HomeMy WebLinkAbout05-27-2016 Septic Design��`����/'-S
Ta`�� Joseph Olson D.B.A.
Rusty Olson's--Soil and Percolation Testing
Josepn J. vlson--MFCA License # 810
11481 Riverview Rd. NE, Hanover, MN 55341
(763) 498-8779 Fax (763) 498-8290
May 27. 2016
Wallace Carson
3010 Somerset Lane
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 12-14 inches (mottled soil). Due to the periodically saturated
soils, a pressurized mound system with 6 inches of rock 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. This system is
designed with 6 inches of rock.
All property lines are as per the survey.
The existing septic system does not conform to the state code chapter 7080
All neighboring wells are greater than 100' from proposed treatment areas.
The soils at a depth of 12" have a percolation rate averaging 9 MPI.
Use 7!32 inch perforations on the laterals.
The existing septic tanks and lift station may be used.
Clean outs must be installed on the end of the laterals for maintenance.
Nothing other than gray water, (laundry showers etc) Human water and toilet tissue should be
disposed of into the septic tanks Garbage disnosals are not recommended Additives must not be
used, they may cause harmful damage to your septic system It is recommended that you Dump the
tank every two years for two septic tanks
Sincerely.
CITY OF ORONO
SEPTIC PER LAN R
Joseph J. Olson INSPECTOR vY,
DATE P RMIT NO. S /
D A PRO iD AS SUBMITTED
D APPROVED WITH CORRECTIONS AS NOTED
[] NOT APPROVED -CORRECT & RESUBMIT
These comments are for your information. All work shall be done
in full compliance with all applicable septic and zoning code.
Requirements including items not specifically noted in this review.
KLEP THIS PLAN SET ON SITE AT ALL TIMLS
M Z-.
IZ
(Des
C,
C5
Ei
ZI:
- 77
till
\Q
O
P
i
lx;,
to
C7'
Ott,
j
4
E
4
m
k
I9
d
Zs,
-�
a
y
k
'Cs
�
'E'
r�
�'
rc
ro
y
�—
��N
{D
'�
bo
✓fT
�
s
�
to
n
a
w
1
ro
I
CSC
F
till
\Q
O
P
i
lx;,
Minnesota Pollution
OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF MINNESOTA
Property Owner/Client: Wallace Carson. Project ID: v 04.20.2016
Site Address:3010 Somerset Lane Date: 5!27/16
1. DESIGN FLOW, STRENGTH OF WASTE, AND TANKS
A. Design Flow: 750 Gallons Per Day (GPD) Number of Bedrooms (Residential): C�
Type of Wastewater:Residential Treatment Level: �C Nutrients:
Commercial (select method and provide data): ❑ measured Fio+v: �GPD "' Estimated Flow: GPD
B. Septic Tanks:
Minimum Code Required Septic Tank Capacity (Dwellings): 2250 Gallons, in �Tanks or Compartments
Minimum Septic Tank Capacity for Other Establishments = Design Flow X 3.0 if received by gravity or 4.0 if received by pressure
Waste received by: GPD X ��= Gallons
Recommended Septic Tank Capacity: Gallons, in �Tanks or Compartments
Effluent Screen Et Alarm: ❑ Yes C No DOptional Effluent Screen Manufacturer/Model:
C. Holding Tanks Only: Minimum Capacity: Residential =400 galibedroom, Other Establishment = Design Flow x 5.0. minimum size 1000 gallons
Minimum Code Required Capacity: Gallons, in Tanks Type of High Level Alarm:
Designer Recommended Capacity:�Gallons, in Tanks
D. Pump Tank 1 Capacity (Code Minimum): E=Gallons Pump Tank 2 Capacity (Code Minimum): Gallons
Pump Tank 1 Capacity (Designer Rec): =Gallons Pump Tank 2 Capacity (Designer Rec): Gallons
Pump t 36.0 GPM Total Head 18.9 ft Pump 2GPM Total Head—�ft
Supply Pipe Dia. 2.00 in Dose Volume: 0.0 gal Supply Pipe Dia. C=in Dose Volume:
gat
2. SYSTEM AND DISTRIBUTION TYPE
Soil Treatment Area Type: Mound Distribution Type: Pressure Distribution -Level
Benchmark Reference Elevation: 100.00 ft Benchmark Location: LLift station manhole cover
MPCA Type: Type 1 Type of Distribution Media: D Dramrieid Rock ❑ Registered Treatment Media:
Comments:
3. SITE EVALUATION:
A. Depth to Limiting Layer: 12 in =ft G. Soil Texture: Clay Loam
B. Elevation of Limiting Layer: 100.1 H. Soil Hyd. Loading Rate: 0.45 GPD/ft`
C. Loc. of Restricive Elevation:— —� 1. Perc Rate: MPI
D. Minimum Required Separation: 36 in 3.0 ft J. Soil with >35R Rock Fragments Present? `' Yes J No
E. Code Maximum Depth of System: Mound in If yes describe below: % rock and layer thickness, amount of soil credit and any
additonal information for adressing the rock fragments in this design.
F. Measured Land Slope %: 4.0
Comments:
L_
4. DESIGN SUMMARY
Trench Design Summary
Dispersal Area ft, Sidewall Depth —�in Trench Width�ft
Total Lineal Feetft Number of Trenches E== Code Maximum Trench DepthCin
Contour Loading Rate =ft Min Trench Length E=ft Designer's Max Trench Depthin
Minnesota Pollution
OSTP Design Summary Worksheet UNIVERSITY
Control Agency OF MI N N ESOTA
Bed Design Summary
Absorption AreaW
Depth of sidewallin Code Maximum Bed Depth�in
Bed Width ==ft
Bed Length E=ft Designers Max Bed Depth�in
Mound Design Summary
Absorption Bed Area _ft
Bed Length 63.0 ft Bed Width 10.0 ft
Absorption Width 26.0 ft
Clean Sand Lift 2,0 ft Berm Width (0-1%)ft
Upslope Berm Width 12.0 ft Downslope Berm Width 20.0 ft Endslope Berm Width 12.0 ft
Total System Length g7,0 ft
Total System Width 42.0 ft Contour Loading Rate 12.0 galift
At -Grade Design Summary
Absorption Bed Width E== ft
Absorption Bed Lengthft System Finished Height �ft
Contour Loading Rategat/ft
Upslope Berm Widthft Downslope Berm Widthft
Endstope Berm WidthCit
System Length E=ft System WidthE=ft
Level ft Equal Pressure Distribution Summary
No. of Perforated Laterals
Perforation Spacing E=ft Perforation Diameter 7132 in
Lateral Diameter 2.00 in
Min. Delivered Volume gat Maximum Delivered Volume =i=gat
Non -Level and Unequal Pressure Distribution Summary
Elevation
Pipe Volume
Pipe Length Perforation Size
(ft) Pipe Size (in)
(gal/ft)
(ft) (in) Spacing (ft) Spacing (in)
Minimum Delivered Volume
Lateral 1
Lateral 2
gat
Maximum Delivered Volume
Lateral 3
Lateral 4
Lateral 5
gat
Lateral
5. Additional Info for Type IV/Pretreatment Design
A. Calculate the organic loading
1. Organic Loading to Pretreatment Unit = Design Flow X Estimcted BOD in mg/L in the effluent X 8.35: 1,000,000
gpd X
mg/L X 8.35: 1.000,000 = C=ibs BODiday
2. Type of Pretreatment Unit Being Installed:
3. Calculate Soil Treatment System Organic Loading:
BOD concentration after pretreatment = Bottom Area = lbs/day/ft'
mg/L X 8.35 _ 1.000,000 s
=ft' = E=lbs/day/ft`
Comments/Special Design Considerations:
I hereby certify that I have completed this
work in accordance with all applicable ordinances, rules and laws.
f '
Joseph J Olosn
810 05/27/16
(Designer)
(Signature) (License «) (Date)
OSTP Mound Design
UNIVERSITY .�
Minnesota Pollution Wnrkehoot X10/ 4Z1nr-wo op 1\Al>\jm\ cgrn
L.OntrOl Agency - - - -- - • - - - - . i v ...'%W rw . - -- -
1. SYSTEM SIZING: Project ID: v 04.20.2016
12
13.
A. Design Flow:
B. Soil Loading Rate:
C. Depth to Limiting Condition
D. Percent Land Slope:
E. Design Media Loading Rate:
F. Mound Absorption Ratio:
750 GPD
0.45 GPD/ft`
1.0 ft
4.0
1.2 GPD/ft2
2.60
Table I
MOUND CONTOUR LOADING RATES:
Meawled
Treatment
Texture derived
Treatment Levee
Contoul
Dere Rate
OR
mound absorption ratio
Mound
Absorption
Abse n
Ratio
Loading
1
-
1
Rate -
ate•i.60rnp'
i. 60111p'
OR
t.0. 1.3.2.0.2.4.2.6
:t2
61-120 nlpi
5.0
12
_ 120 rnpi'
-5.0'
:6-
TABLE IXa
LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
AND ABSORPTION RATIOS USING PERCOLATION TESTS
Percolation Rate
(MPO
Treatment
Level C
Treatment Levee
A, A-2, B,
Absorption
Arca Load�n4
Rate
(gpdM')
Abund
Absor� tio
Ratio
Absorption
Area Loading
Rate
Mound
Absorption
Abse n
Ratio
1
-
1
•,o.,
1.2
1
1.6
1
1 to (hrle tars;
la -,a oa n tris �a�a•
0.6
2
1
1.6
jr, to
0.78
1.5
1
1.6
0.6
2
0.78
2
41
0.5
2.4
0.78
2
rs: if f"
0.45
2.6
0.6
2.6
tO='
5
0.3
5.3
'Systems with these values are not Type I systems.
Contour Loading Rate (linear loading rate) is a
recommended value.
DISPERSAL MEDIA SIZING
A. Calculate Dispersal Bed Area: Design Flow _ Design Media Loading Rate = ft2
750 GPD _ GPD/ft` = 625 ft2
1.2
If a larger dispersal media area is desired, enter size: 630 ft2
B. Enter Dispersal Bed Width: 10.0 ft Can not exceed 10 feet
C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate
10 ft` X 1.2 GPD/ft` = 12.0 gal/ft Can not exceed Table 1
D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area _ Bed Width = Bed Length
630 ft` _ [=ft = 63.0 ft
ABSORPTION AREA SIZING
A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio = Absorption Width
10.0 ft X 2.6 = 26.0 ft
B. For slopes >1%, the Absorption Width is measured downhill from the upslope edge of the Bed.
Calculate Downslope Absorption Width: Absorption Width - Bed Width
26.0 ft - 10.0 ft = 16.0 ft
14. DISTRIBUTION MEDIA: ROCK
A. Rock Media Depth Below Distribution Pipe
0.50 ft estimated volume of rock on mound materials page
5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW
A. Enter Dispersal Media:
B. Enter the Component: Length: ft Width:[=ft Depth: =ft
C. Number of Components per Row = Bed Length divided by Component Length (Round up)
ft - ft = components/row
D. Actual Bed Length = Number of Components/ row X Component Length:
=components X =ft = C�ft
E. Number of Rows = Bed Width divided by Component Width (Round up)
ft . ft = = rows Adjust width so this is on whole number.
F. Total Number of Components = Number of Components per Row X Number of Rows
C ------J X = components
6. MOUND SIZING
A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition = Clean Sand Lift
3.0 ft - = ft = 2.0 ft Design Sand Lift (optional): =ft
B. Calculate Upslope Height: Clean Sand Lift + media depth + cover (1 ft.) = Upslope Height
2.0 ft + 0.5 ft + = ft = 3.5 ft
C. Select Upslope Berm Multiplier (based on land slope): 3.57
Land Slope % 0 1 2 3 4 5 6 7 8 9 10 11 12
Upslope Berm
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
Ratio
4:114.00 3.$5 3 70 3.57 3.45 3.33 3.23 3.12 3.03 2.94 12.86 T2,78 2.70
D. Calculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width
3.57 ft X 3.5 ft = 12.0 ft
E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope - 100 = Drop (ft)
10.0 ft X L 4.0 % - 100 = 0.40 ft
F. Calculate Downslope Mound Height: Upslope Height + Drop in Elevation = Downslope Height
3.5 ft + 0.40 ft = 3.9 ft
G. Select Downslope Berm Multiplier (based on land slope): 4.76
7 8 9 10 11 12
Land Slope % 0 1 2P043=PP�
Downslope 3:1 3.00 3.09 3.19.413.80 3.95 4.11 4.29 4.48 4.69
Berm Ratio 4:1 4.00 4.17 4.35 4.54 4.76 5.00 5.26 5.56_1 5.88 16.25 6.67 7.14 7.69
H. Calculate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width
4.76 x 3.9 ft = =ft
I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width + 4 feet
16.0 ft + = ft = [=ft
J. Design Downslope Berm = greater of 4H and 41: 20.0 ft
K. Select Endslope Berm Multiplier: 3.00 (usually 3.0 or 4.0)
L. Calculate Endstope Berm X Downslope Mound Height = Endslope Berm Width
3.00 ft X 3.9 ft = =ft
M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width
12.0 ft + =ft + 20.0 ft =42.0 ft
N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width
12.0 ft + = ft + = ft = =ft
7. MOUND DIMENSIONS
F1
fu
_------------------------ - --- ------
Upslope (4.D) 12.0 ---
Endslo a 141), Dispersal Bed: (2.B x 2.C) C Endsto epT(4.L)
12.0 EH]x
I
Downslope (4.J)
----------------------
Upslope berm (4.D
12.0
M
C
V '
0
-------------
Total Mound Length (4.N) 87'0
4" inspection pipe
(— 18" cover on top
Clean sand lift (4.A) 1 2.0
20.0
berm (4.J)
12" cover on sides
(6" topsoil)
D
I_=;gat irro t,undtnan 1.0_
Absorption Width (3.A) _
Not26.0
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.
Comments:
Minnesota Pollution OSTP Mound Materials Worksheet UNIVFRS,TY
OF MINNESOTA
Control Agency
Project ID: v 04.20.2016
A. Calculate Rock Volume : (Rock Below Pi e + Rock to cover i e ipe dic - r inch) ) X Bed Len th 12.D1 X Bed Width (2.B) = Volume ift')
6.00 n - 3.00 n) - 12 X 63.0 ft XL. 10.0 ft = 472.5 1t'
Divide ft- by 27 ft3/yd3 to calculate cubic ards:
472.5 ft' 27 = 17.5 7yd3
Add 20% for constructability: 17.5 yd' X 1.2 = 21.0 yd=
For systems using other distribution media - see product registration for material required
B. Calculate Clean Sand Volume:
Volume Under Rock bed: Average Sand Depth x Medic Width x Medic Length = cubic feet
2.2 ]ft X 10.0 Ift X 1 63.0 Ift = F 1386.0
For a Mound on a slope from 0-1%
Volume from Length = ((Upslope Mound Height - 1) X Absorption Width Beyond Bed X Media Bed Length)
ft - 1) X I 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
ft- ft - ft = ft'
For a Mound on a slope greater than 1%
Upslope Volume: ((Upslope Mound Height - 1) x 3 x Bed Length) - 2 = cubic feet
(( 3.5 ft - 1) X 3.0 ft X 63.0 ) - 2 = 236.3 ft'
Downslope volume: ((Downslope Height - 1) x Downslope Absorption Width x Media Length) - 2 = cubic feet
ft - 1) X 16.0 ft X 63.0 ) - 2 = 146t.b 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 7ft = 87.0 ft'
Total Clean Sand Volume: Upslope Volume . Downslope Volume . Endslope Volume - Volume Under Media
236.3 ft' _ 1461.6 ft' 87.0 ft' _ 1386.0 ft' = 3170.9 ft'
Divide tt' by 27 ft'/yd' to calculate cubic yards: I 3170.9 I ft- s 27 = 117.4 yd
Add 20% for constructability: 117.4 yd- X 1.2 = 140.9 yd,
C. Calculate Sandy Berm Volume:
Total Berm Volume (approx): ((Avg. Mound Height - 0.5 ft topsoil) x Mound Width x Mound Length) - 2 = cubic feet
( 3.7 0.5 )ft X 42.0 ft X 87.0 ) - 2 = 5846.4 ft3
Total Mound Volume - Clean Sand volume -Rock Volume = cubic feet
5846.4 ft 3170.9 ft' 472.5 ft' = 2203.1 ft
Divide ft' by 27 ft'/yd'to calculate cubic yards: 2203.1 ft' 27 = 81.6 yd,
Add 20% for constructability: 81.6 yd' x 1.2 = 97.9
yd'
D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X .5 ft
42.0 ft X 87.0 ft X 0.5 ft = 1827.0 ft'
Divide ft' by 27 ft'/yd'to calculate cubic yards: 1827.0 ft' e 27 = 67.7 yd}
Add 20. for constructability: 67.7 ydx 1.2 - 81.2
yd'
OSTP Pressure Distribution
Minnesota PollutionDUNIVERSITY
Control Agency esign Worksheet OF MINNESOTA '��--
Project ID: v 04.20.2016
1. Media Bed Width: 10 ft
2. Minimum Number of Laterats in system/zone = Rounded up number of [(Media Bed Width - 4) : 3] + 1.
[( 10 - 4 ) : 31 + 1 = laterals Does not apply to at -grades
3. Designer Selected Number of Laterals: 3 laterals
Cannot be less than line 2 (accept in at -grades)
4. Select Perforation Spacing: 3.0 ft
5. Select Perforation Diameter Size: 7/32 in
l - -
6. Length of Laterals = Media Bed Length - 2 Feet.
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 by the Perforation Spacing
and round down to the nearest whole number.
Number of Perforation Spaces 61 ft E ft = 20 Spaces
Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces. Check table
8. below to verify the number of perforations per lateral guarantees less than a 1090 discharge variation. The
value is double with a center manifold.
Perforations Per Lateral = 20 Spaces + 1 = 21 7Perfs. Per Lateral
9. Total Number of Perforations equals the Number of Perforations per Lateral multiplied by the Number of
Perforated Laterals.
21 Perf. Per Lat. X Number of Perf. Lat. = 63 Total Number of Perf.
10. Select Type of Manifold Connection (End or Center): End ❑ Center
11. Select Lateral Diameter (See Table) : 2.00 in
Awrnum Number of Perforations Per Lateral to Gwrantee , iN Distharse Vanation
Inch Perforatons
7132 Iran Perforations
PerforateSpacing )Feet)
Pipe Diameter (Inches)
1 IA 1" 2
3
Perforation Spacing
Ifeetl
Pipe Diarneter (Inches)
> I Iv 11: 2
3
2
10 13 18 30
60
2
11 16 21
34
68
21.
E 12 16 28
54
2s:
10 14 20
32
64
3
9 it 1 16 25
52
3
9 14 19
30
60
316 Inch Perforations
118 Inch Perforatsois
Perforatrfln Spaang (Feet)
Pipe Diameter (Inches)
Perforation Spacir@
(feet)
Pipe D;arneter (Inches)
1 11+ 11; 2 3
t 1 �: 11:t
3
2
12 18 26 46
87
2
21 33 44
74
149
21:
12 17 24 40
80
2t
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 multiplied by the Number of
Perforated Laterals.
21 Perf. Per Lat. X Number of Perf. Lat. = 63 Total Number of Perf.
10. Select Type of Manifold Connection (End or Center): End ❑ Center
11. Select Lateral Diameter (See Table) : 2.00 in
OSTP Pressure Distribution
Minnesota Pollution Design Worksheet UNIVERSITY
Control Agency OF MINNESOTA �-
12. Calculate the Square Feet per Perforation. Recommended value is 4.11 ft per perforation.
Does not apply to At -Grades
a. Bed Area = Bed Width (ft) X Bed Length (ft)
10 ft X 63 ft = 630 ft
b. Square Foot per Perforation = Bed Area divided by the Total Number of Perforations,
630 ftp 63 ]perforations = 10.0 ftZ/perforations
13. Select Minimum Average Head: 1.0 ft
14. Select Perforation Discharge (GPM) based on Table: 0.5b GPM per Perforation
15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge.
63 Perfs X 0.5b GPM per Perforation = 36 GPM
16. Volume of Liquid Per Foot of Distribution Piping (Table Il) : 0.170 Gallons/ft
17. Volume of Distribution Piping =
Table II
_ [Number of Perforated Laterals X Length of Laterals X (Volume of Volume of Liquid in
Liquid Per Foot of Distribution Piping] Pipe
Pipe Liquid
L 3 X E:H:1 ft X 0.170 gal/ft = 31.1 Gallons Diameter Per Foot
(inches) (Gallons)
18. Minimum Delivered Volume = Volume of Distribution Piping X 4
31.1 gats X 4 = 124.4 Gallons
Comments/Special Design Considerations:
1.25
0.078
1.5
0.110
2
0.170
3
0.380
4
0.661
- cleanouts _
Manifold pipe ..
Alternate location
of pipe from pump
Pi a from um
OSTP Basic Pump Selection Design
Minnesota Pollution Worksheet UNIVERSITY
Control Agency OF MINNESOTA
1. PUMP CAPACITY Project ID: v 04.20.2016
Pumping to Gravity or Pressure Distribution: Pressure
1. If pumping to gravity enter the gatlon per minute of the pump: C�GPM f 10 - 45 gpm)
2. If pumping to a pressurized distribution system: 36.0 GPM
3. Enter pump description:
2. HEAD REQUIREMENTS
A. Elevation Difference 10 ft
between pump and point of discharge:
B. Distribution Head Loss: ft �7
I
C. Additional Head Loss: E== ft roue to special eouipment, etc.)
Distribution Head Loss
Gravity Distribution = Oft
Pressure Distribution based on Minimum Average Head
Value on Pressure Distribution Worksheet:
Minimum Avera a Head Distribution Head Loss
1ft 5ft
2ft 6ft
5ft 1 Oft
a, e
nn.•�en<r
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 )
10.0 ft 5.0 ft - E=ft - 3.9 ft = 18.9 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.0 GPM (Line 1 or Line 2) with at teast 1$,9 feet of total head.
Comments:
Table J. Friction Loss in Plastic Pipe per 100ft
Flow Rate
Pipe Diameter (inches)
D. 1. Supply Pipe Diameter: 2.0 in
iGPM)
1 1.25 1
1.5 2
1.7
2.4
10
9.1 3.1
1.3 0.3
12.9
12
12.8 4.3
1.8 0.4
40
14
17.0 5.7
2.4 0.6
16
21.8 7.3
3.0 0.7
18
9.1
3.8 0.9
6.1
Friction Loss = 3.32 ft per 100ft of pipe
55
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 )
10.0 ft 5.0 ft - E=ft - 3.9 ft = 18.9 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.0 GPM (Line 1 or Line 2) with at teast 1$,9 feet of total head.
Comments:
1.1 4.6
1.1
D. 1. Supply Pipe Diameter: 2.0 in
25
30
16.8 6.9
23.5 1 9.7
1.7
2.4
2. Suppty Pipe Length: 95 ft
35
12.9
3.2
40
16.5
4.1
E. Friction Loss in Plastic Pipe per 100ft from Tabte I:
45
20.5
5.0
50
6.1
Friction Loss = 3.32 ft per 100ft of pipe
55
7.3
F, Determine Equivalent Pipe Length from pump discharge to soit dispersal area discharge
60
65
8.6
point. Estimate by adding 25% to supply pipe length for fitting loss. Supply Pipe Length
70
10.0
(D.2) X 1.25 = Equivalent Pipe Length
11.4
75
13.0
95 ft X 1.25= 118.8 ft
g5 !
16.4
20.1
G. Calculate Supply Friction Loss by multiplying Friction Loss Per 100ft (Line E) by the Equivalent Pipe Length (Line F) and divide by 100.
Supply Friction Loss =
3.32 ft per 100ft X 118.8 ft t 100
= 3.9 ft
H. Total Head requirement is the sum of the Elevation Difference (Line A), the Distribution Head Loss (Line B), Additional Head Loss (Line C), and
the Supply Friction Loss (Line G )
10.0 ft 5.0 ft - E=ft - 3.9 ft = 18.9 ft
3. PUMP SELECTION
A pump must be selected to deliver at least 36.0 GPM (Line 1 or Line 2) with at teast 1$,9 feet of total head.
Comments:
Property Owner ! project:
Property Address PID:
Soil Observation Log
Owner Information - - .
Wallace Carson
3010 Somerset Lane
Date 5/26/2016
Soil Log 41
Q Boring ❑ Pit Elevation 10 1. 1 Depth to SHWT 12 inches
Soil SurN,e1' Information
❑ refer to attached soil survey
Parent inatl's:
Q Till ❑
Outwash ❑ Lacustrine ❑
Alluvium Organic [ - Bedrock
landscape position:
❑ Summit
❑ Shoulder ❑ Side slope
[] Toe slope
soil survey map units:
LI23A
slope 4
°o direction- Linear
Soil Log 41
Q Boring ❑ Pit Elevation 10 1. 1 Depth to SHWT 12 inches
Depth (in) Texture fragment % rnatrix color redox color consistence grade shape
0-12
Topsoil
<35
2.5N2.51
Loose
Loose
Single -grain
1-1-18
Topsoil
<3
I ON -4;'8
Friable
Strong
Prismatic
18 0
Clay Loam
'3`
2.5\4 3
IOy4;8,1-6/1Oy
Firm
Strun.1
Prismatic
<j
loose
loose
single grain
35 - 50
friable
weak
-granular block'
>50
firm
moderate
prismatic plat
rigid
strong
massive
<35
loose
loose
single grain
35-50
friable
weak
granular block
>50
firm
moderate
prismatic platy!
rigidstrong
massive
Comments:
3010 Somerset Lane Soil Log #2
C Boring ( Pit Elevation 101.1 Depth to SHWT 14 inches
Depth (in) Texture fra`ment °o matrix color redox color consistence grade shape
0-14
1 opso11
<35
�.�� ,� I
Loose
Looe
Single grain
14-20
topsoil
1Oy4,8
f=riable
Strong
Prismatic
20-24
Clay Loam
'.5%4 3
10y4f8,1-6'10\
I irn,
Strong
Prismatic
<35
35-50
Firm
Strong
Prismatic
>50
`
<35
loose
loose
single grain
35-50
friable
Weak
granular blockN
>50
firm
moderate
prismatic platy.
rigid
strong
nlass `'c
3010 Somerset Lane Soil Log #3
❑ Boring ❑ Pit Elevation 99.9 Depth to SHN'T 12 inches
Depth (in) Texture fragment % matrix color redox color consistence grade shape
0-6
Topsoil
<35
2.5y2.51
Loose
Loose
Single grain
6-12
Topsoil2.5v3:'2
10),4%8
FriahIe
Sirong
Prismatic
12-24
Clay Loam
<35
15%4 ;
10v4 8.1-610
Firm
Strong
Prismatic
<35
loose
loose
single grain
35-50
friable
Weak
_ranular block
>50
firm
moderate
prismatic plata
rigid
strong
massive
<35
loose
loose
single grain
35-50
friable
tweak
granular blocky
>50
firm
moderate
prismatic plat%
rigid
strong
massive
1 hereby certi& this "=ark was completed in accordance with All -hxO and ani, local red's.
Rusri' Olson's Soil & Perc $10
4esigner Signature Company License 4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:42 A.M. On 5/26/16
Location: 3010 Somerset Lane
Hole number: 1
Date hole was prepared: 5/25/16
Depth of hole bottom _12"_ inches, Diameter of hole 6" inches.
Soil data from test hole:
Depth, inches
0-12
Soil texture
Dark Brown Loam 2.5y2.5/1
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 5/25116 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
9:56
10:26
6"
3.7
8.1
10:29
10:59
6"
3,6
8.3
11:00
11:30
6"
3.6
8.3
AVERAGE PERC. RATE 8.2 MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Perc. starting at 9:42 A.M. On 5/26/16
Location: 3010 Somerset Lane
Hole number: 2
Date hole was prepared: 5/25/16
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 2.5y2.5/1
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 5/25/16 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
9:57
10:27
6"
3.2
9.4
10:28
10:58
6"
3.1
9.6
11:01
11:31
6"
3.1
9.6
AVERAGE PERC. RATE 9.5 MPI