HomeMy WebLinkAbout2008 - soil & percolation testing •
Rusty Olson's--Soil and Percolation Testing
Joseph J.Olson—MICA License#810
11481 Riverview Rd.NE,Hanover,MN 55341 (; D 3
(763)498-8779 Fax(763)498-8290
January 07,2008
Armand Brachman
1990 West Farm Road
Orono,Hennepin County
This on-site Sewage Treatment System is designed for a Type 1,three bedroom home in accordance with the
Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
The seasonally saturated soils were located at 12"-18".(Mottled soil). Due to seasonally saturated soils and the
existing system an 01111,R pressurized Mound System will need to be installed to treat septic effluent. The bottom of
the treatment area must be located at least 3'above the saturated soils.
Chapter 7080.0178 Subp.3.Compliance.Systems designed and constructed under this part shall be considered in
compliance if they meet the conditions of the approved monitoring plan.The monitoring plan is to be set by the LUG.
The L.U.G.monitoring plan is two times a year for two years.If there are no problems found the monitoring may stop.
The soils at a depth of 12"have a percolation rate averaging 4 MPI.
All neighboring wells are located greater than 100'away from proposed treatment area.
The absorption area of the proposed system is greater than 75 feet from the existing creek.
The existing tanks may be used upon approval of the local inspector.If the tank is not usable two new 1000 gallon
tanks must be installed.
A new 1000 gallon lift station must be installed.
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 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.
Keen all heavy equipment off of the proposed treatment areas before during and after construction.
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 tank every year for 1 tank every two years for two tanks.
Sincerely.
Joseph J.Olson
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TREATMENT
PROGRAOM
University of Minnesota Mound Design Worksheet
Greater than 1%Slopes
A. FLOW
Estimated 450 gpd(see figure A-1)
or measured x 1.5(safety factor)= 0 gpd
B. SEPTIC TANK LIQUID VOLUMES
Septic tank capacity 2000 gallons(see figure C-1)
Number of tanks/compartments 0
Effluent Filter (yes/no) yes
C-1 Septic Tank Capacity in Gallons
Number of Minimum Capacity with Capacity with
Bedrooms Capacity Garb.Disp. Disp.and Lift
2 or less 750 1125 1500
3 or 4 1000 1500 2000
5 orb 1500 2250 3000
7,8 or 9 2000 3000 4000
C. SOILS(Site evaluation data)
1. Depth to restricting layer= 1.3 feet
2. Depth of percolation tests= 12 inches
3. Texture loam
4. Soil loading rate(see Figure D-33) 0.60 gpd/ft2
Percolation rate 4 MPI
5. %Land Slope 11.0
D. ROCK LAYER DIMENSIONS
1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer:Item A x 0.83=
450 gpd x 0.83 ft2/gpd= 380 ft2
2. Determine rock layer width =0.83 ft`/gpd x Linear Loading Rate(LLR)(see LLR chart)
0.83 ft2/gpd x 12.00 = 10.0 ft
_LLR Chart
Perk Rate LLR
<120 MPI <=12
>=120 MPI <=6
3. Length of rock layer=area divided by width=
380.0 ft2 / 10.0 feet= 38.0 ft
E. ROCK VOLUME
1. Multiply rock area by rock depth to get cubic feet of rock
380.0 X 1.0 ft= 380.0 ft3
2. Divide ft3 by 27 ft3/yd3 to get cubic yards
380.0 ft3 / 27 = 14.1 yd3
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
14.1 yd3 X 1.4 ton/yd3 = 19.7 tons
Page 1 of 5
F. ABSORPTION WIDTH Absorption ratio: 2
1. Absorption width equals absorption ratio times rock layer width
2.00 x 10.0 ft = 20.0 ft
G. MOUND SLOPE WIDTH&LENGTH(Greater than 1%)
1. Downslope absorption width=absorption width minus rock layer width
20.0 feet - 10.0 feet= 10.0 ft
2. Calculate mound size
UPSLOPE
a.Depth of dean sand at upslope edge of rock layer=3 feet minus distance to restricting layer(C1)
3.0 ft - 1.3 ft= 1.7 ft
b.Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a)
at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot)
1.7 ft+1ft+1 ft= 3.7 ft
c.Upslope berm multiplier based on land slope(see figure D-34)
Selected berm multiplier 2.86
d.Upslope width=berm multiplier(G2c)times upslope mound height(G2b):
2.86 x 3.7 ft = 11.0 ft
DOWNSLOPE
e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100
10.0 ft x 11.0 % /100= 1.1 ft
f.Downslope mound height=depth of dean sand for slope difference(G2e)
at downslope rock edge plus the mound height at the upslope edge of rock layer(2b)
1.1 ft + 3.7 ft= 4.8 ft
g.Downslope berm multiplier based on percent land slope(see Figure D-34)
Selected berm multiplier: 5.81
h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2f)
5.81 x 4.8 = 28.0 ft
i.Select greater of G1 and G2h as the downslope width 28.0 ft
j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2i)
11.0 ft+ 10.0 ft+ 28.0 ft= 49.0 ft
k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3)plus upslope width(G2d)
11.0 ft + 38.0 ft+ 11.0 ft= 60.0 ft
Final Dimensions (slope>1%) 49.0 ft x 60.0 ft
I hereby certify that all work has been completed in accordance with all applicable ordinances,rules&laws.
(signature) 810(license#) 1/7/2008 (date)
Page 2 of 5
1.5"inspection pipe 18"at peak-top 6"topsoil
p o 0
"cover-top 6"topsoil
1.7
Original grade
Restrictive layer 1.3 •
•
11.0 10.0 28.0
.. ..
38.0 1.1
absorption width
Mound Detail: Land slope> 1%
•
11.0
Upslope berm:
•
Rockbed
110 Width: 10.0 110
Total Length: 38.0
Width:
A
49.0
Downslope berm: Downslope absorption width:
28.0 10.0
•
•
Total length:60.0
Notes:
Divert surface water away from mound.
Page 5 of 5
University of Minnesota Pressure Distribution System Design - 10/25/04
Al boxed rectangles must be entered,the lest will be calculated.
ONs,rc
SEWAGE
1. Select number of perforated laterals: 3 Tw�wr --
2. Select perforation spacing= I 3 ft
3. Since perforations should not be placed closer that 1 foot to I ..mcly per.� a3 n
12_
the edge of the rock layer(see diagram),subtract 2 feet from
the rock layer len.th ! -
38 -2 ft= 36 ft ".� .^Ka_5•
4. Determine the number of spaces between perforations.
Divide the length(3)by perforation spacing(2)and round down to nearest whole number.
Perforation spacing= 36 ft/ 3 ft= 12
5. Select perforation size 1/4 finch
6. Number of perforations is equal to one plus the number of perforation spaces(4).
"Check figure E-4 to assure the number of perforations per lateral guarantees
<10%discharge variation.
12 spaces+1 = 13 perforations/lateral
E-4 Maximum Number of 1/4 inch perforations E-5 Maximum Number of 3/16 inch perforations
per lateral to guarantee<10%discharge variation per lateral to guarantee<10%discharge variation
Perforation Perforation
Spacing Pipe Diameter Spacing Pipe Diameter
ft 1 inch 1.25 inch 1.5 inch 2.0 inch feet 1 inch 1.25 inch 1.5 inch 2.0 inch
2.5 8 14 18 28 2.5 12 19 25 39
3.0 8 13 17 26 3 11 18 24 37
3.3 7 12 16 25 3.3 10 17 23 36
4.0 7 11 15 23 4 10 16 21 33
5.0 6 10 14 22 5 9 15 20 31
7. A.Total number of perforations=perforations per lateral(5)times number of laterals(1).
13 perfs/lat x 3 laterals= 39 perforations
B.Calculate the square footage per perforation.
Recommended value is 6-10 sgft/perf.Does not apply to at-grades.
1. Rock bed area=rock width(ft)x rock length(ft)
10 ft x 38 ft= 380 ft2
2. Square foot per perforation=Rock Bed Area/number of perfs(6)
380.0 ft2 / 39 perfs = 9.7 ft2/perf
8. Determine required flow rate by multiplying the total number
of perforations(6A)by flow per perforations(see figure E-6)
39 perfs x 1 0.74 lgpm/perfs= 28.9 gpm
E-6 Perforation Discharge in GPM
Head Perforations diameter
(feet) (inches)
3/16 7/32 1/4
1" 0.42 0.56 0.74
2" 0.59 0.80 1.04
5 0.94 1.26 1.65
a. Use 1.0 foot for single-family homes.
b.Use 2.0 feet for anything else y __,__,---,"---''''":',7n'' T-m L.,n,
a-.
9. Determine Minimum Pipe Size I __
A. Manifold on End. If laterals are connected to header pipe _ �- _
as shown in Figure E-1,to select minimum required lateral FM
rogue E-1: d
odalEndSodom .1 „c
J
diameter;enter figure E-4 or E-5 with perforation spacing and
number of perforations per lateral.Select minimum diameter
for perforated laterals= 2.0 J inches
B. Center Manifold. If perforated lateral system is attached to D`oz..*:its=,----; ,;-s " _=
manifold pipe near the center,like Figure E-2,perforated lateral length(3) ley,
and number of perforations per lateral(5)will be approximately =one half of that in step A. Using these values,select
minimum diameter for perforated lateral= 1.5 inches ,,----
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
",....... "-m------- (signature) 810 (license#) 01/07/08 (date)
University of Minnesota Pump Selection Procedure - 10/25104
All boxed rectangles must be entered,the rest will be calculated.
ONse-re 111.1i
SEWAGE Determine pump capacity:dY• THEATMENT
A. Gravity Distribution P"R"AM
1.Minimum required discharge is 10 gpm
2.Maximum suggested discharge is 45 gpm
For other establishments at least 10%greater than the water
supply rate,but no faster than the rate at which effluent will flow
out of the distribution device.
B. Pressure Distribution-see pressure design worksheet soil treatrnent system
&print o discharge
Selected Pump Capacity: 29 gpm total pipe
length
muff"' 2A.elevation
inlet difference
2. Determine Total Dynamic Head(TDH) pipe
A. Elevation difference between pump and point of discharge.
9 feet
B. Special head requirement?(See Figure-Special Head Requirements)
5 feet Special Head Requirements
Gravity Distribution Oft
C. Friction loss in supply pipe Pressure Distribution 5ft
1. Select pipe diameter 2 in
2. Enter Figure E-9 with gpm(1A or B)and pipe diameter(C1)
Read friction loss in feet •-r 100 feet from Figure E-9 E-9 Friction Loss in Plastic Pipe
Friction loss= 1.55 ft/100 ft of pipe per 100 ft
nominal
3.Determine total pipe length from pump discharge to soil system discharge point. Flow Rate pipe diameter
Estimate by adding 25 percent to pipe length for friction loss in fittings. (gpm) 1.5" 2.0" 3"
Pi•- len a th times 1.25=equivalent pipe length 20 2.47 0.73 0.11
40 ft x 1.25= 50 feet 25 3.73 1.11 0.16
30 5.23 1.55 0.23
4.Calculate total friction loss by multiplying friction loss(C2) 35 6.96 2.06 0.3
by the equivalent pipe length(C3)and divide by 100. 40 8.91 2.64 0.39
Friction Loss= 1.55 ft/100ft X 50 ft / 100= 0.8 feet 45 11.07 3.28 0.48
50 13.46 3.99 0.58
D. Total head requirement is the sum of elevation difference(A),special 55 4.76 0.7
head requirements(B),and total friction loss(C4). 60 5.6 0.82
9 ft + 5 ft + 1.0 ft 65 6.48 0.95
70 7.44 1.09
Total Head: 15.0 feet
3. Pump Selection
1.A pump must be selected to deliver-at least 29 gpm(1A or B)
with at least 15.0 feet of total head(2D).
I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws.
(signature) 810 (license#) 1/07/08 (Date)
Page 1 of 1
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Logs of Soil Borings
License#810
Location or Project: 1990 West Farm Road
Borings made by: Rusty Olson's Soil and Perc testing 1/5/2008
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_94.1Mottled Soil at^1.3feet
0"-8" Dark brown loam 10yr3/2 H2O present at X___
8"-12" Brown loam 10yr4/4
12"-16" Brown loam 10yr5/4
16"-28" Rusty brown clay loam 10yr5/4
28"-30" Rusty brown loam 10yr5/4
Boring Number_2_Surface elevation_94.1Mottled Soil at 1.5feet
0"-8" Dark brown sandy loam 10yr3/2 H2O present at_X_
8"-14" Brown sandy loam 10yr4/4
14"-18" Brown sandy loam 10yr5/4
18"-30" Rusty brown loam 10yr5/4
Boring Number_3_Surface Elevation 92.1 Mottled Soil at 1.0 feet
0"-6" Dark brown loam 10yr3/2 H2O present at_X__
6"-12" Brown loam 10yr4/4
12"-20" Rusty brown loam 10yr4/4
20"-30" Rusty brown loam 10yr5/4
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Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 9:41 A.M. On 1106/08
Location: 1990 West Farm Road
Hole number: 1
Date hole was prepared:1/06/08
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 and hour of initial water filling 1/05/087 At 12:10 P.M. 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
1:35 1:50 6" 3.8 3.9
1:53 2:08 6" 3.7 4.0
2:09 2:24 6" 3.7 4.0
AVERAGE PERC. RATE 4.0 MPI
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Percolation Test Data Sheet
Lic.#810
Percolation test readings made by: Rusty Olson's Perc. starting at 9:41 A.M. On 1/06/08
Location: 1990 West Farm Road
Hole number: 2
Date hole was prepared:1/06/08
Depth of hole bottom 12"_inches, Diameter of hole_6"_inches.
Soil data from test hole:
Depth, inches Soil texture
0"-8" Dark brown sandy loam 10yr3/2
8"-12" Brown sandy loam 10yr4/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date and hour of initial water filling 1/05/087 At 12:10 P.M. 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 J
1:36 1:51 6" 3.7 4.0
1:52 2:07 6" 3.6 4.1
2:10 2:25 6" 3.5 4.2
AVERAGE PERC. RATE 4.1 MPI