HomeMy WebLinkAbout11-11-2014 Revised 07-24-12 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
Revised November 11,2104
July 24,2012
Matthew Nyquist
1125 Pine View 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 14"-22"(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 MP1.
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.
The absorption area of the future site does not encroach into the primary site.
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,
Joseph J.Olson
- OSTP Design Summary Worksheet UNIVERSITY
Minnesota Pollution OF MINNESOTA :�-- '„-g;
Minnesota
Control Agency ,.
Property Owner/Client: Matthew Nyquist Project ID:
v 11.09.22
Site Address: 1125 Pine View Drive, Orono Hennepin County
1. AVERAGE DESIGN FLOW:
A. Design Flow: 750 Gallons Per Day(GPD) Note: The estimated design flow is considered a peak flow rate including a safety
factor.For long term performance,the average daily flow is recommended to be.,
B. Septic Tank capacity: 2250 Gallons 60%of this value.
C. Number of Septic Tanks or Compartments: 2 Effluent Screen Es Alarm? No
— Type of Soil Treatment and Dispersal Area* Type of Distribution*
0 Trenches 0 Bed 0 Mound 0 At-Grade
0 Gravity Distribution C Pressure Distribution-Level 0 Pressure Distribution-Unlevel
0 Drip Distrib.' 0 Holding Tank 0 Othe-:
*Selection Required Benchmark Elev= 1014.8 ft
System Type Benchmark Location: spike in fence post
El Type I 0 Type II 0 Type III 0 Type IV D 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: 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 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
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
_ r
OSTP Design Summary Worksheet UNIVERSITY 4 , gr
Minnesota Pollution OFMINNESOTA * �
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 2.00 in Minimum Dose Volume 0
Flow Rate 36 GPM Total Head 23 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 SOD 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 07/23/12
(Designer) (Signature) (License#) (Date)
:: OSTP Mound Design Worksheet
Minnesota Pollution
UNIVERSITY � ..
Control Agency 1%
Slope OF MINNESOTA :'-
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 I Treatment Level C Treatment Level A,A-2,8,
D.Percent Land Slope: 7.0 % Percolation Rate Absorption Mound Absorption Mound
Area Loading Area Loading
PAP* Rate Absorption Rate Absorption
E. Design Media Loading Rate: 1.2 GPD/ft2 (gpd/t') Ratio (sprint) Ratio
F.Mound Absorption Ratio(Table IXa): 2.00 <0.1 - 1 - 1
G.Design Contour Loading Rate: 12.0 GPD/ft 1011. 11 1 1.6 1
0.1 to 5(fine sand
Table I land loamy fine sand) 0:6 2 1 1.6
MOUND CONTOUR LOADING RATES: j6 to 15 0.78 1.5 1 1.6
Measured Texture.derived Contour' 1610 30 0.6 2 0.78 2
Parc Rate OR mound absorption ratio Loadlns, 31 to 45 0.5 2.4 0.78 2
Rata
4610 60 0.45 2.6 0.6 2.6
560mpi 1.0,1.3.2.0.2.4,2,6 <_l2
61to120 - 5 0.3 5.3
61.120 ntpi OR 5.0 - _12 >120 - _ -
>_120 mpi' %5.0' - s5' `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)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 (1.6):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) 1 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 C 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 (2.6)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 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 - 1.2 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
0.34:Slope Multiplier Table
Lad Slope% 6 1 2 3 4 5 6_ 7 8 9 10 11 12 13 14 IS 86 I1 18 19 20 21 22 23 24 25
1.1010pe 3:1 3.00 2.91 2.83 2.75 2,68 2.61 254 2.48 2.42 2.36 2.31 2.26 2.21 2.17 2.13 209 2.06 LOS 2.00 1.97 1.95 1.93 1.91 1.89 1.87 1.85
BoI'nt Rano 4:1 4,00 3.85 3.70 3.57 3;45 3,33'3,23 112 3.03 2:94 2.86 2.78 2.70 2.62 255 2,48 2,41 2.35 229 2,23 218 2.13 2.08 2.03 1:98 1.93
1.e01711(0pe%- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Z4 25
Downslope 13:1 3.00 3.09 3,19 3.30 3.41 3.53 3.86 3,80 3.95 4.11 4.29 4.48 4.69 4.95-5.24 5.55 5.88 8.24 6.63 7.04 7.47 7.93 8.42 8.93 9.46 10.02
Bern Rata)14:1 4.00 4.17 4.35 4.54 436 540 5.26 5.56 5,88 6:25 6.67 7,14 7.69 8.29 8.92 9.57 1024 10.94 11,67 12.42 13,19 1199 44.82 15.67 16.54 17,44
Select Upslope Berm Multiplier
C. (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 3.8 ft = 13.0 ft
E. Calculate Drop in Elevation Under Bed:Bed Width (2.B) X Land Slope (1.D)a 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
Select Downslope Berm Multiplier
G. (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.B or 3.C)+4 ft.=ft
10.0 ft + 4 ft = 14.0 ft
J. Design Downslope Berm =greater of 41-1 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.B)+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
\ \
0 __„,, ---..------ ____
m
Upstope (4.D) 13.0
'V --
r
I \ 1
i 1
i r
�Endstope (4.L) Dispersal Bed: (2.B x 2.C)
Nir c �Endslope (4.L),
.0 r ;14.0 `
10x i 63 `� 14.0
a,
v v
C
D
0
,
Downslope (4.J) 25.0
o
\ '''---__ \ --)
Total Mound Length (4.N) 91.0
/ f
4" inspection pipe
18"cover on top
Upstope berm (4.D) r Downslope berm(4.J) '--�25. 0
1 13.0
a� 12"cover on sides
(6"topsoil)
1.8 Clean sand lift (4.A) (ft
1.2 Depth to Lir?riti nr, 11.C)
4);,111 r1, r`rr 4
Absorption Width(3.A) _- - _
Note: 20.0
For 0 to 1%slopes, Absorption Width is measured from the Beo'equally in both directions.
For slopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed
° OSTP Mound Materials Worksheet UNIVERSITY tl: � „�.
Minnesota Pollution OF MINNESOTA 1 4
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 )=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 )t2= 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 )-2= 8044.4 ft3
Total Mound Volume-Clean Sand volume-Rock Volume=cubic feet
8044.4 ft' - 2862.3 ft3 - 630.0 ft3 = 4552.2 ft3
Divide ft3 by 27 ft3/yd3 to calculate cubic yards: 4552.2 ft3 s 27 = 168.6 yd3
Add 20%for constructability: 168.6 yd3 x 1.2 = 202.33
yd
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 s 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 '�..
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 ` t2 Solt
2. Select Perforation Spacing: 3.0 ft a
M t e t `
I. fnrations pared3'apan I"2 of rock. / it"
3. Select Perforation Diameter Size 7/32 in - -
'Ti '/
I6"of rock
4. Length of Laterals =Media Bed Length-2 Feet. Perforation sizing,'I to'/." Perforatron 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<1016 Discharge Variation
1f4 Inch Perforations 7/32 Inch Perforations
Perforation Spacing(Feet) Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(inches)
I
11.4 11/2 2 3 (Feet) 1 114 1/2 2 3
2 10 13 18 30 60 2 11 16 21 34 68
211 8 12 16 28 54 21 10 14 20 32 64
3 8 12 l 16 25 52 3 9 14 19 30 60
3/16 inch Perforatioru 1/8 Inch Perforations
Pipe Diameter(Inches) Perforation Spacing Pipe Diameter(Inches)
Perforation Spacing(Feet)
1 11 12 2 3 (Feet) 1 1/ 11 2 3
2 12 18 26 46 87 2 21 33 44 74 149
211 12 17 24 40 80 21 10 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(GPM)
Does not apply to At-Grades Perforation Diameter
Head(ft) Ira she rht '
Bed Area = Bed Width(ft)X Bed Length(ft) ,.o' ate 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 4.04
2.5 0.29 0.65 0.89 1.17
Square Foot per Perforation =Bed Area divided by the Total Number of Perforations (Line 7). 4.0 0.37 1
0.83 1.12 0 72 3 1.47
5.0' ;:0.41 ,.:.0.93 1.26 1.65
630 ft2 63 perforations Dwelling.with 3/16 inch to 1/4 Inch
10.0 ft2/perforations 'foot perforations
Dwellings with 1/8 inch 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 feet Other establishments and M5T5 with 178 inch
perforatknc
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 `
Control Agency OF MINNESOTA ,`. „
12. Select Type of Manifold Connection (End or Center): E 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
manifold pipet _-Cleanouu -- --
pipe from pump ;' Manifold pipe` J
a► J
� ---
clean outs 100 e ' V
`=./ Alternate location
rte �. No,,, pipe from pump
alternate location
of pipe from pump , ...
Pi a from ump
Comments/Special Design Considerations:
OSTP Basic Pump Selection Design
UNIVERSITY
Minnesota Pollution WorksheetOF MINNESOTA ;...
Control Agency
1. PUMP CAPACITY Project ID: v 11.09.22
Pumping to Gravity or Pressure Distribution: I 0 Gravity QQ Pressure Selection required 2
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) snd ueafinenf system
&point o1 discharge
2. HEAD REQUIREMENTS -',..ii:';., ;;...
A. Elevation Difference 16 ft .‘":---- W90
t'�,enyth
between pump and point of discharge: Met pipe Elevation 1.
difference
B. Distribution Head Loss: 5 ft
C. Additional Head Loss: ft(due to special equipment,etc.)
Table(.Friction Loss in Plastic Pipe per 100ft
Distribution Head Loss Pipe Diameter inches
Gravity Distribution = Oft Flow Rate p (inches)
(GPM) 1 1.251.5 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: 60 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
60 ft X 1.25 = 75.0 ft $5 95 20,1 0,1
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 75.0 ft - 100 = 2.5 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)
16.0 ft + 5.0 ft + ft + 2.5 ft = 23.5 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36 GPM(Line 1 or Line 2)with at least 24 feet of total head.
Comments:
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_2Surface 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 H2O 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 H2O present at_X_
12"-22" Brown loam 10yr4/4
22"-30"Rusty brown loam 10yr4/4
Logs of Soil Borings
License#810
Location or Project: 1125 Pine View Drive
Borings made by: Rusty Olson's Soil and Perc testing 11/3/2014
Classification System: AASHO ; USDS•USDS-SCS X ; Unified ; Other
Auger used (check two): Hand_X_, or Power , Flight, Bucket or Probe_X_
Boring Number_7_Surface elevation_997.5 Mottled Soil at 1.7 feet
0"-14" Dark brown loam 10yr3/2 H2O present at X
14"-20" Brown loam 10yr4/3
20"-30"Rusty brown clay loam 10yr5/3
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: 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. 0n7/20/12
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
I 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 10yr3/2
10"-12" Brown loam l0yr4/4
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
I Time Time Depth Drop in H2O Perc Rate
8:10 8:25 6" 4.1 3.6
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.
Soildata from test hole:
Depth, inches Soil texture
0-12" Dark brown loam 10yr312
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
I 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
1
... .
I
.
1-
) , ,
1._ - - 7........ _ _.1-
K
cz, \
7
....... „
„,...
....„.
7. % ' ...
C, (
jc
Ir4 )
\I--„,..::
- ,
I '
-----
.1-, \ ,
1 \
".......-,
......,-.,
...„.....
....,...,
-",....,,...
"..„
..,..
'1. ...
"...„`„
".......,
.,....„..
^"...... ,_ ...__ __;‘,..• ''''. -
....„.,..... •,.....,..s.
%
...,,,
0.... •*.n.
i
1
N3 •
•
....
0."
V'Z 't.'1 •
3 St
•C t K
c..
) .
, /
7.S AI
.0
`,-,
t.d _-0
.s '10 .
,
I ,
7
, ,.
(--
.
--Q
- 44
"--1'4 i tj.
/ i
,
-.-- )4-
/A Ci 0
-... .--"•-•-•*' ''''.;C)
1 -0.' c 24 .._ ._'_', * tz-s •r‘i 4.k.
o•A i\N, -- i.,,,....,---. .,...
\ '
r .
_,-
,...4 z• V 1 ,,,,,, •
o V \ i --•
1 "?' ;0 - ) •/'
-71
/
4' -SI '''''`•-••J i
{ •
'
...-
•\)- .,,,...,,,_,...,-If\ . / _, '--t)
X.
C.,-.-
r.
-RN F
n,
Zs -t ....-I -• =
a
po
ix,t
i
,---4-
C i
rr-•
rv,
4:7
------ -4, ---,„,,,,____,.......„......„.........„._..................._...„.
- .
----• •-•_„,..
-..11
' ••-,,,,,..
"••••„....
....._
4>
-- .— .....1- , ft." • .
'-' f..,- !..:--i i Q' I Ik'-g ''•, ..,
•
------_,.......„„____,,,,,
,-,
•`:-N\IZ.,-- 1-,' ."--I is.-f !.... , 0 - 7.< _ • , ''''N'N..„. -- ----"---...„N
. --.- -.. . . • i
I_
I
"s (g14) t r
I
I E_
..... t=i c/3 •1.1 C% (NI ,,1:-• .
'NN •
1 •••, 1
1 •tf\ ---,,, 1'','N
f3N a. 0 -0 0 a - -,... .k-
6 .z..." I la Z G., g. — .el _ -c, 1 1 i
74 --zit -1 i. 537-, -- 2- ,-- 1 , c. 5--
II 1 cl -Nic.-1 r ,-ri --_,_ g-F--= vt--, 1 .L- "it
1 = 1,4' I c
i 1 —.,..„.---- I r .„ ,..._,-- ;---,-_-_,i-ir-7-16;- -. :,,----- 1 lo .1,, . ,-
,,i,
1 i 1.-t .r... ••• I ezu ;---: ,...1. c.. --- l`;
/
.
\
1 .I al 'Al 1 ,..c 5_-` _ cs• c,„; ; .... . . //i
- /
,,,,,
I
' "4 oaf =
---,,,P j
= lit 1
G, o
R i v.- _
51
.4 :- -
..-.. R 2 1 /1
;IVIYi24 1,1cy a}gip rs �* ii a s �. z
- it ? 4 **Zit&
1-P. p3:-,F. . #-iv)-at.
W ire els i
_ `10 /
a
ilaizi* Etivr § =1-tlel
31 CI .)., mg 42, .,.....t.:.; xi i
."r
a :8ItLIpIf
s
tta § ;1C2 &I--1 a ,
a-- .-i , ..P 2 ii
i *
i --6
H } L!i'U > W mow ' F-�
r
tiz po-.)fris oi a
/-.1:-_, vai, r . i . i )111,... p
q ye
x
se;01c3 II 3a aa. 6
$- 6.;:s t Illqs,
1 gia 17,-o 6 r 1,--a t u, ,,, ,,is.. ,
A g r.107 —
i
it" gv4 PS
12.1- M;.;1 §(11 ,:-‘-,,,,, ? IIM11
�3 \ ,
q
i ' i ' -
i. �i.gz v, .13 g ' 1.%),,i
9
•
fea_ra MI. Its s _
31 pi.
msill
s. .8 • g -C- .1: p.'" .,,
t
-
1 _tias is
tat Tk F,-,i iv a P .Pet ail
"'� ri
Qj
ti' `l `a ' ''�i -X-
-%
� �t 0i
a
VZ 1-i :. + -2 a I
`fc ter
Foo. ieat 416
s "
63
its
leil* ]
r 1 8 1
.1 :;::, � ' 2 r
0.
..
i i ....ittz 11 9., ,--,c.F 1 _,,
i , , , . .. _,,, ,,.
, , i
, .„ . 1
, , , .
. >
1" rg 9
.cAa
- if lv5:-)--D 11,..,.p. . . . ,-, . P.F-*
IL' ._,) 1
gl. Of--;i g, ..ivaili
Cr 71 Nj 13 I
k- .= } + . ,
i. /
0 1 a SI1 t * f
1\'' • �
i 14 114f
0
'DGO
It
1t1I ' •
�
v
ate .411111 lall
'
ra
i i 1 1
g:s
•
222211 ". 0
Sri Q a,,,,� a.
fit r in in in in in
11
+C �s rrrrr r t"
: . p}� _sig 11 - o I-4)
IFill