HomeMy WebLinkAbout1993-07-12 Septic System Site Eval & TestingSITE EVALUATION REPORT
For Kraus Anderson
Sewage Treatment System
GENERAL INFORMATION
This desigii is for a Type 1, 8 bedroom home and in accordance with the Minnesota Pollution
Control Agency Standards and local ordinances.
A seasonally high water table was evidenced at 24 inches of depth in Soil Boring 2. The slope
is about 6%.
The soils at a depth of 12 in Test Hole 1-3 have a percolation rate of 14 minutes per inch. All
neighboring wells arc located more than 100' away from the proposed treatment area.
NOTES:
Keep all heavy equipment off the proposed treatment area before and after construction as much
as possible. The treatment area should be marked off before construction.
With proper installation and maintenance this system should have no problem in treating septic
effluent effectively.
It is recommended that the septic tanks be pumped every 2 years.
MOUND SYSTEM:
Flow: 8 bedroom = 150 gal lon/day/bcd room 150 x 8 = 1200 gallons per day.
1200 GPD x .83 = 1000 square feet.
10 -foot wide rock bed 100 feet long = 1000 square feet
CONSTRUCTION EQUIPMENT:
A rubber -tired tractor may be used for plowing or disking to prepare the soil surface but in no
case shall :. rubber -tired tractor be used after the surface preparation is completed. A crawler
or tract -type tractnr shall be used for mound construction.
SOIL SURFACE PREPARATION:
The discharge pipe from the pump to the mound area shall be installed prior to soil surface
preparation. The trench excavated to install the discharge pipe shall be carefully backfilled and
compacted to prevent seepage of effluent.
PAGE 2
The total arca selected for the mound, including that under the dikes, shall be roughened in order
to thoroughly break up any existing sod layers and to provide a suitable transition zone between
the original soil and sand layer of the mound. The arca shall be roughened only when the
moisture content of the soil 8 inches below the surface is drier than the plastic limit.
Surface preparation or roughening may be performed with a mold board plow, a disk plow, or
a back hoc using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall
be thrown up slope and shall run perpendicular to the slope. There shall be no dead furrow
under the mound.
Disking may be used for surface preparation as a substitute fc* mold board plowing in soils
having percolation rates faster than 15 minutes per inch (sandy loam) in the top 8—inch depth.
Back hoc teeth may be used to roughen the soil surface and break up the sod layer. Care must
be taken so as not to compact or puddle deeper soil layers. In no case shall any surface soil be
excavated and removed from the area.
Mound Construction shall proceed immediately after surface preparation is completed. Every
effort should be taken to prevent rain from falling on the prepared soil surface.
CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT:
A minimum of 12" of soil defined as sand shall be placed where the filter material is to be
located. A crawler tractor with a blade or bucket shall be used to move the sand into place. At
cast 6 inche., of sand shall be kept under the tracks to minimize compacting of the plowed layer.
The sand layer upon, which the filter material is placed shall be Ievcl.
Sand is defined as a soil texture composed by weight of a least
25 percent of very coarse, and medium sand varying in size from 2.0 to 0.25 mm, less than 50
percent of fine or very fine sand ranging in size between 0.25 and 0.05 mm, and no more that
10 percent of particles smaller that 0.05 mm.
A minimum depth of 9 inches of filter material (rock) shall be placed on the sand layer prior to
installing the distribution pipe.
Filter material is defined as clean rock, crushed igneous rock or similar insoluble, durable and
decay—resistant material free from dust, sand, silt or clay. The size shail range from 3/4 inch
diameter to 2 1/2 inch uiamcter.
PAGE 3
PRESSURE DISTRIBUTION:
Effluent shall be distributed over the filter material by three 1 1,2 inch diamcter perfurated pipes
under pressure 98 feet long. Perforation holes shall be 1/4 inch diameter drilled in a straight line
along the length of the pipe. Hole spacing Shall be 60 inches with 25 perforation per lav!ral.
Holes shall be drilled straight into the pipe anI not at an angle. A sharp drill shall be used and
any burrs in the inside of the pipe shall be removed. The perforated pi,)c laterals shall be
installed level with the perforations downward
The perforated pipe laterals shall be connected to a 2-inch diameter manifold pipe and shall have
their ends capped. The laterals shall be spaced 40 inches on center and at 20 inches from the
edge of the filter material.
The manifold pipe shall be connected to the supply pipe from the pump. The manifo!d shall be
sloped toward the supply pipe from the pipe.
Straw marsh hay to an un-compacted depth of 3 to 4 inches shall be placed over the filter
material. A layer of untreated building paper (red rosin) shall be placed over the hay or straw.
Geo-Textilc matcrial if approved by the County Building Inspector may also be used.
Construction vehicles shall not be allowed on the filter material until backfill is pla. cd.
Sandy loam soil shall be placed on the filter matcrial to a depth of 12 inches in the center of the
mound and to a depth of 6 inches at the sides.
Six inches of topsoil shall be placed on the fill matcrial over the entire area of the mound. A
grass covci shall be established over the entire area of the mound. No shrubs shall be planted
on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound.
The side slopes of the mound will be 5 feet horizontal to 1 foot vertical (5:1). This gentle slope
will allow easy mowing of the grass cover. The soil material at the toe of the dike should be
slightly less permeable or somewhat tighter than the natural soil below the mound. This can be
accomplished by selecting a finer -oil or by compaction.
Whenever mounds arc located on slopes, a diversion shall be constructed immediately up slope
from the mound to intercept and divert runoff.
PUMP AND COLLECTION TANK:
A pump shall be used to deliver : fflucni to the mound. The pump shall be cast iron or bronze
fitted with stainless steel screws or constructed of other sound, durable and corrosion resistant
materials.
PAGE 4
The pump installed will need to deliver 47 gallons per minute with a head of at ]cast 21 feet.
An alarm devic_ shall be installed to wam of pump fa;lure. Install the pump control and a
Meyers, Model D.L.V. Audio Visual, Lo-Voltagc alarm system or approved equal in a
conspicuous place at the direction of the owner.
Dosing Volume = 25% of 1500 g.p.d. = 250 gallons.
DRAINFIELD ROCK REQUIRED:
Based on 12.5 inches of rock, 19 cubic yards of rock would be required.
SAND REQUIRED:
Approximately 361 c::bic yards of clean sand for under mound is needed.
NOTES:
A. Please sec site plan layout.
B. Typical sections for construction follow.
C-7
E-3&4
E-6
E-12
F-7
PAGE 5
VERTICAL SIDEWALL SEPTIC TANK
FINISHED GRADE
,AT LEAST 6" TO I " SOIL
I 4" DIA. ,. OVER
MI AT LEAST I AT
AT LEAST
3"
AT LEAST
4" DIA.—
LEAST I"
A
DIMENSIONS
FOR TANKS WITH VERTICAL SIDES
WIDTH W
24" MINIMUM
LENGTH L
2 TO 3 TIMES THE WIDTH
DIAMETER
60" MINIMUM
DEPTH. D
30" MINIMUM, 78" MAXIMUM
A
0.2 D
B
6" MINIMUM; 0.2 D MAXIMUM
C
0,4 D
AT LEAST 4
NOTES:
1 . SANITARY TEES AT LEAST 4 INCITES IN DIAMETER
2. THERE SHALL BE ONE OR MORE `AANHOLES. 20'
LEAST DIMENSION AND LOCATED WITHIN 6 FEET
OF ALL TANK WALLS.
3. AN INSPECTION PIPE OF AT LEAST 4 INCI IFS
DIAMETER OR A MANHOLE SHALL BE LOCATED
OVER BOTH THE INLET AND OUTLET DEVICES.
THE CENTER LINE OF THE INSPECTION PIPES
SHALL BE THE SAME AS THE CENTER LINE OF
THE BAFFLE OPENINGS OR SANITARY TEES.
. C
6"
I
FEET so I
A THIRD INSPECTION PIPE MUST BE LOCATED
BETWEEN THE INLET AND OUTLET BAFFLES.
4. MANHOLE COVERS SHALL BE LOCATED WITHIN
12 INCHES BUT NO CLOSER THAN 6 INCHES
BELOW FINISHED GRADE ANO COVERED WITH AT
LEAST 6 INCHES OF EARTH.
5. SEPARATKNJ DISTANCE BETWEEN END OF INLET
PIPE AND NEAREST POINT ON BAFFLE SHALL BE
NO LESS THAN 6 INCHES OR NO MORE THAN 12
INCHES,
6. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION
A IS 0.150 AND DIMENSION C IS 0.35D.
PERFORATED
LATERALS
SANDY LOAM SOIL � =~=' ::;,:►,;' ,: ;;::;,
LAYER OF GEOTEXTILE
FABRIC OR 4 INCHES OF
H6 CQ,VEfiED BY8ILDI
G PAPER
11/ w OR 220
PIPE ROM PUMN
CLEAN DOCK , ��,� �• ' , + �' ,.� DIVERSION FOR
SURFACE WATER
G` TOPSOIL ,� • -' / ,
...........• ` ` {�911MAX I�
CLEAN LOPS �. • icy;`, :�;;.
ND s•, 1, :r• .,.
FILL SOS •�: %c::;t ��.'
OkENQY UR
84 R
-NAT-
LAYER
cl
W
I"—
LAYER OF GEOTEXTILE LOAMY SAND CAP
FABRIC PERFORATED LATERAL
GRASS COVER 6 INCHES
TO PSO I L
CLEAN SAND FILL
- a
MAXIMUM SLOPE
-
3 TO I
TOPSOIL 3/4 TO N/2R INCHES 4"
PLOWED OR
BSOIL DISKED SURFACE lw
SU
CROSS SECTION A — A
PIPE FROM
PUMPING CHAMBER
• d
I
-PERFORATED '
-LATERALS i
I
a
I
BED AREA
uj
i Z
ul
20 20
A '
INCH Nr vINCH _
DIKE —L—_10 FMAX DIKE
TOTAL WIDTH
PLAN VIEW
!-i
2-4
FABRIC '
LAYER OF TEX'LE
GRASS COVER
CLEAN SAND FILL
MAXIMUM SLOPE-
3
LOPE 3 TO 1
TOPSOIL L PLOWED OR
DISKED SURFACE
SUBSOIL
LOAMY SAND CAP
PERFORATED LATERAL
6 INCHES
TOPSOIL
CLEAN ROCK
3/4 TO 21/2 INCH
CROSS SECTION A - A
PIPE FROM
PUMPING CHAMBER
W A .
—PERFORATED
LATERALS _
BED AREA
' W
O
AI -_ W i W I m-
� Z �
20 20
INCH INCHES y
i
L'-
DIKE -1-10 FE __4,DIKE---�-=
MAX
TOTAL WIDTH \
PLAN VIEW
PE
�m
LAYOUT OF PERFORATED PIPE LATERALS FOR
PRESSURE DISTRIBUTION IN MOUND
PERFORATED PLASTIC PIPE
PERFORATIONS SPACED 36"
END ON CENTER. PERFORATION
VIEW SIZE
PERFORATIONS ON BOTTOM OF
PLASTIC PIPE
of
ATlON SPA�IN�
PERro
i
sem.
./t MANIFOLD
\tel PIPE
END CAP 90.1 ArERAt
Rr�RArED �
� PE
LfNCIrN
a IOF (� FROM PUT'',+
Z" PIPE FROM
PUMPING CHAMBER
N
nn r�n•rnt r�iCT'T2iRIi-T'TDN SYSTEM
1. Select number of perforated laterals
2. Select perforation spacing = _5 feet
3. Since perforations should not be placed closer than 1 ft. to
the edge of the rock layer (see diagram), subtract 2 ft. from
the rock layer length.
-- 2 ft. = _T feet
Roa Ter W" 8,
4. Determine the number of spaces between perforations.
Divide the length above by perforation spacing and round
down to nearest whole number.
I
Length perf. spacing = ft. y 2)f I. = Zo spaces
S. Number of perforations is equal to one plus the number of
perforation spaces.
go spaces + i = 21 perforations per lateral
Multiply perforations per lateral by number of laterals to
get total number of perforations.
A 21 = � perforations
Iasaral s pars L~W
7. Determine required flow rate by multiplying
number of perforations by flow per perforation
&3 x�=Zgpm.
If laterals are connected to header pipe as shown on upper
example, select minimum required lateral diameter from
table 2; enter table with perforation spacing and number
of perforations per lateral. Select minimum diame r for
perforated lateral = inches
CW PEWORATIOW Of A POWORATM LATCRAL
lVw Cw
r 7— .T
L.V- .l deems. I.0r4 I. a✓'
Luw•~�rwM mom•• aww
I•a.r.�aaw W Th wrua+wut
b:
An L.... Q* 16"
.1 4.0 L.W
►r aa.•1.r1. t..•1•.a •1
Dow i-. U� Mlr•w N UNn1
o.grn s.0 /..wa► s.�m..
a•w• I••o.� S..I L...r
TABLE OF [ LRFORATION OLSCHARGFS IN GPM
Heed Perforation dlarnater (inches)
lard Y /rW .1
r/}
r/•
lab
036
0.74
0.69
0.90
16
0.30
1.04
15
0.89
1.17
3-0
0.98
128
4D
1.13
1.47
SD
1.26
145
a Use 1.0 foot o(head for residential systems.
b,Um 2 0 (cet of head (or other establishments
Irshlw 2
Maa+� dlaedMaMs�� of �r irad MefentM� N
� rral(ast+�
lard Y /rW .1
•-+ cwt 1.25 inch 1-5 inch 2.0 inch
2.5 14
18
8 26
3.0 13
3.3 12
16
25
4.0 11
15
23
5.0 10
14
22
9. If perforated lateral system is attached to manifold pipe near
the center, As in lower example, perforated lateral length and
f--_hnumber of perforations per lateral will be approximately one (f---
half
alf of that in 11' 6. Using these values, select minimum
AZ
diameter for perforated lateral from table 2
perforated lateral = %, S inches
r
A. Dettr11ine pumP capadty'
Do rrnraurlm OF • ►UroMT1<D LI.Ttn•L
Gravity Distributionallons r hour (10 gpm) to stay ahead of
is 600 per
`"
Minimum suggest g
*....'
water use rate. tem is 2,70(}
suggtsted for delivery to a drop box of a home sys
in drop x•
ti �,,. ,. o0 ".. tirr (.
•. �,.•. �w LAW r..
2 Maximum
gallons per hour (45 gpm) to prevent build-up of pressure
w,
hesaure Distribution
Select number of perforated laterals
LOWC.
3. A. f_.
b. Select perforation spacing -
rock layer length.
one S"1
S.Ibtract 2 ft. from the
Perforations.
the number of spaces between PelOnS
TABLE CF r'�R► l7���
d Determine �
Length perf. spacing =
l .a F.+ior•dm dl+m.w w,ch.a
e. - � "+ 1 = perforations/lateral
lateral by number of laterals to
1/2 1/.
f. Multiply pe'foranons Pa
total number of perforatiom
074
get
perforatiorLS
r. x d
lA. as4
Q90
13
101
g. i� x r+i �� BPrr`
2A
23 039 1.17
3D 0-% 12i
SELECTED PUMP CAPACITY 4� gP
1.0
4.0 1.13 1.17
5.0116
aU..1.0 boot of h d I--.id-1W
ischarge
D. Detera+ine head rcquirments int of discharge-
and p°
" E"t of t+..d other �t
1 Elevation differerce between_ feet
__i2_
to a pressure distribution system, add five feet for pressure
2 1f pumping
required at manifold S feet
pipe L-Sth
-
Point of Di+chars!
3. Friction lossimeter.
friction loss table with gp a a diameter
a. Ener
Bead friction loss in feet per �m
Elevation Differcro=
11�p
F.L ft./100 ft of pipe m to discharge
b Determine total pipe t n pipth e for fitting
Add 25 p pe
P -18b
point. pacer
use a fitting loss chart. Equivalent Pipe
1s iach 20 inh 3.0 inch
loss. or
len :
testgth -125 � x 125 , 2f feet
nyw�..r..lmn.rr+r
0.20
a Calculate total friction loss by multiplying
10 0.69
12 0.96 031
14 1.21 0�
friction loss in ft/100 ft by equivalent (" Pt ;100 - _ -� ft
x �-
16 1.63 0 0
203 0.60
Total friction loss-
fired is the sum of elevation difference,
I1
20 247 0.73 0.11
hesd
and total friction loss
6, Tosedial
2: 3.73 1.11 0.23
head requirements
133 0.30
335 0
V
4 + �� +
790 206 0.39
40 11.07 0.41
_
lav
41 14.73
399 OSs
Z'4.76
TOTAL HEAD -feet
so 0.70
60 360 0.32
C, pemnp selection eL Spm (Step A)
1. A pump must be �e`� to deliver at least
with at least feet ar total head (Step B).
Logo of Soil Borings
B-31
Location or Project c/3 3 7
�
Borings made• by C) F
Date "1-- 93
Classification System: AASHO USDA -SCS ; Unified ✓ other
Auger used (check two): Hand </. or Power _; Plight _. or Bucket ✓ other
Depth,
in
feet
0-
1
2 —
3 —
4
5�
6 —
7-
8—
Boring number
Surface elevation
B loc K '�,P'!s C' l
End of boring at (A feet.
Standing water table:
Present at fast of depth,
hours after boring.
Not present in boring hole
Mottled soil:
Observed at L_ feet of depth.
Not present in boring hole
Observations and comments:
)epth,
in
Feet
0
1-
2
3 —
4
5
6
7 --
8
Boring number
Surface elevation —
ki cot.--, -17
So .i d _ /G o �'"
l t. �(J�oc.� ^
I
End of boring at feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
mottled soil:
Observed at feet of depth.
Not present in boring hole
Observations and coements:
Lofts of Soil Borings
8-31
Location or Project '?33 7 %
Borings made, by P U f Date 7—/2-9-3
Classification System: AASHO ; USDA -SCS Unified --7; other
Auger used (check two): hand f or Power _: Plight oz Bucket ./ other
Depth, Boring number 3
in Surface elevation
feet
0
13kc�-- *5s ',• /
1
G�17 /017
2-�,
3
4
5
6
8—
End of baring at feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil:
Observed at �_ feet of depth.
Not present in boring hole
Observations and comments:
Depth, Boring number _
in Surface elevation
feet
0
16
1 7 —
1 8 —
End of boring at feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
!Bottled soil: lee Aes
Observed at iQMMb of depth.
Not present in boring hole
Observations and comments:
1 —
��
IG 0 11'7
IFe
4
r
_ '
16
1 7 —
1 8 —
End of boring at feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
!Bottled soil: lee Aes
Observed at iQMMb of depth.
Not present in boring hole
Observations and comments:
�]
Logs of Soil Borings B-31
Location or Project % 3 3 7 7 Data 7
Borings made• by P, o - F. P.
Classification Systes: AASRO ; USDA -SCS
;Unified � other
• ✓
Auger used (check two): Hand ✓or Polder blight _, or Bucket other .
i umber Depth, Boring number
Depth.
Bor ng n
-
in
Surface elevation
feet
0
rDl .50"1
1
Mawr
2
A,o 14 /; -
3
"
^^
4
5 —
6 ---
7 —
8 —
End of boring at G feet.
Standing water table:
Present at _ feet of deptho
hours after boring.
Not present in boring hole
Mottled soil:frc�
Observed at �_/� of depth.
Not present in boring hole
Observations and comments:
in Surface elevation _
feet
0
T�YC"/
1 —
2 _ r
3 —
4
6 —
7 —
8—
'nd of boring at 5 feel*
standing water table:
'resent at feet of depth,
hours after boring.
qot present in boring hole _•
4ottled soil: S►+Gi�S
Observed ar /Y IM of depth.
Not present in boring hole _
Observations and comments:
Lopts of Soil Borings
B-31
Location or Project _ 759 7 7
Borings made by Bate J7 -
Classification System: WHO USDA -SCS ; unified L-�; other
Auger used (check two): Hand mor Power Flight or Bucketther
Depth,
Boring number
in
Surface elevation
feet
0
End of boring at 3 feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole 4/
Mottled soil:
Observed at _ feet of depth.
Not present in boring hole
Obsurvations and convents:
Tlr &/� ;� ice 74 c3
Depth,
in
teet
0-
3 —
3 —
4 —
5 —
6 --
7 —
8 —
Boring number _
Surface elevation
End of boring at - feat.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil:
Observed at feet of depth.
Not present in boring hole
Observations and comments:
PERCOLATION TEST DATA SHEET
tartingat p. M.
Percolation test readings made by ...,,
Teri hole loca[ion
Hole number , Date hole was prepares 7-
Depth of hole bottom / ;—inches, Diameter of holy inches
Soil data from test hole:
Depth, inches Soil texture
Method of scratching sidewal
r, c.- ' – -.'–
Depth of gravel in bottom of hole_ inches
Date and hour of initial water filling�"��" 7j y , 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 /4out 7
, Maximum water depth above hole bottom during test inches
T'[nte
Time
interval,
minutes
Mcasuremcnt.
inches
Dro in water
P
level, inches
Percolation
rate,
minutes per
inch
Remarks
8F•i�
U
30
/O
:00
/,00
5
°
�
pmoWon rate–�inutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by Qd F on %'/ ; — �%a'
farting st
Test hole location Hale number !' , Date hole was prepared_? �� ' 9 3
Depth of hole bottoinches, Diameter of hole (i inches
Soil data from t^st hole:
Depth, inches
Method of scratching sidewall /-�> le C -. ,,`_C�/
Soil texture
Depth of gravel in bottom of hole inches
Date and hour of initial water filling_ Depth of initial water filling____Z inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at IeastWouR
Maximum water depth above hole bottom during test F inches
Tine
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Rettt alm
:is
y
5
3
,C7
3;t
/7
7. /
lee
):01
13
�o
o
G• O
Percolation rate - (0• (/ m-nutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test rcadin s made b r' Ll `, P %/ 9 S 3 U 0
g Y on starting at /O p.m.
Test hole location 7 :3 7 7 Hole number 3 Date hole was prepared /
Death of hcle bottom—21-1 inches, Diameter of hole—L----Inches
Soil data from test hole:
Depth, inches
Soil texture
Method of scratching sidewall --Z,16:e Sc, ro =c Lc.l4
Depth of gravel in bottom of hole -2 --inches
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 ithours f — p
—, Maximum water depth above hole bottom during test 6 inches
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remab
-30
/0:59
Pe L
-L/:,3c)
3
S'/�
/ - 30
7
L 0L
Percolation rate = —1—L -minutes per inch.
PERCOLATION TEST DATA SHEET
,E
Percolation test readings made by � � � � on -7-13- �� starting at � � � GO P M.
Tut hole location 9-3.1517 % Hole number %' �
, Da!e hole was prepared
Depth of hole bottom inches, Diameter of hole —I
inches
Soil data from test hole:
Depth. inches
Method of scratching sidewall /--
Soil texture
Depth of gravel in bottom of hole inches
Date and hour of initial water filling ''� - /Depth of initial water filling '� inches above hole bottom
Methoc used to maintain at least 12 inches of water depth in hole for at least*hours_
Maximum water depth above hole bottom during test inches
Time
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
off
3s�
3.
//: 33
/7
�' /�
33 �
3%
5. y
y, 7 y
-33
G
v%
0:0Y
Percolation rate = -1- -1-3 minutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by z4`1 �� r 7 - j -? a
Tut hole location on uting at_ �pmm
Hole nuber7 Dace hole was prtpared -7
m _-
Depth of hole bottom nches. Diameter of hole_-� inches
Soil data from test hole:
Depth, inches .joil texture
/Ori
Method of scratching sidewall
Depth of gravel in bottom of hole ' inches
Date and hour of initial water filling �'� Depth of initial water filling Winches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at leastyhours_
, Maximum water depth above hole bottom during test FI inche!
Time
Time
interval,
minutes
Measurement.
inches
Drop:inwater
leveles
Percolation
rate,
minutes per
inch
Remarks
/ a d
F �/
3 sP
33
/ 7 J/ /�
3 3
5, y
/!
G
Ll
oY
Percoladon rate a - ! 3 minutes per Inch.
To
SSOCIATES
ENGINEERS 4 LAND SURVEYORS, INC.
July 20, 1993
Kraus Anderson
c/o Ramona
8625 Rendova Street N.E.
P.O. Box 158
Circle Pines, MN 55014
RE: Sewage Treatment System
Site Evaluation Report
Hennepin Ceunty, Minnesota
Job No. 93377 — Lots 5, 6, 9 and 10 and vacated Border Street of ORONO POINT, Hennepin
County, Minnesota. (Caretakers House).
Dear Ramona:
The following is 3 design for a septic system for a 4 bedroom house on the above
referenced lot using a mound system.
However, no construcl,on should begin Lefore these plans are approved by the City of Orono.
If you have any questions, please call me.
Sincerely,
Otto Associates
Engineers and Land Surveyors, Inc.
Edward J. Otto, R.L. .
MPCA License No. 964
9 WEST DIVISION STREET - BUFFA'.U, MINN. 55313 - (612) 682-4727
SITE EVALUATION REPORT
For Kraus Anderson
Sewage Treatment System
GENERAL INFORMATION
This design is for a Type 1, 4 bedroom home and in accordance wish the Minnesota Pollution
Control Agency Standards and local ordinances.
A seasonally high Hater table was evidenced at 24 inches of depth in Soil Boring 7. The slope
is about 3%.
The soils at a dcpt-i of 12 in Test Isole 8 has a percolation rate of 13 minutes per inch. All
neighboring wells i,rc located more than 100' away from the proposed treatment area.
NOTES:
Keep all heavy equi )ment off the proposed treatment area before and after construction as much
as possible. The tn:atment arca should be ma:;ccd off before construction.
With proper installation and maintenance this system should have no problem in treating septic
effluent effectively.
It is recommended t!iat the septic tanks be pumped every 2 years.
MOUND SYSTEM:
Flow: 4 bedroom = 50 gallon/day/bedroom 150 x 4 = 600 gallons per day.
600 GPD x .83 = 500 square feet.
10—foot wide rock beu 50 feet long = 500 square feet
CONSTRUCTION ECUIPMENT:
A rubber—tired tractor nay be used for plowing or disking to prepare the soil surface but in no
case shall a rubber—tirtid tractor be used after the surface preparation is completed. A crawler
or tract—type tractor shall be used for mound construction.
SOIL SURFACE PREPARATION:
The discharge pipe fro•n the pump to the mound area shall be installed prior to soil surface
preparation. The trench excavated to install the discharge pipe shall be carefully backfilled and
compacted to prevent s;:epage of effluent.
PAGE 2
The total area selected for the mound, including that under the dikes, shall be roughened in order
to thoroughly break up any existing sod layers and to provide a suitable transition zoite between
the origi.ial soil and sand laver of the mound. The area shall be roughened only when the
moisture content of the soil 8 inches below the surface is drier than the plastic limit.
Surface preparation or roughening may be performed with a mold board plow, a disk plow, or
a back hoc using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall
be thrown up slops and shall run perpendicular to the slope There shall be no dead furrow
under the mound.
Disking may be used for surface preparation as a substitute for mold board plowing in soils
having percolation rates faster than 15 :minutes per inch (sandy loam) in the top 8—inch depth.
Back hoc teeth may be used to roughen the soil surface and break up the sod layer. Care must
be taken so as not to compact or puddle deeper soil layers. In no case shall any surface soil be
excavated and removed from the area.
Mound Construction shall proceed immediately after surface preparation is completed. Every
effort should be taken to prevent rain from falling on the prepared soil surface.
CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT:
A minimum of 12" of soil defined as sand shall be placed where the filter material is to be
located. A crawler tractor with a blade or bucket shall be used to move the sand into place. At
Izast 6 inches of sand shall be kept under the tracks to minimize compacting of the plowed layer.
The sand layer upon which the filter material is placed shall be level.
Sand is defined as a soil texture composed by weight of a least
25 percent of very coarse, and medium sand varying in size from 2.0 to 0.25 mm, less than 50
percent of fine o: very fine sand ranging in size between 0.25 and 0.05 mm, and no more that
10 percent of particles smaller that 0.05 mm.
A minimum depth of 9 inches of filter material (rock) shall be placed on the sand layer prior to
installing the distribution pipe.
Filter .material is defined as clean rock, crushed igneous rock or similar insoluble, durable and
decay—resistant material free from just, sand, silt or clay. The size shall range from 3/4 inch
diameter to 2 12 inch diameter.
PAGE 3
PRESSURE DISTRIBUTION:
Effluent shall be distributed over :he filter material by three 2 inch diameter perforated pipes
under pressure 48 feet long. Perforation holes shall be 1/4 inch diameter drilled in a straight line
along the length of the pipe. Hole spacing shall be 30 inches with 20 perforation per lateral.
Holes shall be drilled straight into the pipe and not at an angle. A sharp drill shall be used and
any burrs in the inside of the pipe shall be removed. The perforated pipe laterals shall be
installed level with the perforations downward.
The perforated pipe laterals shall be connected to a 2—inch diameter manifold pipe and shall have
their ends capped. The laterals shall be spaced 40 inches on center and at 20 inches from the
edge of the filter material.
The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be
sloped toward the supply pipe from the pipe.
Straw marsh hay to an un—compacted depth of 3 to 4 inches shall be placed over the filter
material. A layer of untreated building paper (red rosin) shall be placed over the hay or straw.
Geo—Textile material if approved by the County Building Inspector may also be used.
Construction vehicles shall not be allowed on the filter material until backfill is placed.
Sandy loam soil shall be placed on the filter material to a depth of 12 inches in the center of the
mound and to a depth of 6 inches at the sides.
Six inches of topsoil shall be placed on the fill material over the entire area of the mound. A
grass cover shall be established over the entire area of the mound. No shrubs shall be planted
on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound.
Tie side slopes of the mound will be 5 feet horizontal to 1 foot vertical (5:1). This gentle slope
will allow easy mowing of the grass cover. The soil material at the toe of the dike should be
slightly less permeable or somewhat tighter than the natural soil below the mound. This can be
accomplished by selecting a finer soil or by compaction.
Whenever mounds are located on slopes, a diversion shall be constructed immediately up slope
from the mound to intercept and divert runoff.
PUMP AND COLLECTION TANK:
A pump shall be used to deliver effluent to the mound. The pump shall be cast iron or bronze
fitted with stainless sit-cl screws or construct: -d of other sound, durable and corrosion resistant
materials.
PACE 4-
The pump installed will need to deliver 45 gallons per minute with a head of at least 38 feet.
An alarm device shall be installed to warn of pump failure. Install the pump control and a
Meyers, Model D.L.V. Audio Visual, Lo -Voltage alarm system or approved equal in a
conspicuous place at the direction of the owner.
Dosing Volume = 25% of 500 g.p.d. = 125 gallons.
DRAINFIELD ROCK REQUIRED:
Based on 12.5 inches of rock, 19 cubic yards of rock would be requtrnd.
SAND REQUIRED:
Approximately 185 cubic yards of clean sand for under mound is needed.
NO1 ES.
A. Please sce site plan layout.
B. Typical sections for construction folln,v
C-7
E-3&4
E-6
E-12
F-7
PAGE 5
SANDY LOAM SOIL ='
J•
LAYER OF GEOTEXTILE '
F Y�IC OR E4DINCHES
C ES OF
BY
8 ILDI G PAPER •,j;r� ,,:•
PIPE FROM PUMP - ��;•� �� ,
.ti
3/•_71� • //
CLEAN DOCK
g TOPSOIL
A�iM
/j jo
�/o
ob.
PERFORATED
LATERALS
DIVERSION FOR
SURFACE WATER
PC
All
FILL
OD*
SRp
�,•�'{ i�''
flgYE
IDA
R
R
PERFORATED
LATERALS
DIVERSION FOR
SURFACE WATER
I.J. vv.. - ---•-..— -„•..--..---
1. If landslope is 3% or more, subtract rock layer width from
adso►ption width to obtain minimum downslope dike toe for
absorption:
�ift-�v ft=Meet
2
Calculate minimum mound size based on geometery:
37
a.
Determine depth of clean sand fill at upslope edge of rock
6.1
21.1
layer. Separation feet
W
b.
Multiply rock layer width by landslope to determine drop
71.1
OA
in elevation; Slope Difference
�•-�—
u
/O x 3 % + 100 = b- 3 feet
'-'*--
c.
Add depth of clean sand depth of clean sand for
"�'�”
so
separation at upslope edge (2a) to depth of rock layer to
7J
u
rock depth and the depth of cover to find the total mound
IO
LU
height at upslope edge of rock layer;
670
I
� ft + I ft + l ft = _ feet
Im
d.
Enter table on page bottom with landslope and upslope
LS1
711
dike ratio. Select dike multiplier of 41
L/
170
e.
Multiply dike multiplier by upslope mound height
I,l5rc1o1. 30 ; C,-7!5-
-7Sto
all
&A
toget upslope dike width:416- x 3 =13 feet
3,13111(.= 2: 14erz-
f.
Add the depth of slope difference (2b) to the upslope
X312-"'.'1.12sog
L!0
Ld
downslope
height to get the downslope hei ht
3.tjillOX 1'3 = Zte
an
3 + or3
g4�5 ,may
g.
Enter table on page Luttom with landslope and
140
downslope dike ratio.
Select dike multiplier of S&
L"
h.
Multiply dike multiplier by downslope mound height
79
La
to get downslope dike width: • ' 88 x 3.3 = Zo feet
LA
i.
Compare the values of step G.1 and Step C .2.h. Select the
in
to
greater of the two values as the downslope dike width;
L/
5n
2Z feet :,:: ; : :'• t v:�::: �r: :::::t::r :t::;: ;:::::t .
L.
Total mound width is the sum of upslope dike Dad %4Qd;'
:r •.y .Y.Y •r.Y Jti Y r t Y.Y L::.'tt
•
9i5
width plus rock Iayer width plus downslope
f{i'tiit +t{
3a
dike width;`
V.y.t4�.-'Y{�.v.u. v.4. •r.
L"
.v:'•rt'.•.Lr:;
1_ ft + 10 ft + � ft = 4-3 feet vr-,-v:omM+;:M=
r` V
.fi(r rtir r�J:L••:J_►�} OS>r:w~M__
417
k.
k.
Total mound length is the sum of upslope
.tit�.tYY.
;::If•it.rtti:
:.: :rf '.'J, ,::,:r.•r •t, •._;:t;;;:f..{::;
(fie Wid16
17.13
1N
dike width plus rock layer length plus
r
_,•
, k.�•Z:;y,�iM ?{.
J.L yrtihr{��:
'.4�Y:y•
4.9
upslope dike width, :ti• rt::
''Y.�.:'.'.�'
..t ryl r. .Y�Yfr••.
�' ': J :tti Y:.: �Y.: ti •fir:
LO
13 ft + 50 ft + 13 ft - �� feet
37
w
1a
6.1
21.1
391
W
41
71.1
OA
•
7a
u
za
Ln
7.0
1r
u
so
u
7J
u
1
IO
LU
Sri
670
79
111
Im
all
SY
LS1
711
:
L/
170
4.35
C%
LY3
7.33
all
&A
Lo
L77
L"
LU�
170
is
L11
L71
L!0
Ld
/
SAI
an
���!!!
7JLim1
on
l
140
ar
L"
LAS
5
79
La
LO
LA
1077
LAI
in
to
•a
L/
5n
L
L.
5.10
7.14
9i5
IL07
23+
3a
3.00
ut
L"
LAI
7
I=
5.Y
7r
1673
17.13
1N
L2
170
4M
4.9
L13
0
LO
La
L33
1153
L"I
L41
LO
39
aO
LN
l/
1
4.11
L21
ID
IIDS
1L57
3.36
Lf1
145
110
470
&au
as
LO
IOD
Is=
311
3-71
L00
331
175
"
LU
W
it
w
734
11.11
1715
AA3
L3L
US
in
u1
1M
SSI
12
aa
?A
1750
11.41
4175
L21
L70
112
lA
In
a,0/
P
RESS 1rf
1. Select number of perforated laterals
perforation spacing .:-
-Z -5-
2 Select P
3. Since perforations
layernot (see placsubtract 2 ft.closer than I Efrom
the edge of the Ye(see diagramed
the rock layer length-
-- 2 Et. _ 48 feet
Rods layer 1-0
4. Determine the number of spaces between Perforations.
Divide the length above by perforation spacing and round
down to nearest whole number.
�� ft. + 2,7 ft. _ spaces
Length perf. spacing = (#2)
5. Number of perforations is equal to one plus the number of
perforation spaces .
Lspaces + I-= Zo perforations per lateral
6. Multiply perforations per lateral b; number of laterals to
get total number of perforations.
�_ _ o perforations
tawv - X Pa'W1ai� — !n—
7. L`etermine required flow rate by Pfyi gon
number of perforations b flow
�pWfa X �n _� gp m-
E.ND IT NfOhAT IOPI Oi A P[RFORATED LATERAL
Qr� C -.a-
-- Lea+ w f-erala- Rt♦,M I� a..'
�-.M-Ir- Oran-- IMI -W-111
as,- C» ar. TOO
YL.-, rt". Ede -
.4 eta Low
.. . ►a.waw gnaw n
Clw- l. --e L-1-1 bu-ri- J Ua-ra+t
7W
TABLE OF PL•RFORATION DISCHARCFs IN GPM
Hod Perforation dlam4ter iincherl
r �'
allse 1.0 foot of head for residential "Ems-
bL'se 2A feet of head for other cstabllshrnents
Table 2
�' .:ni..W -4 -
1,25 inch
2.5 14
3.0 13
3.3 12
4.0 11
5.0 10
8Ifaterals are connected to headerdpipe ral diameter froas shown an m r
eexample, select
minimumreq
table 2; enter table lateral.eral. with Select minimum, diameter or
oration spacing and number
of perforations per
perforated lateral = Z— inches
9. If perforated lateral system is attached to Mani' 10Id pipe near
the center, as in lower example, perforated lateral length and
number of perforations per later will
sbee e P rrorxim��a�tteely one
half of that in M 6. Using these ues,
diameter for perforated2tera.1ifrom table 2
perforated lateral
1.5 inch
18
17
16
15
14
Far
.0 inch
25
23
22
4
4
a
IAA
056
074
1 S
0.69
0.90
2 ob
0�
104
25
089
1.17
3A
0.96
1121
4,0
1.13
1.47
SD
1.25
IAS
allse 1.0 foot of head for residential "Ems-
bL'se 2A feet of head for other cstabllshrnents
Table 2
�' .:ni..W -4 -
1,25 inch
2.5 14
3.0 13
3.3 12
4.0 11
5.0 10
8Ifaterals are connected to headerdpipe ral diameter froas shown an m r
eexample, select
minimumreq
table 2; enter table lateral.eral. with Select minimum, diameter or
oration spacing and number
of perforations per
perforated lateral = Z— inches
9. If perforated lateral system is attached to Mani' 10Id pipe near
the center, as in lower example, perforated lateral length and
number of perforations per later will
sbee e P rrorxim��a�tteely one
half of that in M 6. Using these ues,
diameter for perforated2tera.1ifrom table 2
perforated lateral
1.5 inch
18
17
16
15
14
Far
.0 inch
25
23
22
4
4
A. Determine PUMP aPa city'
Gravity Distribution
I. Minimum suggested is 600 gallons per hour (10 gpm) to stay ahead of
water use rate.is 2,700
2. Maximum suggested for delivery to a drop box of a home system
gallons per hour (45 gpm) to prevent build-up of pressure in drop box'
Pressure Distribution
3 a Select number of perforated laterals ft.
b. Select perforation spacing -
c. Subtract 2 ft_ from the rock layer length.
-2ft -
d octermine the number of spaces between perforations.
e �cin ft. 4 --ft.. spaces
�+ 1 n perfbtations/lateral
f. Multiply perforations per lateral by number of laterals to
get total number of perforations.
t=. x g' perforation
x �_ gpm
SELECT M- PUMP CAPACITY 4� Urn
S. Dtttratine head requirtmtnts:
1 E2evat2on difference between PUMP and point of discharge.
_4 feet
2. if pumping to a pressure disi;-bution system, add five feet for pressure
required at manifold 5 feet
Friction loss
a. Egpm pipe nter friction loss table with and I diameter.
Read friction loss in feet per 100 feet from table.
F.T` ., ft./100 ft of pipe
b. Determine total pipe length from pump to discharge
point- Add 25 percent to pipe length for fitting
los% or use a fitting loss chart. Equivalent pipe
length -1.25 times pipe length - -x 1.25 feet
Z_
C. Calculate total file n loss by multiplying
friction loss in ft/ 10D ft by equivalent pipe length• feet
Total friction loss W 2� X -7. Z.'s .100 - _1L-
4. Total head required is the sum of elevation difference,
speda) head requirements, and total friction loss.
2S +_-+ S
(1) (2) (30
TOTAL HEAD feet
go PEWOR►T11M OF • R7IFORXTm U►TMAL
m.. c...r
.. _" J. ur.► d s.....+.
Los" S"w. ... I... r NW . w.....w
.r.r. w.. o.u.s n.l...•.+r
rr
mom To
• YL..ar . LOP
�. L.r.
2r": ':' `.11.0116. L0.0•.e .1
`1..411.
tww F1 -e sole lwW
TABLE OF i ERFORA'1LON DISCHARGES IN CXM
tiesd
Perforadon dWmter tbwher)
3.0 inch
1/
7 b
0.56 074
1.3
OS9 0.90
2.Db
Ol0 104
U
0)9 1.17
3.0
am 138
4.0
1.13 1.47
SD
1.26 I b5
C- pump selectionm (Ste A)
1. A pump must b feet
selectedtoto eal healver at
s Step B).t p
with at least e
sUw 1.0 foot of wed for rssidmtlal syssev/s.
bl;w 14 fee of teed for other 48tabL6heret6
pipe Length
Point of DiscWtc
DifrettmeT
Er---E3ev@Lion
1
F -18b
1.5 inch
2.0 inch
3.0 inch
PH60 te. A ICs ll.r FIF.
s
to
o•69
i
12
0.96
o
14
1.23
0.3E
16
1.63
au
is
203
0.60
20
247
0.73
0.11
25
3.73
1.11
0.16
30
5.23
1s5
033
35
7.90
206
0.30
40
11.07
2.64
0.39
45
t4.73
3.22 _
0.4E
30
3.99
038
55
4.76
0.70
60
5.60
0.92
Lolls of Soil Borings
Location or Project 73 3 7 7 3-31
Borings mads, by P0 F. PBats 7- / - 593
Classification System: AASHO USDA -SCS ; Unified --I- ; other
Auger used (check two): Hand .mor Power _; flight _, or Bucket ✓ ; other
Depth, Boring number
in Surface elevation
feet
0
Told Sv.' /
1
RC
01 A
4 —
u�
End of boring at G feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil:
Observed at_ of depth.
Not present in boring hole
Observations and comments:
Depth,
inet
fe
0
Boring number
Surface elevation
1 'y.
2
J
3
-7 AJC 117
4
S /P�J;I i i i
6 —
7 — I
8 — I
End of boring at 5-6 feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil: Ste` J
Observedat 75 AM of depth.
Not present in boring hole
Observations and comments:
Loss of Soil Borings
B-31
Location or Project
3 7
Boriagk =do -by /' O F a. Date
Classification System: AASHO ; USDA -SCS ; Unified ��; other
Auger used (check two): Hand ✓ or Power _; Tlight _. or Bucket ✓ other
D 1. 1% Boring number
Depth, Boring number /0
Cr ,
in
feet
Surface elevation
0—
T04 5c;" T04Sc;.'
1 �
�i k �/ o ;✓ n /vim J -Yr
2 —
J
3 —
4
131'dwi� .tea •�y ��rr�
S
7 —
8 —
End of boring at !!�-6 feet.
Standing water table:
Present at feet of depth.
hours after boring.
Not present in boring hole
Mottled soil: ;ru C.
Observed at *-J.� ' A of depth.
Not present in boring hole
Observations and comments:
in Surface elevation
feet
0
To/O;o. /
/C.J a r✓�
3 —
v-�" /9G A7LA'��
4— , i �� /6�43 .r 1A /%'0C -,I h
End of boring at y 5 feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil: D.,c4a
Observed at yU -IMr of depth.
Not present in boring hole
Observations and convents:
Lots of Soil borinms
5-31
Location or Proje
26.
-c
7t f! q 3 3 7
Borings mads- by F Data —7—/ 2 - 9-3
Classification System: AASHO USDA -SCS ; Unified tom; other
Auger used (check two): Hand ✓ or Power _; ?light _, or bucket other
Depth, boring number Depth, boring number
in Surface elevation
feat
0
1—
Dx Fio4ih G /41 loQy�
2 — J
3
b
S
Ci
e—
End of boring at l _ feet.
Standing water table:
Resent at feet of depth,
hours after boring.
Nct present in boring hole
Mottled soil:
Observed at q feet of depth.
Not present in boring hole
Observations and comments.
in Surface elevation
feet
0
11•./'
X Fi_�w G Al
3 — —. �r✓-' l •�� /'���✓�. Icy
� J
6 —
W�
t:�
End of boring at S, feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
!Mottled soil:
Observed at 3_ feet of depth.
Not present in boring hole
Observations and comments:
Logo of Soil BorinKe 3-31
Location or Project 33-377
Borings made by t' d f Date --
classification System: MSHO USDA -SCS
Unified ; other
Auger used (check two): Rand �/or Power _t
plight _, or Bucket L, -.-other
Depth,
�Brin`gnumbbrr -3
in
Surface elevation
feet
0
3 L (.M i 'C !- r
Lv=
S —
End of boring at 3 feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole 41
Mottled soil:
Observed at feet of depth./
Not present in boring hole
Observations and comments:
T4 -e ky�9 ;� P11 74- o -r-
ire 1c;// a� ?A; 5 hole.
)epth,
in
Feet
0
Boring number _
Surface elevation
End of boring at feet.
Standing water table:
Present at feet of depth,
hours after boring.
Not present in boring hole
Mottled soil:
Observed at feet of depth.
Not present in boring hole
Observations and comments:
PERCOLATION TEST DATA SHEET
r
° 3 tatting at /l ' l0 p.m.
Percolation test readings made by ...,
Test hole locatio 933 % % Hole number 7 Date hole was prepared
Depth of hole bottom / ; inches, Diameter of hole (�:' inches
Soil data from test hole:
Depth, inches
Method of scratching sidewall
Soil texture
Depth of gravel in bottom of hole _)inches
-7-1-1-7.1 y ""P'
_, De th of initial water filling— inches above hole bottom
Date and hour of initial water filling_P
Method used to maintain at least 12 inches of water depth in hole for at least Shotes
, Maximum water depth above hole bottom during test inches
Percolation rates 5• � minutes per inch.
Measurement.
inches
Drop in water
level, inches
Percolation
rate,Remarks
minutes per
inch
Time
Time
interval,
minutes
� 3 y
6,-
3 0
�Yy
53/y
5.57
:iy
3a
Percolation rates 5• � minutes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by on 7�l 3' 93 Muting at / / ; /O
w,
Test hole location 9� 3 7 7 Hole number, Date hole was prepared_ 7'/, --9�?
Depth of hole bottom f Inches, Diameter of hole (f - inches
Soil data from test hole.
Depth, inches
Method of scratching sidewall
Soil texture
Depth of gravel in bottom of hole 47 inches
Date and hour of initial water filling Depth of initial water filling— _L_=_inches above hole bottom
/&
Method used to maintain at least 12 inches of water depth in hole for at least *ho
� � � '
Maximum water depth above hole bottom during test -inches
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
i-1/3
a
5 Z/
a
5 Vb-
13,'17
12, -3
a 5 '/y
8
s/
3. 3
13
:10
33
Percolation rate e I ) • 76 m+ utes per inch.
PERCOLATION TEST DATA SHEET
Percolation test readings made by—p' G on 7- 3 3starting at �G y�
Test hole location 17-3:3 7.2 Hole number , Date hole was prepared
Depth of hole bottom a inches, Diameter of holes C inches
Soil data from test hole:
Depth, inches
Method of scratching sidewalL_-1 S1/- ,-;•.
Depth of gravel in bottom of hole % inches
Soil texture
Date and hour of initial water filling 7 i Depth of initial water filling Z inches above hole bottom
/6V _
Method us. d to maintain at least 12 inches of water depth in hole for at leasrWhours
Maximum water depth above hole bottom during test inches
Time
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
o
�'r
S//8
7,5a
3 l a
o
1,2; i3
3 '
yY8'
-7- 7c,,
Percoladon rate - �' 7 utes per inch.
PERCOLATION TEST DATA SHEET
�
Percolation test readings made by 1p• 0 on �- 23—starting at 4 a:m
Test hole location? ' 7
, Hole//number hole howas prepared Z-/ �— i 3
Depth of hole bottorn i � +nches, Diameter of hole inches
Soil data from test hole:
Depth, inches
Soil texture
Method of scratching sidewall �� i C is
Depth of gravel in bottom of nolo inches
Date a. -rd hour of inma' water filling 7 y , Depth of initial water filling 1 inches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least/rsAouZl! r'
Maximum water depth above hole bottom dunng test inches
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remarks
/U 3
,z-,
30
-7%
3y�9
F
9
3/
7 %8-
5/8'
9.6 0
/0
3
l ,2yo
Z/ , Gb
Peroolstioo rate m (• v minutes per loch.
r
PERCOLATION TEST DATA SHEET
r
Percolation test readings made by I' .or> 7—/� _ % starting at /G y0
Tat hole location— 3 3 7 7 Holc number _LDate hole wss prepared
Depth of hole bottom inches, Diameter of holt inches
Soil data from test hole:
Depth, inches Soil texture
Method of scratching sidewall ^ ��" 5"' /" -.
Depth of gravel in bottom of hole % inches
Date and hour of initial water fillin-7 1' ' V
o Depth of initial water filling / inches above hole bottom
/;,
Method used to maintain at least 12 inches of water depth in hole for at leastlhourc' c — , /
Maximum water depth above hole bottom dunng test jnche!
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
/0 9
x:09
30
3'P
-7. �7
i/ O.
?1
o
y'
3'/y
T 27
31
X/
3619
x,55
F
3o
3%
�. 57
Percolation tate — a, y6�' inutes per inch.
PERCOLATION TEST DATA SHEET
FAW
Percolation test readings made bystarting at L
r., P
Test hole loc+pion 3 % , flolc number. Date hole was prepared
Depth of hole bottom / i inches, Diameter of holt inches
Soil data from test hole:
Depth, inches Soil texture
U - / -�' 7�:L
Method of scratching sidewall
Depth of gravel in bottom of hole inches
Date and hour of initial water filling? Dep of initial water filling ! `nches above hole bottom
Method used to maintain at least 12 inches of water depth in hole for at least 4hours.
Maximum water depth L ove hole bottom during test inchek
Time
Time
interval,
minutes
Measurement.
inches
Drop in water
level, inches
Percolation
rate,
minutes per
inch
Remoks
/o' 9
F
r./,
-//;0?
30
3'P
Z/ V7
-7. -77
/ r '0i
?I
,P,, (- . .
/ o
3/
y'
3 Yq
T. 27
I/ Ile
3
0 55
3o
y l
3%
�. 5 7
Pacolatiott rale -yt� minutes per inch.
PERCOLATION TEST DATA SHEET
ME—
, -7 r /o 3 y
Percolation test readings made by t'• 0 �' L". on 7 9 3 `carting at p.m.
Test hole location
3 3 7 7 Hole number / ; . Date hole was pre. 7-1;>- ? 3
Depth of hole bottom �nchcs, Diameter of hole 71 _inches
Soil data from test hole:
Depth,inches
Method of scratching sidewall r" SC
Soil textum
Depth of gravel in bottom of hole_ % �n-hes
Due and hour of initial w•at_r filling 7-1 n� . Depth of initial water filling a orches about hole bosom
Method used to maintain at least 12 inches of water depth in hole for at Icast4 hours % —
, Maximum water depth above hole bottom during testnche!
Time
Time
interval,
minutes
Measurement,
inches
Drop in water
level, inches
Percolation
rate.
minutes per
inch
Remarks
r�
to • 3 7
0 9
.
07
30
g•
3
3
yya
34,
7'0
Pemomon rare : O V inutes per inch.
%off 3 !� �
• .A � A F I L• •\ i f+f
P4' .
9
Zo C t i
• ' a ' �jn�i., '
3�
1 � � 1 •so \ 1
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►r
0 7.H.2 II "`r'�'N•
r S610 ` T.HJ I ) l
L
TN1 I 1C
a �
CITY OF ORONO
t3UIC.IP RVIEW IT RE• NN d ,
IAT`^ ._ I•'TlNil W). r,
APP 4 .. �. C?ipNS AS NOTED H
•�u+Am-CTA RESUBMIT J
` Alap(c All work vulll be d0rA Q -
w • 4W .0-,wg i zoning oode to
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INSTALL WOO
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1' ••'111.'111 �Itlltl 1 . 1 al, ' LU11 a'la"•.IIh,Uti 111.1\' Ilt•Ctl
11awnicnt 114mr - >\t111 -I I'ic into existing san,tat% k•.•• '
ele%atinns - septic tanks and pun
Ileal It, IV .«Ijustc(l 11) acco11111W.,
I op of 1st septic Tank 'I I I n
I'll, of 2,11d ticptic T.1111. 10
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face of Fail pate of powerpo'• -
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