HomeMy WebLinkAbout2013 - 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
ORONO COPY
September 27,2013
Nihr Shah
2300 Willow Hill Drive
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a 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 16"-26"(mottled soil).Due to the periodically saturated
soils,a pressurized mound system will need to be installed to treat the septic effluent.The bottom of the
treatment area must be located at least 3'above the saturated soils.
All tanks need to be insulated if there is less than two feet of cover over the top of the tanks.Clean outs
must be installed on the end of the laterals for maintenance.
Use 7/32 inch perforations on the laterals. ORONO COPY
All neighboring wells are greater than 100'from proposed treatment areas.
A 1300 gallon pumping chamber will need to be installed to lift the effluent to the treatment area.The
power supply and Switches must be located outside the manhole and pumping chamber in a weatherproof
enclosure.A warning device must be installed with light and sound devices;this is in case of a pump
failure.The manifold and supply line must have back drainage to the pumping chamber.
Keep all heavy equipment off of the proposed treatment areas before,during and after construction.
The area around both sites must be fenced off by the contractor before any construction begins.
With proper installation and maintenance,this system should have no problem in treating septic effluent
effectively.Nothing other than gray water,(laundry,showers,etc.)Human water and toilet tissue should be
disposed of into the septic tanks.Garbage disposals are not recommended.Additives must not be used they
may cause harmful damage to your septic system. It is recommended that you pump the septic tanks every
two years.
Sincerely,
ORONO COPY CITY OF ORONO
SEPTIC PE MIT L N EV
INSPECTOR
Joseph J.Olson DATE 13-a PERMIT NO.
APPROVI D AS SUBMITTED
APPROVED WITH CORRECTIONS AS N'OTED
ED NOT APPROVED-CORRECT&RESUBMIT •
The,c comments arc for your information. All work shalt be dope
ITEM IS DESIGNED FOR in fall compliance with all applicable septic and zoning code.
BEDROOMS. ANY INCREASE IN NUMBERRequirer eni including items not specifically noted in this review.
KLLP THIS PLAN SET ON SITE AT ALL TIMES
OF BEDROOMS INVALIDATES THIS DESIGN.
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OSTP Design Summary Worksheet UNIVERSITY ,
Minnesota Pollution `* ;1.r
Control Agency OF MINNESOTA , 1,
Property Owner/Client: Nihr Shah Project ID: v 12.08.06
Site Address: 2300 Willow Hill Dr.Orono Hennepin County(Primary site) Date:
1. DESIGN FLOW AND TANKS
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
B. Septic Tanks: daily flow is recommended to be<60%of this value.
Minimum Code Required Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments
Recommended Septic Tank Capacity: 2250 Gallons,in 2 Tanks or Compartments
Effluent Screen&Alarm? no
C. Holding Tanks Only:
Number of Holding Tanks: Total Volume of Holding Tanks: Gallons
Type of High Level Alarm:
D. Pump Tank 1 Capacity: Gallons Pump Tank 2 Capacity: Gallons
2. SYSTEM TYPE
Type of Soil Treatment and Dispersal Area* Type of Distribution*
Q Trench 0 Bea Q Mound 0 At-Grade
Q Drip 0 Holding Tank 0 Other:
Q Gravity Distribution 0 Pressure Distribution-Level Q Pressure Distribution-Unlevel
*Selection Required Benchmark Elev= 101.8 ft
System Type Benchmark Location: Top of iron
Type of Distribution Media:
Type I ❑Type II E Type III IT Type IV t_,Type V Rock
3. SITE EVALUATION:
A. Depth to Limiting Layer: 16 in 1.3 ft Elevation &Location of Limiting Layer: 99.8 ft
B. Minimum required separation: 36 in 3.0 ft Location:
B. Measured Percent Land Slope: 7.0 % 0.0 Code Maximum Depth of System: -20 in*
C. Soil Texture: Loam Perc Rate: 3 MPI 'if value is negative a mound is required
D. Soil Hydraulic Loading Rate: 0.60 GPD/ft2 E.Contour Loading Rate 12.0 Gal/ft
4. DESIGN SUMMARY
Trench Design Summary
Dispersal Area ft2 Sidewall Depth in Trench Width in
Total Lineal Feet ft Number of Trenches Code Maximum Trench Depth in
Designer's Max Trench Depth in
Bed Design Summary
Absorption Area ft2 Media Below Pipe in Code Maximum Bed Depth in
Bed Width ft Bed Length ft Designer's Max Bed Depth in
Mound Design Summary
Absorption Area 1260 ft2 Bed Length 63 ft Bed Width t0.0 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 89.2 ft Total System Width 44.8 ft
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OSTP Design Summary Worksheet UNIVERSITY ,
Minnesota Pollution OF MINNESOTA
Control Agency
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
Level 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 2.00 in Minimum Dose Volume 0 gal
Flow Rate 36.0 GPM Total Head 20 ft Maximum Dose Volume 187.5 gal
5_ Additional Info for Type IV/Pretreatment Design
A. Calculate the organic loading using option 1 or 2
1. Organic Loading =Pounds of BOD X Units
lbs/day X = lbs BOD/day
2. Organic Loading to Pretreatment Unit =Design Flow X Estimated BOO 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
B. Type of Pretreatment Unit Being Installed:
C. Calculate Soil Treatment 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 09/27/13
(Designer) (Signature) (License#) (Date)
•
•
OSTP Mound Design Worksheet
UNIVERSITY -fit
Minnesota Pollution 0
Control Agency >1 / Slope OF MINNESOTA ~vA'�
1. SYSTEM SIZING: Project ID: v 12.08.06
A. Design Flow: 750 GPD TABLE IXa
B. Soil Loading Rate: 0.60 GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
C. Depth to Limiting Condition: 1.3 ft I Treatment Level C Treatment Level A,A-2,B,
D. Percent Land Slope: 7.0 % f Percolation Rate absorption around resorption around
Area Loading Area Loading
(MPI) Rate Absorption Rate Absorption
E. Design Media Loading Rate: 1.2 GPD/ft2 ; (gpd/tt') Ratio (gpd/ft') Ratio
I
F. Mound Absorption Ratio(Table IXa): 2.00 >01 - 1 - 1
G.Design Contour Loading Rate: 12.0 GPD/ft 101 to 5 1.2 1 1.6 1
10 1 to 5(fine sand 0-6 2 1 1.6
Table I land loamy fore sandl
MOUND CONTOUR LOADING RATES: ;610 15 0.78 1.5 1 1.6
moasured ' Toxturo-dorivod Contour 16 to 30 0.6 2 0.78 2
Poi c Rate OR mound absorption ratio Loading 131 to 45 0.5 2.4 0.78 2
Raton
146 t0 60 0.45 2.6 0.6 2.6
-6ompi 1.0, 1.3.2.0.2.4.2.6 • 112
1,61 to 120 - 5 0.3 5.3
61-120 mpi CR 5.0 • cl2 1>120 - - -
x 120 ntpi' .'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):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. Enter 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: 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)
Adjust Contour Loading Rate on Design Summary page until this number is a whole number. Note:CLR of 10.8 gal/ft results in 9 foot 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.B)=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 - 1.3 ft = 1.7 ft Design Sand Lift(optional): 1.7
B. Calculate Upslope Height:Clean Sand Lift (4.A)+media depth +cover (1 ft.)=Upslope Height
1.7 ft + 1.0 ft + 1.0 ft= 3.7 ft
0.34:Slope Multiplier Table
Land Slope% 0 I 2 3 4 5 6 7 8 9 10 11 11 13 14 15 16 17 18 19 10 21 22 23 24 25
Upslope 3:1 3.00 2.91 2.83 2.75 2.68 2.61 2.54 2.48 2.42 1.36 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
Bern)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 1.98 1.93
Land Slope% 0 I 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 i 21 22 23 24 25
Downslope 3:8 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.81 3.95 4.11 4.29 4.48 4.69 4.95 5.24 5.55 5.89 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
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 3.7 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
Select Downslope Berm Multiplier
G. (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 (3.8 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
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
Comments:
5. MOUND DIMENSIONS
`. \
r _____
,.., ____ -------
a0 Upslope (4.D)
11• .8
rEndslope (4.L) Dispersal Bed: (2.B x 2.C) o �Endslope (4.L
L � 13.1 1 co
,,, 10 X 63 `n 13r 1
O
k • \ v
U
C
O 1
O
�a Downslope (4.J)
23.0
\ N"----.__ „, ----!
Total Mound Length (4.N) 89.2
4"inspection pipe
18"cover on top
, Upslope berm (4.D) F Downslope berm (4.J) 23.0
11.8
Mk _____,, 12"cover on sides
(6" topsoil)
13 Clean sand lift (4.A)
1.3 DtThtf: to Litfitlrt,, ?1.C;
_.
Absorption Width (3.A)
Note: 20.0
For 0 to 1%slopes, Absorption Width is measured from the Bedequatly in both directions.
For slopes>1%, Absorption Width is measured downhill from the upslope edge of the Bed.
OSTP Mound Materials Worksheet UNIVERSITY 7 „.
Minnesota Pollution OE MINNESOTA
Control Agency �~
Project ID: v 12.08.06
A. Calculate Bed (rock)Volume:Bed Length (2.C)X Bed Width (2.6)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 t 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 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)
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
(( 3.7 ft -1) X 3.0 ft 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 ft X 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 ft' + 101.0 ft3 + 1270.5 ft3= 2684.0 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 2684.0 ft3 s 27 = 99.4 yd3
Add 20%for constructability: 99.4 yd3 X 1.2 = 119.3 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
( 4.0 - 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 ft X 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 ? e
"'"
Control Agency `'�'
Project ID: v 12.08.06
1. Media Bed Width: 10 ft
2. Minimum Number of Laterals in system/zone=[(Media Bed Width(Line1)-4):3]+1 round up to the neareast whole number+1.
( 10 -4)+1 = 3 laterals
3. Designer Selected Number of Laterals: 3 laterals
Cannot be less than line 2(accept in at-erades)
mwmtea vi«+:w..
4. Select Perforation Spacing: 3.0 ft - •--7- -
Cent tIe :7-
5. Select Perforation Diameter Size: 7/32 in rwinimp n •`
Yr'per(orations spaced 3'apart — t of rock / 1?-
6. Length of Laterals =Media Bed Length-2 Feet. 16-of rock /
f trtor.tHon sizing:'r.-to`l." pe.Iotanon spacing:z'to 3'
63 - 2ft = 61 ft Perforation can not be closer then 1 foot from edge.
7 Determine the Number of Perforation Spaces. Divide the Length of Laterals (Line 6)by the Perforation Spacing (Line 4)and
round down to the nearest whole number.
Number of Perforation Spaces = 61 ft - 3 ft = 20 Spaces
Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces (Line 7). Check table below to verify the
8' number of perforations per lateral guarantees less than a 10%discharge variation. The value is double with a center manifold.
Perforations Per Lateral = 20 Spaces + 1 = 21 Perfs. Per Lateral
Maximum Number of Perforations Per Lateral to Guarantee<10%Discharge Variation
'/,Inch Perforations 7132 Inch Perforations
Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches)
Perforation Spacing(Feet) 1 114 11/2 2 3 (Feet) 1 114 11/2 1 3
2 10 13 18 30 60 2 11 16 21 34 68
2/ 8 12 16 28 54 2/ 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 11/4 11 2 3 (Feet) t 114 ri: 2 3
2 12 18 26 46 87 2 21 33 44 74 149
212 12 17 24 40 80 21 20 30 41 69 135
3 12 16 22 37 75 3 20 29 38 64 128
9. Total Number of Perforations equals the Number of Perforations per Lateral (Line 8)multiplied by the Number of
Perforated Laterals (Line 3).
21 Perf. Per Lateral X 3 Number of Perf. Laterals = 63 Total Number of Perf.
10. Select Type of Manifold Connection (End or Center): Q End ❑ center
11. Select Lateral Diameter(See Table): 2.00 in
OSTP Pressure Distribution
UNIVERSITY ,s-k, ,..,-,-,,,,t,r
Minnesota Pollution a "4---4a`
Control Agency Design Worksheet OF MINNESOTA ., ,.„.....%, --
12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation. perforation Discharge(GPM)
Does not apply to At-Grades
a. Bed Area = Bed Width (ft)X Bed Length (ft) Perforation Diameter
Head(ft)
10 ft X 63 ft = 630 ft2
1 'fie '/ib 7/': '6
i.0' 0.18 0.41 0.56 0.74
b. Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 9). 1.5 0.22 0.51 0.69 0.9
630 ft2 ÷ 63 perforations = 10.0 ft2/perforations 2.0° 0.26 0.59 0.80 1.04
2.5 0.29 0.65 0.89 1.17
13. Select Minimum Average Head: 1.0 ft 3.0 0.32 0.72 0.98 1.28
4.0 0.37 0.83 1.13 1.47
14. Select Perforation Discharge (GPM)based on Table: 0.56 GPM per Perforation 5.0` 0.41 0.93 1.26 1.65
Dwellings with 3/16 inch to 1/4 inch
15. Determine required Flow Rate bymultiplyingthe Total Number ofPerforations bythe I foot
q f perforations
Perforation Discharge. Dwellings with 1/8 inch perforations
63 Perfs X 0.56 GPM per Perforation= 36 GPM Z feet Other establishments and MSTS with 3116
inch to 1/4 inch perforations
16. Volume of Liquid Per Foot of Distribution Piping(Table II): 0.170 Gallons/ft 5 feet Other establishments and MSTS with 1/8 inch
perforations
17. Volume of Distribution Piping =
Table II
= [Number of Perforated Laterals (Line 3)X Length of Laterals (Line 6)X Volume of Liquid in
(Volume of Liquid Per Foot of Distribution Piping(Line 16)] Pipe
3 X 61 ft X 0.170 gal/ft = 31.1 Gallons Pipe Liquid
Diameter Per Foot
18. Minimum Dose=Volume of Distribution Piping(Line 17)X 4 (inches) (Gallons)
1 0.045
31.1 gals X 4 = 124.4 Gallons 1.25 0.078
1.5 0.110
manifold pipe\ 2 0.170
1 3 0.380
4 0.661
pipe from pump
.000000000000000,00.00... N4,444,..0
Cleanouts _
clean outs s
Manifold pipe
V alternate location � J
of pipe from pump ' •
`,".%' Alternate location
ISh.... ` of pipe from pump
\/ Pi a from ump
Comments/Special Design Considerations:
__ OSTP Basic Pump Selection Design
UNIVERSITY =z � ,
Minnesota Pollution �..,,t4.-_,,m,,,,,
Control Agency Worksheet OF MINNESOTA r_ �„� -
1. PUMP CAPACITY Project ID: v 12.08.06
Pumping to Gravity or Pressure Distribution: f 0 Gravity OO Pressure Selection required
1. If pumping to gravity enter the gallon per minute of the pump: GPM (10-45 gpm)
2. If pumping to a pressurized distribution system: 36.0 GPM
(Line 11 of Pressure Distribution)
Sud treatment system
a point of discharge
-
2. HEAD REQUIREMENTS 471
f.
A. Elevation Difference 12 ft : 4 ..,=99 "* _
between pump and point of discharge: oast° m tie gran
_ difference
B. Distribution Head Loss: 5 ft
C. Additional Head Loss: ft(due to special equipment,etc.)
Table I.Friction Loss in Plastic Pipe per 100ft
Distribution Head Loss
Gravity Distribution = Oft Flow Rate Pipe Diameter(inches)
(GPM) 1 1.25 1.5 2
Pressure Distribution based on Minimum Average Head 10 9.1 3.1 1.3 0.3
Value on Pressure Distribution Worksheet: 12 12.8 4.3 1.8 0.4
Minimum Average Head Distribution Head Loss 14 17.0 5.7 2.4 0.6
1ft 5ft 16 21.8 7.3 3.0 0.7
2ft 6ft 18 9.1 3.8 0.9
5ft 1 Oft 20 11.1 4.6 1.1
25 16.8 6.9 1.7
D. 1.Supply Pipe Diameter: 2.0 in 30 23.5 9.7 2.4
35 12.9 3.2
2.Supply Pipe Length: 80 ft 40 16.5 4.1
E. Friction Loss in Plastic Pipe per 100ft from Table I: 45 20.5 5.0
50 6.1
Friction Loss= 3.32 ft per 100ft of pipe 55 7.3
60 8.6
F. Determine Equivalent Pipe Length from pump discharge to soil dispersal area discharge 65 10.0
point. Estimate by adding 25%to supply pipe length for fitting loss. Supply Pipe Length 70 11.4
(D.2) X 1.25=Equivalent Pipe Length 75 13.0
85 16.4
80 ft X 1.25 = 100.0 ft 95 20.1
G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line E)by the Equivalent Pipe Length (Line F)and divide by 100.
Supply Friction Loss=
3.32 ft per 100ft X 100.0 ft 100 = 3.3 ft
H. Total Head requirement is the sum of the Elevation Difference (Line A),the Distribution Head Loss(Line B),Additional Head Loss(Line C),and the
Supply Friction Loss(Line G)
12.0 ft + 5.0 ft + ft + 3.3 ft = 20.3 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.0 GPM(Line 1 or Line 2)with at least 20.3 feet of total head.
Comments:
Logs of Soil Borings
License#810
Location or Project: 2300 Willow Hill Drive •
Borings made by: Rusty Olson's Soil and Perc testing 9/19/2011-9/12/2013
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_101.5_ Mottled Soil at 1.7 feet
0"-8" Dark brown loam 10yr4/2 H2O present at_X_
8"-16" Brown loam 10yr5/4
16"-20" Brown loam 10yr6/4
20"-26" Rusty brown loam 10yr5/4
26"-30" Rusty brown loam 10yr5/3
Boring Number_2_Surface elevation 101.5_ Mottled Soil at_2.1_feet
0"-8" Dark brown loam 10yr4/2 H2O present at_X
8"-16" Brown loam 10yr5/4
16"-26" Brown loam 10yr6/4
26"-30" Rusty brown loam 10y5/4
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_99.8_ Mottled Soil at_2.0_feet
0-6" Dark brown loam 10yr4/2 H2O present at_X
6"-16" Brown loam 10yr5/4
16"-24" Brown loam 10yr6/4
24"-30" 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 11:50 A.M. On 9/12/13
Location: 2300 Wioow Hill Drive
Hole number: 1
Date hole was prepared: 9/11/13
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 10yr4/2
8"-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 9/11/13 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
I Time Time Depth Drop in H2O Perc Rate
12:10 12:25 6" 3.3 4.5
12:28 12:43 6" 3.2 4.7
12:44 12:59 6" 3.1 4.8
AVERAGE PERC. RATE 4.7 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 11:50 A.M. On 9/12/13
Location: 2300 Wioow Hill Drive
Hole number: 2
Date hole was prepared: 9/11/13
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 10yr4/2
8"-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 9/11/13 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
12:11 12:26 6" 4.1 3.6
12:27 12:42 6" 3.8 3.9
12:45 1:00 6" 3.7 4.0
AVERAGE PERC. RATE 3.8 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
Time Time Depth Drop in H2O Perc Rate
1:13 1:28 6" 4.5
1:31 1:46 6" 4.3 4$ 3,.r
1:59 2:14 6" 4.2 44 ,3
AVERAGE PERC. RATE 4 3,y MPI
,
c
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 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
1:14 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