HomeMy WebLinkAbout2007-P11678 - new septic PERMIT
CITY O�F ORONO
Permit Number:
2750 Kelley Parkway- PO Box 66 P11678
Crystal Bay, Minnesota 55323 Permit Type: Septic
(952) 249-460� Date Issued:
11/14/2007
SITE ADDRESS: 2690 Fox St Unit#
Wayzata,MN 55391
PID: 04-117-23-42-0003
DESCRIPTION:
Proposcd Use: Residential
Permit Class: General
Pcrmit Type: Septic Permit Sub-typc(s): New Septic System
DETAILS:
Approved per resolution#:
Separate permits required:
NOTICES/REMARKS:
FEE SUMMARY: Permit Fee: $ 100.00 valuation: $ 0.00
State Surcharge Fee: $ 0.50
TOTAL FEE: $ 100.50
APPLICANT: Elmer J. Peterson Company OWNER: Rodney Moore
5921 Dague Ave SE 18140 Zane Street NW
Delano, MN 55328 Elk River,MN 55330
THE UNDERSIGNED HEREBY REQUESTS PERMISSION TO MAKE THE REAL IMPROVEMENTS SPECIFIED
AND AGREES TO DO ALL WORK IN STRICT COMPLIANCE WITH ALL CITY OF ORONO ORDINANCES AND STATE OF
MINNESOTA BUILDING CODE REQUIREMENTS.
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G' APYLICANT P6RMITGIi SIGNA"1'URG SUED BY SIGNATURE
Copics: 1-File(SrgiiaturesReguired), 1-Applicant, 1-MonthlyReports, 1-Assessing,(If Septic, 1-Septic) Page 1
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CITY OF ORONO SEPTIC SYSTEM PERNIIT APPLICATION
Box 66 (2750 Kelley Parkway)
Crystal Bay,Mn 55323
JOB SITE ADDRESS �,�'�(L� ��� I" d7� S����C� ��
Occupancy Type: Residential V Commercial Other
Permit Type: New or Replacement System $100.00 �j[�C� ��
Repair Existing System $ 50.00
(Tanks or Drainfield)
-T�i�- /
$0.50 State surcharge added to above fees �
* See fee schedule for non-residential permit fees �� J�
Owner's Name: 5 jC':1� �q.�;t;��- Phone Number:
Mailing Address: ;�?�,�C, J�"'��c ,5-�-�Q•#- City: Zip:
Contractor's Name: t=+rk�� �' . �.-}v'Sp ti� Phone Number:
Mailing Address: 'Dt1 iq/�t� City: Zip:
*** DO NOT MAIL PAYMENT W ITH THIS APPLICATION***
GENERAL INSTRUCTIONS
1. Applications for septic system permits may be mailed or submitted in person at the City
Offices; however, permits will not be mailed out. The permit must be picked up in person
at the City Offices and work must not begin unless the permit card is on the job site.
2. Permits will be issued only to contractors holding a Minnesota Pollution Control
Agency(MPCA) Septic System Installers License.
3. All work must be done in accordance with the approved septic system design. Design reports
are not considered approved unless accompanied by the "City of Orono Septic System
Approval" cover sheet signed by the City Inspector.
4. The following inspections will be required for all septic systems:
A. Pre-installation site inspection to include inspector, installer, and general contractor.
B. Tank installation prior to covering.
C. Drainfield trench installation prior to covering. For mounds, inspection is required after
rough up but prior to sand placement(sand will be jar tested for silt content), and again
during pressure distribution piping installation in the rock bed.
D. Final inspection to verify proper final cover depths and to verify that all pump stations
(where required) components are functional and comply with codes.
5. Individual holding MPCA Installers License shall be present during all inspections. A 24-hour
notice is required for all inspections.
NOTE: Applicant must initial all spaces. Fill in all appropriate blanks and check all appropriate
boxes.
�� 1. I have received a copy of the system design including the City of Orono Septic
System Approval Cover Sheet.
2. I will be installing the following:
A. Tanks: � Precast Concrete Other Manufacturer DA��='�'�
Tank Capacities: 1) s Cy gal. 2) / �� gal 3) �,�� gal
B. Pump tation(if required)
Pump make 1 (attach pump curve&
literature); system design req ' eet of head.
High water alarm make & mo ide
electrical work to be p eted by installer electrician other.
C. Treatment System: �
Trenches: s.£ Mound
Depth of rock below pip� " Rock bed dimensions /0 ' x Cn�'
Drop Boxes Sand bed dimensions ' x '
Distribution Box Pressure Dist. Pipe Diam. �- "
Manifold Pipe Diam. "
D. Final Cover/Topsoil to be: borrowed from site
� �(s�iow location on site plan)
�� trucked in
The undersigned hereby applies to the City of Orono for issuance of a septic system installation permit,
agrees to do all work in strict accordance with ordinances of the City and the regulations of the State
of Minnesota,and certifies that all statements made on this application are complete,true and correct.
Signature of Applicant Date:
MPCA License No.
--------------------------------------------------------------------------------------------------------------------------
V
Staff Review: Approval Denial
Reviewer: �, � ��,c,L, ��� Date• I 1 — ( 3--G7
—�,._—.f
Reason for Denial:
' � f
Rusty O�son's--Soil and Percolation Testing
Joseph J. Olson—MPCA License#810
11481 Riverview Rd. NE,Hanover,MN 55341
(763)498-8779 Fax (763)498-8290
Revised May 19,2007
�u�y zo,zoos THIS SYSTEM 1S OfS1GIYE0�'OR
Steve Moore QRONO C4PY ��,,,,BEDROQMS. AIdY IIVCREA$E 1N NUIVIBER
zbso�aX sa�t OF BEDROOMS lNVAUDATES THIS DESIGM.
Orono,Hennepin County
This on-site Sewage Treatrnent System is designed for a Type 1,five-bedroom home in accordance with the Minnesota
Pollution Control Agency Chapter 7080 and local ordinances.
The seasonally saturated wne is present at 22"-26"(mottled soil). Due to seasonally saturated soils,a pressurized
Mound System will need to be installed to treat septic eftluent_ The bottom of the treatment area must be located at
least 3'above the saturated soils.
AII neighboring wells are greater than 100 feet from proposed treatrnent areas.
7'he soils at a depth of 12"have a percolation rate averaging 6 MPI.
The existing tank must be abandoned. �RON��j�y
The existing well must be abandoned.
Use 7/32 inch perforatioos in the laterals.
A pumping chamber will need to be installed to lift the ef�luent to the treaLment 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 light and sound devices;this is in case of a pump failure.
Septic system should be fenced off 20'away from proposed and future systems before construction begins.
Keca ell heavy euuioment off of the aronosed treatmeot areas before,daring snd after construction. T6e area
around both sites must be fea„�ed ofi bv the contractor before Aav coastruction be¢ins. This Desien is not valid
aod t6e Svstem will need to be relocated if failure to�rotect t6e areas or000sed for Oo-Site Sewa¢e Treatment
occurs.
Nothing other than gray water,(Isundry,showers,etc.) Human water and toilet tissue should be disposed of into the
septic tanks. Garbage disposals are not recommended. Additives must not be usecl;they may eause harmfiil damage to
your septic system. It is recommended that you pump the tank every year for 1 tank every two yeazs for two tanks.
Sincerely,
'����� __.--�
OR4N0 COPY �p���rE j� '
��pE���� Joseph J.Olson
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A,rrxov�n�s sva�tr�
APPROVEA W['fF1CORREC'�k3l�RRlN�
�10'F JIPPROYED�CORR�t�RBSUBMi�
71►erc eaa�tunM�ef 6ot�r bfotm�oi. Jtlt�NsAt ilnat��
M t1d!eon►pliana nrtth�U�pplic�bM�a�i��
Reqafrements incl�ttlin4 ttems n�spoHficdly hota�hl�A��
1GEEP TH18 4LAa+F g6t(W�Cl'8 A'f;i�l.L TtMG�
` �Nu��
a�..d� Job#�
TR...,�r.�rr
P�ioo�ew�
Universi of Minnesota Mound Design Worksheet
Greaterthan 1%Slopes
A FLOW
Estimated � 750 gpd Qsee figum A-1)
or measured ' x 1�.5(safety factor)_ � 9Pd
B. SEPTIC TANK LIQUID VOIUMES
Septic lank capacity 2250 gallons(see figure G1)
Number of tanks/compaMients 0
Effluent Filter (yes/no) yes
C-1 Sepfk Tank Capacity in Galbns
Number of Minimum Capacity wfth Capacity with
Bedrooms Capacity Garb.Disp. Disp.and Lrft
2 orless 7 1125 1500
3 or4 1000 1500 1090
5 or 6 ' 1500 2250 �Od
7,8 or 9 2000 3000 4000
c. sa�s�s►te e�aivana►d�ra�
1. Depth to resUiccting layer- 1.8 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4. Soil bading rate(see F'�gure D-33) 0.60 gpd/ftZ
Percolation rate 6 MPI
5. %Land Slope 6.0 %
D. ROCK LAYER DIMENSIONS
1. Multiply average design flaw(A)by 0.83 to obtain required area of rock layer:Item A x 0.83=
750 gpd x 0.83 ftZ/gpd= 630 ft
2. Detennine rock layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see lLR chart
0.83 ft�/gpd x 12.00 = 10.0 ft
LLR Chart
Peric Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rodc layer=area divided by width=
630.0 ft� / 10.0 feet= 63.0 ft
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
630.0 X 1.0 ft= 630.0 ft3
2. Divide ft3 by 27 ft3lyd3 to get cubic yards
630.0 ft3 / 27 = 23.3 yd3
3. Multiply cubic yards by 1.4 to get weight of rodc in tons;
23.3 yd3 X 1.4 tontyd3 = 32.7 tons
Page 1 of 5
F. ABSORPTION WIDTH Absorption ratio: 2
' 1, AbswpGon width equals absorption ratio times rodc tayer width
2.00 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH d�LENGTH(Greater than 1%) ,
1. Downslope absorption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
2. Calaalate mound size � I
UPSLOPE i
a.Depth of dean sand at upslope edge of rodc layer=3 feet minus distance to restricting layer(C1)
3.0 ft - 1.8 ft= 1.2 ft
b.Mound height at the upslope edge of rodc layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1.2 ft+1ft+1 ft= 3.2 ft
c.Upslope berm multiplier based on land slope(see figure D-34)
Selected berm multiplier: 3.23
d.Upslope width=berm multiplier(G2c)tlmes upslope mound height(G2b):
3.23 x 3.2 ft = 11.0 ft
DOWNSLOPE
e.Drop in elevation=rock layer width(D2)tirnes percent landslope(C5)/100
10.0 ft x 6.0 °,6 !100= 0.6 ft
f.Downslope mound height=depth of clean sand for slope difference(G2ej
at downstope rodc edge plus the mound height at the upslope edge of rodc layer(2b)
0.6 ft + 3.2 ft= 3.8 ft
g.Downslope berm multiplier based on pe�cent land slope(see Figure D-34
Selected berm muldplier: 5.26
h.Downslope width=downslope multiplier(G2g)bmes dovmsfope mound height(G2�
5.26 x 3.8 = 20.0 ft
i.Select greater of G1 and G2h as the downslope width 20.0 ft
j.Total mound width is the sum of upslope(G2d)width plus roc�k layer width(D2)plus downslope width(G2i)
11.0 ft+ 10.0 ft+ 20.0 ft= 41.0 ft
k.Total mound length is the sum of upslope width(G2d)plus rodc layer length(D3)plus upslope width(G2d)
11.0 ft + 63.0 ft+ 11.0 ft= 85.0 ft
Final Dimensions (slope>1%) 41.0 ft x 85.0 ft
I hereby catify that all work has been completed in accordance with all applicable ordinances,rules&laws.
revised 5/19/07
(signature) 81U(license#) 7/20/2W5 (date)
Page 2 of 5
���
o � � 12"topso�
12
9�
� Reshictive Iayer 1.8 :
� � i �
' �to 10.0 ' 20.0 '
i �N.O
r '�^�,•i...
�1�,�ut
Mound Detail: Land slope> 1%
».o
u�n�:
_
Rockbed
_
11.0 V1�idlh: 10.0 11.0
Total Length: 63.0
Ylfidth:
41.0 ;
pownslope benn: Downslope absorpdon v�idHr
' 20.0 10.0
Total length:85.0
Nobes:
Divert su�aCe water away fiom mound.
Page 5 of 5
' Univ�rsity of Minnesota Pressure Distribution System Design - 10/25/04
an nwr.a rerxangks m�sr be e�oa nb rat wa►ae�,,a�ea
Ows�s�
sewwse
1. Sele��tu�ilbet Of perfof8ted 12tt6rels: � r�wa�i`�
2. Select perforation spacing= 03 ft
�.,.k�x,�.
3. Since pe�orations should not be plaoed doser tl�at 1 foot to
the edge of the rock lay�er(see diagram).subtract 2 teet irom r"'�'�."".�"•�•"...�'m""T
M� !/.+f mck
�,�Jl��
63 -2 ft= 61 ft a'..�:''.'" ��M_��.-
I'�(sfwc� /.5•_5•
4. Determine the number of spaces be4vMeen perforations.
Divide the length(3)by perforation spacing(2)and round dawn to nearest whole number.
Perforation spacing= 61 ft/ 3 ft= 20
5. Seled perforation size 7�32 inch
6. Number of perforations is equal to o�e plus the number of perfwation spaoes(4).
'Chedc figure E•4 do assure Hie number of pe�fioratiorts per laterai gua�antees
<10%�Sd�e/ge ve/iedon.
2p spa�s+1= 21 perforations/lateral
E�Yaxitnum Number of 1l4 inch perforations E�b Maxtrnum Number of 3/16 inch pe�torallons
labe�d to c10X d variatlon lateral to <10X�scha variation
Perforadon Perforation
SPacin9 P�pe D�me�r Spaa�9 P�e Diamed�r
ft 1 inch 1.25 inch 1.5 i�h 2.0 inch feet 1 inch 1.25 inch 1.5 inch 2.0 inch
2.5 8 14 18 28 2.5 12 19 25 39
3.0 8 13 17 26 3 11 18 24 37
3.3 7 12 16 25 3.3 10 17 23 36
4.0 7 11 15 23 4 10 16 21 33
5.0 6 10 14 22 5 9 15 20 31
7. A.Total number of perforations=perforations per lateral(5)times number of laterals(1)-
21 pertsJ tat x 3 laterals= 63 perforations
B.Ca�ulate the square footage per perfaation.
Reoanmended va�ue is s-�o sywperf.ooes na apply to at-grades.
1. Roac bed area=rodc width(Rj x rodc ler�gth(R)
10 ft x 63 ft= 630 ft�
2. Square fo�per pertoration=Rodc Bed Area/number of perfs(6)
630.0 ft! 63 perfs = 10.0 It�/perf
8. Detertnine required flow rate by muitiplying the to4�al number
of perforatio�s(6A)by flow per perfaations�_see figure E-6)
63 perfs x 0.56 gpm/perfs= 35.3 gpm
E�'i Perforatlon Discharge In GPM
Head Perforations diameter
feet inc�es
3/16 7J32 1/4
1 0.42 0.56 0.74
2° 0.59 0.80 1.04
5 0.94 1.26 1.65
a Use t.o tooe tor angladmniy homes. ----- --�
b.Use 2.0 teet for else � _=�� �„`." � �
�-��_ '=!t�'�
9. Determine Minimum Pipe Size �"'.,`"' ._---_�-� _--'•
.�
A. Manifdd on End. If laterals are connected to header pipe � _ -- �-=-_, �.,- �r.
.r-
�`-,��_��.,�..
,. ..�. . .
as shown in Figure E-1,to selec!minimum required lateral _f�..F�_M����aE�«,,...M,
diameter,enter figure E-4 or E-5 with perfaation spacing end
- ------------ ___----- _ _
number of perforations per lateral.Sefect minimum diameter
for perforated taterals= 2.0 inc�es
B. Cenber NanifOld. If perfOrefsd Hdberel systeln is ettached to a�c-:..a�.,dwoa..a ----- � �� -
In CrMr ef M MI�m ,.--'' --..�
manifold pipe near fhe oenter,like Figure E-2�Perforatad lateral len9th(3) ,=s-�:;.;;,,_ _.._� `��f
and number of perforations per Iateral(�wi11 be approbmatey ,_- _� �= _ - -=
one haH of that in sbep A. Using these values seiec.t - _ � __
T�
minimum diameter for perforated lateral= 2.0 inches : �-�..__�v�
I here that I have completed this work in accordance wfth all applicable ordinances,rules and Iaws.
(signature) 810 (license�) 05/18/07 (date)
� � University of Minnesota Pump Selection Procedure - 10125104
All boxed rectangles must be entered,the rest wiil be catculated.
OHi1T!
1. Detertnine pump capacity: T��,`�
A Gravity Distribution P"�"""'
1.Minimum required discharge is 10 gpm
2.Ma�dmum suggested discha�ge is 45 gpm �
Fw other establishmenls at le2�st 1096 greater than the water ;
supply rate,but no faster than the rate at which eftluent will flow
out of the distribu6on device.
B. Pressure Distribution-see pressure design woricsheet sol�treatmeni system
&pant of discharge
.................
:...........:....
Selected Pump Capacity: �gpm torai�ipe
lengih
Inlet 2A.elevation
2. Determine Total namic Head DH •� difference
�Y (T ) ac� ,. :
. ss ._ . �
A. Elewahon differenoe behNeen pump and point of discharge. ;, _. ___._ ;
19 feet ' i --------------------------- ------.
<< � ,
B. Special head requirement?(See Figure-Special Head Requinements)
�5 feet Special Head Requirements
Gravity Distribution Oft
C. Fric6on loss in supply pipe Pressure Distribution 5ft
1. Select pipe diameter �in
2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(C1}
Read fric6on bss in feet 100 feet from Figure E-9 E-9 Friction Loss in Plastic Pipe
Friction loss= 2.5 ff/100 ft of pipe 100 ft
' nominal
3.Determine total pipe length from pump discharge to soil system discha�ge point. Flow Rate i e diameter
Estimate by adding 25 percent to pipe length for friction loss in fittings. m 1.5" 2.0" 3"
Pi len th times 1.25=equivalent pipe length 20 2.47 0.73 0.11
281 ft x 1.25= 351.25 feet 25 3.73 1.11 0.16
30 5.23 1.55 0.23
4.Cak;ulate total friction loss by mul6plying friction loss(C2) 35 6.96 2.06 0.3
by the equivalent pipe length(C3)and divide by 100. 40 8.91 264 0.39
Friction Loss= 2.5 ft/100ft X 351.25 ft / 100= 8.8 feet 45 11.07 3.28 0.48
50 13.46 3.99 0.58
D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7
head requirements(B),and total friction loss(C4). 60 5.6 0.82
19 ft + 5 ft + 9.0 ft 65 6.48 0.95
70 7.44 1.09
Total Head: 33.0 feet
3. Pump Selection
1.A pump must be selected to deliver at least 36 gpm(1A or 8)
wiTh at least 33.0 feet of total head(2D).
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
(signature) 810 (license#) 5/18l07 (Date)
Page 1 of 1
Loqs of Soil Borins�s
License#870
I i
Location or Project: 2690 Fox Street
Borings made by: Rusty Olson's Soil and Perc testing 7/18/2005
Ciassification System: AASHO ; USDS-USDS-SCS X ; Unifed ; Other
Auger used (check two): Hand_X ,or Power_, Flight, Bucket or P�obe_X_
Boring Number_1_Surface elevation_961.1_ Mottled Soil at 1.8_feet
0"-10"Dark brown loam 10yr3/2 H20 present at_X_
10"-22" Brown loam 10yr4/4
22"-30" Rusty brown loam 10yr5/4
Boring Number_2_Surface elevation_961.1_ Mottled Soii at_2.0_feet
0-6" Dark brown loam 10yr3/2 H20 present at_X_
6"-24" Brown loam 10yr4/4
24"-30"Rusty brown loam 10yr5/4
Boring Number_3_Surface Elevation_961.5 Mottled Soil at_2.1 feet
0"-12" Dark brown loam 10yr3/2 H20 present at_X_
12"-26"Brown loam 10yr4/4
26"-30 Rusty brown loam 10yr5/4
Boring Number 4_ Surface elevation_961.5_ Mottled Soil at_2.1_feet
0-12" Dark brown loam 10yr3/2 H20 present at_X_
12"-26" Brown loam 10yr4/4
26"-30" Rusty brown loam 10yr5/4
Boring Number 5_Surface elevation_960.9_ Mottled Soil at_2.0_feet
0-12"Dark brown loam 10yr3/2 H20 present at_X_
12"-24" Brown loam 10yr4/4
24"-30" Rusty brown loam 10yr5/3
Boring Number 6_Surface elevation_961.5_ Mottled Soil at_2.0_feet
0-12" Dark brown loam 10yr3/2 H20 present at_X_
12"-24" Brown loam 10yr4/4
24"-30" Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
1 1
� ;
Percolation test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 7/19/05
Location: 2690 fox street
Hole number: 1
Date hole was prepared: 7/18/05
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 7/18/05 At 10:30 A.M. depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:10 1:40 6" 5.0 6.0
1:47 2:17 6" 4.8 6.2
2:18 2:48 6" 4.7 6.4
AVERAGE PERC. RATE 6.2 MPI
Percolation Test Data Sheet
Lic.#810
i ,'
Percolation test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 7/19/05
Location: 2690 Fox street
Hole number: 2
Date hole was prepared: 7/18/05
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 7/18/05 At 10:30 A.M. depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:11 1:41 6" 5.5 5.4
1:46 2:16 6" 5.5 5.4
2:19 2:49 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 MPI
. .
Percolation Test Data Sheet
Lic.#810
i i f
i
Percolation test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 7/19/05
Location: 2690 Fox street
Hole number: 3
Date hole was prepared: 7/18/05
Depth of hole bottom_12"_inches, Diameter of hole 6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 7/18/05 At 10:30 A.M. depth of initial water filling 12 inches
above 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 Pe�c Rate
1:12 1:42 6" 5.5 5.4
1:45 2:15 6" 5.5 5.4
2:20 2:50 6" 5.5 5.4
AVERAGE PERC. RATE 5.4 MPI
, � ,
+
� Percolation Test Data Sheet
Lic.#810
1 �
i �
Percolation test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 7/19/05
Location: 2690 Fox street
Hole number: 4
Date hole was prepared: 7/18/05
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr3/2
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 7/18/05 At 10:30 A.M. depth of initial water filling 12 inches
above hole bottom.
Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon
Maximum water depth above hole bottom during tests 6 inches
Time Time Depth Drop in H20 Perc Rate
1:13 1:43 6" 4.5 6.7
1:44 2:14 6" 4.3 7.0
2:21 2:51 6" 4.2 7.1
AVERAGE PERC. RATE 6.9 MPI
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