HomeMy WebLinkAbout#14-3703 Soil & Perc Testing ReportJoseph Olson _D.B.A.
Rusty Olson's--Soil and Percolation Testing
Joseph J. Olson--MPCA License #810
11481 Riverview Rd. NE, Hanover, MN 55341
September 23, 2014
Peter Rennebohm
Proposed lot 1
4565 Bayside Road
Orono, Hennepin County
(763) 498-8779 fax (763) 498-8290
This on-site Sewage Treatment System is partially designed for a Type 1, five-bedroom home in
accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances.
Once the house size, location and sep tic prim ary and future s~es are chosen this design can be completed.
¢
The periodically saturated soils were located at 12-18 Inches (mottled soil). Due to the periodically
saturated soils, a pressurized mound system will need to be installed to treat the septic effluent. The bottom
of the treatment area must be located at least 3' above the saturated soils.
The soils at a depth of 12" have a percolation rate averaging 8.0 MPI.
A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and
switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A
warning device must be installed with a light and sound device; this is in case of a pump failure.
Use 7/32 inch perforations on the laterals.
Keep all heavy equipment off of the proposed treatment areas before and after construction. The
treatment area must be fenced off before construction begins. This Design is not valid & the System
will need to be relocated if failure to protect the areas proposed for the On-Site Sewage Treatment
systems occurs.
Nothing other than gray water, (laundry, showers, act.) human water & toilet tissue should be disposed of
into the septic tanks. Garbage disposals are not recommended. Additives must not be used; they may cause
harmful qamage to your septic system. It is recommended that you pump the septic tank s every two years.
REeetV~D
SEP242014
CITY OF ORONO
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Minnesota Pollution
Control Agency
OSTP Design Summary Worksheet UNIVERSITY
OF MINNESOTA
Property Owner/Client: I Peter Rennebohn Project ID: I I v 06.12.13
Site Address: 14565 Bayside Road, Orono, Hennepin County ( Lot 1 )Si!'i¥8-fRl,,01! ;:_ '-1 Date: I 9/18/14 I
1. DESIGN FLOW AND TANKS
A. Design Flow: ._I __ 7_5o _ __,1Gallons 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 : ~-----j aily flow is recommended to be< 60% of this value.
Minimum Code Required Septic Tank Capacity: I 2250 .l7 Gallons, in I 2 I Tanks or ConJ >ltft;;;'ents
Recommended Septic Tank Capacity: I 2250 .if Gallons, in I 2 1-;; or Co '!!P~nts
C. Holding Tanks Only:
Effluent Screen: I No I Alarm: I No I
Minimum Code Required Capacity: ;:I =========::::.!Gallons, in ;:I =====:I Tanks
Designer Recommended Capacity:! !Gallons, in I !ranks
Type of High Level Alarm: I ~-----------_....
D. Pump Tank 1 Capacity (Code Minimum): I / J. $ f) !Gallons
Pump Tank 1 Capacity (Designer Rec): ~1--;:::-::::::::::::::::_IG_a_ll_o-,ns
Pump Tank 2 Capacity (Code Minimum): I !Gallons
;:========:::;
Pump Tank 2 Capacity (Designer Rec): I !Gallons
Pump 1 L.I ____ ___.IGPM Total Head ;::I =======:ltt
.Svpp!y Pipe Pia. c=Jin Dose Volume:! jgal
Pump 21 jGPM Total Head I lft
Supply Pipe Pia . ._I ___ __.!in Dose Volume: I
2. SYSTEM TYPE
Type of Soll Treatment and Oise •
r
O Trench O Bed @ ound
Q Drip Q Holding Tank At-Grade
r . '"" u, ··--·----
1 0 Gravity Oistrllutlon @ PresS\.l'e Distribution-Level
* Selection Required
0 Pressure Dlstri>ution-Unlevel
Benchmark Elevation: I
Benchmark Location: rl ==-S_e_t--b-y_o_t-he_r_s ____ ,,,I
sea level In
System Type Type of Distribution Media:
~Type I □Type 11 0 Type Ill O Type IV 0TypeV 0 Dralnfield Rod< D Registered Treatment Media:
, I I
3. SITE EVALUATION: I
Depth to Limiting Layer:I 14 ✓ lin {~ft B. :========'.__--===='.__~
C. Elevation of Limiting Layer: ':::==========1=0=1=8=.o==========:I D.
E. Loe. of Restricive Elevation:! I F.
A. Measured Land Slope %:I 3.0 1% ::::::=======:::::::::....---,
Soil Texture :! ClayJ,oam I L--------'.,C...---,-------'
Soil Hyd. Loading Rate:j 0.45 v ;If PD/ft2
G. Minimum Required Separation: l:::====3=6===::'.lin ~ft
I. Code Maximum Depth of S~stem: I Mound lin
H.
Comments:
Pere Rate:I 7.5 " IMPI
I
4. DESIGN SUMMARY
Trench Desfgn Summary
Dispersal Area I ln2 Sidewall Depth I lin Trench Width! lin
Total Lineal Feet I In Number of Trenches I I Code MaxirTium Trench Depth I lin
Contour Loading Ratel In Designer's Max Trench Depth I 11n
Bed Design Summary
Absorption Area I ln2 Media Below Pipel lin Code Maximum Bed Depthl lin
Bed Wfdthj ltt Bed Length! lft Designer's Max Bed Depth I lin
, .
lif}~~~j-
Minnesota Pollution
Control Agency
Absorption Area I
Absorption Width I
Upslope Berm Width!
Total System Length I
Absorption Bed Widthl
Contour Loading Ratel
Endslope Berm Widthl
No . of Perforated Lateratsl
Lateral Diameter!
Elevation
OSTP Design Summary Worksheet UNIVERSITY
OF MINNESOTA
/
Mound Design Summary / -
I ~
625.o "'7 n2 Bed Lengthj 63.o ../ t" Bed Widthj f 10 .oJ In ,
12.0 2J n ~n Sand Littl Berm Width (0-1%)j -In 1.8 ✓ ft
20.0 ~ 14.2 jft Downslope Berm Width I Endslope Berm Widthj 12.4 ./ ltt
44 .i ✓~ /hat/ft 87.8 an Total System Widthl Contour Loading Ratel 1i.o
At -Grade Design Summary
1ft Absorption Bed Length! ltt System Height!
lgal/ft Upslope Berm Width! 1ft Downslope Berm Width!
1ft System Length I ltt System Width I
Level & Equal Pressure Distribution Summary
3 I Perforation Spacing! 3 In Perforation Diameter! 7/32
2.00 lin Min . Delivered Volumel 0 lgal Maximum Delivered Volumel 188
Non-Level and Unequal Pressure Distribution Summary
Pipe Volume Pipe Length Perforation Size
(ft) Pipe Size (in) (gal/ft) (ft) (in) Spacing (ft) Spacing (in)
--
ltt
In
ltt
lin
lgal
Lateral 1 Minimum Delivered Volume
Lateral 2 I lgal
Lateral 3
Lateral 4 Maximum Delivered Volume
Lateral 5 I lgal
Lateral 6
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
I l1bs/day X I I = I I lbs BOD/day
2. Organic Loading to Pretreatment Unit = Design Flow X Estimated BOD in mg/Lin the effluent X 8.35 + 1,000,000
I jgpd X I 1mg/LX 8.35 + 1,000,000 = I l1bs BOD/day
B. Type of Pretreatment Unit Being Installed:
C. Calculate Soil Treatment System Organic Loading: lbs. BOD/day + Bottom Area = lbs/day/ft2
I l1bs/day + I ln2= I ltbs/daytft2
Comments/Special Design Considerations :
I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws .
d
# ---Joseph J Olson 810 09/18/14
(Designer) .~'A" (Signature) (License#) (Date)
Minnesota Pollution
Control Agency
OSTP Mound Design
Worksheet > 1 % Slope
UNIVERSITY
OF MINNESOTA
1. SYSTEM SIZING: Project ID: V 06.12.13
A. Design Flow: 750 IGPD TABLEJXa '·,
B. Soil Loading Rate : 0.45 IGPD/ft2
>
LOADING RATES FOR DETERMINING -BOTTOM ABSORPTION AREA
. AND ABSORPTION RATIOS USING PERCC>LATION TESTS
C. Depth to Limiting Condition: 1.2 j n
Treatment Level -C · · Treatment Level A,-A-2, B,
~ · .. , .
•' ,_. -Ab sorption · l,'ound -Mound
D. Percent Land Slope: 3.0 /f% . Percol~tio~ ·R~te .· .A·Absolrptidoln
· .. (MPI) _ . , rea oa_ ng
-. ·-· ·-R~t~ 1.
1
_
A~(!i L~iiding Absorption Rate ,; Absorptfon
· Ratio
E. Design Media Loading Rate: 1.2 jGPD/ft2
F. Mound Absorption Ratio: 2.60 I
-. Table I.·· ·· -,
MOlltW -CONTOUR .LOADltlG RA T-E5 ::· •· -. ·
· /Ma~u i-<.i d · ,. 1
• t i;,i tur~ ~ di;,ri vi;,d ,.
P9rc R:at<.i ; OR · ri1ound ab sorption -.rati o _,. /· : . ' . : ·. ·.
~60mpi '-I 1.0, 1.3. 2.0 , 2 .-1. 2.6
contour ·
-!--oaciing ;
·. Rat!'i:·.
:.12
-· -. .-(gpd/ft1 ) ...
<0.1 -
0.1 lo5 1.2
0.1 lo 5 (line sand 0 .6 and loamt fine sand)
6to 15 0.78
16 to 30 0,6
31 to 45 0.6
46 to 60 0.46
61 to 120 .
>120 -
1
•• (gpd/~1
) :,
·. ~•Ito
..
1 . 1
1 1 .6 1
2 1 1.6
1.5 1 1 .6
2 0 .78 2
2.4 0 .78 2
2.6 0.6 2 .6
6 0 .3 5.3
--
61-120 mpi OR 5.0
*Systems with these values are not Type I systems.
z. 120 mpi' ,s .o· Contour Loading Rate (linear loading rate) is a
recommended value.
2. DISPERSAL MEDIA SIZING
A. Calculate Dispersal Bed Area: Design Flow + Design Media Loading Rate = ft2
I 7so jGPD + I 1.2 IGPD/ft2 = I 625 jn2
If a larger dispersal media area is desired, enter size:j 630 jtt2
B. Enter Dispersal Bed Width: I 10.0 jtt Can not exceed 10 feet
C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate
I 10 jtt2 XI 1.2 jGPD/ft2 = I 12.0 lgal/ft Can not exceed Tab (V ------D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area + Bed Width = Bed Length
. I 630 ltt2
.,. 1 10.0 1ft =I 63.o 13/
3. ABSORPTION AREA SIZING
A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio = Absorption Width I 10.0 ltt x I 2.6 I = I 26.o In
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
1 26.o 1ft . 1 10.0 In = ..... I -16-.o---.lft
4. DISTRIBUTION MEDIA: ROCK
A. Media Volume: Media Depth X Length X Width
1.00 I ft XI 63.o In x I 10.0 ltt = 1 630 1 ft3 .,. 27 = 1 23
:
5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW
A. Enter Dispersal Media: I
::.=.-::.-:...-:....-:._-_-------------------'
B. Enter the Component Length: I jtt Enter the Component Width: I jtt
C. Number of Components per Row= Bed Length divided by Component Length (Round up)
I I ft + I I ft= I jcomponents/row
D. Actual Bed Length= Number of Components/row X Component Length:
f !components X I ltt = .-1 ----.ltt
E. Number of Rows= Bed Width divided by Component Width (Round up) I I ft + I I ft = I I rows Adjust width so this is an whole number.
F. Total Number of Components= Number of Components per Row X Number of Rows I I X I I = I !components
6. MOUND Sl.ZJNG
A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition = Clean Sand Lift
3.0 ft -I 1.2 a ft = I 1.8 /In Design Sand Lift (optional): I In
B. Calculate Upslope Height: ~an ~Lift + media depth + cover (1 ft.) = Upslope Height
I 1.8 In +@Jn +I 1.0 I ft= I 3.8 In
C. Select Upslope Berm Multiplier (based on land slope): I 3. 70 I
-_:Land .Slope% --0 ---·'-1 · 2 3· 4 >-s . 6 · :--1_ s --_9 .·10 '·:11 ,·12
Upslope Berm I 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
l)atio I 4:1 ·4 :0o , 3.8~·: .3.}0 : 3:ST 3.45 .3 ;~3 3.2} _3_12 · 3 :03.-2.94' '2.86 -2:-78 2 .70
~Calculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width
· I 3. 70 I ft XI 3.8 I ft = I 14.2 ltt
E/calculate Drop in Elevation Under Bed: Bed Width X Land Slope + 100 = Drop (ft) J I 10.0 I ft X I 3.0 I % + 100 = .-, -0.-30----.,ft
F. Calculate Downslope Mound Height: Upslope Height+ Drop in Elevation = Downslope Height
/ 1 3.8 1 ft + 1 o.30 1 ft = 1
/select Downslope Berm Multiplier (based on land slope): I 4.54 I
4.1
Land Slope% -:-: . O 1 . --2 . .·3 _ · .-4 . 5 . -'6 .. -:7 '. .8 .. 9 .10 : -11 · . 12
Downslope I 3:1 3.00 3.09 3.19 3.30 3 .41 3.53 3.66 3.80 3 .95 4 .11 4.29 4.48 4 .69
Berm Ratio I 4:1 4 ;00 -·4.17. ·4 _35 : 4.54 4.76' S :Cio . -5 ;26 :s -:s5 : 5.88' -6 .25 ·6.67 7.14 ,7.69-
H. Calculate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width
I 4.54 I x I 4.1 1ft =I 18.8 In
I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width+ 4 feet
I 16.0 In +I 4 In =I 20.0 In
J. Design Downslope Berm= greater of 4H and 41: I 20.0 In
K. Select Endslope Berm Multiplier: I 3.00 I (usually 3.0 or 4.0)
L. Calculate Endslope Berm X Downslope Mound Height = Endslope Berm Width
/ 1 3.oo In xi 4.1 1 ft =lr-1-2.4----,ln
~ Calculate Mound Width: Upslope Berm Width+ Bed Width+ Downslope Berm Width
1 14.2 In +I 10 .0 I ft + I 20.0 In =I 44.2 In
/calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width
I 12.4 In +I 63.0 In +I 12.4 In =I 87.8 In
---------··-------·
7. MOUND DIMENSIONS
' '
, -------------------------------------' .... ----------, ,
Upslope (4.D) I I -' , 14.2 ' I ' I ' I I
I I
I ' I
I ' I
I I
I I 0 Dispersal Bed: (2.B x 2.C) Endslope (4.L), 7;J .Endslooe (4.L)
C
I 12.4 I (u I 12.4! I I 10.0 Ix I 63.0 I V)
I C
~ I ' (ij I
I ~ I
I u I
I I
C: I I
:::, I I I I
0 I 20 0 I
\ I
\ I
\ Downslope (4.J)
;
n:l ' ,
' ' , /
0 ~------------------------------------' .... ---------,,,.
' ~ /
\
, ,
, Upslo e berm (4.D)
14.2
'
Total Mound Length (4.N) I 87.8 I
4" inspection pipe
18" cover on top 20.0
I-l' t I • '•. C
Downslo e berm (4.J
12" cover on sides
(6" topsoil)
JED,:n _o umn:.inR i ! . _ 1 I
.. Tfrn-ffD'1z C0i~;afrtor1 ·-_, ---··-· ---------~----____ ..... ___ ~·~-_
~ .__,_ ---· ---....... -Absor tion Width (3.A) -------
Note: I 26.0
For O to 1 % slopes, Absorption Width is measured from the Bed equally in both directions.
For slopes >1%, Absorption Width is measured downhill from the upslope edge of the Bed.
Comments:
,
Minnesota Pollution
Control Agency
OSTP Mound Materials Worksheet UNIVERSITY
OF MINNESOTA
Project ID:
A. Calculate Bed (rock) Volume: Bed Length (2.Cl X Bed Width (2.8) X Depth = Volume (ft')
I 63.0 lft X I 10.0 ltt X 1.0 = I 630.0
Divide ft3 by 27 ft' /yd 3 to calculate cubic yards:
I 630.0 I ft) + 27 = I 23.3
Add 20% for constructability: I 23.3 I yd 3 X 1.2 = I 28.0
B. Calculate Clean Sand Volume:
Volume Under Rock bed: Average Sand Depth x Media Width x Media Length = cubic feet
I 2.0 1ft X I 10.0 ltt X I 63.0 In = I 1249.5
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)
I 1 ft -1) X I I X I !ft = I I
Volume from Width= ((Upslope Mound Height -1) X Absorption Width Beyond Bed XMedia Bed Width)
I 1 ft • 1) X I I X I lft = I I
Total Clean Sand Volume: Volume from Length + Volume from Width + Volume Under Media
I I ft3 + I I ft' + I I ft3 = I lttJ
For a Mound on a slope greater than 1%
Upslope Volume: ((Upslope Mound Height -1) x 3 x Bed Length)+ 2 = cubic feet
((I 3.8 I ft • 1) X 3.0 ft X I 63.0 I > + 2 = I 267.8
Downslope Volume: ((Downslope Height -1) x Downslope Absorption Width x Media Length) + 2 = cubic feet
((I 4.1 I ft. 1) X I 16.0 ltt X I 63.0 I ) +2 = I 1579.2
Ends/ope Volume: (Downslope Mound Height• 1) x 3 x Media Width = cubic feet
(j 4.1 I ft -1 > X 3.0 ft X I 10.0 In = I 94.0
Total Clean Sand Volume: Upslope Volume + Downslope Volume + Endslope Volume + Volume Under Media
I 267.8 I tt3 + I 1579.2 I ft' + I 94.0 I te + I 1249.5 In)= I 3190.5
Divide ft3 by 27 tt3 /yd 3 to calculate cubic yards: I 3190.5 I ft3 + 27 = I 118.2
Add 20% for constructability: I 118.2 I yd 3 X 1.2 = ! 141.8
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 I > +2 = I !I 4.0 I -0.5 )ft X I 44.2 ltt X I 87.8 6756.4
Total Mound Volume -Clean Sand volume •Rock Volume= cubic feet
I 6756.4 I ft3 • I 3190.5 I ft) -I 630.0 I tt3 = I 2936.0
Divide ft3 by 27 tt3 /yd3 to calculate cubic yards: I 2936.0 I ft 3 + 27 = I 108.7
Add 20% for constructability: I · 108.7 I yd 3 X 1.2 = I 130.5
D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X .5 ft
I 44.2 In x I 87.8 In x 0.5 ft = I 1939.6
Divide ft3 by 27 ft3 /yd 3 to calculate cubic yards: I 1939.6 I ft3 + 27 = I 71.8
Add 20% for constructabllity: I 71.8 I yd 3 X 1.2 = I 86.2
V 06.12.13
1ft)
lydl
jydl
lnJ
lttl
lnJ
lfe
In)
1Yd3
lydl
ltt'
lttJ
lydJ
lydJ
In'
lydJ
1yd'
Minnesota Pollution
Control Agency
OSTP Pressure Distribution
. k UNIVERSITY ., Des1gn Wor sheet oF MrNNEsorA ~-
Project ID: V 06.12.13
1. Media Bed Width: ...___1_0 ___.ltt
2. Minimum Number of Laterals in system/zone= Rouded up number of [(Media Bed Width -4) + 3] + 1.
(l.___1_0 ___. -4)+1= ...._ __ 3_~1 lat~rals
3. Designer Selected Number of Laterals:
Cannot be less than line 2 (accept in at-Qrades)
...._ __ 3_~llate~ra_l_s ----------1----~
4. Select Perforation Spacing: 1 3.0 1ft
5. Select Perforation Diameter Size:
~in
6. Length of Laterals = Media Bed Length -2 Feet .
7.
8.
...___6_3 ___.I -2ft = 1.___6_1 ___.In Perforation can not be closer then 1 foot from edge.
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 1 61 ltt + I 3 In = I 20 I spaces
Number of Perforations per Lateral is equal to 1.0 plus the Number of Perforation Spaces. Check table
below to verify the number of perforations per lateral guarantees less ;ha/ 10% di;charge variation. The
value is double with a center manifold.
. Perforations Per Lateral =I 20 !spaces + 1 = 21 Perfs. Per Lateral
.. .. /il .. ~ximum N~mber l:if Perforations Per Lateral to Guar~r.tee <l_():11 Discharge Variat ion .:·' -C . . .. .. . .
'I , Inch Pertoratiom 7132 Inch Perforations
Pe rfo rat ion Spa d ng (Fe.,t) Pipe Diameter (Inches) Perforation Sp<1cini Pipe Diameter (lnche;)
I 1\i rn 2 3 (Feet) f rn m 2 •· 3
.. 't ·10 . 0
: •• ,;13 : 18 ,30 ... 60 '" .:2 1 I 1~ . '.' ·21 I · -:34 .. ~8, ... . ' -• '.
211 8 12 16 28 5-l 2~~ 10 14 20 32 6-l
. ~ 3 ,. ..
8 · 12 H, : 25 · · 52, :3 . ·,9 .. 14 .19 _j o ., 60 . ' -. :-..
3/16 Inch Perforation, 1 /8 Inch Perforar.ons
Pipe Diametoff (Inche s) Perforation Spu:in~ Pipe Dic1meter (Inches)
Perforat ion Spa ci ng (Feet)
1 m 1½ 2 3 (fe€t) I n~ 1\'i 2 3
2 . 12 .:rn ·26 Ao · '~7 ' :2 : 21 ' ;33 44 14 149 .. ,
m 12 17 2-1 ◄O 80 2'' " 20 30 41 69 135
3 ,· .. .12 .. · f6 ·.'i1 · -,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.
....__2_1_~IPerf. Per Lat. X L..l __ 3_~jNumber of Perf. Lat.= .___6_3_~jTotal Number of Perf .
10. Select Type of Manifold Connection (End or Center): 0 End D Center
11. Select Lateral Diameter (See Table): 2.00 lin
I/ .
'
'
OSTP Pressure Distribution
Minnesota Pollution
Control Agency
• UNIVERSITY Des1gn Worksheet oF MINNESOTA !Mc
12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation.
Does not apply to At-Grades
a. Bed Area = Bed Width (ft) X Bed Length (ft)
.___1_0 ___.lft X .__I _63____,I ft ln2 -----630
b. Square Foot per Perforation = Bed Area divided by the Total Number of Perforations.
__ 6_3o __ lft2 + ... I __ 6_3 _ __.I perforations = 10. 0 I ft2 / perforations
13. Select Minimum Average Head: ... l __ 1_._o_ ..... lft
14. Select Perforation Discharge (GPM) based on Table: 0.56 IGPM per Perforation
15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge.
,___6_3 _ __.I Perfs X ,___o_.5_6_....,IGPM per Perforation= .___3_6 ___.I GPM
16. Volume of Liquid Per Foot of Distribution Piping (Table II): 0.170 !Gallons/ft
17. Volume of Distribution Piping =
= [Number of Perforated Laterals X Length of Laterals X (Volume of
Liquid Per Foot of Distribution Piping]
.___3 _ __.I X ,__I _6_1 ___.I ft xi 0.170 !gal/ft = L..I _3_1_.1_ ..... IGallons
18. Minimum Delivered Volume = Volume of Distribution Piping X 4
.___3_1_.1_-lgals X 4 = 124.4 !Gallons
mani o pipe,
I
I
I
I
Comments/Special Design Considerations:
I
I
I
/
~---Cleanouts
,,,, ... "',,.
------------------
. Ta\)le II •··.: .
Volume .of Liquid .in
.-.-Pipe • ·
:Pipe ·'.'Liquid •·
Oiam~ter_ Per Foot
(inches)· .(G~llons)
. ~ ' . -· -'
1 0 .045
1.25 0.078
1 .5 0 .110
2 0.170
3 0.380
4 0.661
OSTP Design Summary Worksheet UNIVERSITY ~~!~ Minnesota Pollution OF MINNESOTA Control Agency
Property Owner/Client:jPeter Rennebohm I Project ID: I jvo6.12.13
Site Address: 14565 Bayside Road, Orono, Hennepin County Lot 1 Future site I Date:I 9/23/14 I
1. DESIGN FLOW AND TANKS
A. Design Flow: I 750 jGallons Per Day (GPD) Note: The estimated design flow ts 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: I 2250 I Gallons, in I 2 jranks or Compartments
Recommended Septic Tank Capacity: I 2250 I Gallons, in I 2 I Tanks or Compartments
Effluent Screen: I No I Alarm:! No I
C. Holding Tanks Only:
Minimum Code Required Capacity: I !Gallons, in I !Tanks
Designer Recommended Capacity: I !Gallons, in I !Tanks
Type of High Level Alarm: I I
D. Pump Tank 1 Capacity (Code Minimum): I !Gallons Pump Tank 2 Capacity (Code Minimum): I !Gallons
Pump Tank 1 Capacity (Designer Rec): I !Gallons Pump Tank 2 Capacity (Designer Rec): I !Gallons
Pump 1 I IGPM Total Head I ltt Pump 21 IGPM Total Head I In
Supply Pipe Dia.CJin Dose Volume:! !gal Supply Pipe Dia. I jin Dose Volume: I jgal
2. SYSTEM TYPE r W>•d""'T=-""'""~'""' r .,.~u, ·-...
0 Trench O Bed @ Mound 0 Gravity Dlstrl>utlon @ PreSSl.l'e Distribution-Level O Pressure Dlstrl>ution•lkllevel
Q Drip Q Holding Tank Q At•Grade • Selection Required Benchmark Elevation: I In
Benchmark Location: I I
System Type Type of Distribution Media:
□Type I D Type II □Type Ill □Type IV D TypeV 0 Drainfield Rock 0 Registered Treatment Media:
I I
3. SITE EVALUATION:
A. Depth to Limiting Layer: I 12 lin ~ft B. Measured Land Slope%: I 6,0 1%
c. Elevation of Limiting Layer: I 1019.0 I D. Soil Texture: I Clay Loam I
E. Loe. of Restricive Elevation: I I F. Soil Hyd. Loading Rate: I 0.45 IGPD/ft2
G. Minimum Required Separation: I 36 lin @Jtt H. Pere Rate:I 8.0 IMPI
I. Code Maximum Depth of System: I Mound 11n Comments: I
4. DESIGN SUMMARY
Trench Design Summary
Dispersal Area I lnz Sidewall Depth! 11n Trench Width! lin
Total Lineal Feet! ltt Number of Trenches! I Code Maximum Trench Depth! lin
Contour Loading Ratel In Designer's Max Trench Depth! lin
Bed Design Summary
Absorption Areal ln2 Media Belo~ Pipej lin Code Maximum Bed Depth! lin
Bed Widthl ltt Bed Length! ltt Designer's Max Bed Depth! lin
Minnesota Pollution
Control Agency
OSTP Design Summary Worksheet UNIVERSITY
OF MINNESOTA
Mound Design Summary
Absorption Areal 625 .0 lrtz Bed Length I 63.0 In Bed Widthj 10.0
Absorption Width I 12.0 1ft Clean Sand Lift I 2.0 ltt Benn Width (0-1 %)1
Upslope Berm Width! 15.0 In Downslope Berm Width I 25.0 In Endslope Berm Width! 14.0
Total System Length! 91.0 In Total System Width I 50.0 In Contour Load ing Rate I 12 .0
At-Grade Design Summary
Absorption Bed Width I In Absorption Bed Length I In System Height!
Contour Loading Ratel I gal/ft Upslope Benn Width I In Downslope Berm Width I
Endslope Berm Width! In System Length I In System Width!
Level 8: Equal Pressure Distribution Summary
No. of Perforated Laterals! 3 I Perforation Spacing I 3 In Perforation Diameter! ---I
Lateral Diameter! ( 2.00 } '1n Min. Delivered Volume! 0 !gal Maximum Delivered Volume!
----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)
1ft
1ft
1ft
I gal/ft
In
In
In
7/32 lin
188 !gal
Lateral 1 Minimum Delivered Volume
Lateral 2 I !gal
Lateral 3
Lateral 4 Maximum Delivered Volume
Lateral 5 I !gal
Lateral 6
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
I I lbs/day X I I = I I lbs BOD/day
2. Organic Loading to Pretreatment Unit = Design Flow X Estimated BOD in mg/Lin the effluent X 8.35"'" 1,000 ,000
I lgpd X I lmg/L X 8.35 + 1,000,000 = I I tbs BOD/day
B. Type of Pretreatment Unit Being Installed:
C. Calculate Soil Treatment System Organic Loading: lbs . BODI day 1-Bottom Area = lbs/ day /ft2
I I lbs/day 1-I l1t2 = I llbs/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
y--
810 09/23/14
(Designer) ,,,. (Signature) (License#) (Date)
OSTP Mound Design u
NIVERSITY
Minnesota Pollution
Control Agency Worksheet > 1 % Slope op MrNNEsoTA
1.
2.
SYSTEM SIZING: Project ID: V 06.12.13
A. Design Flow: 750 .· TABLE IXa
B. Soil Loading Rate:
I
I 0.45
IGPD
=====:1GPD/ft2 LOADING RATES FOR DETERMINING BOTTOM ABSORPTION AREA
. AND ABSORPTION RATIOS USING PERCOLATION TESTS ===~ 1------..---=----~--=c-----'---,---:-,-.-,---{
C. Depth to Limiting Condition: I
D. Percent Land Slope: I
E. Design Media Loading Rate:
1.0
6.0
ltt ===::::
1% ===::::
1.2
Percolation Rate
(MPI)
Treatment Level C · Treatment.Level A, A-2, B,
·Absorption
. Mound Absorption • Mound Area Loading Area Loading
::Rate Absorption Rate Absorption
(gpd/ft2) .
·Ratio (gpd/lt') Ratio
. . I
F. Mound Absorption Ratio: I 2.70
IGPD/ft2
<0.1 =:::::::!1 ----------l 0.1 to5
O 1 to 5 (fine sand
and loarnv fme sand\
1 1
1.2 1 1.6 1
· f,\Qi;ISUf9d
P&rc Rat,;i
~ 60mpi
·.. Table I
MOUND CONTOUR LOADING RA TES:
.·
T&xturn • d,;,riw;,d
OR mound absorption ratio
1.0, 1.3. 2.0. 2.4. 2.6
.
.contour
Loading
Ratll:
i12
Gto 15
1610 30
31 to 45
,tGloGO
61 to 120
>120
0.6 2 1 1.6
0.78 1.6 1 1.6
0.6 2 0.78 2
0.5 2.4 0.78 2
0.45 2.6 0.6 2.6
. 5 0.3 5.3
.
61-120 mpi OR 5.0 ;;12
•systems with these values are not Type I systems.
2: 120 mpi" >5.0' !:6. 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
I 150 IGPD + I 1.2 IGPD/ft2 = I 625 !n2
If a larger dispersal media area is desired, enter size: I 630 jn2
B. Enter Dispersal Bed Width: I 10.0 In Can not exceed 10 feet
C. Calculate Contour Loading Rate: Bed Width X Design Media Loading Rate
I 10 ln2 x I 1.2 jGPD/ft2 = I 12.0 jgal/ft Can not exceed Table 1
D. Calculate Minimum Dispersal Bed Length: Dispersal Bed Area + Bed Width = Bed Length
I 630 ln2 + I 10.0 In =I 63.0 In
3. ABSORPTION AREA SIZING
A. Calculate Absorption Width: Bed Width X Mound Absorption Ratio = Absorption Width
I 10.0 In x I 2.1 I = I 21 .o In
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
I 27.0 In -I 10.0 In =,-1 -17-.0---,lft
4. DISTRIBUTION MEDIA: ROCK
A. Media Volume: Media Depth X Length X Width
1.00 jft xi 63.o In x I 10.0 ltt = 1 630 1 ft3 + 21 = 1 23
5. DISTRIBUTION MEDIA: REGISTERED TREATMENT PRODUCTS: CHAMBERS AND EZFLOW
A. Enter Dispersal Media: I
B. Enter the Component Length: I jft Enter the Component Width: I In
C. Number of Components per Row= Bed Length divided by Component Length (Round up)
I I ft + I I ft= I I components/row
D. Actual Bed Length= Number of Components/row X Component Length:
I I components X I 1ft = I ltt
E. Number of Rows= Bed Width divided by Component Width (Round up)
I I ft+ I I ft= I I rows Adjust width so this is an whole number.
F. Total Number of Components = Number of Components per Row X Number of Rows
I I X I I = I I components
6. MOUND SIZING
A. Calculate Minimum Clean Sand Lift: 3 feet minus Depth to Limiting Condition = Clean Sand Lift
3.0 ft · I 1.0 1ft =I 2.0 1ft Design Sand Lift (optional): I ltt
B. Calculate Upslope Height: Clean Sand Lift + media depth+ cover (1 ft.)= Upslope Height
I 2.0 ltt +~ft + I 1.0 I ft= I 4.0 1ft
C. Select Upslope Berm Multiplier (based on land slope): I 3.70 I
Land Slope% 0 1 2 3 4 5 ·6 7 8 9 10 11 12
Upslope Berm I 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 14:1 4.00 3.85 3.70 357 3.45 3.33 3.23 3.12. 3;03 2.94 2.86 2;73 2.70
D. Calculate Upslope Berm Width: Multiplier X Upslope Mound Height = Upslope Berm Width
I 3.70 In xi 4.0 In =I 15.0 ltt
E. Calculate Drop in Elevation Under Bed: Bed Width X Land Slope+ 100 = Drop (ft)
I 10.0 I ft xi 6.0 1% + 100 = 1 0.60 ltt
F. Calculate Downslope Mound Height: Upslope Height + Drop in Elevation = Downslope Height
I 4.0 ltt +I 0.60 In =I 4.6 ltt
G. Select Downslope Berm Multiplier (based on land slope): I 5.26 I
Land Slope% 0 1 2 3 4 5 6 7 .· 8 9 10 11 12
Downslope I 3:1 3.00 3.09 3.19 3.30 3.41 3.53 3.66 3.80 3.95 4.11 4.29 4.48 4.69
Berm Ratio 14:1 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
H. Calculate Downslope Berm Width: Multiplier X Downslope Height = Downslope Berm Width
I 5.26 I X I 4.6 In =I 25.0 ltt
I. Calculate Minimum Berm to Cover Absorption Area: Downslope Absorption Width + 4 feet
I 17.0 ltt +I 4 In =I 21.0 lrt
J. Design Downslope Berm = greater of 4H and 41: I 25.0 1ft
K. Select Endslope Berm Multiplier: I 3.00 I (usually 3.0 or 4.0)
L. Calculate Endslope Berm X Downslope Mound Height = Endslope Berm Width
I 3.00 In xi 4.6 In =I 14.0 In
M. Calculate Mound Width: Upslope Berm Width + Bed Width + Downslope Berm Width
I 15.0 ltt +I 10.0 I ft + I 25.0 In =I 50.0 In
N. Calculate Mound Length: Endslope Berm Width + Bed Length + Endslope Berm Width
I
14.0 In + I 63.0 In +I 14.0 In =I 91.0 In
7. MOUND DIMENSIONS
' ' ' '
, ------------------------' -----------------------, -, Upslope (4. D) I I ' , 15.0 ' I \
I \
I I , I
I ' l , I
I I -I I ~ Di spe r sa l Bed: (2.B x 2 .C) Endslope (4.L) "'O Endslooe (4 .L)
~ C
I !4.0 I rcr
I 14 .01 I I : '.;1 0 .0 :· Ix I 63.0 I l/) ...., C
I \ rcr I
I ' (l) I
I u I
I I
C ' I
:::, i I I I
0 I 25 0
,
\ ,
\ I
\ Downslope (4 .J)
I
rcr ' , I
' ' I --------------------------------------' ________ ..,...,.
0 '
~ /
'
I
, Upslope berm (4.D)
15.0
I
'
Total Mound Length (4.N) I 91.0 I
4" inspection pipe
18" cover on top J 25 _0
Downslo e berm (4.J)
12 " cover on sides
( 6" topsoil)
Dep t h t o Lirnit i m\ ('I ..
-lilriitl;1g .Lo·l,chtioi ,----------· -·---~ -_ -----__ I_·-~~-I ~--------Absor tion Width (3.A) ------
Note: J 27 .0
For O to 1 % slopes, Absorption Wiclth is measured from the Bed equally in both directions.
For slopes >1%, Absorption Width i s measured downhill from the upslope edge of the Bed.
Comments:
----------------·--· -· ---
, ,
I
l
Minnesota Pollution
Control Agency
OSTP Mound Materials Worksheet
Project ID:
UNIVERSITY
OF MINNESOTA
V 06.12.13
A. Calculate Bed (rock) Volume: Bed Length (2.C) X Bed Width (2.B) X Depth = Volume (ft3)
I 63.o In x I 10.0 jn x 1.0 = L..l __ 63_o_.o _ _,ltt3
Divide ft' by 27 ft' /yd3 to calculate cubic yards:
1 630.o I ft3 +
I yd 3 X
27
1.2
= ~' ===2=3.=3 ===:'yd
3
= I 28.0 lyd 3 Add 20% for constructability: 23.3
B. Calculate Clean Sand Volume:
Volume Under Rock bed; Average Sand Depth x Media Width x Media Length = cubic feet I 2.3 In x I 10.0 In x ..... I __ 63_.o_ ..... lft = I 1449.0
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)
I I ft -1> X I I X I ltt = L-1 __ ___.I
Volume from Width = ((Upslope Mound Height -1) X Absorption Width Beyond Bed X Media Bed Width) I I ft . 1) X I I X I ltt = L-1 __ ___.I
Total Clean Sand Volume: Volume from Length + Volume from Width + Volume Und~er_M_e_d_ia ___ ...,
I ltt3 +I ln3 +I lft3=1
For a Mound on a slope greater than 1 %
Upslope Volume: ((Upslope Mound Height -1 ) x 3 x Bed Length).,. 2 = cubic feet «I 4.0 I ft -1) X 3.0 ft X 63.0
Downslope Volume: ((Downslope Height -1) x Downslope Absorption Width x Media Length) + 2 = cubic feet
HI 4.6 I ft-1) X l 17.0 ltt X I 63.0
Ends/ope Volume: (Downslope Mound Height -1) x 3 x Media Width = cubic feet d 4.6 I ft -1 ) X 3.0 ft X 10.0
Total Clean Sand Volume: Upslope Volume + Downslope Volume + Ends/ope Volume + Volume Under Media
1 283.5 1 ft3 + 1 1927.8 1 ft3 + 1 108.0 1 ft3 + 1 1449.o
Divide ft 3 by 27 ft3 /yd3 to calculate cubic yards:
Add 20% for constructability:
C. Calculate Sandy Berm Volume:
:=' ===3=7=68=.3===::::' ft
3
+ I 139.6 I yd 3 X
27
1.2
I > ... 2 = I
I >·2 = I
In = I
In)= I
= I
= I
Total Berm Volume (approx): ((Avg. Mound Height -0.5 ft topsoil) x Mound Width x Mound Length)+ 2 = cubic feet
<I 4.3 I . 0.5 )ft X I 50.0 ltt X I 91.0 I > ... 2 = I
Total Mound Volume • Clean Sand volume ·Rock Volume= cubic feet
I 8645.0 I ft3 . I 3768.3 I ft3 • I 630.0 I ft3 = I
Divide ft3 by 27 ft3 /yd3 to calculate cubic yards: I 4246.7 I ft3 + 27 = I
Add 20% for constructability: I 157.3 I yd3 X 1.2 = I
D. Calculate Topsoil Material Volume: Total Mound Width X Total Mound Length X .5 ft
I 50.0 ltt X I 91.0 jn x 0.5 ft = I
Divide ft3 by 27 ft3 /yd3 to calculate cubic yards: I 2275.0 I ft:3 + 27 = I
Add 20% for constructability: I 84.3 I yd 3 X 1.2 = I
------~-----
283.5
1927.B
108.0
3768.3
139.6
167.5
8645.0
4246.7
157.3
188.7
2275.0
84.3
101.1
lft:3
lft3
lte
In)
lydJ
lydJ
In)
In)
lydJ
lvd3
In)
lydJ
lyd'
OSTP Pressure Distribution .}:_ ., '}:>,,:.
Minnesota Pollution Design Worksheet UNIVERSITY ~:~!~tJ
Control Agency OF MINNESOTA "'\..~
Project ID: V 06.12.13
1. Media Bed Width: I 10 ltt
2. Minimum Number of Laterals in system/zone = Rouded up number of [(Media Bed Width -4) + 3] + 1.
d 10 I -4)+1= I 3 ltaterals Does not apply to at-grades
3. Designer Selected Number of Laterals : I 3 l1aterals
Cannot be less than line 2 (acceot in at-qrades) -----h--~
tn•.,J.,t.--.1,;;;.:,b,. ~ .. ,
4. Select Perforation Spacing: I 3.0 ltt .:, ·;'/::f h/:\;·"?::::_:'?i.:.~L::-<-;,'.'rfGr'id
-. . . rMmbn,un ..Jy-,,~-
I
·,.~ pr,101.,1,,.n\ -;f>,1n•,I \' ,,1,.u1 t~.;,-ntmdr.
Select Perforation Diameter Size: lin --5. 7/32 -·.·l ,,-nf1~k
,,_.,.1,,,,1t.-t,n\i,•u,1r ·1,• ,,~•;, .. 1..-.rfol,Olt<uo ~,,.,,1m1• :•• In l'
6. Length of Laterals = Media Bed Length -2 Feet.
I 63 I -2ft = I 61 In 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 Pert oration Spaces 1 61 In + I 3 ltt = I 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 10% discharge variation. The
value is double with a center manifold.
Perforations Per Lateral =I 20 !spaces + 1 = I 21 lPerfs. Per Lateral
/1\a>timumNumber of Perforations Per Lateral to Guarante€ <1~ Discharge Variation
'i, Inch Pertoranom 7132 Inch Perforatiom
Perforati-0n Spacing !Feet)
Pipe Diameter (lnc~t€s) Perforation Spacing Pipe Diameter (Inches!
j rn H'i 2 3 (Fe1:tl 1 m m 2 3
2 . 10 t3 18 30 60 2 11 16 21 34 68
2l~ 8 12 16 28 54 2~1 to 14 20 32 64
1 8 . 12 16 25 52 3 9 14 19 30 60
3/ t 6 Inch Perforations 1/8 Inch Perforations
Perforation Spacing IFe..t)
Pipe Diameter (Inches) F'erforation Spacing Pipe Diameter (Inches)
1 rn 1½ 2 3 (Feet! I IV. 1h 2 1 ,
2 12 18 26 46 87 2 21 33 44 74 149
m 12 17 24 40 80 2~~ 20 JO 41 69 m
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.
I 21 jPerf. Per Lat. X I 3 jNumber of Perf. Lat. = I 63 lrotal Number of Perf.
10. Select Type of Manifold Connection (End or Center): 0 End □ Center
11. Select Lateral Diameter (See Table): I 2.00 jin
·-------~ ·-
Minnesota Pollution
Control Agency
OSTP Pressure Distribution
• UNIVERSITY Des1gn Worksheet oF MINNEsoTA
12. Calculate the Square Feet per Perforation. Recommended value is 4-11 ft 2 per perforation.
Does not apply to At-Grades
a. Bed Area = Bed Width (ft) X Bed Length (ft)
,_____1 _o ___.lft X .._I _63_1 ft = .___63_0_ ..... ltt2
b. Square Foot per Perforation = Bed Area divided by the Total Number of Perforations.
....__6_3_o _ _,lft2 +j ,_ __ 6_3 _ __,I perforations = 10.0 ltt2 /perforations
13. Select Minimum Average Head: ... l __ 1_._o_ ..... ltt
14. Select Perforation Discharge (GPM) based on Table: 0.56 IGPM per Perforation
15. Determine required Flow Rate by multiplying the Total Number of Perfs. by the Perforation Discharge.
.___6_3 _ __,I Perfs X I 0.56 IGPM per Perforation= ...__3_6 _____.I GPM
16. Volume of Liquid Per Foot of Distribution Piping (Table II) : 0.170 !Gallons/ft
17. Volume of Distribution Piping =
= [Number of Perforated Laterals X Length of Laterals X (Volume of
Liquid Per Foot of Distribution Piping)
,___3 _ __.I xi,__ _6_1 _I ft xi 0.170 lgal/ft = 1 31.1
18. Minimum Delivered Volume = Volume of Distribution Piping X 4
.___3_1._1 _ _,jgals X 4 = 124.4 !Gallons
mani o pipe 1
_ -Cleanouts --
Comments/Special Design Considerations:
I Gallons
Table II
Volume of Liquid in
Pipe
Pipe Liquid
Diameter Per.Foot
.(inches) (Gallons)
1 0.045
1.25 0.078
1.5 0.110
2 0.170
3 0.380
4 0.661
-----
Logs of Soil Borings
License #81 o
Location or Project: Lot 1 New Lot
Borings made by: Rusty Olson's Soil and Pere testing 9/15/2014-9/22/14
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_ 1020.0_ Mottled Soil at_ 1.0 -feet
0"-4" Dark brown loam 10yr4/2 H20 present at __ x __
4"-12" Brown clay loam 1 0yrS/4
12"-24" Rusty brown clay loam 10yr5/4
Boring Number _2_ Surface elevation_ 1020.0_ Mottled Soil at_ 1.5 -feet
0"-8" Dark brown loam 1 0yr4/2 H20 present at X
8"-18" Brown clay loam 1 0yr5/4
18"-24" Rusty brown clay loam 10yr5/4
Boring Number _3_ Surface Elevation _1020.4 __ Mottled Soil at -1.2 __ feet
0"-6" Dari< brown loam 1 0yr4/2 H20 present at _x_
6"-14" Brown clay loam 10yr5/4
14"-20" Rusty brown loam 1 OyrS/4
Boring Number_ 4_ Surface Elevation -1020.4 --Mottled Soil at -1.2_ feet
0"-6" Dark brown loam 1 0yr4/2 H20 present at _x_
6"-14" Brown clay loam 10yr5/4
14"-20" Rusty brown loam 10yr5/4
Boring Number_S_ Surface elevation -1018.2_ Mottled Soil at -1.0_ feet
0"-4" Dark brown loam 1 0yr4/2 H20 present at _X_
4"-12" Brown clay loam 10yr5/4
12"-24" Rusty brown clay loam 10yr5/4
Boring Number_6_ Surface elevation_ 1019.9 -Mottled Soil at -1.2_ feet
0"-6" Dark brown loam 1 0yr4/2 H20 present at _X_
6"-14" Brown clay loam 10yr5/4
14"-20" Rusty brown loam 1 OyrS/4
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Pere. starting at 10:28 A.M. On 7/23/14
Location: Proposed Lot 1
Hole number: 1
Date hole was prepared: 7/22/14
Depth of hole bottom _ 12"_ inches, Diameter of hole _6"_ inches.
Soil data from test hole:
Depth, inches
0-4"
4"-12"
Soil texture
Dark Brown Loam 1 0yr4/2
Brown loam 1 0yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/22/14 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
10:38
10:56
11 :12
Time Depth
10:53 6"
11:11 6"
11 :27 6"
Drop in H20
5.5
5.5
5.5
AVERAGE PERC. RA TE 2.7
Pere Rate
2.7
2.7
2.7
MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Pere. starting at 10:28 A.M. On 7/23/14
Location: Proposed Lot 1
Hole number: 2
Date hole was prepared: 7/22/14
Depth of hole bottom_ 12"_ inches, Diameter of hole _6"_ inches.
Soil data from test hole:
Depth, inches
0-8"
8"-12"
Soil texture
Dark Brown Loam 1 0yr4/2
Brown loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/22/14 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
10:39
10:55
11 :13
Time Depth
10:54 611
11:10 6 11
11:28 611
Drop in H20
1.3
1.3
1.3
A VERA GE PERC. RATE 11.5
Pere Rate
11.5
11.5
11.5
MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Pere. starting at 9:27 A.M. On 9/17 /14
Location: Lot 1
Hole number: 3
Date hole was prepared: 9/16/14
Depth of hole bottom_ 12"_ inches, Diameter of hole _6"_ inches.
Soil data from test hole:
Depth, inches
0-6"
6"-12"
Soil texture
Dark Brown Loam 1 0yr4/2
Brown clay Loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/16/14 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
9:40
10:21
10:54
--------
Time Depth
10:10 611
10:51 611
11:24 611
Drop in H20
2.5
2.4
2.4
AVERAGE PERC. RA TE 12.3
Pere Rate
12.0
12.5
12.5
MPI
Percolation Test Data Sheet
Lic.#810
Percolating test readings made by: Rusty Olson's Pere. starting at 9:27 A.M. On 9/17/14
Location: Lot 1
Hole number: 4
Date hole was prepared: 9/16/14
Depth of hole bottom_ 12"_ inches, Diameter of hole _6"_ inches.
Soil data from test hole:
Depth, inches
0-6"
6"-12"
Soil texture
Dark Brown Loam 1 0yr4/2
Brown clay Loam 10yr5/4
Method of scratching side wall: Knife
Depth of gravel in bottom of hole 2 inches:
Date of initial water filling 9/16/14 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
9:41 10:11
10:22 10:52
10:53 11:23
Depth
6"
6"
6"
Drop in H20
5.5
5.5
5.5
AVERAGE PERC. RATE 5.4
Pere Rate
5.4
5.4
5.4
MPI