HomeMy WebLinkAboutSoil and percolation testing Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License#810
11481 Riverview Rd.NE,Hanover,MN 55341
(763) 498-8779 Fax(763)498-8290
July 08,2010 ORONO appy
Mike Chiodin
(-920 Wayzata Blvd
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a Type 1 three-bedroom home in accordance with
the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The periodically saturated soils were located at 16"(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.
All neighboring wells are greater than 100' from proposed treatment areas.
ORONO COPY
The existing well needs to be abandoned.A new well need to be drilled.
The soils at a depth of 12"have a percolation rate averaging 19 MPI.
The tanks must be abandoned.Two new 1000 gallon septic tanks need to be installed to meet local codes.A
1000 gallon lift station must be installed to meet this design.
All new tanks need to be insulated if there is less than two feet of cover over the top of the tanks and a filter
installed on the second tank.Clean outs must be installed on the end of the laterals for maintenance.
Keep all heavy Equipment off the proposed treatment areas before during and after construction.
A 1000 gallon pumping chamber will need to be installed to lift the effluent to the treatment area. The
power supply and switches must be located outside the manhole and pumping chamber in a weatherproof
enclosure. A warning device must be installed with Iight and sound devices;this is in case of a pump
failure.The manifold and supply line must have back drainage to the pump chamber.The rock and fill
materials must be clean.The sod layer below the entire mounded area must be turned over.Just break up
the sod and be sure not to over work.
Nothing other than gray water,(laundry,showers,etc.) Human water and 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
tank every year for 1 tank,every
two ears fo two tanks.
ORON C,oPY err OF ORONO
Sii� rely, SEPTIC PERMIT P RE E
= INSPECTOR
DATE PER T NO.,r, ,,,,,,�„,�„
Joseph J.OlsonnutsseD rut APPROVED AS SUBMITTED
mix
n APPROVED WITH CORRECTIONS AS NOTED
ISEDRVVmyt. *N INCREASE IN LUMBER Q NOT APPROVED-CORRECT&RESUBMIT
0 BEDROOMS INIf DESIGN. These comments are for your information. AU work shall be dotty
in full compliance with all applicable septic and zoning code.
Requirements including items not specifically noted in tbisreale%,
KLEP TUASII1.ANi SET ON SITE AT ALL TIMES
r• -,
Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF MINNESOTA
Property Owner/Client: Mike C41 1 o 0 1 N
Site Address: 920 Wayazata Blvd
1. AVERAGE DESIGN FLOW:
A. Design Flow: 450 Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rate including a safety
factor.For long term performance,the average daily flow is recommended to be<
B. Septic Tank capacity: 2000 Gallons 60%of this value.
C. Number of Septic Tanks or Compartments: 2 Effluent Screen Et Alarm? Yes
— Type of Soil Treatment and Dispersal Area Type of Distribution
O Trenches 0 Bed ®Mound 0 Gravity Distribution 0 Pressure Distribution-Level 0 Pressure Distribution-Unlevel ,
O At-Grade 0 Drip Distribution —
System Type
[]Type I El Type H ❑Type III ❑Type IV ❑Type V
2. SITE EVALUATION:
A. Depth to Limiting Layer: 16 inches 1.3 ft
B. Measured Percent Land Slope: 9.0 % 0.0
C. Soil Texture: Clay Loam Percolation Rate: 19 Minutes per Inch
D. Soil Hydraulic Loading Rate: 0.45 GPD/ft2 E. Contour Loading Rate 12 Gal/ft
3. DESIGN SUMMARY
Trench Design Summary
Absorption Area ft2 Sidewall Depth in Trench Width in
Total Lineal Feet ft Number of Trenches Maximum Trench Depth in
Bed Design Summary
Absorption Area ft2 Media Below Pipe in Bed Length ft
Bed Width ft Maximum Trench Depth in
Mound Design Summary
Absorption Area 375 ft2 Bed Length i` ;8 Ift Bed Width 10.0 ft
Absorption Width 26.0 ft Clean Sand Lift 1.7 ft
Upslope Berm Width 9.0 ft Downslope Berm Width 24.0 ft Endslope Berm Width 14.0 ft
Total System Length 66 ft Total System Width 43 ft
At-Grade Design Summary
Absorption Bed Width ft Absorption Bed Length ft System Height ft
Absorption Bed Area ft2 Upslope Berm Width ft Downslope Berm Width ft
Endslope Berm Width ft System Length ft System Width ft
Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF MINNESOTA
Pressure Distribution Summary
No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 1/4 in
Flow Rate 29 GPM Supply Pipe Diameter 2 in Total Head 25.4 ft
4. ORGANIC LOADING(if pretreatment is being used)
Organic Loading to Pre-Treatment Unit =Design Flow X Estimated BOD in mg/L in the effluent X 8.35=1,000,000
gpd X mg/L X 8.35:1,000,000= lbs BOD/day
Calculate System Organic Loading: lbs. BOD/day a Bottom Area =lbs/day/ft2
lbs/day= ft2= lbs/day/ft2
Comments/Special Design Considerations:
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
Joseph J Olson810 07/08/10
VL"-------(Designer) (Signature) (License#) (Date)
OSTP Mound Design UNIVERSITY
Minnesota Pollution Worksheet OF MINNESOTA `''* ;,
Control Agency
1. SYSTEM SIZING:
A. Design Flow(Design Summary IA): 450 GPO Table I
MOUND CONTOUR LOADING RATES:
B. Soil Loading Rate (Design Sum.2D): 0.45 GPD/ftz Contour
Measured • Texture-derived
Pero Rate OR mound absorption ratio
C. Depth to Limiting Condition: 1.3 ft Loading
Rate:
D. Percent Land Slope (Design Sum. 213): 9.0 % 5 60mpi 1.0. 1.3,2.0,2.4,2.6 _12
E. Design Media Loading Rate: 1.2 GPD/ftz 61-120 OR 5.0 <12
•
F. Mound Absorption Ratio: 2.6 120 mpi' >5.0= r.6.
G. Design Contour Loading Rate: i 12 IGPD/ft
'Systems with these values are not Type I systems.
(From Design Summary 2E-same as Linear Loading Rate) Contour Loading Rate is a recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersal Bed Area:Design Flow (1.A):Design Media Loading Rate (1.E)=ftz
If a larger dispersal media 450 GPO+1 1.2 IGPD/ftz = 375.0 ft2
area is desired,enter size: 380 ftz
B. Calculate Dispersal Bed Width:Contour Loading Rate (1.G)_Design Media Loading Rate (1.E)=Bed Width
12 ft : 1.2 gpd/ftz = 10.0
C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A):Bed Width (2.B)=Bed Length
380.0 ftz + 10.0 ft = 38.0 ft
D. Select Dispersal Media:
3. ABSORPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.B)X Mound Absorption Ratio (1.F)=Absorption Width
10.0 ft X I 2.60 I = 26.0 ft
B. For slopes from 0 to 1%, the Absorption Width is measured from the bed equally in both directions.
Calculate Absorption Width Beyond the Bed:Absorption Width (3.A)-Bed Mdth (2.B)_2= Width beyond Bed
( N/A ft - N/A ft) : N/A = N/A ft
C. For slopes>1%, the Absorption Width is measured downhill from the upslope edge of the Bed.
Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.B)=ft
26.0 Ift - 10.0 ft = 16.0 ft
Comments:
Slope, CLR Choice,Material issues
4. MOUND SIZING
A. Calculate Clean Sand Lift: 3 feet minus Depth to Limiting Condition (1.C)=Clean Sand Lift (1 ft minimum)
3.0 ft - 1.3 ft = 1.7 ft
B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height
1.7 ft + 1.0 ft + 1.0 ft= 3.7 ft
0.34:Slope Multiplier Table
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Upslope 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.26 2.21 2.17 2.13 2.09 2.06 2.03 2.00 1.97 1.95 1.93 1.91 1.89 1.87 1.85
Berm Ratio 4:1 4.00 185 170 157 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2,73 2.62 2.55 2.48 2.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.98 1.93
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Downslope 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48-4.69 4.95 5.24 5.55 5.88 6.24 6.63 7.04 7.47 7.93 8.42 8.93 9.46 10.02
Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6.67 7.14 7.69 8.29 8.92 9.57 10,24 10.94 11.67 12.42 13.19 13.99 14.82 1547 16.54 17.44
Select Upslope Berm Multiplier
(based on land slope): 2.42 (figure D-34)
D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.B)=Upslope Berm Width
2.42 ft X 3.7 ft = 9.0 ft
E. Calculate Drop in Elevation Under Bed:Bed Width (2.B) X Land Slope (1.D): 100=Drop (ft)
10.0 ft X 9.00 % : 100= 0.90 ft
F. Calculate Downslope Mound Height:Upslope Height (4.B)+Drop in Elevation (4.E)=Downslope Height
3.7 ft + 0.90 ft = 4.6 ft
G Select Downslope Berm Multiplier
(based on land slope): 5.18 (figure D-34)
H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width
5.18 x I 4.6 I ft = 24.0 ft
I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.B or 3.C)+4 ft. =ft
16.0 ft + 4 ft = 20.0 ft
J. Design Downslope Berm =greater of 4H and 41: 24.0 ft
K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0)
L. Calculate Endslope Berm (4.19 X Downslope Mound Height (4.F)=Endslope Berm Width
3.00 ft X 4.6 ft = 14.0 ft
M. Calculate Mound Width: Upslope Berm Width(4.D)+Bed Width (2.B)+Downslope Berm Width (4.J)=ft
9.0 ft 10.0-1 ft + 24.0 ft = 43.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft
14.0 I ft + 38.0 7 ft + 14.0 ft =I 66.0 Ift
5. MOUND DIMENSIONS GREATER THAN 1%SLOPE
i--- ,,_.-—
M Upslope (4.D) 9.0
v
Endslo P e (4.L) Dispersal Bed: (2.B x 2.C) '
�t t / Endslo a (4.L)
14.0 co
38.0 Y, 10.04-0
;14.0
C
\ a,- —
a v
c
o `
Downslope (4.J) 24.0
'''''---- .----.9ti
/
Total Mound Length (4.N) 66.0
4" inspection pipe
18" cover on top
,, Upslope berm (4.D) Downslope berm (4.J) 24.0 j
9.0
12"cover on sides
(6" topsoil)
Clean sand lift (4.A)
_ 1.3 Depth to Limiting (1.
Limiting Condition -- ' ---------- ______
Absor tion Width (3.A) – -------------
Note: 26.0
For 0 to 1% slopes, Absorption Width is measured from the Bedequally in both directions.
For slopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed.
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws.
Joseph J Olson 810 07/08/10
(Designer) (Signature) (License#)
(Date)
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution Design Worksheet OF MINNESOTA :__-__;
Control Agency .
1. Select Number of Perforated Laterals in system/zone: I _3 I Geoteatile n1,',M a'V,:aeg rti m ice
Minimu -'. • T
i i-,
(2 feet is minimum and 3 feet is maximum spacing) ;). '�+�Perforations spaced 3`apart ;u
2'of rock
: Ty ;-
2. Select Perforation Spacing: 3.0 ft a;�� "' -4. _ _
3. Select Perforation Diameter Size 1 1 inch `' r` om'`
Perforation sizing:'/e'to Vi"
Perforation spacing:2'to 3'
4. Length of Laterals =Media Bed Length -2 Feet. Perforation can not be closer then 1 foot from edge.
38 - 2ft = 36 ft
5. Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 4)by the Perforation Spacing (Line 2)and
round down to the nearest whole number.
Number of Perforation Spaces = 36 ft 3 ft = 12 Spaces
6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5).
Perforations Per Lateral = 12 Spaces 1 = 13 Perfs. Per Lateral
Check Table I to verify the number of perforations per lateral guarantees less than a 10%discharge variation. The value is double if
the a center manifold is used.
7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of
Perforated Laterals (Line 1).
13 Perf. Per Lateral X 3 Number of Perf. Laterals = 39 Total Number of Perf.
8. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft 2 per perforation.
Perforation Discharge(GPM)
Does not apply to At-Grades Perforation Diameter
Bed Area = Bed Width (ft)X Bed Length (ft) Head(ft) ,,,° r,,, •,•
10' 0.18 0.41 0.56 0.74
10 ft X 38 ft = 380 ft2 1.5 0.22 0.51 0.69 0.9
2.0° 0.26 0.59 0.80 1.04
2.50.29 0.65 0.89 1.17
Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 3.0 0.32 0.72 0.98 1.28
4.0 0.37 0.83 1.13 1.47
5.0' 0.41 0.93 1.26 t.65
380 ft2 = 39 perforations = 9.7 ft2/perforations ,root 1/4 inch and 3/16 inch perforations on
dwellings
1/8 inch perforations on dwellings and for
9. Select Minimum Average Head: 1.0 ft 2 feet other establishments
1/4 inch and 3/16 inch peforatlons on MSTS
5 feet 1/8 inch perforations on MSTS
10. Select Perforation Discharge (GPM)based on Table III: 0.74 GPM per Perforation
11. Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10).
39 Perforations X 0.74 GPM per Perfora_ion = 29 GPM
12. Select Type of Manifold Connection (End or Center): 2 End ❑Center
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution Design Worksheet
Control Agency OF MINNESOTA .. �,\t";-
Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation
'/,,Inch Perforations 7/32 Inch Perforations
Perforation Spacing(Feet) Pipe Diameter(Inches) Perforation Spacing Pipe D r.eter(Inches)
1 114 lit 2 (Feet) 1 114 11.1 2 3
2 10 13 18 30 6 3 2 11 16 21 34 68
21,1 8 12 16 28 54 21,4 10 14 20 32 64
3 8 12 16 25 52 3 9 14 19 30 60
3/16 inch Perforations 1/8 Inch Perforations
PerforationSpacing Pipe Diameter(Inches) Perforation PipeDiameter(Inches)
(Feet) Spacing
1 114 134 2 s (Feet) 1 116 11_ 2 3
2 12 18 26 46 87 2 21 33 44 74 149
215 12 17 24 40 80 2120 30 41 69 135
3 12 16 22 37 75 3 20 29 38 64 128
14. Select Lateral Diameter based on Table I: 1.50 in Table II
Volume of Liquid in
15. Volume of Liquid Per Foot of Distribution Piping: 0.110 Gallons/ft Pipe
Pipe Liquid
16. Volume of Distribution Piping = Diameter Per Foot
=[Number of Perforated Laterals (Line 1)X Length of Laterals (Line 4)X (inches) (Gallons)
(Volume of Liquid Per Foot of Distribution Piping(Line 15)] 1 0.045
1.25 0.078
3 X 36 ft X 0.110 gal/ft = 11.9 Gallons 1.5 0.110
17. Minimum Dose=Volume of Distribution Piping(Line 17)X 5 2 0.170
3 0.380
11.9 gals X 5 = 59.4 Gallons 4 0.661
,_-Cleanouts "--__ --` _ manifold pipes
I
/
Manifold pipes
w
��:� pipe from pump
\....... �C` - dean outs T.
�,�� Alternate location
\.....• ` of pipe from pump I. 0•
L alternate location
Pipe from pump of pipe from pump
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and taws.
Joseph J Olson 810 07/08/10
_____—
(Designer) (Signature) (License#) (Date)
OSTP Pump Selection Design UNIVERSITY
Minnesota Pollution Worksheet OF MINNESOTA ` -
Control Agency ti�.��
1. PUMP CAPACITY
A. Pumping to Gravity or Pressure Distribution: 0 Gravity ®Pressure
1. If pumping to gravity enter the gallon per minute of the pump: I GPM
2. If pumping to pressure, is the pump for the treatment system or the collection system:
0 Treatment System 0 Collection System
3. If pumping to a pressurized treatment system,what part or type oi'system:
0 Soil Treatment Unit 0 Media Fitter 0 Other
4. If pumping to a pressurized distribution system: 1 29.0 GPM
(Line 11 of Pressure Distribution or Line 10 of Non-Level or enter if Collection System)
2. HEAD REQUIREMENTS
3. Elevation Difference 19 ft Soil ptreatment
int o dissctharge
bA
between pump and point of discharge: " a
as
NOTE:IF system is an individual subsurface sewage treatmentr ".,,, s.90,vo,oe"9
system, complete steps 4-9. If system is a Collection System, Met pipe Elevation
•
skip steps 4, 5, 7 and 8 and go to Step 10. tfifiernnce
1----f.1 ,
„.
4. Distribution Head Loss: 5 ft
I
5. Additional Head Loss: ft(due to special equipment, etc.)
Distribution Head Loss Friction Loss in Plastic Pipe per 100 ft
Gravity Distribution = Oft (C=130)
Nominal Pipe Diameter
Pressure Distribution based on Minimum Average Head Flow Rate
Value on Pressure Distribution Worksheet: (GPM) 1 11A11 2 3
Minimum Average Head Distribution Head Loss 10 9.11 3.08 1.27 0.31
ift 5ft
2ft 6ft 12 12.77 4.31 1.78 0.44 ---
5ft 1 oft 14 16.99 5.74 2.36 0.58 ---
16 --- 7.35 3.03 0.75 0.10
6. A. Supply Pipe Diameter: 2.0 in
18 9.14 3.76 0.93 0.13
B. Supply Pipe Length: 50 ft 20 --- 11.11 4.58 1.13 0.16
25 --- 16.79 6.92 1.71 0.24
7. Based on Friction Loss in Plastic Pipe per 100ft from Table I: 30
9.69 2.39 0.33
Friction Loss= 2.23 ft per 100ft of pipe 35 -- 12.90 3.18 0.44
40 --- --- 16.52 4.07 0.57
8. Determine Equivalent Pipe Length from pump discharge to soil dispersal 45 5.07 0.70
area discharge point. Estimate by adding 25%to supply pipe length for
fitting loss. Supply Pipe Length(5.8) X 1.25=Equivalent Pipe Length 50 -- 6.16 0.86
55 --- --- --- 7.35 1.02
50 ft X 1.25 = 62.5 ft 60 --- --- --- 8.63 1.20
9. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Lim bl by 1 65 - 10.01 1.39
Supply Friction Loss= 70 11.48 1.60
2.23 ft per 100ft X 62.5 ft 100 = 1.4 ft
OSTP Pump Selection Design
UNIVERSITY
Minnesota Pollution Worksheet OF MINNESOTA ' ''', -
Control Agency �'���
10. Equivalent length of pipe fittings. Equivalent Length Factors(ft.)for PVC Pipe
Fittings
Section 10 is for Collection Systems ONLY and does NOT need to 13e
completed for individual subsurface sewage treatment systems. Fitting Type Pipe Diameter(in.)
11/2 2 3
Quantity X Equivalent Length Factor=Equivalent Length Gate Valve 1.07 1.38 2.04
90 Deg Elbow 4.03 5.17 7.67
Fitting Type Quantity Equivalent Equi.alent 45 Deg Elbow 2.15 2.76 4.09
Length Factor :_engh (ft) Tee-Flow Thru 2.68 3.45 5.11
Tee-Branch Flow 8.05 10.30 15.30
Gate Valve X = Swing Check Valve 13.40 17.20 25.50
90 Deg Elbow X = Angle Valve 20.10 25.80 38.40
Globe Valve 45.60 58.60 86.90
45 Deg Elbow X = Butterfly Valve - 7.75 11.50
Tee-Flow Thru X =
Tee-Branch Flow X = NOTE: Equivalent length values for PVC pipe
fittings are based on calculations using the Hazen-
Swing Check Valve X = _ Williams Equation. See Advanced Designs for SSTS
Angle Valve X = for equation. Other pipe material may require
Globe Valve X = different equivalent length factors. Verify other
equivalent length factors with pipe material
Butterfly Valve X = manufacturer.
Valve 10 X = NOTE:System installer should contact system
designer if the number of fittings varies from the
Valve 11 X = _ design to the actual installation.
A. Sum of Equivalent Length due to pipe fittings: L_ ft
Hazen-Williams Equation for h
B. Total Pipe Length =Supply Pipe Length(5.B)+Equivalent Pipe Length (9,A.) 10.5
h - * I/
Q-C)l.85 ,kL
ft + ft = ft 1 p4.87
C. Hazen-Williams friction loss due to pipe fittings and supply pipe(h,): Qin gpm L in feet Din inches C = 130
(10.5 ÷ Pipe Diameter°87) X ( Flow Rate s Constant)'85 X Total Pipe Length (10.B)
(10.54.
in87) X ( gpm=130)''85 X ft = ft
11. Total Head requirement is the sum of the Elevation Difference (Line 3), the Distribution Head Loss (Line 4),Additional Head Loss(Line 5),
and either Supply Friction Loss (Line 9),or Friction Loss from the Supply Pipe and Pipe Fittings for collection systems(Line 10.C)
NOTE:Supply Friction Loss(Line 8)need ONLY be used if NOT a collection system.
NOTE:Friction Loss from the Supply Pipe and Pipe Fittings(Line 9.C)need ONLY be used if system is a collection system.
19.0 ft + 5.0 ft + ft + 1.4 ft = 25.4 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 29 GPM(Line 1 or Line 2)with at least 26 feet of total head.
Comments: Pump type
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson -...v, 810 07/08/10
(Designer) (Signature) (License#) (Date)
Loq Moil Borings
License#810
Location or Project: 920 wayzata Blvd
Borings made by: Rusty Olson's Soil and Perc testing 6/29/2010
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_102.2_ Mottled Soil at ifeet
0"-6" Dark brown loam 10yr3/2 H2O present at X
6"-16" Brown loam to clay loam 10yr4/4
16"-30" Rusty brown clay loam 10yr5/4
Boring Number_2_Surface elevation 102.2_ Mottled Soil at J - feet
0"-6" Dark brown loam 10yr3/2 H2O present at X
6"-16" Brown loam to clay loam 10yr4/4
16"-30" Rusty brown clay loam 10yr5/4
Boring Number_3_Surface Elevation 102.2 Mottled Soil at !, ?, feet
0"-6" Dark brown loam 10yr3/2 H2O present at 14"
6"-16" Brown loam to clay loam 10yr4/4
16"-30" Rusty brown clay loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Pe c. starting at 11:04 A.M. On 6/30/10
Location: 920 wayzata Blvd
Hole number: 1
Date hole was prepared:5/19/10
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 to day loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 6/29/10 At 11:00 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
I Time Time Depth Drop in H2O Perc Rate
11:14 11:44 6" 2.3 13.0
11:47 12:17 6" 2.3 13.0
12:18 12:48 6" 2.3 13.0
AVERAGE PERC. RATE - 13.0 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perti starting at 11:04 A.M. On 6/30/10
Location: 920 wayzata Blvd
Hole number: 2
Date hole was prepared:5/19/10
Depth of hole bottom_12" inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches Soil texture
0-6" Dark brown Iowa l0yr3/2
6"-12" Brown loam to day oam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 6/29/10 At 11:00:A.iVi. 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 H2O Perc Rate
11:15 11:45 6" 2.3 1.2 25.0
11:46 12:16 6" 2.3 1.2 25.0
12:19 12:49 6" 2.3 1.2 25.0
AVERAGE PERC. RATE 25.0 MPI
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Note: This system is to be constructed to meet Date;ZJ„ J,(g, Ph,763498.9779
the Minnesota Pollution Control Agency
, , Chapter 7080 & Local ordinance RustyOlson's II and Percolation Testing
• Note r Check all underground utilities iQnedttyl'
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DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED
PERMIT NO. COMPLETED
ADDRESS `rap?b � JA`{ i.i TA
OWNER ( 1' O TELEPHONE NO.
CONTRACTOR
>. DESCRIPTION -SO i S V�� /C 4 -1-`o&1 _
4, CIFOOTING 111PLUMBING FINAL ❑ EXCAV/GRADING/FILLING
Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS
y ❑ FRAMING ❑ MECHANICAL FINAL
❑ TREE REMOVAL
• ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION
❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS
❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT
v 0 DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP
_ 0 DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL
❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL
• OWNER/CONTRACTOR TO MEET YOU: YES_NO
o COMMENTS:
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WCC WORK SATISFACTORY:PROCEED 17PROJECT COMPLETE
W ElCORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
U BEFORE COVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN
INSPECTOR WILL RETURN
El CITATION ISSUED
El STOP ORDER POSTED.CALL INSPECTOR
❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
OwnerlContractor on site:
Inspector.
White Copyllnspector's File Canary Copy/Site Notice