HomeMy WebLinkAbout2012-inspection and septic design - no permit on file DATE TIME
CITY OF ORONO CALLED IN
INSPECTION NOTICE SCHEDULED
PERMIT NO. �1 COMPLETED
ADDRESS 1'4'SL
OWNER /� TELEPHONE NO.
CONTRACTOR A54"
>: DESCRIPTION O
❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING
Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS
h ❑ FRAMING ❑ MECHANICAL FINAL
Q El TREE REMOVAL
Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION
Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS
❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT
❑ DEMO-SITE ❑ SEPTIC MAINT ❑ FOLLOW-UP
❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL
v ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL
OWNER/CONTRACTOR TO MEET YOU:_YES_NO
COMMENTS:
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Vool
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QC J
70RK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE
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W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY
0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY
V BEFORECOVERING PERMANENT
❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN
INSPECTOR WILL RETURN
❑STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED
❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS.
Call for the next inspection 24 hours in advance. (952) 249-4600
Owner/Contractor on site:
Inspector. r�
White Copy/Inspector's File Canary Copy/Site Notice
Joseph Olson D.B.A.
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
FUTURE SITE FOR EXISTING HOUSE
October 8,2012 ORONO COPY
Gorden James Construction
2645 Watertown Road
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a future Type 1 Five-bedroom home in accordance
with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The periodically saturated soils were located at 20-26 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.
Soil borings were done for a septic certification of the existing system.The bottom of the rock bed is at
elevation 1023.4.Original grade is at elevation 1021.4 Mottled soils are at elevation 1019.4.There is a
three foot separation.Therefore the existing system conforms to chapter 7080.The existing septic tanks
need to be pumped and inspected for compliance.If the tanks pass inspection and are at the proper
elevation for the new house they may be used.
Keep all heavy equipment off the proposed treatment area. ORONO COPY
The existing septic tanks and lift station may be used upon approval of the local inspector.
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 Bray 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 years for two tanks.
Sincerely,
CITY OF ORONO
/Joseph J.Olson SEPTIC PERMIT PLAN REVIEW
ORONO Copy INSPECTOR
DATE PERMIT NO.
M APPROVED AS SUBMITTED
0 APPROVED WITH CORRECTIONS AS NOTED
Q NOT APPROVED-CORRECT&RESUBMIT
THIS SMEM IS OMM MR These comments are for your information. All work shall be done
BEDROprpR��c `may�npreM.�y to full compliance with all applicable septic and zoning code.
OM AN t�KASE fid NUMM Requirements including items not specifically noted in this review.
QF 8waawmaw THIS OEM KEEP THIS PLAN SET ON SITE AT ALL TIMES
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70
ff 0
Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY = 4
MINNESOTA '.
Control Agency OF
Property Owner/Client: Gorden Jaynes Construction Project ID:E== v 11.09.22
Site Address: 2654 Watertown Road, Orono, Hennepin County
1. AVERAGE DESIGN FLOW:
A. Design Flow: 750 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: 2250 Gallons 60%of this value.
C. Number of Septic Tanks or Compartments: 2 Effluent Screen&Alarm? No
Type of Soil Treatrnent and Dispersal Area* Type of Dislrrbrdion*
Q Trenches Q Bed p Nouard O At-Grade
Q Gravity Distribution Q Pressure Distribution-Level Q Pressure Distrbution-urrlevd
O Drip Distrb. O HoWM Tank O Oth.=
Selection Required Benchmark Elev= 1026.4]ft
System Type Benchmark Location: Top of iron
2 Type 1 ❑Type 11 ❑Type Ili ❑Type IV ❑Type V Type of Distribution Media:
=Gallons
Rock
D. Pump Tank 1 Capacity: Pump Tank 2 Capacity: Gallons
2. SITE EVALUATION:
A. Depth to Limiting Layer: 24 inches 2.0 ft Elevation 8 Location of Limiting Layer: 1020.9 It
B. Measured Percent Land Slope: 6.0 % 0.0 Location: shoulder
C. Soil Texture: Loam Perc Rate: MPI
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gat/ft
3. DESIGN SUMMARY
Trench Design Summary
Dispersal Area ft2 Sidewall Depth in Trench Width in
Total Lineal Feet ft Number of Trenches C� Maximum Trench Depth �in
Designers Max Trench Depth in
Bed Design Summary
Absorption Area ft2 Media Below Pipe in Bed Length ft
Bed Width [�ft Maximum Bed Depth [�in Designers Max Bed Depth F—=in
Mound Design Summary
Absorption Area 625 ft2 Bed Length 63 ft Bed Width 10.0 ft
Absorption Width 20.0 ft Clean Sand Lift 1.0 ft Berm Width (slope 0-1%) ft
Upslope Berm Width 10.0 ft Downslope Berm Width19.0 ft Endstope Bean Width 11.0 ft
Total System Length 85 ft Total System Width 39 ft
At-Grade Design Summary
Absorption Bed Width ft Absorption Bed Length ft System Height ��ft
Absorption Bed Area ft2 Upslope Berm Width ft Downslope Berm Width ft
Endslope Berm Width ==ft System Length =ft System Width =ft
OSTP Design Summary Worksheet UNIVERSITY
Minnesota Pollution OF MINNESOTA O,
Control Agency ��.
Pressure Distribution Summary
No.of Perforated Laterals Perforation Spacing ��ft Perforation Diameter 7/32 in
Lateral Diameter 2.00 in Supply Pipe Diameter 0.00 in Minimum Dose Volume
Flow Rate 36 GPM Total Head E::=ft Maximum Dose Volume 187.5
Holding Tanks Only
Number of Holding Tanks Total Volume of Holding Tanks gallons
High Level Alarm?
4. Additional Info for Type IV/Pretreatment Design
Type of Pretreatment Unit Being Installed:
Organic Loading to Pretreatment 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= Ibs BOD/day
Calculate System Organic Loading: lbs. BOD/day=Bottom Area =lbs/day/ft2
E=—]tbs/day a =ft2= E=Ibs/day/fe
Comments/Special Design Considerations:
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
Joseph J Olson 810 10/08/12
(Designer) (Signature) (License ii) (Date)
OSTP Mound Design Worksheet ? gx
w UNIVERSITY x
Minnesota Pollution >1% Slope OF MINNESOTA _ �"
Control Agency «S
1• SYSTEM SIZING: Project ID: v 11.09.22
A.Design Flow(Flow It Soil- 1.A): 750 GPD TABLE IXa
B. Soil Loading Rate(Flow&Soil-3.C): 0.60 GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
C.Depth to Limiting Condition: 2.0 it Treatment Level C Treatment Level A,A-2,B,
Area Loadne
D.Percent Land Slope: 6.0 % Percolation Rate Wound Mown
(MPI) Rate Area LowlingAbsorPtion Rate Absorption
E.Design Media Loading Rate: 1.2 GPD/ft2 (!&=) Ratio (tBdal=) Ratio
F. Mound Absorption Ratio(Table IXa): 2.00 <o 1 1 - 1
0.1 to 5
G.Design Contour Loading Rate: 12.0 GPD/ft 1.2 1 1.6 1o_t to 5(fine Sara
Table I
0.6 2 1 1.6
and lou fine Sano
MOUND CONTOUR LOADING RATES: 6 to 15 0.78 1.5 1 1.6
Contour 16 to 30 0.6 2 0.78 2
Measured Torture•derived �
Perc Rate OR mound absorption rat' L°adnnS 31 to 45
Rate: 0.5 2A 0.78 2
46 to 60 0.45 2.6 0.6 2.6
60mpi 1.0,1.3,2.0,2.4.2.6 112
61 to 120 5 0.3 5.3
61.120 mpi OR 5.0 112 >120
120 mpi• >5.0' 16 'Systems with these values are not T I
Type systems. Contour Loading Rate(linear
loading rate)is a recommended vatue.
2. DISPERSAL MEDIA SIZING
A. Calculate Required Dispersal Bed Area:Design Flow (1.A)+Design Media Loading Rate (1.E)-ft2
If a larger dispersal media area 750 GPD 1.20 GPD/ft2 = 625 ft2
is desired,enter size: ft2
B. Calculate Dispersal Bed Width:Contour Loading Rate (1.G)+Design Media Loading Rate (1.E)=Bed Width
12.0 Ift + 1.2 gpd/ft2 = 10 ft
C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A)+Bed Width (2.B)=Bed Length
625 ft2 - 10 ft 63 ft
D. Select Dispersal Media
E. if using a registered product,enter the Component Length: in+ 12 = ft
F. if using a registered product,enter the Component Width: 7in+ 12 = ft
G.Number of Components per RowrBed Length (2.C)divided by Component Length (4.J)(Round up)
IIft + �! ft= components/row
H.Number of Rows =Bed Width (2.B)divided by Component Width (4.K)(Round up) Note:CLR of 10.3
Adjust Contour Loading Rate on Design Summary page until this number is a whole number gal/ft results in 9 foot
wide bed.
it' ft= rows
1. Total Number of Components -(Number of Components
er
Components per ws
r Row X Number of Ro
IX 1 J = L�components
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 lit x 2.0 = 20.0 it
B. For slopes>1%,the Absorption Width is measured downhill from the upslope edge of the Bed.
Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.6)=ft
20.0 lit - 10.0 ft 10.0 ft
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 - 2.0 ft = 1.0 ft Design Sand Lift(optional): -�1.0
B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height
1.0 ft + 1.0 ft + 1.0 ft= 3.0 ft
D•34:Slope Multlplier Table
Land Slope% 0 1 2 3 4 5 6 7 8 9 10 I I 12 13 14 15t35LO209
19 20 21 11 23 24 25
Upslope 3:1 3,00 2.91 2.83 2.75 2.68 2.61 2.54 2.4812.4212.3612-31 2.26 1.21 2.17 2.13 E2499WZ
1.97 1.95 1.93 1.91 1.89 1.87 1.85
Berm Ratio 4:14.00 3.85 3.10 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.10 2.62 1.55 2.23 2.18 2.ti 2.08 2.03 1.y8 1.93
Ladd Slope% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 I2 23 24 25
DOvmSlOpe 3:1 3.0C 3.09 3.1913-3013.4113.51 3.66 3-8013-9514,1114114.4814.6914,9515.24 5.55 5.88 6.24 6.63 7.04 7.47 7.93 8.42 8.93 9.46 10.02
Bem3 Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.%15.016.2516,67 7.1417.6918-2918.12 9.51 10.24110.94111-67112.42 13.19 13.99 114.82 15.61 116.54 117.44
Select Upslope Berm Multiplier
C. (based on land slope): 1 3.23 (figure D-34)
D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.6)=Upslope Berm Width
3.23 ft X 3.0 ft = 10.0 ft
E. Calculate Drop in Elevation Under Bed:Bed Width (2.8) X Land Slope (1.D)=100=Drop (ft)
10.0 ft x 6.0 % f 100= 0.60 ft
F. Calculate Downslope Mound Height:Upslope Height (4.6)+Drop in Elevation (4.E)=Downslope Height
3.0 ft + 0.60 ft = 3.6 ft
G.Select Downslope Berm Multiplier
(based on land slope): 5.26 (figure D-34)
H.Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width
5.26 1 x 3.6 ft = 19.0 ft
1. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.B or 3.C)+4 ft.=ft
10.0 ft + ft = 14.0 ft
J. Design Downslope Berm =greater of 4H and 41: 19.0 ft
K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0)
L. Calculate Endslope Berm (4.K)X Downslope Mound Height (4.F)-Endslope Berm Width
3.00 ft x 3.6 ft = 11.0 ft
M.Calculate Mound Width:Upslope Berm Width(4.D)+Bed Width (2.B)+Downslope Berm Width (4.J)=ft
10.0 1 ft + 10.0 ft + 19.0 ft = 39.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)-ft
11.0 ft + 63.0 ft + F 1-1-.0--1 ft = 85.0 ft
Comments:
5. MOUND DIMENSIONS
------------ -----�--�-----
UP slo a 4.D 10.0
Cn
r
7 ,
I
I ,
Endslo a (4.L) Dispersal Bed: (2.B x 2.C) Endslo a (4.L)
;11.0 10X 63 11.0
I 1
I � ,
I ,
� � I
o
Downslope (4.J) 19.0
------------------------------------- —-------
Total Mound Length (4.N) 85.0
4"inspection pipe
18"cover on top
U sto a berm (4.D) Downslope berm 4.J) Lw 19.0
10.0
12"cover on sides
(6" topsoil)
ix Clean sand lift (4.A) (ft
2.0 Gf-'i.tt h. L; S Ui-Ht iw (1.C7
Absorption Width (3.A)
Note: 20.0
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.
OSTP Mound Materials Worksheet e-�- UNIVERSITY
Minnesota Pollution OF MINNESOTA
Control Agency
Project D: v 11.09.22
A.Calculate Bed(rock)Volume:Bed length (2.0)X Bed Width .B)X Depth =Volumeft3
0
63.0 ftX 10. jft x 1.0 = 630.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic s:
630.0 j ft' + 27 = 23.3 yd'
Add 20%for cmutrucWbility: 23.3 yd'X 1.2 = 28.0 jyd3
B. Calculate Clean Sand Volume:
Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet
1.3 ft X 10.0 ft X 63.0 ft = 819.0 ft'
For a Mound on a slope from 0-1%
Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length)
ft -1) X I I X I ft =
Volume frau Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width)
ft -1) X I X I ft =
Total Clean Sand Volume:Volume from Length+Volume from Width+Volume Under Media
ft' + ft3 + ft3 ft3
For a Mound on a slope greater than 1%
Upslope Volume:((Upslope Mound Height -1)x 3 x Bed Length)+2=cubic feet
((1 3.0 it -1) X 3.0 ft X 1 63.0 1 )-2- 189.0 ft3
Downslope Volume:((Downslope Height-1) x Downslope Absorption Width x Media Length)+2=cubic feet
(( 3.6 ft-1) x 10.0 ft x 1 63.0 )+2= 819.0 ft3
Endslope Volume:(Downslope Mound Height-t)x 3 x Media Width=cubic feet
(I 3.6 ft-I ) X 3.0 ft X 10.0 ft = 78.0 ft3
Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
189.0 ft' + 1 819.0 1 ft' + 78.0 j ft' + 819.0 lw= 1 1905.0 ft3
Divide ft'by 27 ft3/yd'to calculate cubic yards: 1905.0 ft3 27 = 70.6 yd3
Add 20%for constructability: 70.6 yd3 X 1.2 = 84.7 yd'
C.Calculate Sandy Berm Volume:
Total Berm Volume(approx):((Avg.Mound Height-0.5 ft topsoil)x Mound Width x Mound Length)+2=cubic feet
(1 3.3 0.5 )ft x 1 39.0 ftX 1 85.0 )+2- 4641.0 ft'
Total Mound Volume-Clean Sand volume-Rock Volume-cubic feet
4641.0 j ft3 - 1905.0 ft' 630.0 ft3 = 2106.0 ft3
Divide ft'by 27 ft3/yd'to calculate cubic yards: 2106.0 ft3 + 27 = 78,0 yd3
Add 20%for constructability: 78.0 yd3 x 1.2 = 93.6 yd'
D.Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft
39.0 ft X 85.0 ft X 0.5 ft = 1657.5 ft3
Divide ft'by 27 ft'/yd3 to calculate cubic yards: 1657.5 ft' + 27 = 61.4 yd3
Add 20%for constructability: 61.4 yd3 x 1.2 - 73.7 yd3
OSTP Pressure Distribution
UNIVERSITY "
Minnesota Pollution Design Worksheet OF MINNESOTA .;
Control Agency
63 jPerforations X 0.56 GPM per Perforation = 36 GPM
OSTP Pressure Distribution -�
UNIVERSITY
Minnesota Pollution Design Worksheet OF MINNESOTA
Control Agency
12. Select Type of Manifold Connection (End or Center): ❑ End ❑ center
13. Select Lateral Diameter: 2.00 in Table 11
Volume of Liquid in
14. Volume of Liquid Per Foot of Distribution Piping: 1 0.170 Gallons/ft Pipe
15. Volume of Distribution Piping = Pipe Liquid
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 14)] 1 0.045
X 61 ft X 0.170 gal/ft 31.1 Gallons 1.25 0.078 11
1.5 0.110
16. Minimum Dose=Volume of Distribution Piping(Line 15)X 4 2 0.170
3 0.380
31.1 gals X 4 = 124.4 Gallons 4 0.661
manifold pipe` --cleanouts
r pipe from pump i, Manifold pipe,`
Jean outs
$ Alternate location
• of pipe from pump
from
location
of pipe from pumd Pipe from pump
Comments/Special Design Considerations:
Logs of Soil Borings
License#810
Location or Project: 2645 Watertown Road
Borings made by: Rusty Olson's Soil and Perc testing 10/4/2012
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 1022.9_ Mottled Soil at-2.1–feet
0"-8"Dark brown loam 10yr3/2 H2O present at–X-
8"-14" Brown loam 10yr4/4
14"-26" Brown loam 10yr5/4
26"-30" Rusty brown loam 10yr6/4
Boring Number_2_Surface elevation 1022.9_ Mottled Soil at 2.0_feet
0"-6" Dark brown loam 10yr3/2 H2O present at—X—
T-14" Brown loam 10yr4/4
14"-24" Brown loam 10yr5/4
24"-30" Rusty brown loam 10yr5/4
Boring Number_3_Surface Elevation_1021.1 Mottled Soil at_1.7 feet
0"-6" Dark brown loam 10yr3/2 H2O present at—X—
T-14" Brown loam 10yr4/4
14"-20" Brown loam 10yr5/4
20"-30" Rusty brown loam 10yr6/4
Boring Number 4_Surface Elevation_1021.4_ Mottled Soil at_2.0_feet
0"-12" Dark brown sandy loam 10yr3/2 H2O present at_X
12"-24" Brown loam 10yr4/4
24"-30" Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 11:30 A.M. On10/5/12
Location: 2645 Watertown Road
Hole number: 2
Date hole was prepared: 10/04/12
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
Dark brown loam 10yr312
6"-12" Brown Loam 10yr 4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 10/04/12 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 H2O Perc Rate
12:02 12:18 6" 5.5 2.7
12:18 12:33 6" 5.5 2.7
12:36 12:51 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 11:30 A.M. On10/5/12
Location: 2645 Watertown Road
Hole number: 1
Date hole was prepared: 10/04/12
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 10yr 4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 10/04/12 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 H2O Perc Rate
12:01 12:16 6" 4.7 3.2
12:19 12:34 6" 4.6 3.3
12:35 12:50 6" 4.5 3.3
AVERAGE PERC. RATE 3.3 MPI