HomeMy WebLinkAbout1996 - Septic System .. „..
O, CITY OF ORONO
O O � �
,„
s , ,,,,j,,,
SEPTIC SYSTEM APPROVAL
. :,
.,v `� �,.Q Y of ORONO
'r 7 - ?.;:i,?'
b y
i c, .4 w yy 'f? Municipal Offices
ti Post Office Box 66
-`1A—z,`
1 r J ri E Crystal Bay,Minnesota 55323-0066
kESSD' .
LOCATION: 40 Wear Ln.
� /�0��OWNER:
GENERAL CONTRACTOR: SEPTIC CONTRACTOR:
September 10, 1987
SITE EVALUATOR: S-P Testing REPORT DATE: Revised May 20, 1996
The City of Orono has approved your on-site system design as of May 31, 1996
(approved-disapproved) (date)
with the following comments:
THIS IS NOT A PERMIT. This is a design approval form which must accompany the site plan. A permit must
be issued to a licensed septic contractor prior to installation. A list of currently licensed septic contractors is
enclosed.
NOTICE TO INSTALLERS: Any changes to the approved plans and specs must have prior approval of the
Inspector (473-7357). Call for inspections 24 hours in advance.
ALL DRAINFIELD AREAS MUST BE FENCED OFF prior to building site excavation and fencing must remain
in place until final site grading. Approval to pour footings will not be granted until the Inspections Department
has verified that primary and alternate sites are adequately protected.
NO VEHICULAR TRAFFIC OF ANY KIND (cars, trucks, earth moving equipment, etc.) is allowed within 20'
of tested drainfield sites either before or after system construction. Compaction of these areas could render them
unusable prohibiting the timely completion and or limiting the long term use of the property.
A site copy will be available at the City Offices for the septic contractor.
CITY OF.• ' •N•
By ./all---) 1 , IL
Stephen W an, •n-site ystems Manager
TELEPI IONE-473-7357•FAX-473-0510
S P TESTING, INC. Steven B. Schirmers • MPCA Cert.No. 627
951 Katydid Lane NE • St. Michael, MN 55376 • (612) 497-3566
FAX (612)-497-5011
State License #394
Revised May 20, 1996
September 10, 1987
Masterpiece Homes, Inc.
Wear Partnership
Lot 1, Block 3 90
Watertown Rd.
Orono, Henn. Co., MN
This on-Site Sewage Treatment System is Designed for a Type 1, four bedroom home
designed in accordance with the Minnesota Pollution Control Agency Chapter 7080 and
local ordinances.
The soils on this site are SCS soils mapped - LrB - Lester loam.. The seasonally
saturated soils were located at 6" to 18" (mottled soil). Due to the seasonally saturated
soils, a 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.
The soils at a depth of 18" have a percolation rate averaging 35.1 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 weather proof enclosure. A warning device must be installed with a light
and sound device, this is in case of a pump failure.
The manifold and supply line pipe must have back drainage to the pumping chamber.
The distribution pipes shall have their ends capped. Be sure the rock and sand fill
material are clean. The sod layer below the entire mounded area must be turned over,
just break up the sod, be sure not to over work.
All neighboring wells are located greater than 100' away from the proposed treatment
area.
1
Keep all heavy equipment off of the proposed treatment area before and after
construction. The treatment area should be marked off before construction. This
Design is not valid & the system will need to be relocated if failure to protect the areas
proposed for On-Site Sewage Treatment occurs.
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 waste & toilet tissue
should be disposed of into the septic tanks. Garbage disposals are not recommended,
due to adding more solids & fine solids passing through to the system. Excessive
amounts of soaps, cleaning agents & chlorine agents may kill the bacteria needed to
treat septic effluent. Additives are not recommended. Recommend to pump & clean
your tanks through the manhole by a certified pumper every 2 years. Check with your
pumper to set up a schedule.
Steven B. Schirmers
2
I
W R'R- L 4i.1 .-
L.oU- :'
- ,.184..DV
'> �� Fit>L S3 i j p E 4/110-
- AF :'F -W E L) 4 s P' R . ' 4r l t k •!i -.47
1 [''�o4D's�GG ,F. r...fwr�,dr s'r r Sr: t.. r r a E,^It.14
\n/E\.•. '*C' .tnr..Mti S i v,i.-:t or ?sok +0, 4 t itt ft -' 40.
I n
i 4
�OSE� F� s� ____ _V:nr..;rv---•?_)-1N--k- 1-1'.-4, -F.-4,.. ''+ ‘"F"'-t--1' 1' ."1" ' t''' ' ' ':A/
o�,rr o.- 'tlati Q'¢o 4os W
13
�S1 "`�1'�,� ,\'C 59^S� 99].�l �� "¢'ELL'S 'Q r04�� 4 --C's7R co
o'-'. 1 ..1
-mos._ I
'Yiso so
x t _:(4:'.
s c� ,M� iL. 3 s
rc '
� h' R Mu•f.,lj / )✓/ 1 flQOSEO .i 1 v3 I z/z<1 ?67)
/6
0
•
t� ! — - - - - —J,4 - - K
i s"Y 555 ® �i ®) 9txto !� ,
430 F9._._
I r 1 ��. ij
,i . -
45 3 7 Al. �y `�
�---t_ r,
.47, • _,-\ \ '
' i S 7r1))- -\-
' , /v
C- -v, r,
94y, n M
^�® `f Y v c-4, v `66. cam- .- - 3`6 Q.LA �- -g¢gIsE� z s
( k 3a 1(4 3q I
'Czs w, :-to- o� Z''-a,a , -F\-c, .- /5Z" s Dort 21� St' 31' y .i_Li° PROPERTY OF:AA � ��ECE 4MS.i,.K
S Percolation Tests Scale: �
Q,o4.-+,c,- 5..-.0.1-tNc ss- -7ee-f.nz.-r-1 XSoiI Borings 1_,._,0_ 1-1Ro�� w �,a_a(r�"£n ®Bent, Mork
I o'�o)-1,o NI).1 , 1- �,\t-t . G u.
Note: This system is io be constructed to meet
the Minnesoio Pollution Control Agency S-P TEST/NG INis.
Chapter 7080 & Local Ordinance
Designed By: 7 6g. Y
Note : Check all underground utilities Dole: /2Q/2L, Pi.612-497-3566
-'0-- -
c
I '
1
L
. NNiiilll
!v'�SS'gcc.�T3Cb. y1 i - S
n
044 y, - _-(o' of_SRuo '
��S.L
"PLA-5-k V1 43 ?J SA� c, v ...-___--_//
SET- BACKS /car �
I, 10' , /4.�
HOUSE System must be:
Tank 2 t from property lines x- SP-(--f t c::,)--a -Sr-'\-- (-0\•c)<µ
.2.i_ from wells .
2 from b!dgs. '
,E.-, ,.,, ti 1)-A -Noe--� nt, Treatment area frcrn lakes , = streams NOTE:Power supply and switches must be located in a
'-° - ..�E..- Treatment area 20 from propertylines
weather proof enclosure outside the pumping chamber and manhole
M4t-1 F}owS n+.in ti?.' 1S from wells
[34GCF,Lt_
?(:from b!dgs.
' 12 ,from trees �I SOIL BORING ELEVATIONS
(i ! : I !-F-1L; I. t . IP- ��
Fr) x min. I 1, j-L
>.l ,t TH"i EL.-9,4.4. err-G)5s s
30 �, { dia.s Tt TH -2 n '1424 4
� , grade_._.:._-.*/0 ,.
Tante �1 Tank ::1 - ')o — TH. 3 EL.95sQ
PRESSURE DISTRIBUTION MOUND SYSTEM
Drop to Tank Ii TH.-4 EL- G3
--------i°1
Min. 1"io 81 Pumping TH.-5 EL.-'
Max.!"to41 4- P --(A).-1`-S laA\._k_ouJ ChamberELEVATION at PROPOSED PUMPING
-47 l0 6"dia.pipe
CHAMBER- 99K.Vtsev -•,
-Fu. P -19c.D
. o-Yo -1-0-7 .0. _-_ -‘3�F- -'m .)
SYSTEM DESIGN -MOUND )1 Le,-,-,v--•71- hoo•- -9Yo 0
•
TYPE-1 LI BEDROOM Averagepercolation rate 3S• t min./inch (des design treatment area -
-, — , 9 � per gal, of daily sewage flow) ,
. oo gal./day x.83sq.ft/gal. L-41 c-' sq.ft.of treatment area +10% =5 L.42 sq.ft. (- 10ft.width::_t_.5,.t ft.length of bed area+side slope run Lto 1 x..11...31..-). height= 1 ft.x `L2 ft.lawn.area needed)
Clean rock needed- s`- ) sq.f t.treatment area x /"Ldepth of rock=S')4 cu.ft=27= :-') cu.yds.(3/4"to 2I/f dia. ,includes 2"of rock above pipe)
- Cv� Cleon sand fill below rock needed a'7D cu.yds. approx. , sandy loam back fill _cw.yds.approx., topsoil 6"�cu.yd. AVS- 5BN: pS-3?-1.-\4 • a•D
((��cv�i-���—So..Aoo_>.o�o -Co_-`o?s.o Eos_►gR� t.��S.�o� 'r<cD c�z)
Number of tanks required , 1st tank /oov gal. , 2nd tenk/Bov gal.mirmms Pt�1s 4•amP1Nt, �1�� peg- v1y�� SA'S
Pumping chamber capacity- 25% of daily sewage flaw of Gov gat.= WSJ gal.+reserve storage of 15()gel]./B1 a_• gal.+pipe back drainage—
PROPERTY C=: I\I SCE22iF-rF Har;�E�i+_t,z
of 1 igal./I001in.ft.of dia. supply pipe, lin.ft.needed '.) C) , J _gal.4 manifold )Y'gal./100lin.ft of dia.pipe,In.ftneeded ') , "— gal. d- ,SZwoK.. WA-e .--fow -c)
total capacity needed Lsgal.(plus area for pump) ugh mm. Joe() gal.caP. v-oGo� J ooso r-/s1-1y {11-1 Du.
Distribution pipe.Z_ :dia. , l5' lin.ft., /"-$ -dio. perforations ;z[ "apart
Pump size �/a hp. (pumpoble capacity/1.a gal. 4cycles/day) J..1se:o f r He—Poo PwEs.s .D.D,SeygQ-�,'E Li C s0+11 hat n,_ I S-P TEST/NG INC.
Note : When constructing bed , tnis area should be shaped Note: Distance from treatment area to neighb7ing w^tis— i� Designed By: /� •.i
to divert run-off from entering treatment area. Lm- 3�-c ._ —c 104' ; Dote:t PA)/2.k.., PH. 612-497-3566
MOUND DESIGN WORKSHEET
' (For Flows up to 1200 gpd)
A. FLOW Estimated Sewage Flow in Gallons per Day(gpd) I
Estimated L-c O gpd of Type I Type II Type Ill Type IV
or measured - x 1.5 = - gpd. Bedrooms
2 300 225 180 sot
3 450 300 218 of
B. SEPTIC TANK LIQUID VOLUMES • 4600 375 256 �;�.
5 750 450 294 ia
2--1 cod gallons 6 900 525 332 c''°
7 1050 6C0 370 :'
8 1200 675 408
C. SOILS (refer to site evaluation) xtantxr ®
1. Depth to restricting layer = ) inches of
Bedroo� ,'� w
2. Depth of percolation tests = ) cd'" inches `°"m•' (pilaw)
or less 50 1,12.5
3. Percolation rate 3s-, I mpi 23 or 444 1?.00 1..5500s0
4. Land slope - % ,or g 3,003
over 9 See fig.C-6 (x 1.5)
D. ROCK LAYER DIMENSIONS
1. Multiply flow rate by 0.83 to obtain required area of rock
layer: A x 0.83 =
too o . gpd x 0.83 sq. ft./gpd = 4gw sq. ft.-H P2o Son
2. Select width of rock layer (10 feet or less) = 10 ft.
3. Length of rock layer= area_width = Rock Bed
S 1-t' sq. ft. ÷ JO ft. = SS ft. a:;: -�-r
rtir rtiftiftiftiJti:.V.fofofV.if`f1fofZ
:;f;f;:ti:tiff.v.:•::tiv.f.t .v.v.fti'•tifWidth 510 ft.
5555555555555555555•555 J
E. ROCK VOLUME Length
1. Multiply rock area by rock depth to get cubic feet of rock;
5L17 sq. ft. x l.os ft. =S'7LI cu. ft.
2. Divide cu. ft.by 27 cu. ft./cu. yd. to get cubic yards;
517 cu. ft. -27= a 1 cu. yd. •
3. Multiply cubic yards by 1.4 to get weight of rock in tons;
a ) cu. yd. x 1.4 ton/cu. yd. = Dc-7 tons.
F. ADSORPTION WIDTH 61-14'-i t.,04v11
Absorption Width Sizing Table
1. Percolation rate in top 12 inches of soil is ?S. I mpi Percolation Rate men• Ratio of
Minutes per inch Soil Texture p„q�,� 10'',,,,"b
(mpi) 1•e ab•wvea.
2. Select allowable soil loading rate from table; Faster than 0.1 Coarse Sand 1.20 1.00
0.1 to 5 Sand 1.20 1.00
y J gpd/ft2 0.1 to 5 Fine Sand" 0.60 2.00
6 to 15 Sandy Loam 0.79 1.52
13. Calculate adsorption width ratio bydividingrock layer to 30 Loam 0.60 2.00
� 31}' 31 to 45 Silt Loam OSO 2.40
loading rate of 1.20 gpd/ft2 by allowable soil loading rate; 46 to 60 ClayLoam 0.45 2.67
1.20 gpd/ft2÷ .0 S gpd/ft2 = D.V) . Slower thtO an 120 20 lay 0.24 5.00
"Soil having 50%or more."(fine or very fine sand.
4. Multiply adsorption width ratio by rock layer width to get
required adsorption width;
7.L, 1x �o ft= .)U.7ft
1
G. DOWNSLOPE DIKE WIDTH
1. If landslope is i,,% % or less adsorption width inculdes both upslope and
downslope widths
2. Calculate Minimum mound size bsaed on geometery:
a. Determine depth of clean sand fill at upslope edge of rock layer:
Separation -0 feet
b. Multiply rock layer width by landslope t test Cover
. t toot Ro ;ed
to determine dropin elevation;
S.p.rotton fest
Slope Difference
Steps Difference - et
x --%j 100 = feet Upslope Width
c. Add depth of dean sand for separation (2a) -__Lt,.-feet Root Bed Width
at upslope edge, depth of rock layer (1 foot) to -JZ feet Downslope W10th
depth of cover(1 foot) to find the mound height at the --L6-r"`
upslope edge of rock layer; a.o ft+ lft + ift=, 4.0 feet
d. Enter table with landslope and upslope dike ratio.'
Select dike multiplier of y.0
e. Multiply dike multiplier by upslope mound height to find
upslope dike width: y p x y. 0 _ 1 i' feet
f. Add depth of dean sand for slope difference (2b) at downslope edge, to
the mound height at the upslope edge of rock layer(2c) to find the
:_ • downslope height; ----fr+ -- ft= feet
. g. Enter table with landslope and downslope dike ratio.
Select dike multiplier of .
Y:`'; h. Multiply dike multiplier by downslope mound height to get
downslope dike width: x = feet
i. Minimum mound width is the sum of upslope dike width plus rock
• layer width plus downslope dike width;
_..._-ft-+ ftp__ _. ft - feet • :>
z<::<;� '>::#?:upsiove wlatn>:: �;:::<.s�>.<>�:s::::<:z:�;>:r:>:;::>::::>:<:s>::»;::::::>::»:::»:;:»::::>::>:;:::
feet
width (21) from the > �<.<:<:.:::.�:.:.;.:::::.::>:.:>:.>:v.::::::.:.:::. ::: ..::::::.
j. Subtract the minimum �.::.`.:::`:.':.:::' ..
..:.:.:::.:::.:::.. :.:
adsorption do
n are a F.4 tofind
the
additional
"` wa sK se.o
width
downslope area for adsorption
Ups..:lop eW. l
Oln
--ft=-. . . ft = feet UDsmolest
_LJe.leet
the
0
2.' to y
additional widthz
the dditio
k Add ( )
J
. .
downsolPe
width andrecalculate :::...:.;::.:.:::::,...::,:::;;:.-;.;::.;::<.:•.
:>'oe s e
.
W1818 . <
the total width 1,12.._f.a
1 ��
� ft ft ft = 4
feet
1. Total mound length is the sum of ` .. ......`
upslope dike width plus rock layer length ;.<.
plus upslope dike width: r)
Total length
llo ft + SS ft + /t, ft = '') feet
Downslope Upslope
3:1 4:1 5:1 6:7 7:1 3:1 4:1 5:1 6:1 7:1 8:1
%elope
0 3.0 4.0 5.0 6.0 7.0 3.0 4.0 5.0 6.0 7.0 8.0
DI
1 3.09 4.17 576 6.38 753 2.91 3.85 4.76 5.66 654 7.41
2 3.19 435 556 682 8.74 2ffi 3.70 4.54 5.36 61{ 6.90
3 330 l54 5.88 732 8.86 275 337 4.35 5.08 5.79 6.0
6.
4 3.41 4 76 6.25 7.89 9.72 268 3.45 4.17 4.84 5.46 09
5 353 5.03 6.67 857 1077 261 333 4.03 4.62 5.19 511
6 3.66 5.26 7.14 9.38 1207 254 3.73 3.85 4.41 4.93 5.41
7 3.0 5.56 7.69 10.54 7373 2.48 3.12 3.70 423 4.70 5.13
8 3.95 5.88 833 1154 15.91 242 3.03 357 4.05 4.49 4.88
9 4.11 6.25 9.09 13.04 18.92 2.36 2.94 3.45 3.90 4.30 4.65
10 419 667 10.0 15.00 23.33 2.31 2.86 333 3.75 4.12 4.44
11 4.48 7.74 11.11 17.65 30.43 2.26 2.78 3.23 3.61 3.95 4.26
12 4.69 7.69 1250 21.43 43.75 2.21 2.70 3.12 3.49 3.80 4.08
F-17
•
T) PUMP SELECTION PROCEDURE
END PERFORATION Cf A PERFORATED LATERAL
A Determine pump capacity: c.r cm
Gravity Distribution OCt i.p.«IL a;��''
1. Minimum suggested is 600 gallons per hour(10 gpm) to stay ahead of _ •
lq..d GnhnFomk Ir lar-
water use rate. .., .`..",Sv'tar. ••Poe torr H hey-r w......N
woo rod kph poor,
2. Maximum suggested for delivery to a drop box of a home system is 2,7001r it -,'11.1.1�i N�:,'"itt� '&y
gallons per hour(45 gpm)to prevent build-up of pressure in drop box. fir,;o,,„ -A, 4...t I:•t...,.
FLI[ .I Ro..L. .t
• •
P.rt..otle.r litDIN al
Pressure Distibution Com"s..,.La.., B"° ""La1e"'
3.a. Select number of perforated laterals 3
b. Select perforation spacing= -3 feet. Z..t Saar Properly
c. Sub ct 2 ft.from the rock layer length.
-2 ft= ..5-...S feet.
d. Determine the number of spaces between perforations.
Length perf.spacing= ft.+ ft.=i_2_spaces Required Perforation Discharge
e. I'7 spaces+1 = I K. perforations/lateral in gallons per minute(gpm)
1. Multiply perforations per lateral by number of laterals to 1 hy Discharge 7
m.e pa. ,
get total number of perforations. - x t7,,,,,- .Sy perforations. Heed �2 °d`"`
g. . x sPe{--,all gpm. .
1.0a 0.56 0.74 •
SELEC.1 ED PUMP CAPACITY L.) (D gpm 2.Ob 0.80 1.04
B.Determine head requirements: a.Use for single family homes
1. Elevation difference between pump and point of discharge. b.Use for all other applications
feet
2. If pumping to a pressure distribution system,five feet for pressure
required at manifold if gravity system,zero.
5- feet
3. Friction loss
a. Enter friction loss table with gpm and pipe diameter. Pipe Length t
Read friction loss in feet per 100 feet from table. Point of Discharge
F.L._ �.(4 ft./100 ft of pipe ci9e
b. Determine total pipe length from pump to discharge Elevation Difference
point Add 25 percent to pipe length for fitting Ptunp _�,c)
loss,or use a fitting loss chart. Equivalent pipe
length-1.25 times pipe length= F-18b
'7 V x 1.25= ct<45 feet 1.5 inch 2.0 inch 3.0 inch
c. Calculate total friction loss by multiplying gpm Fr;aim toe.per 103n of Pipe
friction loss in ft/100 ft by equivalent pipe length. 10 0.69 0.20
Total friction loss= 4c'c5' x • -ld4- +100= feet 12 0.96 0.28
4. Total head required is the sum of elevation difference, 14 1.28 0.38
special head requirements,and total friction loss. 16 1.63 0.48
18 2.03 0.60
20 2.47 0.73 0.11
`e + + 'a. 25 3.73 1.11 0.16
(1) (2) (3c) 30 5.23 1.55 0.23
35 7.90 2.06 0.30
TOTAL HEAD I J--- feet 7 2.64 0.39
45 14.073 3.28 0.48
50 3.99 0.58
C. Pump selection 55 4.76 0.82
1. A pump must be selected to deliver at least
.ir yv gpm (Step A) with at least 1 J feet of total head (Step B).
CERTIFICATION # 00627 Logs of Soil Borings
.Location or Project. Lot 1, Block 3 , Watertown Rd.
Borings made by S-P Testier Inc. Steve Schirmers Date 9-1-87
Class.ifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight , or Bucket X
Depth, Boring number. • 1 Depth, Boring number 2
in in
feet Surface elevation 994•. 4 feet Surface elevation 994 . 4
-0. - 0 -
Topsoil dark brown loam • Topsoil very dark gray loam
0 - 6"-mottling
0 - 10"
1 - Rusty gray clay loam 1 - 1 ' 4"-mottling Dark gray loam
10" - 1-1/2 '
6" - 2 ' Gray sandy loam
• 2 :.- 2 - 1-1/2 ' - 2 ' 2"
Gray strong clay loam
3 - .
2' 2" 3- '.4
Rusty gray loam J
4 - 4 - Rusty gray silty loam
•
5 - 5 -
3 ' 4" - 5 ' 4"
• ' Rusty gray sandy silty loam
2' -. 6 ' 5 ' 4" - 6 '
6 - 6 -
7 - 7 -
•
•
•
8 8 -
•
•
•
• 1
End of boring at . 6 • feet. End of boring at 6 feet.
Standing water table: Standing water table:
present at feet of. depth, • present at feet of depth,
hours after boring. hours after boring.
Not present in hole X Not present in hole X
•
•
Mottled soil : Mottled soil :
•
Observed at 6 feet. of depth. Observed at 1 ' 4" feet of depth.
Not present in hole, Not. present in hole
Comments: Comments:
•
CERTIFICATION # 00627 Logs of Soil Borings
Location' or Project' Lot 1, Blcok 3 , Watertown Rd.
Borings made by S-p Testing, Inc. Steve Schirmers Date 9-1-87
Classifiction System: AASHO • ; USDA-SCS X ; Unified ; Other . .
Auger used (check two) : Hand X , or Power , Flight , or Bucket X
Depth, Boring number I 3 Depth, Boring number 4
in in
feet Surface elevation' q(45. 0 feet Surface elevation 996 . 3
' 0 - 0 -
Topsoil dark gray loam
Topsoil vvei0� �ydark gray loan
_ 1 ' -mottling Dark gray loam
1 -
0 - 1 ' 4"-mottling 1 10" - 1 ' 4"
Dark gray strong clay loam Dark gray strong clay loam
2 _
1 ' 4" - 2 ' 2 -
1 ' 4" - 2 ' 4"
Gray strong clay loam Gray strong clay loam
2 ' 4" - 2 ' 10"
3 - 2 ' - 3 ' 2" 3 -
Gray strong silty loam
Gray strong silty loam
4 - 4 -
3 ' 2" 4 ' 8" 2 ' 10" - 4 ' 8"
•
5 - Rusty olive brown loam 5 - Rusty gray loam
•
6 - 4 ' 8" - 6 ' 6 - 4 ' 8" - 6 '
7 - 7 -
•
8 . g -
End of boring at 6 ' feet. End of boring at 6 feet.
Standing water table:. Standing water table:
present at feet of depth, present at feet of depth,
hours 'after boring. hours after boring.
Not present in hole X Not present in hole X
•
Mottled soil : Mottled soil :
Observed at 1 ' 2.`' feet of depth. Observed at 1 ' feet of depth.
Not present in hole' Not present in hole
Comments : Comments :
CLRTIFICATION # 00627 Logs of Soil Borings
Locatibn or -Project Lot 1, Block 3 , Watertown Rd.
Borings made by S-P Testing, Inc . Steve Schirmers _ Date 9-1-87
C1'assifiction System: AASHO ; USDA-SCS X ; Unified ; Other
Auger used (check two) : Hand X , or Power , Flight , or Bucket X
Depth, Boring number 5 Depth, Boring number 6
in in
feet Surface elevation 996.. 3 feet Surface elevation 995 . 5
0 - 0 -
Topsoil very dark gray loam Topsoil dark brown loam
0 - 8"
0 - 10"
1 Darlk rayl0" - 1' 2"-mottling 1 1-1/2 ' -mottling Dark brown
Dark gray clay loam
8" - 1 ' 8" clay loam
2 :,- 2 - Olive brown clay loam
1' 2" - 2-1/2 ' to loam
3 - 3 - 1 ' 8" - 3 ' 2"
Gray silty clay loam
4 - 4 - Olive brown loam
2-1/2 ' - 4 ' 8"
5 Rusty gray loam 5 -
4 ' 8" - 6 ' 3 ' 2" - 6 '
6 - 6 -
7 - 7 -
8 - ' 8 -
End of boring at 6 feet. End of boring at 6 feet.
Standing water table: Standing water table:
present at feet of depth, present at feet of depth,
hours after boring. hours after boring.
Not present in hole X . Not present in hole X .
Mottled soil : Mottled soil :
Observed at 1 ' ?" feet of depth. Observed at 1-1/2 ' feet of depth.
Not present in hole . Not present in hole .
Comments : Comments :
•
PERCOLATION TEST DATA SHEET
•
Steven B. Schirmers 9-2-87 8 : 13m' .,
Percolation tut readings made by nn starting at p.m.
(date)
Lotl,Blk . 3 , Watertown Rd. 1 9-1-87
Test holt location_ , Hole number ,Date hole was prepared •
Depth of hole bottom_ 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
•
0 — 6" Topsoil dark brown loam
6" — 18" Rusty gray clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole 2 inches
2 : 30p.m.
Date and hour of initial water filling 9-1-87 ,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 ho Automatic s i•h o n
,Maximum water depth above hole bottom during test 6 inches
•
Time Percolation
Time interval, . Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
inch
Water remaining in test hole
8 : 13 8 : 43 6 1 30 . 0 30 min
8 : 52 9 : 22 n " t, n n
•
9 : 23 9 : 53 " " " " "
•
•
•
•
•
•
Percolation rate = 30 . 0 minutes per inch. •
1
•
PERCOLATION TEST DATA SHEET •
•
�-
Steven B. Schirmers 9-2-87 8 : 14
Percolation test readings made by on —starting at p.m.
Nem,
Test hole location Lot 1,B 1 k. 3 ,Watertown RdRole number 2 ,Date hole was prepared 9-1—8 7 •
Depth of hole bottom 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth,inches Soil texture
0 — 10" Topsoil very dark gray loam
10" — 18" Dark gray loam .
Method of scratching sidewall Knife
2
Depth of gravel in bottom of hole inches
2 : 30p.m.
Date and hour of initial water filling 9-1-87 ,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 test 6 inches
Time Percolation
Time interval, . Measurement, Drop in water rate, Remarks
minutes , inches level,inches minutes per
inch
Water remaining in test hole
8 : 14 8 : 44 • 6 9/16 53 . 3 30 min
8 : 51 9 : 21 • "
9 : 24 9 : 54 , •
" " "
•
Percolation rate = 53 . 3 minutes per inch.
4
•
•
PERCOLATION TEST DATA SHEET
Steven B. Schirmers 9-2-87 8 : 15 am.
Percolation test readings made by on_ starting at .m.
(dale;
Test holt location Lot 1,B 1 k . 3 ,Watertown Rd Holc number 3 , Date hole was prepared 9—1—8 7 •
Depth of hole bottom_ 18 inches,Diameter of holr 6 inches
Soil data from test hole:
Depth, inches • Soil texture
0 — 16" Topsoil dark gray loam
16" — 18" Dark gray strong clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of holy 2 inches
2.: 30p.m.
Date and hour of initial water filling 9-1-87 • ,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 test 6 inches
Time • Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes inches level,inches minutes per
• inch
Water remaining in test hole
8 : 15 8 : 456 7/8 34 . 3 30 min
•
8 : 50 9 : 20 "
II II
9 : 25 9 : 55 • "
•
•
•
f ,
•
•
34 . 3
Percolation rate = minutes per inch. •
PERCOLATION TEST DATA SHEET
Steven B. Schirmers 9-2-87 8 : 16 a.m
Percolation test readings made by on... starting at p.m. ,
Nair)
Test hole location Lot 1,B 1 k. 3 , Watertown Role number 4 , Date hole was prepared 9-1-87
•
Depth of hole bottom 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth,inches Soil texture • •
0 - 10" Topsoil very dark gray loam
•
•
10" - 16" Dark gray loam
•
•
16" - 18" Park gray strong clay loam
•
Method of scratching sidewall Knife
•
Depth of gravel in bottom of hole 2 • inches
9-1-87 2 . 30p �n 12
Date and hour of initial water filling • ,Depth of initial water filling, 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 test 6 inches V ~
Time • Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes.. inches level,inches minutes per
inch
Water remaining in .best hole
8 : 16 8 : 46 ; 6 5/ 8 48 . 0 30 min
8 : 49 9 : 19 " " " " "
9 : 26 9 : 56 , " "
•
•
,• 4
48 . 0
Percolation rate = minutes per inch. •
•
PERCOLATION TEST DATA SHEET
Steven B. Schirmers 9-2-87 8 : 1 a.m.
Percolation test readings made by on starting at .m.
lmul
Test bole location. Lot 1,B 1 k. 3 ,Wa t:e r town Rd Hole number 5 , Date hole was prepared 9—1—8 7
•
Depth of hole bottom 18 inches,Diameter of hole 6 inches
Soil data from test hole:
Depth, inches Soil texture
0 — 10" Topsoil very dark gray loam
10" — 14" Dark gray loam
14" — 18" Dark gray clay loam
Method of scratching sidewall Knife
Depth of gravel in bottom of hole . 2 inches
• 2 : 30p.m.
Date and hour of initial water filling 9—1—8 7 ,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 test 6 inches
Time Percolation
Time interval, Measurement, Drop in water rate, Remarks
minutes • inches level,inches minutes per
inch
8 : 03 - prefill . 6
8 : 17 8 : 47 • 3-1/ 8 9 . 6 30 min
8 : 48 9 : 18 3 10 . 0
9 : 27 9 : 57 " II II
•
•
•
•
Percolation rate = 9 9 minutes per inch. •
•
•
•
PERCOLATION TEST DATA SHEET
•
Steven B. Sc hirmers 9-2-87 8 : 18 a.m.
Percolation test readings made byon starting at p.m.
felon)
Lotl,Blk. 3 , Watertown Rd. 6 9-1-87
Test hole location ,Hole number ,Date hole was prepared •
Depth of hole bottom 18 inches,Diameter of hole 6 inches . • • • • •
Soil data from test hole:
•
Depth,inches • Soil texture
0 — 8" Topsoil dark brown loam
8" — 18" Dark. brown clay loam
•
•
•
Method of scratching sidewall Kn i f e
Depth of gravel in bottom of hole • 2 inches
2 : 30p.m.
Date and hour of initial water filling 9— 8 7 ,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 test 6 inches•
•
Time Percolation
Time interval, • Measurement, Drop in water rate, Remarks
minutes: inches level,inches minutes per
inch
•
ANIMAL CAVED IN :30LE UNABLE TO READ
•
•
•
•
Percolation rate = minutes per inch. •
Ol °.4,..
%), o
�� ?, CITY of ORONO
A
vs, ' )y .B & Municipal Offices
C)1 ..4 ''. �; + Street Address: Mailing Address:
`9kEgH0�' 2750 Kelley Parkway P.O. Box 66
Orono, MN 55356 Crystal Bay, MN 55323-0066
June 28, 1995
Dear Mr. Hoffman,
You contacted the Orono city offices to confirm whether the septic system soil testing and
design is still acceptable for 40 Wear Lane North. The septic system design was performed by
S-P Testing in 1987 and still meets current standards. My inspection of the lot indicates that
no apparent damage has occurred which would prohibit the use of the proposed drainfield
sites. Damage could occur due to excavation, addition of fill, or vehicular compaction over
the drainfield sites. Based on this information, I believe the septic system design is still valid
and would be acceptable for a building permit for a four bedroom residence.
Please contact me if you have further questions.
Sincerely,
10/- -fv/j4/ff,/ ----.
Stephen Weckman
On-Site Systems Manager
Telephone (612) 473-7357 • FAX 473-0510