HomeMy WebLinkAbout1976-08-05 Soil Boring LogLOG OF BORINGS -==~
PROJECT: 16-301 1'reliminary Soil Borings DATE: 8/5/76
Fairview (Co. Rd. 84)
Orono, Minnesota SCALE:
1"=4'
VBORI'f'—: B-7 LO ION: 255'S, 60' BORING: B_ LOCATION: 90'W, 90'
�• N.E. corner Lot U R S.'of N.E. corner Lot
943.5 12, Block 1. 961, 1, Block 3.
- ITM
iDL ionDe Depth Description oMaterials 248 o terlols 2 W WI.
SANDY CLAY, fine to medium- SILTY SAND, fine to medium- SM
rained, black, moist. CL 2 rained grayis brown, dry.
(Topsoil) To soil
3 ANDY CLAY, with a trace of
SANDY CLAY, fine to medium- gravel, brown, wet.
grained, grayish brown, CL (Till) CL
et.
(Till)
i
►I
14
ISANDY CLAY, with a trace of CL
gravel, fine to medium-
16
SILTY CLAYEY SAND, fine to
medium -grained, brown, Sh-S
18.5 waterbearing. (Till)
Water level down 9.5'
immediately after withdraw
of auger.
Water level down 18'
Immediately after vi
of sugar.
00,
\ �- 0
10,
1 r /
I
..
76-301
Johnson & Peterson, Inc.
�4- August 16, 1976
Percolation tests P-2, 3, 4a d 6 in icate individual
absorptivities of -20 or 246 m ' ese values are outside
the limits for typical individual sanitary sewer systems.
Unless additional investigations would reveal more absorptive
soils in other areas of these lots, specifically designed
systems would be r.tcessary to meet individual requirments
and provide a system to function satisfactorily.
Of necessity, the area of the power auger borings and
percolation tests in relation to the area of the subdivi-
sion and the depth of the borings are limited. Suggestions
and/or recommendations of this report are opinions based on
the data obtained from the borings.
If we 'can be of further assistance in evaluating these data,
taking additional borings or percolation tests, kindly contact
us at your convenience.
WWJSB: skf
Very truly yours,
B UN ENGINEERING TESTING, INC.
ennis M. Riet chel
Engineering Assistant
6Braun, P.E.
resident
JIMMIM111
Ic"MUCC0161r Teem
76- 301
Johnson $ Peterson, Inc. .3- August 16, 1976
does not appear that the groundwater levels were completely
stabilized atthe time the water level checks were made.
Also, slime of these are possibly "perched" water levels.
Water levels should be expected to show normal seasonal and
annual fluctuations.
Percolation tests indicated soil absorptivities, in minutes
per inch (mpi) as follows:
Surface
Soil At
Test /
Elevation
Test Depth
Rate (mpi)
P-1
956.0*-
Silty Sand
(SM)
5
P-2
955.0!
Clayey Sand
(SC)
240
P-3
953.0+
Sandy Clay
(CL)
120
P-4
953.0±
Clayey Sand
(SC)
240
-
48
_ P-6
�943.5±
ta�ndyClay�CCL)
24
Preliminary Recommendations:
You have indicated that current plans call for developing this
site as a single family, residential area. Lot sizes currently
planned are on the order of 2 acres with each dwelling having
an individual sanitary disposal system.
Borings were taken generally in the low areas across the site
and provide preliminary information reXa&&Mg=jo thg glneral
soil entered in this The orings did not
Virc-o"u"n—ter any higHly organic soils such as pgat or muck, how-
ever, a black mineral soil was encountered to a depth of 3
feet in boring B-7 which was put down in a low area near the
southeast corner of the site. /
Power auger borings do not provide information relative to
the strength parameters of the various soil types encountered,
however, mineral soils of the types brought to the surface
by the auger generally are of sufficient strength to support
single family dwellings without detrimental settlement. Black
mineral soils are likely quite soft and would not provide an
adequate foundation. For any houses in low areas soft black
soils will likely have to be removed in their entirety from
building areas.
There is considerable variation in the results of percola-
tion tests conducted. Percolation test 11, which was conducted
in a more sandy material, was found to have a percolation rate
Of S mpi, which indicate that the soil in this area can absorb
water relatively quickly. Results of percolation test P-5 put
down in a more cohesive soil, indicates that these soils are
less permeable with a rate of 48 mpi, however, a percolation
rate of this magnitude would be considered acceptable.
76- 301
Johnson f, Petersorn, Inc.
-2- August 16, 1976
Mineral soils encountered in the borings were classified
in accordance with the Unified Soils Classification System.
A copy of that chart is attached. Representative samples of
the soils brought to the surface by the auger will be retained
in this office for a period of 60 days to be available for
examination.
Percolation tests were run in 6-inch diameter holes, drilled
to a depth of 36 inches, in accordance with the procedures
normally used on lots that will be developed residentially.
In accordance with standard procedures, the holes were
permitted to soak overnight before zonducting the tests.
Each of the borings was probed immediately after completion
to check for the presence of -,undwater.
Results:
The Log.of Soils encountered in the borings and the water
level observations are shown on the attached Log of Boring
sheets.
Boring B-1 encountered brown, silty sand overlying slightly
silty sands to the respective termination depth of 18h feet.
Borings B-3 and B-4 typically encountered a sandy clay to a
clayey sand overlying a stratum of slightly silty sand to
silty sand at or near the termination depth of the boring:_.
Borings B-2 and B-S through B-8 all encountered a dark brown
to black silty sand to depths on the order of 2 to 6 inches
and then encountered strata of verying thickness and depths
of sandy clay and silty clayey sand glacial till
tesws�sti den h of each of these borings. lack san y
lay was encounterd
In probing 'he borings immediately after completion, ground-
water was not encountered in borings B-S and B-6. Water was
encountered at a depth of -1 18h feet in B-2
and B-4, 121, feet in B-3 9h feet in B-7 d 17h feet in B-
8. A fairly large swampy innetonka are
:ocated at the southwest edge of the property. The contour
elevation of the edge of this swamp to be roughly 9301. It
then appears from this information that the groundwater
table over the area under investigation would be above
elevation 930. In boring B-1, water was encountered at an
elevation of 945. In boring B-4, water was encountered at
elevation 934.S. There is considerable variation between
these water level readings. Because of the cohesive nature
Of the soils encountered, considerable time is required in
order for the groundwater to stablize in the borings. It
An Expansion of Soil Engineering Services, Inc
MINNEAPOLIS/ST. PAUL 6800 S. County Rd. It. P.D. Bon 35104. MPIE.. Mn. 55435 / 812-541-S600
NORTHERN MINNESOTA 3211 E. lath Avenue. Hibbing. Mn. 55141 / 218.263-9861
August 16, 1976
Johnson $ Peterson, Inc.
18104 Minnetonka Blvd.
Wayzata, M1X 55391
Attn: Mr. Terry Johnson
Mr. Johnson:
ENGINEERING TESTING
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G oT / 2- $ L.. / -Fi41e, ✓/& 60
Re: 76-301. PRELIMINARY SOIL BORINGS
PERCOLATION TESTS
Fairview (County Road 84)
Orono, Minnesota
As requested, we have recently conducted a preliminary soils
investigation consisting of 8 power auger borings and 5
percolation tests. The borings were taken to determine the
general soil and water conditions over the above referenced
subdivision. The percolation tests were conducted to provide
preliminary information relative to the soil. absorptivity
rates. The borings and percolation tests were taken at the
locations shown on the attached sketch. Field locations
were determined by topographical features shown on the
topographical survey provided by you. Surface elevations
were interpolated from the contour elevations shown on this
survey.
Investigation Methods:
The power auger borings were completed using a CME-45 truck -
mounted poker auger unit. The soil classifications and
depths as shown on the attached Logs were inferred from the
soils brought to the surface by the continous flight feature
of the auger. The depth of strata changes is thus considered
approximate.
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