` �
Minnesota Pollutfo� Desi�n Worksheet OF MINNESOTA ,� - ��-�
Controi A enc ..,
12. Select Type of Manifold Connection (End or Center): � End ❑ Center
13. Setect Laterat Diameter: 2.00 in ���e��
; Volume of Liquid in
14. Volume of Liquid Per Foot of Distribution Piping: 0.170 Galtons/ft P�pe
�5, Votume of Dfstribution Piping � �P� uquid
': Diameter Per Foot
_[Number of Perforqted Loterals (Line 1)X Length of Laterols (Line 4)X (inches) (Gallons)
(Volume of liquid Per Foot of Distribution Piping(Line 14)] 1 0.045
�� X 61 ft X 0.170 gat/ft = 31.1 Gallons �•25 0.078
1.5 0.110
16. Minirtwm Dose=Vol�xne of Distribution Piping(Line 15)X 4 2 0.170
3 0.380
31.1 gals X 4 = 124.4 Galtons 4 0.661
mam o pipe� _-aeanoucs ----- -- _
, , _
i ���
.
� ����mp �� Manifold Pipe�`
,
� ,
1 ,
�
ean outs ------
♦
�Altemate location
���• oi Pipe from PumP
altemate location
of ' from um R t�om
Comments/Special Design Considerations:
Lops of Soil Bonnps
License#810
Location or Project: Proposed Lot 2 2700 6th Ave. N
Borings made by: Rusty Ofson's Soil and Perc testing 7/20/2012
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 993.6_ Mottled Soil at 1.3 feet
0"-8" Dark brown loam 10yr3/2 H20 present at_X_
8"-16" Brown loam 10yr4/4
16"-24" Rusty brown loam to clay loam 10yr5l4
24"-30" Rusty brown loam to clay loam 10yr5/3
Boring Number_2,_Surface elevation 993.6 Mottled Soil at 1.0_feet
0"-6" Dark brown loam 10yr'3/2 H20 present at_X
6"-12" Brown loam 10yr4/4
12"-22" Rusty brown loam to clay loam 10yr5/4
22"-30" Rusty brown loam 10yr5/3
Boring Number_3_Surface Elevation_1001.8 Mottled Soil at 1.0 feet
0"-6" Dark brown loam 10yr3/2 H20 present at_X
6"-12" Brown loam 10yr4/4
12"-22" Rusty brown loam 10yr5/4
22"-30" Rusty brown loam 10yr6l4
Boring Number 4!Surface Elevation_1001.8 Mottled Soil at_1.0 feet
0"-8" Dark brown loarr� 10yr3/2 H20 present at_X
8"-12" Brown loam to clay loam 10yr4/4
12"-30" Rusty brown loam to clay loam 10yr5J4
Boring Number 5_Surface Elevation_990.9 Mottled Soil at_1.7_feet
0"-12" Dark brown laam 10yr3/2 H20 present at TX
12"-20" Brown loam 10yr4/4
20"-26" Rusty brown loam to clay loam 10yr4/4
26"-30" Rusty brown loam to clay loam 10yr5/4
Boring Number 6_Surface elevation 998.0 Mottled Soil at_1.0_feet
0"-8" Dark brown loam 10yr3/2 H20 present at_X
8"-12"Brown loam to clay loam 10yr414
12"-30" Rusty brown loam to clay loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 8:10 A.M. On7/21/12
Location: Proposed Lot 2 2700 6th Ave. N.
Hole number. 1
Date hole was prepared:7/20l12
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 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/20112 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
8:28 8:43 6" 5.5 2.7
8:50 9:05 6" 5.5 2.7
9:06 9:21 6" 5.5 2.7
AVERAGE PERC. RATE 2.7 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 8:10 A.M. On7/21/12
Location: Proposed Lot 2 2700 6th Ave. N.
Hole number:2
Date hole was prepared:7/20/12
Depth of hole bottom_12=inches, Diameter of hole_6=inches.
Soil data from test hole:
Depth, inches Soil te�ure
0-6" Dark brown loam 10yr3/2
6"-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 7/20112 depth of initial water filling 12 inches above the hole bottom
Method used to maintain at least 12 inches of water depth in hole fior at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
8:29 8:44 6" 52 2.9
8:59 9:04 6" 5.0 3.0
9:07 9:22 6" 4.8 3.1
AVERAGE PERC. RATE 3.0 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 8:10 A.M. On7/21/12
Location: Proposed Lot 2 270Q 6th Ave. N.
Hole number: 3
Date hole was prepared:7/20/12
Depth of hole bottom_12'_inches, Diameter of hole_6'_inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown loam 10yr3/2
6"-12" brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7120/12 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
8:30 8:45 6" 3.1 4.8
8:48 9:03 6" 3.0 5.0
9:08 9:23 6" 3.0 5.0
AVERAGE PERC. RATE 4.9 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 8:10 A.M. On7/21/12
Location: Proposed Lot 2 2700 8th Ave. N.
Hole number: 4
Date hole was prepared:7/20/12
Depth of hole bottom_12=inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-8" Dark brown loam 10yr3/2
8"-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 7/20/12 depfh 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
8:31 8:46 6" 5.5 2.7
8:47 9:02 6" 5.5 2.7
9:09 9:24 6" 5.5 2.7
AVERAGE PERC. RATE 2.7 MPI