HomeMy WebLinkAbout2011 - Soil & Percolation Testing 2. wIllN4 ►-h Il Or.
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
September 22,2011
Arthur J.Nelson Estate.
Proposed Lot 2
Orono,Hennepin County
This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Once the house size and location are chosen this design can be completed.
The periodically saturated soils were located at 16-28 inches below grade(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.
The absorption areas do not overlap.
Use 7/32 inch perforations must be used on the laterals.
All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.A filter needs
to be installed on the second tank.Clean outs must be installed on the end of the laterals for maintenance.
A pumping chamber will need to be installed to lift the 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 a light and sound device;this is in case of a pump failure.
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
will 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 your septic system.It is recommended that you pump the
septic tanks every two years.
Sincerely,
CITY OF ORONO
SEPTIC PERMIT L EV
INSPECTOR
Joseph J.Olson DATE/U-a? -I I PERMIT NO. .,.
EJ APPROVED AS SUBMITTED
[i APPROVED WITH CORRECTIONS AS NOTED
NOT APPROVED-CORRECT&RESUBMIT
These comments are for your information. AB work shall be dot.
TISYSTEM IS DESIGNED FOR in full compliance with all applicable septic and zoning code.
Requirements including items not specifically noted in this review.
BEDROOMS. ANY INCREASE IN NUMBER KEEP THIS PLAN SET ON SITE AT ALL TIMES
OF BEDROOMS INVALIDATES THIS DESIGN.
. .
, .
.._., .
I A
N../ .
7',..
N.
/
I
---- 11) 51---, t
. i
4.r•- 0---/
-----.-.>/:
) .....
--c ! -
1 .....,,,
(---
..._
•
,...
--,
4....
(.2
I 1..
,..—../ .,_
'\
I I \
/
_.0
4.,
.......,...,..\....._...../.
CA . •lc-
-
i
'.:
....
11...,,
1
.
/
I
g,
• , -...;
i
I
•
.
•-•-\•„:"
1
/,,t,,. ,.. ...:0.....
„...-\
- (fc- .•
,
,
/,-
,
.
1' p
I
......
/ /
li
....._.
,...._
1
l
1
-...,..._.
I
I
iI1
,-..,_, -L--...............,
'-...
'-..„., .
.....
( .
1
P -
.•-•,: =, __ la: Fl 0 - -(-5
tn-ip I 'f',.• N '''.. .e..7 1 1 \-- U
Tr
—
a.... tzo c13 - 2 11
7.4 ,..... c. i:-\ F4 E b '
I
-1 t,-; 6 ---z,
,....., _ " 1
:::. ,-, --, . ,„ '-----; ;<. -- ---, ,..:'•' 1
r ...
) 0 .r... -- ,...
— „.,-.. p
,... ;7 GO T---1 . ..y,
r
'....
.s..,
. 1
• .
= •0 C, *-3; -
CD
us
..... . .._.
1i1 „
r--
....,
C.\\.
Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF MINNESOTA
Property Owner/Client: Arthur J. Nelson Estate v 11.05.31
Site Address: Proposed lot 2, Orono, MN 55356 Site A
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? Yes
Type of Soil Treatment and Dispersal Area* Type of Distribution*
Q Trenches 0 Bed 0 Mound 0 At-Grade 0 Gravity Distribution C)Pressure Distribution Level 0 Pressure Distnbution Unkvel
Q Drip Distribution 0 None-Holding Tanks Only
*Selection Required Benchmark Elev= 100 ft
System Type Benchmark Location: Test hole# 1
0 Type I ❑Type II ❑Type III 0 Type IV 0 Type V Type of Distribution Media:
Rock
D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons
2. SITE EVALUATION:
A. Depth to Limiting Layer: 22 inches 1.8 ft Elevation of Limiting Layer: 98.2 ft
B. Measured Percent Land Slope: 7.0 % 0.0
C. Soil Texture: Loam Percolation Rate: 3 Minutes per Inch
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 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
Designees 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 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 1.2 ft Berm Width (slope 0-1%) ft
Upslope Berm Width 9,9 ft Downslope Berm Width 21.5 ft Endslope Berm Width 11.6 ft
Total System Length 86 ft Total System Width 41 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
Control Agency
Pressure Distribution Summary
No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 7/32 in
Lateral Diameter 2.00 in Supply Pipe Diameter 0 in Minimum Dose Volume 0
Flow Rate 36 GPM Total Head ft Maximum Dose Volume 187.5
Holding Tanks Only
Number of Holding Tanks Total Volume of Holding Tanks gallons
High Level Alarm?
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 :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 Olson / 810 09/22/11
(Designer) (Signature) (License#) (Date)
OSTP Mound Design
UNIVERSITY
Minnesota Pollution Worksheet > 1 % Slope OF MINNESOTA
Control Agency
1. SYSTEM SIZING: v 11.05.31
A. Design Flow(Flow& Soil- 1.A) : 750 GPD Table I
MOUND CONTOUR LOADING RATES:
B. Soil Loading Rate (Flow& Soil-3.C): 0.60 GPD/ft2 measured • Toxturo-derived
Contour
Porc Rate OR mound absorption ratio Loading
C. Depth to Limiting Condition: 1.8 ft Rate:
D. Percent Land Slope: 7.0 % <_60mpi 1.0. 1.3. 2.0. 2-4. 2.6 • _12
E. Design Media Loading Rate: 1.2 GPD/ft2 61-120 OR 5.0 • 1.12
F. Mound Absorption Ratio(Table IXa): 2.00 _ 120 mpi' -5.0' - s6'
G. Design Contour Loading Rate: 12.0 GPD/ft =Systems with these values are not Type I systems.
(From Table I - 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) =ft2
If a larger dispersal media 750 GPD: 1.20 GPD/ft2 = 625 ft2
area is desired, enter size: 630 ft2
B. Calculate Dispersal Bed Width: Contour Loading Rate (1.G) :Design Media Loading Rate (1.E) = Bed Width
12.0 ft : 1.2 gpd/ft2 = 10 ft
C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A) : Bed Width (2.B) = Bed Length
630 ft2 : 10 ft = 63 ft
D. Select Dispersal Media: �]Rock
LE Other Approved 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 2.0 = 20.0 ft
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.B) =ft
20.0 ft - 10.0 ft = 10.0 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 - 1.8 ft = 1.2 ft Design Sand Lift (optional):
B. Calculate Upslope Height: Clean Sand Lift (4.A) +media depth (1 ft.) +cover (1 ft.) = Upslope Height
1.2 ft + 1.0 ft + 1.0 ft= 3.2 ft
D-34:Slope Multiplier Table
Land Slope 4 0 1 2 3 4 5 6 [ 7 8 I 9 10 II 12 13 14 15 16 17 - I8 19 20 21 22 23 24 25
Upslope 13:1 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 1.35 1.93 1.31 1.89 1.87 1.85
69113 Ratio 4:1 4.00,3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70 2.62 2.55 2.48 2.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.99 1.93
Land Slope% 0 1 2 3 4 5 6 7 8 9 ID 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
GOt7nslOpe 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 15.67 16.54 17.44
Select Upslope Berm Multiplier
C.
(based on land slope): 3.12 (figure D-34)
D. Calculate Upslope Berm Width: Multiplier (4.C)X Upslope Mound Height (4.B) = Upslope Berm Width
3.12 ft X 3.2 ft = 9.9 ft
E. Calculate Drop in Elevation Under Bed: Bed Width (2.B) X Land Slope (1.D) : 100=Drop (ft)
10.0 ft x 7.0 % : 100= 0.70 ft
F. Calculate Downslope Mound Height: Upslope Height (4.6) +Drop in Elevation (4.E) =Downslope Height
3.2 ft + 0.70 ft = 3.9 ft
G. Select Downslope Berm Multiplier
(based on land slope): 5.56 (figure D-34)
H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F) =Downslope Berm Width
5.56 x 3.9 ft = 21.5 ft
I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.B or 3.C) +4 ft. =ft
10.0 ft + 4 ft = 14.0 ft
J. Design Downslope Berm =greater of 4H and 41: 21.5 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 3.9 ft = 11.6 ft
M. Calculate Mound Width: Upslope Berm Width(4.D) +Bed Width (2.B) +Downslope Berm Width (4.J)=ft
9.9 ft + 10.0 ft + 21.5 ft = 41.4 ft
N. Calculate Mound Length: Endslope Berm Width (4.L) +Bed Length (2.C) +Endslope Berm Width (4.L)=ft
11.6 ft + 63.0 ft + 11.6 ft = 86.2 ft
0. If using a registered product, enter the Component Length: in. : 12 ft.
P. If using a registered product, enter the Component Width: in. : 12 ft.
Q. Number of Components per Row =Bed Length (2.C) divided by Component Length (4.0) (Round up)
63 =
R. Number of Rows =Bed Width (2.B) divided by Component Width (4.P) (Round up)
Adjust Contour Loading Rate on Design Summary page until this number is a whole number
S. Total Number of Components =Number of Components per Row X Number of Rows
X =
, 5. MOUND DIMENSIONS
\ \
NI- (----- ____ ,, ____, -------
Upstope (4.D) 9.9
itt ,
'
Endsto e (4.L) Dispersal Bed: (2.B x 2.C)
,, , P / fEndslope (4.L)f
1 f.6 10 x 63 (n 116
- r
-o V
c t
o t ,
Downslope (4.J) 21.5
Total Mound Length (4.N) 86.2
4" inspection pipe
18" cover on top
Upslope berm (4.D) tDownslope berm (4.J) 21.5
9.9
12" cover on sides
(6" topsoil)
1.2 Clean sand lift (4.A)
1.8 Derr& to Limit il,s-t t1,Ci
Limit HIE; Condition
Absorption Width (3.A)
,L
Note: 20.0
For 0 to 1% slopes, Absorption Width is measured from the 86,c/equally in both directions.
For slopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed.
- OSTP Mound Materials Worksheet UNIVERSITY
Minnesota Pollution OF MINNESOTA '''
Control Agency
A.Calculate Bed(rock)Volume:Bed Length (2.C)X Bed Width (2.6)X Depth =Volume (ft3) v 11.05.31
63.0 ft X 10.0 ft X 1.0 = 630.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards:
630.0 ft3 + 27 = 23.3 yd3
Add 20%for constructability: 23.33 =
yd X 1.2 28.0 yd3
B. Calculate Clean Sand Volume:
Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet
1.5 0.0 1.5 ft X 10.0 ft X 63.0 ft = 955.5 ft3
For a Mound on a slope from 0-1%
Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length)
ft -1) X X ft =
Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width)
ft -1) X ( X ft =
Total Clean Sand Volume:Volume from Length+Volume from Width+Volume Under Media
ft3 + 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
(( 3.2 ft -1) X 3.O ft X 63.0 ).2= 204.8 ft3
Downslope Volume:((Downslope Height-1)x Downslope Absorption Width x Media Length)+2=cubic feet
(( 3.9 ft-1) X 10.0 ft x 63.0 )-2= 903.0 ft3
Endslope Volume:(Downslope Mound Height-1)x 3 x Media Width =cubic feet
( 3.9 ft-1 ) X 3.0 ft X 10.0 ft = 86.0 ft3
Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
204.8 ft3 + 903.0 ft3 + 86.0 ft3 + 955.5 ft3= 2149.3 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2149.3 ft3 + 27 = 79.6 yd3
Add 20%for constructability: 79.6 yd3 X 1.2 = 95.5 yd3
C. Calculate Sandy Berm Volume: 3.5 0.0
Total Berm Volume(approx):((Avg.Mound Height-.5 ft topsoil)x Mound Width x Mound Length)+2=cu.ft.
( 3.5 _ 0.5 )ft x 41.4 ft X 86.2 ).2= 5380.0 ft3
Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet
5380.0 ft3 - 2149.3 ft3 - 630.0 ft3 = 2600.7 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2600.7 ft3 + 27 = 96.3 yd3
Add 20%for constructability: 96.3 yd3 x 1.2 = 115.63
yd
D.Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft
41.4 ft X 86.2 ft X 0.5 ft = 1783.4 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1783.4 ft3 + 27 = 66.1 yd3
Add 20%for constructability: 66.1 yd3 x 1.2 = 79.33
yd
_ OSTP Pressure Distribution :-
r 3
UNIVERSITY ,---7.1-.:,V
Minnesota Pollution
Design Worksheet OF MINNESOTA I
Control Agency ,,�
1. Select Number of Perforated Laterals in system/zone: 3 Geote�ci� ( (
`J�'.'OV'-pu ^Sya-qv -pV -W'O�
D� ��tD�►, Minimum�:►., ,�►.., s:.
(2 feet is minimum and 3 feet is maximum spacing) M�h tlperforations spaced 3apart KS cMrj 2'of rock ?J: Jkit AJS !;
11
2. Select Perforation Spacing: 3.0 ft `
3. Select Perforation Diameter Size 7/32 inch Perforation sizing:'it'to'/:
Perforation spacing:2'to 3'
4. Length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge. v 11.05.31
63 - 2ft = 61 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 = 61 ft ÷ 3 ft = 20 Spaces
6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5).
Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Check table below 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.
Maximum Number of Perforations Per Lateral to Guarantee.K10%Discharge Variation
.'.Inch Perforations 7/32 Inch Perforations
Perforation Spacing(Feet) I Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches)
1 116 11h 2 3 (Feet) t 114 11'2 2 3
2 10 13 18 30 60 2 11 16 21 34 68
21 8 12 16 28 54 21 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
' Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches) I
Perforation Spacing(Feet) I
1 115 112 2 3 (Feet) I 115 11': 2 3 I
2 12 18 26 46 87 2 21 33 44 74 149 ;
2/ 12 17 24 40 80 21 20 30 41 69 135
3 12 16 22 37 75 3 20 29 38 64 128
7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of
Perforated Laterals (Line 1).
21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf.
8. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft 2 per perforation. Perforation Discharge 10°14)
,
,"'
Does not apply to At-Grades H.0aw(ft) ,,r J,,. "°'""""
. 'at ,%
Bed Area = Bed Width (ft)X Bed Length(ft) ,.o• 0.18 0.41 0.56 0.74
1.5 0.22 0.51 0.69 0.9
10 ft X 63 ft = 630 ft2 2.0° 0.26 0.59 0.80 1.06
2.5 0.29 0.65 0.89 1.17
3.0 0.32 0.72 0.98 1.28
Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 4.0 0.37 0.83 1.13 1.47
5.0` 0.41 0.93 1.26 1.65
with
630 ft2 63 perforations = 10.0 ft2/perforations 'foot Perforations 3/16 inch to 11a inch
Dwellings with 118 inch perforations
2 feet Other establishments and 1r5T5 with 3/16
9. Select Minimum Average Head: 1.0 ft inch to 1/4 Inch perforations
5 feet Other establishments and hr5T5 with 1/8 inch
perforations
10. Select Perforation Discharge (GPM)based on Table III: 0.56 GPM per Perforation
11. Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10).
63 Perforations X 0.56 GPM per Perforation = 36 GPM
OSTP Pressure Distribution
Minnesota.Pollution UNIVERSITY .
Control Agency Design Worksheet OF MINNESOTA ,\ ;
12. Select Type of Manifold Connection (End or Center): LJ End ❑ Center
13. Select Lateral Diameter: 2.00 in Table II
Volume of Liquid in
14. Volume of Liquid Per Foot of Distribution Piping: 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
3 X 61 ft X 0.170 gal/ft = 31.1 Gallons 1.25 0.078
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
- cleanouts -- -----_ manifold pipe`
i
/ low
Manifold pipe, i
""-
`31 pipe from pump
lean outs
.1r. Alternate location
of pipe from pump 0
•
alternate location
Pipe from pump of pipe from pump
OSTP Design Summary Worksheet UNIVERSITY
Minnesota Pollution OF MINNESOTA
Control Agency a �-
v 11.05.31
Property Owner/Client: Arthur J. Nelson Estate
Site Address: Proposed lot 2, Orono, MN 55356 Site B
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? Yes
Type of Sal Treatment and Dispersal Areas Type of Distribution*
0 Trenches C Bed 0 Mound 0 At-Grade 0 Gravity Distribution *Pressure Distribution-Level 0 Pressure Distribution-Unlevel
0 Drip Distribution 0 None-Holding Tanks Only
Selection Required Benchmark Elev= 100 ft
System Type Benchmark Location: Test hole# 1
Ey Type I E Type II ElType III F Type IV E_Type V Type of Distribution Media:
Rock
D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons
2. SITE EVALUATION:
A. Depth to Limiting Layer: 16 inches 1.3 ft Elevation of Limiting Layer: 98.2 ft
B. Measured Percent Land Slope: 7.0 % 0.0
C. Soil Texture: Loam Percolation Rate: 3 Minutes per Inch
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E. Contour Loading Rate 12.0 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
Designer's Max Trench Depth in
Bed Design Summary
Absorption Area ft2 Media Below Pipe in Bed Length ft
Bed Width ft Maximum Bed Depth in Designer's Max Bed Depth 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 1.7 ft Berm Width (slope 0-1%) ft
Upslope Berm Width 11.8 ft Downslope Berm Width 23.0 ft Endslope Berm Width 13.1 ft
Total System Length 89 ft Total System Width 45 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 .—.
Control Agency OF MINNESOTA ,___., y,s'N
Pressure Distribution Summary
No.of Perforated Laterals 3 Perforation Spacing 3 ft Perforation Diameter 7/32 in
Lateral Diameter 2.00 in Supply Pipe Diameter 0 in Minimum Dose Volume 0
Flow Rate 36 GPM Total Head ft Maximum Dose Volume 187.5
Holding Tanks Only
Number of Holding Tanks Total Volume of Holding Tanks gallons
High Levet Alarm?
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
Fgpd X mg/L X 8.35: 1,000,000= lbs BOD/day
Calculate System Organic Loading: lbs. BOD/day :Bottom Area =lbs/day/ft2
Flbs/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 taws.
Joseph J Olson 810 09/22/11
(Designer) (Signature) (License#) (Date)
OSTP Mound Design
UNIVERSITY
Minnesota Pollution � ---:
Control Agency Worksheet > 1% Slope OF MINNESOTA ,
1. SYSTEM SIZING: v 11.05.31
A. Design Flow(Flow&Soil- 1.A) : 750 GPD Table i
MOUND CONTOUR LOADING RATES:
B. Soil Loading Rate(Flow&Soil-3.C): 0.60 GPD/ft2 Measured Texture-derived
Contour
Parc Rate OR mound absorption ratio Loading
C. Depth to Limiting Condition: 1.3 ft Rate:
D. Percent Land Slope: 7.0 % s 60mpt 1.0, 1.3.2.0,2.4,2.6 • 12
E. Design Media Loading Rate: 1.2 GPD/ft2 61-120 OR 5.0 • t12
F. Mound Absorption Ratio(Table IXa): 2.00 120 n,pr >5.0• -6
G. Design Contour Loading Rate: 12.0 GPD/ft
*Systems with these values are not Type I systems.
(From Table I -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)=ft2
If a larger dispersal media 750 GPD 1.20 GPD/ft2 = 625 ft2
area is desired,enter size: 630 ft2
B. Calculate Dispersal Bed Width: Contour Loading Rate (1.G)+Design Media Loading Rate (1.E)=Bed Width
12.0 ft : 1.2 gpd/ft2 = 10 ft
C. Calculate Dispersal Bed Length: Dispersal Bed Area (2.A) +Bed Width (2.B)=Bed Length
630 ft2 _ 10 ft = 63 ft
D. Select Dispersal Media: El Rock
0 Other Approved 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 2.0 = 20.0 ft
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.B)=ft
20.0 ft - 10.0 ft = 10.0 ft
Comments:
Slope, CLR Choice,Material issues
7
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 Design Sand Lift (optional):
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
3-34:Slope Multiplier Table
Land Slope% 0 1 2 3 1 4 5 6 7 L8 1 9 10 II 12 J 13 I4 ' 15 16 17 18 19 20 21 22 23 24 25
1.113510pe 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
, Bel ni Ratio 4:1 4.00 3.85 3.70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 2.86 2.78 2.70 2.62 2.55 2.48 7.41 2.35 2.29 2.23 2.18 2.13 2.08 2.03 1.98 1.93
Land Slope% 0 i i 2 3 4 5 6 7 8 1 9 10 11 12 13 14 15 16 37 18 39 20 21 22 23 24 25
DOYln51ope 3:1 3.0C 3.09 33.19 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 3.93 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 15.67 16.54 17.44
C Select Upslope Berm Multiplier
(based on land slope): 3.23 (figure D-34)
D. Calculate Upslope Berm Width: Multiplier (4.C)X Upslope Mound Height (4.B) = Upslope Berm Width
3.23 ft X 3.7 ft = 11.8 ft
E. Calculate Drop in Elevation Under Bed: Bed Width (2.B) X Land Slope (1.D): 100=Drop (ft)
10.0 ft X 7.0 % : 100= 0.70 ft
F. Calculate Downslope Mound Height: Upslope Height (4.B) +Drop in Elevation (4.E) =Downslope Height
3.7 ft + 0.70 ft = 4.4 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 x 4.4 ft = 23.0 ft
I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width (3.B or 3.C) +4 ft. =ft
10.0 ft + 4 ft = 14.0 ft
J. Design Downslope Berm =greater of 4H and 41: 23.0 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 4.4 ft = 13.1 ft
M. Calculate Mound Width: Upslope Berm Width(4.D) +Bed Width (2.B)+Downslope Berm Width (4.J)=ft
11.8 ft + 10.0 ft + 23.0 ft = 44.8 ft
1
N. Calculate Mound Length: Endslope Berm Width (4.L) +Bed Length (2.C) +Endslope Berm Width (4.L) =ft
13.1 ft + 63.0 ft + 13.1 ft = 89.2 ft
0. If using a registered product, enter the Component Length: in. : 12 ft.
P. If using a registered product, enter the Component Width: in. 12 ft.
Q. Number of Components per Row = Bed Length (2.C)divided by Component Length (4.0) (Round up)
63 =
R. Number of Rows =Bed Width (2.B) divided by Component Width (4.P) (Round up)
Adjust Contour Loading Rate on Design Summary page until this number is a whole number
S. Total Number of Components =Number of Components per Row X Number of Rows
X =
5. MOUND DIMENSIONS
\ \
cor .____ ,„ ___. -------
Upslope (4.D) 11.8
v
�Endsl_o�pe (4.L� DDispersal Bed: (2.B x 2.C) �Endslope_(4_L),/
0
11.1 131 10 x 63
-c V
C i i
o
,
Downstope (4.J) 23.0
\ ••••....__ \ ....//)
Total Mound Length (4.N) 89.2 f
4" inspection pipe
18" cover on top
Upslope berm (4.D) r Downslope berm (4.J) 23.0
11.8
m.11111111 12" cover on sides
(6" topsoil)
.7 l Clean sand lift (4.A)
1.3 D. pti; to Liniiln €1.0 ..►.
imitins Condition
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 upstope edge of the Bed.
OSTP Mound Materials Worksheet UNIVERSITY
Minnesota Pollution OF MINNESOTA
Control Agency
A.Calculate Bed(rock)Volume:Bed Length (2.C)X Bed Width (2.B)X Depth =Volume (ft3) v 11.05.31
63.0 ft X 10.0 ft X 1.0 = 630.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards:
630.0 ft3 + 27 = 23.3 yd3
Add 20%for constructability: 23.3 yd3 X 1.2 = 28.0 yd3
B. Calculate Clean Sand Volume:
Volume Under Rock bed:Average Sand Depth x Media Width x Media Length =cubic feet
2.0 0.0 2.0 ft X 10.0 ft X 63.0 ft = 1270.5 ft3
For a Mound on a slope from 0-1%
Volume from Length=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Length)
ft -1) X X ft =
Volume from Width=((Upslope Mound Height-1)X Absorption Width Beyond Bed X Media Bed Width)
Ift -1) x X ft =
Total Clean Sand Volume:Volume from Length+Volume from Width+Volume Under Media
ft3 + 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
(( 3.7 ft -1) X 3.Oft X 63.0 )+2= 252.0 ft3
Downslope Volume:((Downslope Height-1)x Downslope Absorption Width x Media Length)+2=cubic feet
(( 4.4 ft-1) X 10.0 ftX 63.0 )+2= 1060.5 ft3
Endslope Volume:(Downslope Mound Height-1) x 3 x Media Width =cubic feet
( 4.4 ft-1 ) X 3.0 ft X 10.0 ft = 101.0 ft3
Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
252.0 ft3 + 1060.5 ft3 + 101.0 ft3 + 1270.5 ft3= 2684.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2684.0 ft3 + 27 = 99.4 yd3
Add 20%for constructability: 99.4 yd3 X 1.2 = 119.3 yd3
C. Calculate Sandy Berm Volume: 4.0 0.0
Total Berm Volume(approx):((Avg.Mound Height-.5 ft topsoil)x Mound Width x Mound Length)+2=cu.ft.
( 4.0 - 0.5 )ft X 44.8 ft X 89.2 )+2= 7028.5 ft3
Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet
7028.5 ft3 - 2684.0 ft3 - 630.0 ft3 = 3714.5 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 3714.5 ft3 + 27 = 137.6 yd3
Add 20%for constructability: 137.6 yd3 x 1.2 = 165.1 yd3
D.Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft
44.8 ftX 89.2 ft X 0.5 ft = 1998.6 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1998.6 ft3 + 27 = 74.0 yd3
Add 20%for constructability: 74.0 yd3 x 1.2 = 88.8 yd3
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution Design Worksheet OF MINNESOTA „ _. '
Control Agency �!a -
1. Select Number of Perforated Laterals in system/zone: 3 �Jy ceote>mle I
�!J ° MM EC►.r Minimum�O .►;i►°at
(2 feet is minimum and 3 feet is maximum spacing) Q!,�G'/< perforations spaced 3'apart -1-ed 2'of rock S., x
2. Select Perforation Spacing: 3.0 ftp.,
Zi ♦! _• a !.. ►it r l► 9 of r9ck i a~►.J-,*„. ...,.1-,J ♦ �. ..�: 'o
3. Select Perforation Diameter Size 7/32 inch perforation sizing:'A"to'/:
Perforation spacing:r to 3•
4. Length of Laterals =Media Bed Length-2 Feet. Perforation can not be closer then 1 foot from edge. v 11.05.31
63 - 2ft = 61 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 = 61 ft 3 ft = 20 Spaces
6. Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 5).
Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Check table below 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.
Maximum Number of Perforations Per Lateral to Guarantee r1096 Discharge Variation •
'/a inch Perforations 7132 Inch Perforations 1
Perforation Spacing(Feet) Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(inches) 1
1 116 1% 2 3 (Feet) 1 156 112 2 3
2 10 13 18 30 60 2 11 16 21 34 68
21"- 8 12 16 28 54 21' 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
Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches)
Perforation Spacing(Feet)
1 116 11: 2 3 (Feet) 1 156 lis 2 3
2 12 18 26 46 87 2 21 33 44 74149
216 12 17 24 40 80 2st 20 30 41 69 135
3 12 16 22 37 75 3 20 29 38 64 128
7. Total Number of Perforations equals the Number of Perforations per Lateral (Line 6)multiplied by the Number of
Perforated Laterals (Line 1).
21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf.
8. Calculate the Square Feet per Perforation. Recommended value is 4-10 ft 2 per perforation. Perforation Discharge(GPM)
Does nota i to At-Grades Perforation Diameter
apply Head 00 1,, /, /1,
Bed Area = Bed Width(ft)X Bed Length(ft) ,.w o..,e 0 0.56 0.74
1.5 022 0..,.51 0.69 0.9
10 ft x 63 ft = 630 ft2 2.0" 0.26 0.59 0.8a 1.04
2.5 0.29 0.65 0.89 1.17
3.0 0.32 0.72 0.98 1.28
Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 4.0 0.37 0.83 1.13 1.47
5.0' 0.4, 0.93 1.26 1.65
Dwellings
630 ft2 63 perforations = 10.0 ft2/perforations 'foot
perfora ns[h 3/16 inch to I/4 inch
Dwellings with 1/8 huh perforations
2 feet Other establishments and MSTS with 3/16
9. Select Minimum Average Head: 1.0 ft inch to 1/4 inch perforations
5 reel Other establishments and MST5 with 1/8 inch
perforations
10. Select Perforation Discharge (GPM)based on Table III: 0.56 GPM per Perforation
11. Determine required Flow Rate by multiplying the Total Number of Perforations (Line 7)by the Perforation Discharge (Line 10).
63 Perforations X 0.56 GPM per Perforation = 36 GPM
OSTP Pressure Distribution
UNIVERSITY ' , y
Minnesota Pollution Design Worksheet �
OF MINNESOTA
Control Agency
��a
12. Select Type of Manifold Connection (End or Center): [ End 7 Center
13. Select Lateral Diameter: 2.00 in Table Il
Volume of Liquid in
14. Volume of Liquid Per Foot of Distribution Piping: 0.170 Gallons/ft Pipe
Pipe Liquid
15. 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 14)] 1 0.045
1.25 0.078
3 X 61 ft X 0.170 gal/ft = 31.1 Gallons 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
Cleanouts -_ manifold pipe s
III/ f 2.
/� Manifold pipe
.001 � pipe from pump
o.. :lean outs a .1 `
_..�� Alternate locationiii1.00
�. ` of pipe from pump alternate
nate location
Pipe from pump LIO. of pipe from pump
Logs of Soil Borings
License#810
Location or Project: Arthur J Nelson Proposed Lot 2
Borings made by: Rusty Olson's Soil and Perc testing 9/19/2011
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 100.0_ Mottled Soil at_1.8_feet
0"-8" Dark brown loam 10yr3/2 H2O present at_X_
8"-16" Brown loam 10yr4/4
16"-22" Brown loam 10yr5/4
22"-32" Rusty brown loam 10yr5/4
Boring Number_2_Surface elevation_100.0_ Mottled Soil at_2.3_feet
0"-14" Dark brown loam 10yr3/2 H2O present at_X_
14"-18" Brown loam 10yr4/4
18"-28" Brown loam 10yr5/4
28"-36" Rusty brown loam 10yr5/4
Boring Number_3_Surface Elevation 103.1 Mottled Soil at_1.3 feet
0"-6" Dark brown loam 10yr3/2 H2O present at_X_
6"-16" Brown loam 10yr4/4
16"-30" Rusty brown loam 10yr5/4
Boring Number 4_ Surface elevation_103.1_ Mottled Soil at_1.5 feet
0"-8" Dark brown loam 10yr3/2 H2O present at_X
8"-18" Brown loam 10yr4/4
18"-30" Rusty brown loam 10yr5/4
Boring Number 5_Surface elevation_98.5_ Mottled Soil at_2.3_feet
0"-14" Dark brown loam 10yr3/2 H2O present at_X
14"-18" Brown loam 10yr4/4
18"-28" Brown loam 10yr5/4
28"-36" Rusty brown loam 10yr5/4
Boring Number 6_Surface elevation_103.1_ Mottled Soil at_1.5_feet
0"-8" Dark brown loam 10yr3/2 H2O present at_X_
8"-18" Brown loam 10yr4/4
18"-30" Rusty brown loam 10yr5/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11
Location: Arthur J. Nelson Estate: Proposed lot 2
Hole number: 1
Date hole was prepared 9/19/11
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 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/19/11 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
1:11 1:26 6" 4.1 3.6
1:33 1:48 6" 4.0 3.7
1:57 2:12 6" 4.0 3.7
AVERAGE PERC. RATE 3.7 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11
Location: Arthur J. Nelson Estate: Proposed lot 2
Hole number: 2
Date hole was prepared 9/19/11
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 of initial water filling 9/19/11 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
1:12 1:27 6" 5.5 2.7
1:32 1:47 6" 5.5 2.7
1:58 2:13 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 1:00 P.M. On 9/20/11
Location: Arthur J. Nelson Estate: Proposed lot 2
Hole number: 3
Date hole was prepared 9/19/11
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 10yr4/2
6"-12" Brown loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/19/11 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
1:13 1:28 6" 4.5 P9 .3._i
1:31 1:46 6" 4.3 40
1:59 2:14 6" 4.2 44 ,3
AVERAGE PERC. RATE A 3,w MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 1:00 P.M. On 9/20/11
Location: Arthur J. Nelson Estate: Proposed lot 2
Hole number: 4
Date hole was prepared 9/19/11
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 10yr312
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 9/19/11 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
1:14 1:29 6" 3.8 3.9
1:30 1:45 6" 3.7 4.0
2:00 2:15 6" 3.7 4.0
AVERAGE PERC. RATE 4.0 MPI