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PROTECT DRAINFIELD AREA
DESIGNATE
AINFIELD SITES SHALL BE STA-
KED OFF FRIO
TO rMNSTRUCTION OR EXCAVA-
TION IN THE A
A. THE DRAINFIELD AREi SK.A!.L
REMAIN U%M
R!i3ED UNTIL DRAItiF!_Lu CON-
STRUCTION I
COS ,'AEh.'CcD. NO i"EHICULAR
TRAFFIC OR
CC %PILIiNG CF FlLL SHALL BE
ALLOAlED l:liTii
N DESIGN'ATED DRAiNl'-IELD AREA
EITHTR BcFO^
OR AFTER DRAINFIELD
LATION. VI-�L
iON MAY REOUIi;E RETES LNG
OF THE SOIL.
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April 10, 1981
Mr. Wyman Haberer
9806 10th Avenue North
Plymouth, MN 55441
Re: Soil Investigation and
Percolation Tests for
Lot 11, Block 1, Fairview
Orono, Minnesota
Dear Mr. Haberer:
I have conducted a soil investigation for the above referenced
site. The purpose of this letter is to describe the soil
conditions encountered at the site and report the results of
percolation tests performed on April 8 and 9, 1981.
Method
Two 10,000 sq. ft. areas ire selected for drainage fields.
On the primary field (east side), two upstream holes and a
single downstream hole were drilled. On the secondary field
(west side), one upstream and one downstream hole were drilled.
Beneath the topsoil, very consistent layers of sandy clays
and silty sands were found. Because of this consistency, a
hole depth of 6' was deemed adequate in all cases.
Each hole was filled and left approxin« tely 24 hours to drain.
A level elevation was established over each hole with lath and
water elevation checked by a ruler attached to a float mech-
anism. After the initial filling, water levels were maintained
through periodic fillings from water buckets.
Results
The small variations in perusity are considered due more to the
condition of the test holes than to the soil type itself. The
overall evaluation would assign a percolation rating of 49 mpi
to the site. This would be considered quite suitable for the
proposed usage.
Very truly yours,
Iohn Duffy.
413253
I HEREBY CERTIFY THAT THIS PLAN,
SPECIFICATION, O'' REPORT WAS
PREPARED BY ME OR UNDER MY
DIRECT SUPERVISION AND THAT I AM
A DULY REGISTERED PROFESSIONAL
ENGINEER UNDER THE LAWS OF THE
STATE OF MINhI6�_.>TA .—
DATE y L t^, REGISTRATION N:
I ..
�._ �.�_ 'rosin ' F� ${--• - . __ �
" iL 9lsL ��"-fix
RL b�.3
ti., 94 o tL.
r
gpl.E*3 M
EL 97.6
PERCOLATION TEST DATA
PROJECT: Wyman Haberer's home
JOB NO. P-136
TEST HOLE LOCATION:: See site plan
HOLK NO.
DATE PREPARED: APrl l 8 - 1981 DIAMETER:
6 INCHES DEPTH: 70 INCHES
SOIL PROFILE
DEPTH (INCHES) CLASSIFICATION (ASTI.. 0241111)
0 6" Topsoil
6" - 4`6" Sandy clay dark mottled
(there had been a heavy
rain within 48 hours)
416" - 610" Silty sandy rather loose trace of clays 4 gravel
METHOD OF SCRATCHING SIDEWALL Lath
DEPTH OF PEA -SIZED GRAVEL IN BOTTOM OF HOLE: 2
INCHES
INITIAL FILLING DATE: Aprl l 8, 1981
TIME: 6 : 00
WATER DEPTH OF INITIAL FILLING, ABOVE HOLE BOTTOM: 60
INCHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAV
1320 MIN.
METHOD USED TO MAINTAIN AT LEAST 12 INCHES OF WATER DEPTH IN HOLE FOR AT LEAST 4 HOURS:
Filling from water bucket
CONDITIONS AFTER SOAKING PERIOD: Top half of hole
dry/bottom half moist. No
side wall disturbance
PERCOLATION TEST READINGS Er: John Duffy
DATE PERCOLATION TEST STARTED: April 9, 1981
TIMEt 6 : 00 YiLX►.M•
MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST: 1211
INCHES
TIME
TIME
INTERVAL
(MINUTES)
MEASUREMENT
(INCHES)
DROP IN
WATER LEVEL
(INCHES)
PERCOLATION
RATE (MINUTES
PER INCH)
REMARKS
6.09
43 7 8
6.27 1
18
44
1 8
144
6:48
21
44 1/4
1 4
84
7:06
18
44 1 2
1 4
72
7.40
32
44 3 4
28
8.10
30
45 1 8
3 8
80
8:42
32
45 3 8
1 4
128
9:11
29
45 3/4
3/8
78
9.40
29
46
1 4
116
PERCOLATION RATE 104 MIN/INCH
A
px
SF-22(110-A)
PERCOLATION TEST DATA
PROJECT: Wyman Haberer's home
JOB NO. P-136
TEST HOLE LOCATION: See site plan
2
HOLE NO.
DATE PREPARED: April 8, 1981 DIAMETER: 6 INCHE4
DEPTH: 9 INCHES
6
SOIL PROFILE
DEPTH (INCHES) CLASSIFICATION (ASTM: 02408)
0 - 6" Topsoil
6" - 510" Sandy clay, dark, mottled
510" - 610" Silty sands, trace of gravel
METHOD OR SCRATCHING SIDEWALL Lath
2
DEPTH OF PEA -SIZED GRAVEL IN BOTTOM OF HOL[: INCHES
INITIAL FILLING DATE: April 8, 1981 TIy;E: —1 : 10
60
WATER DEPTH OF INITIAL FILLING. ABOVE HOLE BOTTOM:
, AINACnHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY 1440 MIN.
METHOD USED TO MAINTAIN AT LEAST 12 INCHES OF WATER DEPTH IN HOLE FOR AT LEAST 4 HOURS:
Filling from water bucket
Damp bot .cam, minor side wall
collapse at
CONDITIONS AFTER SOAKING PERIOD:
bottom one foot degth
PERCOLATION TEST READINGS BY: John Duffy
DATE PERCOLATION TEST STARTED: April 9. 1981 TIME:
6: 00 MAX, P.M.
12
MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST: INCHES
TIME
TIME
INTERVAL
MEASUREMENT
(INCHES)
DROPIN
WATER LEVEL
PERCOLATION
RATE (MINUTES
REMARKS
(MINUTES)
(INCHES)
PER INCH)
6:11
28 1/2
6:49 1
38
30 1/2
2
19
7:08
20
31 1 4
3 4
27
7:42
34
32 3 8
1 1 8
54
8.12
30
33
30
32
34
5 8
51
9.13
29
34 5 8
5/8
46
9.42
29
ama e to hole
bottom gives a
PERCOLATION RATE
1 �IN/INCM
SF•22(80-A)
-PERCOLATION TEST DATA
PROJECT: Wyman fiaberer's home
JOB NO. P-136
TEST HOLE LOCATION: See site plan
HOLE NO. 3
DATEPREPARED: April 8. 1981 DIAMETER: 6
_ INCHES DEPTH: 72 INCHES
SOIL PROFILE
DEPTH (INCHES) CLASSIFICATION (ASTM: 02408)
0" - 110" Topsoil
110" -0516" Sandy clays, dark brown
516" - 614" Silty sands
Damp but appeared to be well above the water table
METHOD OF SCRATCHING SIOEWALL Lath
2 "
DEPTH OF ►EA•S12RD GRAVEL IN BOTTOM OF HOLE:
INCHES
April 8, 1 181
6 : 20
INITIAL FILLING DATE:
TIME:
60
WATER DEPTH OF INITIAL FILLING. ABOVE HOLE BOTTOM:
INCHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY 1 320 MIN.
METHOD USED TO MAINTAIN AT LEAST 12 INCHES OF WATER DEPTH IN HOLE FOR AT LEAST 4 HOURS:
Filling from water bucket
CONDITIONS AFTER SOAKING PERIOD: Dry hole and dry bottom.
Side walls
undisturbed.
John Duffy
PERCOLATION TEST PEADINGS BY:
DATE PERCOLATION TEST STARTEOi April 9, 1981
TIME: 6 : 00 XXXP.M.
12
MAXIMUM WATER DEPTH AEOVE HOLE BOTTOM DURING TEST:
INCHES
TIME
MEASUREMENT
DROP IN
PERCOLATION
TIME
INTERVAL
(INCH[f)
WATER LEVEL
RATE (MINUTES
REMARKS
(MINUTES)
(INCHES)
PER INCH)
6:13
38 1 4
6:29 1
16
38 5 8
3 8
43
6.50
21
39 1 8
1 2
42
7.08
18
39 5 8
1 2
36
7:43
35
40 1 2
7 8
40
8:13
30
40 7 8
3 8
80
8:45
32
41 3 8
1 2
64
9.14
29
41 7 8
2
58
9:43
29
42 3 8
1/2
58
PERCOLATION RATE 53 WIN/INCH
cc� cx
SF-22(SOA)
PERCOLATION TEST DATA
PROJECT: Wyman Haberer's home JOB NO. P-136
TEST HOLE LOCATION: See site plan HOLE NO. 4
DATE PREPARED: April 8, 1981 DIAMETER: 6 INCHES DEPTH: 72 INCHES
SOIL PROFILE
DEPTH (INCHES) CLASSIFICATION (ASTM: D21811)
0 - 110" Topsoil
110" - 410" Sandy clays
410" - 610" Silty sands and gravel
METHOD OF SCRATCHING SIDEWALL Lath
DEPTH OF PEA -SIZED GRAVEL IN BOTTOM OF HOLE: 2 INCHES
INITIAL FILLING DATE: April 8, 1981 TIME: 6 ; 30
WATER DEPTH OF INITIAL FILLING, ABOVE HOLE BOTTOM: 60 INCHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY 1440 MIN.
METHOD USED TO MAINTAIN AT LEAST 12 INCHES OF WATER DEPTH IN HOLE FOR AT LEAST 4 HOURS:
Filling from water bucket
CONDITIONSAFTERSOAKING PERIOD, Side walls & bottom damp, Slight degree of
sluffing.
PERCOLATION TEST READINGS BY: John Duffy
DATE PERCOLATION TEST STARTED: April 9, 1981 TIME: 6: 00 Xpm, P.M.
MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST. 12 _ INCHES
TIME
TIME
INTERVAL
MEASUREMENT
(INCHES)
DROP IN
WATER LEVEL
PERCOLATION
RATE (MINUTES
REMARKS
(MINUTES)
(INCHES)
PER INCH)
6.18
34 ' 8
6:30
12
34 1/8
0
6:52
22
34 5/8
44
7.10
18
35 1/4
29
7:44
34
35 3 4
68
8.14
30
36 1 4
60
8:46
32
37
43
9.15
29
37 3 4
39
9.44
29
38 3 8
77
PERCOLATION RATE 52 MIN/INCH
GAII �Yd
SF-22(80-A) -- --
.�lmmffl� ■
czw o rwr
PERCOLATION TEST DATA
PROJECT: Wyman Haberer's home
JOB NO. P-136
TEST HOLE LOCATION: See s 1 to plan
HOLE NO. 5
DATEPREPARED:- April 8, 1981 DIAMETER:
6 _ INCHES DEPTH: 70 INCHES
SOIL PROFILE
DEPTH (INCHES) CLASSIFICATION (ASTM: 02448)
0 - 6" Topsoil
6" - 318" Sandy clays
316" - 610" Silty sands
METHOD OF SCRATCHING SIDEWALL Lath
DEPTH OF PEA -SIZED GRAVEL IN BOTTOM OF HOLE: 2
INCHES
INITIAL FILLING DATE: April 8, 1981
TIME: 630
WATER DEPTH OF INITIAL FILLING, ABOVE HOLE BOTTOM: 20
INCHES
less
tha320
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY
MIN.
METHOD USED TO MAINTAIN AT LEAST 12 INCHES OF WATER DEPTH IN HOLE FOR AT LEAST 4 HOURS:
Filling from water bucket
CONDITIONS AFTER SOAKING PERIOD: The hole was completely
dry. No side wall
deterioration.
PERCOLATION TEST READINGS BV: John Duffy
DATE PERCOLATION TEST STARTED: April 9, 1981
TIME: 6 : 00 )jW, P,M
MAXIMUM WATER DIEPTI4 ABOVE HOLE BOTTOM DURING TEST:
12 INCHES
TIME
MEASUREMENT
DROP IN
PERCOLATION
TIME
INTERVAL
(INCHES)
WATER LEVEL
RATE (MINUTES
REMARKS
(MINUTES)
(INCHES)
PERINCH)
6:20
36 1/2
6:53
27
37 3/4
1 1/4
22
7:11
18
39
1 1/4
14
7:45
34
40 1/2
1 1/2
23
8:15
30
42
1 1/2
20
8:47
32
43 1/2
1 1/2
22
9:16
29
44 3/4
1 1/4
23
9:45
29
46 1/8
1 3/8
21
PERCOLATION RATE 21 -MIN/INCH
Cf'fr OYd
SF-22(SOA)
GENERAL NOTES
dkILLING & SAMPLING SYMBOLS LABORATORY TEST SYMBOLS
SYMBOL
DEFINITION SYMBOL DEFINITION
C.S.
Continuous Sampling W Moisture content - percent of dry weight
P.D.
2-3/8" Pipe Drill D Dry density -pounds per cubic toot
C.O.
Cleanout Tube LL, PL Liquid and plastic limits determined in
3% HSA 3%i I.D. Hollow Stem Auger accordance witn ASTM D 423 and D 424
4 FA
4" Diametg EliatmAug$_ Ou Unconfined compressive strength -pounds per
5 FA
_
�ameter Flight AuVer square foot in accordance with ASTMD2166-68
2% C
%
4C
4" Casing Additional insertions In Ou column
D.M.
J. W.
Drilling Mud
Jet Water Pq Penetrometer reeding tons/sgwre foot
H. A.
Hand Auger To Torvene reading-tons/square foot
NXC
Size NX Casing G Specific gravity - ASTM 0 854.58
BXC
Size BX Casing SL Shrinksgs limit - ASTM D 427.61
AXC
Size AX Casing pH Hydrogen ion content -meter msthod
66
2" O.D. Split Spoon Sample 0 Organic content-combwo_n method
2T
2" Thin �:sll Tube Sample M.A.' Grain size analysis
9T
2" Thin Wall Tube Sample C. Ons dimensional consoJdation
Oc' Triaxial compression
'See attached data sheet and/or graph
WATER LEVEL
SYMBOL —_
Water levels shown on the baring logs are the levels measured in the borings at the time
and under the conditions indicated. In sand, the indicated levels can be considered
reliable ground water levels. In clay soil, it is not possible to determine the ground
water level within the normal scope of a test boring Investigation, except where Isrses
or layers of more pervious waterbearing soil are present and than a long period of time
may be necessary to reach equilibrium. Therefore, the position of the water level symbol
for cohesive or mixed texture soils may nox indicate the true level of the ground water
table. The available water level Information is given at the bottom of the log sheet.
DESCRIPTIVE TERMINOLOGY
DENSITY
CONSISTENCY
TERM "N" VALUE
TEW "N" VALUE
Very loose 0-4
Soh 0-4
Lowe 5-8
Medium 5-8
Medium Dense 9-15
Ratter Stiff 9-15
Dense 16.30
Stiff 16-30
Very Dense Over 30
Very Stiff Over 30
Standard "N" Penetration: Blows per foot of n 140 pound hammer falling 30 inches on s 2 Inch OD split spoon.
RELATIVE PROPORTIONS
TERM RANGE
Trace 0-5%
A Little 5-15%
Some 15-30%
With 30-50%
PARTICLE SIZES
Boulders Over 3"
Gravel
Coarse 'A •-3
Fine N4-%"
Sand
Coarse N4410
Medium N10-N40
Fine N40-N200
Silt and Clay Determined by plasticity
Characteristics
Note: Sieve sizes shown are U.S. Standard
SE-41)0A1
1(.
Major divisions Group
symbol*
GW
GP
EM
Gc
SW
SP
VA
•C
IML
i5
€ CL
D-
Ha I OL
CH
Ia
Pt
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2487 — 69 AND D 2498 — 69
(Unified Soil Classification System)
Typical nerves
Classification criteria
Wel I •graded grovels and
a
CUR
010 greater than 4;
gravel -sand mixtures, little
or no fines
r
CZ= (D3o = between 1 and 3
S N
DIox06o
Poorly graded gravels and
gravel -sand mixtures, little
or no fines
Not meeting both criteria for GW
Silty grovels, gravel -sand-
v g
Attsrberg limits below
silt mixtures
y .=
"A' line or P.I. less
Atterbarg l lml t9 plot -
e
than 4
ting it h m 4 area
are boo -do: 3ifi-
I
Clayey gravels, grovel•
Attarberg limits above
"A" line with P.I.
cet'or•s r►_ use
of due' symbk,,.
sand -clay mixtures
greater than 7
,a
t!
Well -Waded sands and gra-
Cu - 2L° Wester then 6;
velly sands, little or no
fines
Q
C=* (Dsoj=o between 1 and 3
z
Poorly graded sands end
gravelly sands, lime or no
z a
Not meeting both criteria for SW
fines
08 z°
U N
Silty Bands, sand -ell! miry-
tur«
8
Attwberg limits below
line or P.I. Is"
Attsrbwg I I m I t a plot -
a E
then
t�
in hatched am
are borderline classifi-
es ! a
cations rs+.tuiring uss
Clayey sands, Nand -clay
m i xt uree
Inorganic silts, very fine
sands, rock flour. silty or
al
clayey fine sands
Inorganic clays of low to
6(
medium plasticity, gravelly
clays, sandy clays, silty
clays, lean clays
+r 4(
Organic silts and organic
silty clays of low plasticity
3(
Inorganic silts, micaceous
S
or diatomaceous fine sands
or silts. elastic silts
2(
Inorganic clays of high
plasticity, tat clays
Organic clays of medium to
high plasticity
Peat, muck and other highly
organic sods
10
7
4
00 10 20 30 40 60 60 70 80 90 100
Liquid Limit
Atterbarg limits above of dual symbols
"A" lira with P.I .
greater than 7
Plasticity Chart
For elasalfieetion of fine-grained
soils and fine fraction of wares-
- grained soils.
CH
Atterbarg Limits plotting In
hatched area are borderline
classifications requiring use of
dual symbols.
Equation of A -line:
PI - 0.73 I LL - 20)
�.�
OH and
41H
CL
ML and OL
'Based on the material passing the 3 in. (7a we)'sic
■
a