HomeMy WebLinkAbout07-24-12 Soil & Percolation Testing 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
July 24,2012
John Lein
Proposed lot 1 2700 6"'Ave N
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, location and septic primary and future sites are chosen this design can be
completed.There may be more sites available.
The periodically saturated soils were located at 14-22 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 4 MPI.
A pumping chamber will need to be installed to lift the effluent to the treatment area. The power
supply and switches must be located outside the 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.
Use 7/32 inch perforations on the laterals.
Keep all heavy equipment off of the proposed treatment areas before and after
construction.The treatment area must be fenced off before construction begins.This Design
is not valid& the System 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 tank s every two years.
Sincerely,
�/� Joseph J. Olson
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OSTP Design Summary Worksheet UNIVERSITY
Minnesota Pollution OF MINNESOTA
Control Agency �--
v 11.09.22
Property Owner/Client: John Lein Project ID:
Site Address: 2700 6th Ave N Orono MN Proposed lot 1 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 Et Alarm? No
— Type of Soil Treatment and Dispersal Area* Type of Distribution*
0 Trenches 0 Bed 0 Mound 0 At-Grade
{I� 0 Gravity Distribution 0 Pressure Distribution-Level 0 Pressure Distribution-Unlevel
O Drip Distrib. 0 Holding Tank 0 Othe
Selection Required Benchmark Elev= 1014.8 ft
System Type Benchmark Location: spike in fence post
f Type I El Type II 1-1Type III D Type IV j!!Type V Type of Distribution Media:
Rock
D. Pump Tank i Capacity: Gallons Pump Tank 2 Capacity: Gallons
2. SITE EVALUATION:
A. Depth to Limiting Layer: 14 inches 1.2 ft Elevation &Location of Limiting Layer: 996.3 ft
B. Measured Percent Land Slope: 7.0 % 0.0 Location: Shoulder
C. Soil Texture: Loam Perc Rate: 4 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 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 1.8 ft Berm Width (slope 0-1%) ft
Upslope Berm Width 13.0 ft Downslope Berm Width 25.0 ft Endslope Berm Width 14.0 ft
Total System Length 91 ft Total System Width 48 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 'y,
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 0.00 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. 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= 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 to-Accordance with all applicable ordinances,rules and laws.
Joseph J Olson 810 07/23/12
• (Designer) J (Signature) (License#) (Date)
- OSTP Mound Design Worksheet
UNIVERSITY
Minnesota Pollution
Control Agency >1% Slope OF MINNESOTA ,,, �,r
1. SYSTEM SIZING: Project ID: v 11.09.22
A. Design Flow(Flow&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: 1.2 ft Treatment Level C Treatment Level A,A-2,8,
1 Absorption Absorption
D. Percent Land Slope: 7.0 % Percolation Rate Area Loading Mound Area Loading Mound
(MPI) Rate Absorption Rate Absorption
E. Design Media Loading Rate: 1.2 GPD/ft2 (sprint') Ratio (gpd/ft') Ratio
F. Mound Absorption Ratio(Table IXa): 2.00 >01 - 1 - 1
G. Design Contour Loading Rate: 12.0 GPD/ft !0.1 to 5 1.2 1 1.6 1
;0.1 to 5(fine sand 0.6 2 1 1.6
Table I :and loamy fine sand)
MOUND CONTOUR LOADING RATES: 16 to 15 0.78 1.5 1 1.6
Measured Toxturo-derived Contour 16 to 30 0.6 2 0.78 2
Per,:Rate OR mound absorption ratio Loading 31 to 45 0.5 2.4 0.78 2
Rate:
:46 to 60 0.45 2.6 0.6 2.6
s 601-nai 1.0, 1.3.2.0.2.4.2.6 • :12
'x.61 to 120 - 5 0.3 5.3
61-120 repi OR 5.0 • _12 >120 - - - -
120 mpi- .5.0- • c6' 'Systems with these values are not Type I systems. Contour Loading Rate(linear
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 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 ft : 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: rock
E. If using a registered product,enter the Component Length: in: 12 = ft
F. If using a registered product,enter the Component Width: in: 12 = ft
G.Number of Components per Row =Bed Length (2.C)divided by Component Length (4.J) (Round up)
ft = ft= components/row
H. Number of Rows =Bed Width (2.6)divided by Component Width (4.K) (Round up) Note:CLR of 10.3
gal/ft results in 9 foot
Adjust Contour Loading Rate on Design Summary page until this number is a whole number wide bed.
ft: ft= rows
I. Total Number of Components =Number of Components per Row X Number of Rows
X = components
3. ABSORPTION AREA SIZING
Note:Mound setbacks are measured from the Absorption Area.
A. Calculate Absorption Width:Bed Width (2.6)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 upstope edge of the Bed.
Calculate Downslope Absorption Width:Absorption Width (3.A)-Bed Width (2.6)=ft
20.0 ft - 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 - 1.2 ft = 1.8 ft Design Sand Lift(optional): 1.8
B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upslope Height
1.8 ft + 1.0 ft + 1.0 ft= 3.8 ft
D-34:Slope Multiplier Table
Land Slope% 0 I 2 3 4 5 ( 6 7 8 9 10 a 12 13 14 15 16 17 18 19 20 21 22 23 24 1 25
Upslope 13:1 3.00 2.9l2.83 2.75 2,68 2.6112.54 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
1 Berri Ratio 4:1 4.00 3.85 3.70 3.57 3.45 3.3313.23 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 1.98 1.93
1 Land Slope% 0 i 2 3 4 5 1 6 7 8 9 j 10 11 12 13 1 14 15 16 IT 18 19 20 21 22 23 24 25
Downslope 13:1 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
B�wm Ratio 14:1 4.00 4.17 4.35 4.54 4.76 5.00 5.2615.56 5.88 6.25 6,67 7.14 7.698.29 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 (4.6)=Upslope Berm Width
3.23 ft X 3.8 ft = 13.0 ft
E. Calculate Drop in Elevation Under Bed:Bed Width (2.B) X Land Slope (1.D)=100=Drop (ft)
10.0 ft x 7.0 % : 100= 0.70 ft
F. Calculate Downslope Mound Height:Upslope Height (4.6)+Drop in Elevation (4.E)=Downslope Height
3.8 ft + 0.70 ft = 4.5 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 4.5 ft = 25.0 ft
I. Calculate Minimum Berm to Cover Absorption Area:Downslope Absorption Width (3.6 or 3.C)+4 ft. =ft
10.0 ft + 4 ft = 14.0 ft
J. Design Downslope Berm =greater of 4H and 41: 25.0 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 4.5 ft = 14.0 ft
M.Calculate Mound Width: Upslope Berm Width(4.D)+Bed Width (2.6)+Downslope Berm Width (4.J)=ft
13.0 ft + 10.0 ft + 25.0 ft = 48.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft
14.0 ft + 63.0 ft + 14.0 ft = 91.0 ft
Comments:
5. MOUND DIMENSIONS
(---
__ ___,, ____, -------
o Upslope (4.D) 13.0
1-
I
Dispersal Bed: (2.B x 2.C) B
Endslope (4.L), pEndslope (4.L)f
c 14.0 , en 10x 63 14.0
1
1
r L.)
C
O
Downstope (4.J) 25.0
0
I—
Total Mound Length (4.N) 91.0
4" inspection pipe
18" cover on top
Upslope berm (4.D) Downslope berm (4.J) 25.0
13.0
12"cover on sides
(6" topsoil)
1.8 Clean sand lift (4.A) (ft
12 fI' \ _►
Absorption Width (3.A)
Note: 20.0
For 0 to 1% slopes. Absorption Width is measured from the Sec/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
Project ID: v 11.09.22
A. Calculate Bed (rock)Volume:Bed Length (2.C)X Bed Width (2.B)X Depth =Volume (ft3)
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
2.2 ft X 10.0 ft x 63.0 ft = 1375.5 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
(( 3.8 ft -1) X 3.0 ft X 63.0 )r 2= 267.8 ft3
Downslope Volume:((Downslope Height-1) x Downslope Absorption Width x Media Length)-2=cubic feet
(( 4.5 ft-1) X 10.0 ft X 63.0 )+2= 1113.0 ft3
Endslope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet
( 4.5 ft-1 ) X 3.0 ft X 10.0 ft = 106.0 ft3
Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
267.8 ft3 + 1113.0 ft3 + 106.0 ft3 + 1375.5 ft3= 2862.3 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2862.3 ft3 + 27 = 106.0 yd3
Add 20%for constructability: 106.0 yd3 X 1.2 = 127.2 yd3
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
( 4.2 _ 0.5 )ft x 48.0 ft x 91.0 )T 2= 8044.4 ft3
Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet
8044.4 ft3 - 2862.3 ft3 - 630.0 ft3 = 4552.2 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 4552.2 ft3 + 27 = 168.6 yd3
Add 20%for constructability: 168.6 yd3 x 1.2 = 202.3 yd3
D. Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft
48.0 ft X 91.0 ft X 0.5 ft = 2184.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2184.0 ft3 + 27 = 80.9 yd3
Add 20%for constructability: 80.9 yd3 x 1.2 = 97.1 yd3
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution Design Worksheet OF MINNESOTA
Control Agency _,,' --::7.--...„.,\_'
Project ID: v 11.09.22
1. Select Number of Perforated Laterals in system/zone: 3
(2 feet is minimum and 3 feet is maximum spacing)
r
2. Select Perforation Spacing: 3.0 ft '' 2 5 " ""
'!.-p�rlar:J ianti sp:,c,•J 3':rp.at 1`2"of rack -� / 1 L" -
3. Select Perforation Diameter Size 7/32 in - - //
tof rock
4. Length of Laterals =Media Bed Length-2 Feet. Perforation ci/in0:'1."to'1," Perforation spacing:2'to 3'
63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge.
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<10%Discharge Variation
V,Inch Perforations 7/32 Inch Perforations
Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches)
Perforation Spacing(Feet)
1 114 llt 2 3 (Feet) I 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 1 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)
1 114 11'1 2 3 (Feet) 1 114 11': 2 3
2 12 18 26 46 87 2 21 33 44 74 149
211 12 _ 17 24 40 80 21,t 20 30 41 69 135
3 12 16 f 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(DEMI)
Perforation Diameter
Does not apply to At-Grades Head(ft) ,, ',, r,1i '.
Bed Area = Bed Width(ft)X Bed Length (ft)
15' 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 1-04
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` 0.41 0.93 1.26 1.65
630 ft2 - 63 perforations = 10.0 ft2/perforations fent eorati w th 3/16 inch to J4 incherforat with
Dwellings with 1/8 inch perforations
2 fee: Other establishments and MSTS with 3/16
9. Select Minimum Average Head: 1.0 ft inch to 114 inch perforations
5(eel )Other establishments and MSTS 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).
• OSTP Pressure Distribution
UNIVERSITY r
Min et sota of Agency n Design Worksheet OF MINNESOTA ` ,.\
63 Perforations X 0.56 _GPM per Perforation = 36 J GPM
OSTP Pressure Distribution
UNIVERSITY •'
Minnesota Pollution Design Worksheet OF MINNESOTA r._ .��',
Control Agency
12. Select Type of Manifold Connection (End or Center): l 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
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
manifold pipe\ _-Cleanouts -- --_
J/
/ Manifold pipe J
pipe from pump
/
Lio. 4114%
:lean outs V
` i�' Alternate location
•• ` of pipe from pump
•
V alternate location
of pipe from pump Pipe from pump
Comments/Special Design Considerations:
Minnesota Pollution OSTP Design Summary Worksheet UNIVERSITY
OF MINNESOTA
Control Agency ,;
Property Owner/Client: John Lein Project ID: v 11.09.22
Site Address: 2700 6th Ave N Orono MN Proposed lot 1 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
foctor.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 Treatment and Dispersal Area* Type of Distribution*
Q Trenches Q Bed @ Mound Q At-GradeQ Gravity Distribution Q Pressure Distribution-Level Q Pressure Distribution-Unlevel
Q Drip Distrib. Q Holding Tank 0 Othel:
*Selection Required Benchmark Elev= 1014.8 ft
System Type Benchmark Location: spike in fence post
[]Type I C Type II C Type III fl]Type IV C 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 &Location of Limiting Layer: 999.3 ft
B. Measured Percent Land Slope: 8.0 % 0.0 Location: Shoulder
C. Soil Texture: Loam Perc Rate: 4 MPI
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E. Contour Loading Rate 12.0 Gal/ft
3. DESIGN SUMMARY
Trench Design Summary
Dispersal Area ft2 Sidewall Depth in Trench Width in
Total Lineal Feet ft Number of Trenches 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 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 10.0 ft Downslope Berm Width 23.0 ft Endslope Berm Width 12.0 ft
Total System Length 87 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 7/32 in
Lateral Diameter 2.00 in Supply Pipe Diameter 0.00 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. 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= 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 . --p. 810 07/23/12
(Designer) .// (Signature) (License#) (Date)
OSTP Mound Design Worksheet
UNIVERSITY '
Minnesota Pollution >1% Slope OF MINNESOTA '
Control Agency ✓ =4'
1. SYSTEM SIZING: Project ID: v 11.09.22
A. Design Flow(Flow Et Soil- 1.A): 750 GPD ' TABLE IXa
B. Soil Loading Rate(Flow Et 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: 1.8 ft Treatment Level C Treatment Level A,A-2,B,
i
D. Percent Land Slope: 8.0 % Absorption
Loading
Absorption
Percolation Rate hound Mound
(MPI) Area Loading Absorption Area Loading Absorption
Rate Rate
E. Design Media Loading Rate: 1.2 GPD/ft2 (swim) Ratio (gOft,) Ratio
F. Mound Absorption Ratio(Table IXa): 2.00 <01 - 1 - 1
!0.1 to 5 1.2 1 1.6 1
G.Design Contour Loading Rate: 12.0 GPD/ft !01 to 5(fine sand
Table t land loamy fine sand) 0-6 2 1 1.6
MOUND CONTOUR LOADING RATES: '6 to 15 0.78 1.5 1 1.6
Moasured Toxturo-dorivod Contour .16 to 30 0.6 2 0.78 2
Port Rate OR mound absorption ratio LoSRg ,31 to 45 0.5 2.4 0.78 2
Roto:
146 to 60 0.45 2.6 0.6 2.6
s 60mpi 1.0, 1.3.2.0.2.4.2.6 .12
161 to120 - 5 0.3 5.3
61-120 mpi OR 5.0 - .-..12 ,>120 - - -
120 moi' -5.0' 6' 'Systems with these values are not Type I systems. Contour Loading Rate(linear
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 area 750 GPD+ 1.20 GPD/ft2 = 625 ft2
is desired,enter size:
ft2
B. Calculate Dispersal Bed Width:Contour Loading Rate (1.G)a 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
625 ft2 : 10 ft = 63 ft
D. Select Dispersal Media: rock
E. If using a registered product,enter the Component Length: in: 12 = ft
F. If using a registered product,enter the Component Width: in: 12 = ft
G. Number of Components per Row =Bed Length (2.C)divided by Component Length (4.J) (Round up)
ft : ft= components/row
H. Number of Rows =Bed Width (2.B)divided by Component Width (4.K) (Round up) Note:CLR of 10.3
gal/ft results in 9 foot
Adjust Contour Loading Rate on Design Summary page until this number is a whole number wide bed.
ft: ft= rows
I. Total Number of Components =Number of Components per Row X Number of Rows
X = 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 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 (2.6)=ft
20.0 ft - 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 - 1.8 ft = 1.2 ft Design Sand Lift(optional): 1.2
B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth (1 ft.)+cover (1 ft.)=Upsiope Height
1.2 ft + 1.0 ft + 1.0 ft= 3.2 ft
0-34:Slope Multiplier Table
Land Slope a 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ¶7 18 19 20 21 22 23 24 25
Up61ope 13:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 2.36 2.31 2.24 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
( Barn Ratio 14:1 4.00 3.85 3.70 3.57 3.45 3.3313.23 3.12 3.03 2.94 2.86 2.78 2.70 2.62 2.55 2.48 2.41 2.35 2.29 2,13 2.18 2.13 2.08 2.03 1.98 1.93
Land Slope`b 0 1 2 3 4 5 1 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 12 1 23 24 25
Downslope '3:1 3.00 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 8.93 9.46 10.02
BonroRatio ,4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56 5.88 6.25 6,6717. 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 Upsiope Berm Multiplier
(based on land slope): 3.12 (figure D-34)
D. Calculate Upslope Berm Width:Multiplier (4.C)X Upslope Mound Height (4.B)=Upsiope Berm Width
3.12 ft x 3.2 ft = 10.0 ft
E. Calculate Drop in Elevation Under Bed:Bed Width (2.6) X Land Slope (1.D):100=Drop (ft)
10.0 ft X 8.0 % = 100= 0.80 ft
F. Calculate Downslope Mound Height:Upslope Height (4.B)+Drop in Elevation (4.E)=Downslope Height
3.2 ft + 0.80 ft = 4.0 ft
Select Downslope Berm Multiplier
G. (based on land slope): 5.88 (figure D-34)
H. Calculate Downslope Berm Width:Multiplier (4.G)X Downslope Height (4.F)=Downslope Berm Width
5.88 x 4.0 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 4.0 ft = 12.0 ft
M.Calculate Mound Width: Upsiope Berm Width(4.D)+Bed Width (2.6)+Downslope Berm Width (4.J)=ft
10.0 ft + 10.0 ft + 23.0 ft = 43.0 ft
N. Calculate Mound Length:Endslope Berm Width (4.L)+Bed Length (2.C)+Endslope Berm Width (4.L)=ft
12.0 ft + 63.0 ft + 12.0 ft = 87.0 ft
Comments:
5. MOUND DIMENSIONS
o
Upslope (4.D) 10.0
Dispersal Bed: (2.B x 2.C}
1Endslope (4.0, �Endstope (4.
12.0 10X 63 en
un 12.0
cri
lJ
IDC
C
O
Downslope (4.J) 23.0
Total Mound Length (4.N) 87.0
4"inspection pipe
18" cover on top
Upstope berm (4.D) Downslope berm (4.J) 23.0
•
•10.0 •e 12" cover on sides
(6" topsoil1
1.2 iClean sand lift (4.A) (ft
1.8 lir. , :1.C,
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 UNIVERSITY
Minnesota Pollution OF MINNESOTA "-
Control Agency ��
Project ID: v 11.09.22
A. Calculate Bed (rock)Volume:Bed Length (2.C)X Bed Width (2.B)X Depth =Volume (ft3)
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
1.6 ft X 10.0 ft X 63.0 ft = 987.0 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
(( 3.2 ft -1) X 3.0 ft X 63.0 )+2= 204.8 ft3
Downslope Volume:((Downslope Height- 1) x Downslope Absorption Width x Media Length)+2=cubic feet
(( 4.0 ft-1) X 10.0 ft X 63.0 )-2= 934.5 ft3
Endslope Volume:(Downslope Mound Height- 1) x 3 x Media Width =cubic feet
( 4.0 ft-1 ) X 3.0 ft X 10.0 ft = 89.0 ft3
Total Clean Sand Volume:Upslope Volume +Downslope Volume +Endslope Volume +Volume Under Media
204.8 ft3 + 934.5 ft3 + 89.0 ft3 + 987.0 ft3= 2215.3 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2215.3 ft3 = 27 = 82.0 yd3
Add 20%for constructability: 82.0 yd3 X 1.2 = 98.5 yd3
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
( 3.6 - 0.5 )ft x 43.0 ft X 87.0 P-2= 5736.2 ft3
Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet
5736.2 ft3 - 2215.3 ft3 - 630.0 ft3 = 2891.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2891.0 ft3 : 27 = 107.1 yd3
'
Add 20%for constructability: 107.1 yd3 x 1.2 = 128.5 yd3
D. Calculate Topsoil Material Volume:Total Mound Width X Total Mound Length X.5 ft
43.0 ft X 87.0 ft X 0.5 ft = 1870.5 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 1870.5 ft3 : 27 = 69.3 yd3
Add 20%for constructability: 69.3 yd3 x 1.2 = 83.1 yd3
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution Design WorksheetOF MINNESOTA `
Control Agency ,--N`N.--";
Project ID: v 11.09.22
1. Select Number of Perforated Laterals in system/zone: 3
(2 feet is minimum and 3 feet is maximum spacing)
2. Select Perforation Spacing: 3.0 ft t 2 SoJ rt -
`I."nerlorations sWc d 3'.yia« i"-2"of«rck /// 11" �
3. Select Perforation Diameter Size 7/32 in _ -
6"of rock
4. Length of Laterals =Media Bed Length-2 Feet. Perinratton sixtng:`/.-to'i." Perforation spacing:1'to 3'
63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge.
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<10%Discharge Variation
7,Inch Perforations 7132 inch Perforations
Pipe Diameter(Inches) Perforation Sparing Pipe Diameter(Inches)
Perforation Spacing(Feet)
1 114 11: 2 3 (Feet) i 114 11; 2 3
2 10 13 18 30 60 2 11 16 21 34 68
DI 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)
I 114 1S: 2 3 (Feet! 1 114 11 2 3
2 12 18 26 46 87 2 21 33 44 74 149
21 12 17 24 40 80 2It 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 ft2 per perforation. Perforation Discharge)DPM)
Perforation Diameter
Does not apply to At-Grades Head(ft)
Bed Area = Bed Width(ft)X Bed Length (ft)
1.0- 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 1.04
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` 0.41 0.93 1.26 1.65
Dwellings with 3/16 inch to 1/4 irch
630 ft2 + 63 perforations = 10.0 ft2/perforations 'foot perforations
Dwellings with 1/8 inch perforatbns
2 feet Other establishments and MSTS with 3/16
9. Select Minimum Average Head: 1.0 ft inch to 1/4 inch perforations
5 feet Other establishments and MSTS 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).
OSTP Pressure Distribution
UNIVERSITY '-
Minnesota Pollution Design Worksheet OF MINNESOTA
Control Agency
63 Perforations X 0.56 GPM per Perforation = 36 GPM
•
OSTP Pressure Distribution
UNIVERSITY
Minnesota Pollution Design Worksheet OF MINNESOTA :
Control Agency `.`s.,..,-^---
12.
`''12. Select Type of Manifold Connection (End or Center): [] 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
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
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
manifold pipe` [leanouts '
tl _-
w` J
, Manifold pipes
et
pipe from pump = `
100 i
:lean outs 2! ) , �
100.. 6 _.��' Alternate location
• ` of pipe from pump
1110. alternate location
of pipe from pump Pipe from pump
Comments/Special Design Considerations:
Logs of Soil Borings
License #810
Location or Project: Proposed Lot 1 2700 6th Ave. N
Borings made by: Rusty Olson's Soil and Perc testing 7/20/2012
Classification System: AASHO ; USDS.USDS-SCS X ; Unified ; Other
Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_
Boring Number_1_Surface elevation 997.5_ Mottled Soil at_1.2_feet
0"-8" Dark brown loam 10yr3/2 H2O present at_X_
8"-14" Brown loam 10yr4/4
14"-22" Rusty brown loam 10yr5/4
22"-30" Rusty brown loam 10yr5/3
Boring Number_2_Surface elevation 997.5_ Mottled Soil at 1.5 feet
0"-10" Dark brown loam 10yr3/2 H2O present at_X_
10"-18" Brown loam 10yr4/4
18"-26" Rusty brown loam 10yr5/4
26"-30" Rusty brown loam 10yr5/3
Boring Number_3_Surface Elevation_1001.1 Mottled Soil at_1.8 feet
0"-12" Dark brown loam 10yr3/2 1120 present at_X_
12"-22" Brown loam 10yr4/4
22"-30" Rusty brown loam 10yr5/4
Boring Number_4_Surface Elevation_1001.1 Mottled Soil at_1.8 feet
0"-12" Dark brown loam 10yr3/2 H2O present at_X_
12"-22" Brown loam 10yr4/3
22"-30" Rusty brown loam 10yr5/3
Boring Number 5_Surface Elevation_996.0 Mottled Soil at_1.2_feet
0"-8" Dark brown loam 10yr3/2 H2O present at_X_
8"-14" Brown loam 10yr4/4
14"-22" Rusty brown loam 10yr5/4
22"-30" Rusty brown loam 10yr5/3
Boring Number 6_Surface elevation 999.5_ Mottled Soil at_1.8_feet
0-12" Dark brown loam 10yr3/2 1120 present at_X_
12"-22" Brown loam 10yr4/4
22"-30" Rusty brown loam 10yr4/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 7:50 A.M. On7120/12
Location: Proposed Lot 1 2700 6th Ave. N.
Hole number: 1
Date hole was prepared:7/20/12
Depth of hole bottom_12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0-8" Dark brown loam 10yr3/2
8"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/20/12 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
8:08 8:23 6" 4.0 3.7
8:30 8:45 6" 3.8 3.9
8:46 9:01 6" 3.7 4.0
AVERAGE PERC. RATE 3.9 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 7:50 A.M. On7120112
Location: Proposed Lot 1 2700 6th Ave. N.
Hole number: 2
Date hole was prepared:7/20/12
Depth of hole bottom 12"_ inches, Diameter of hole_6"_ inches.
Soil data from test hole:
Depth, inches Soil texture
0-10" Dark brown loam 10yr3/2
10"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/20/12 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
8:09 8:24 6" 5.0 3.0
8:29 8:44 6" 4.7 3.2
8:47 9:02 6" 4.6 3.3
AVERAGE PERC. RATE 3.2 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 7:50 A.M. On7120112
Location: Proposed Lot 1 2700 6th Ave. N.
Hole number: 3
Date hole was prepared:7/20/12
Depth of hole bottom_12"_inches, Diameter of hole_6" inches.
Soil data from test hole:
Depth, inches Soil texture
0-10" Dark brown loam I0yr312
10"-12" Brown loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 7/20/12 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
8:10 8:25 6" 4.1 3M
8:28 8:43 6" 4.0 3.7
8:48 9:03 6" 3.8 3.9
AVERAGE PERC. RATE 3.7 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 7:50 A.M. On7/20/12
Location: Proposed Lot 1 2700 6th Ave. N.
Hole number: 4
Date hole was prepared:7/20/12
Depth of hole bottom_12"_inches, Diameter of hole_6"_ inches.
Soil data from test hole:
Depth, inches Soil texture
0-12" 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 7/20/12 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
8:11 8:26 6" 2.7 5.5
8:27 8:42 6" 2.6 5.7
8:49 9:04 6" 2.5 6.0
AVERAGE PERC. RATE 5.7 MPI