Subsurface Soil Investigation Report 10-25-2014Prepared by:
Interstate Geotechnical Engineering, Inc
5167100x' Street S
Cottage Grove MN 55016
25 October 2014
Interstate Gemtechnicai Engineering, Inc
Patick J Tines, Pin
8167 100`b St S
Cottage Grove MN 55016
(612) 414 -5770
REPORT of
SUBSURFACE GEOTECHNICAL INVESTIGATION
FOR PROPOSED SINGLE FAMILY RESIDENCE
West of 2061 W 65' St, Chanhassen, Minnesota
25 October 2014
SCOPE OF SERVICES
Interstate Geotechnical Engineering, Inc, hereafter referred to as "IGE ", was retained
by James Rudos, hereafter referred to as fffie "Client ", to perform a subsurface soil
investigation on a parcel of land located as noted in the above title block. The purpose of
this investigation is, as this is a "let split ", to identilfy and evaluate soil and water properties
associated with the site with respect to constructing a single family residence thereon.
One primary soil boring was performed hand and power flight auger methods to a depth
of 23' within the project area. In addition, laboratory tests were run upon selected soil
samples, and a shallower probe was put down to fiarther delineate depth and extent of
unsuitable soil. From the resulting data, conclusions are drawn regarding site suitability for
the proposed use and recomrnendations are developed, based upon in-for m-ation gathered to
date within the presently authorized scope of services, for site correction procedures and
foundation and slab design.
SITE OBSERVATIONS
ire general area is suburban residential in nature, moderate in elevation. Vicinity
structures vary in age and design, but are generally newer, in good condition. What is noted,
however, is that depths of installation seem to be rather shallow. This site is rather level in
terrain pattern, flat from street grade. There is an abandoned wastewater treatment mound
on the site. The site is covered mainly by short maintained grasses, with trees and brush,
mostly to the rear, and landscaping plants at various locations.
Proposed construction on the site is a single fa-nily residence. It most likely will be of
slab -on -grade or crawl space design configuration with attached garage. Locaticn was not
known, but most likely it will be at setbacks similar to those in the vicinity, possibly slightly
more to the front. Given site grade versus street level, the site will be built lap F -2' in any
event for positive drainage. It is assumed that the residence will be of usual wood frame
design with most building loads transferred to exterior and interior strip footings at frost
protection depth (3.5' or greater below finished grade). This type of structure imparts
relatively light loads onto foundation soil.
BORING LOCATIONS AND ELEVATIONS
The boring and probe locations were determined by IGE and were based upon likely
location of the proposed construction, initial impressions and assumptions, accessability,
obstacles, etc. IGE also determined depths based upon nature of the proposed work, usual
and accepted practice and results of the investigation as it proceeded. All work was
W of 2061 W 65"' St, Chanhassen, Minn
-2-
performed in an attempt to obtain geotechnical data representative of the site. Refer to the
attached sketch for boring locations. In addition, they were marked in the field with lath.
As the west property line location was not totally assured, borings should be more
accurately located in the course of future site surveys.
Ground surface elevation at the boring and probe locations and at a few key
topographic points was determined to the nearest 0.1 ° using an engineer's level and
referenced to top nut of a fire hydrant on tine south side of 65th St W, approximately 150'
west of the area investigated, located as shown on the referenced sketch. As there was no
conveniently available sea level datum bench mark nearby, this temporary bench mark was
assigned an arbitrary reference elevation of 100.00. Elevations are shown on bore logs and
on the site sketch. Accuracy of this should not be taken as any greater than the methods
used would imply. Again, in the course of further site surveys, elevations of the boring and
probe should be more accurately determined in accordance with a sea level datum.
FIELD INVESTIGATION
The boring and probe were primarily accomplished by the Power Flight Auger (FA)
and Hand Auger (HA) methods in accordance with AST. M D 1452, "Standard Practice for
Soil Investigation and Sampling by Auger Borings ". As the hand auger upper portion of the
main boring was advanced in sandy soil, one supplemental test was performed using the
"Dynamic Cone Penetrometer" (DCP) method. These procedures are described in
attachments at the back of the text portion of this report. The first attachment also describes
the soil classification system used (Unified - chart attached) and method of groundwater
measurement. A Professional Engineer personally performed the boring and probe and
immediately classified soils in the field. Soil strength was determined by said engineer
mostly on an empirical basis by such means of drilling ease or difficulty, nature of
recovered soil samples, consultation of laboratory and DCP test results, etc. Some samples
were bagged and returned to the soils laboratory for further examination and possible
testing. Laboratory tests were performed in accordance with ASTM standards.
SOIL BORING RESULTS
Attached is a log for the boring together with a key explaining terms and entries on the
log sheets. Results of the shallower probe are given in more surnmary form on the
continuation sheet of the log for the main boring. The depth of individual 'layers of soils
may vary somewhat from what is shown on the logs due to the inexact nature of auger
sampling and, most importantly, the occurrence of-transition between soil layers. Also be
advised that soil conditions not at the boring and probe locations may vary. Laboratory test
(moisture content) results are given irr. the "w" colurnn of the boring log at the appropriate
relative locations. The DCP test result is given in the right -most column of the boring log,
again at the appropriate relative location.
The borings show a condition of fill over original organic soil, with overly soft soil
below. The fi11 is 21/4 in the main boring, slightly less in the probe, and consists of topsoil
fill [a variably sandy organic lean clay (OL), black] and a mixed sail fill, most of it lean
clay, somewhat sandy, dark in color (CL) with a little organic soil (OL). Below, to total
depths of 5'/4'& 61/4 in Boring I and Probe 1A, respectively, is what appears to be buried
original humus, a lean clay, rather silty, highly organic (OL), black. In upper reaches it
W of 2061 W 65'� St, Chanhassen, Minn
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might be a borderline sapric peat. The thickness together with the highly organic nature
could mean that this originated in a shallow depth swamp. As a minimum, these soils are
unsuitable for construction. Application of foundation loads upon them will undoubtedly
result in differential settlement and loss of value of the new structure. In addition, modern
building codes prohibit establishment of residential structures on or over organic or
otherwise unsuitable soil.
Below at first in Boring 1 is a lean clay, a little sandy, very dark, to dark gray (CL),
saturated, very soft to soft (w/ depth). This appears to be a lacustrine (lake origin) deposit.
It is "normally consolidated" (consolidated enough to only support its own weight and
original soil weight above, not additional weight of fill soils or structures above). The
overburdening fill has not been inplace long enough, geologically, to force further
consolidation. The moisture content test in this material is 41.9 %, high for a lean clay of
this nature. It is obviously near or over the liquid limit of this material (est 40 % ±). In such
a scenario, the material is very soft, prone to consolidation upon application of further
loads. This material extends only from 53/4' to Tin Boring 1, but from 61 /4' to 8t /2' in Probe
1A. The first 9" of this material in Probe IA is very soft and is a borderline marl material.
Base soil below at first is a lean clay, a little sandy (CL), dark gray, saturated, rather
soft to medium (confirmed by another moisture content test). It has inclusions of a poorly
graded (biased finer grained) sand with a few fines (SP), also dark gray, saturated, loose to
firm (as per DCP test result). Deepest soil, commencing at 11' in Boring 1, is a lean clay,
rather sandy, dark gray (CL), low gravel content, medium. Theses materials are glacial till.
The sand inclusions in the upper portion are glacial outwash. All of these base mineral soils
are suitable for residential construction, with conditions.
Refusal to auger advancement was not encountered by power boring termination depth,
elevation 75 ±, indicating lack of bedrock at least to this elevation.
Groundwater was found in the main boring as evidenced by standing water in the bore
hole after a standard period of monitoring, depth 1.8' (elev 961/4±). This is a surprisingly
high level given the moderate elevation of the area and its seemingly well drained nature.
It is, however, aquifer groundwater, but marginally so. It appears to be contained primarily
in the sand inclusions at 7' +. But it also is coming from the upper soft and very soft clay,
possibly from the lower organic soil, once a void (the bore hole) became available. Proper
construction on the site (removing the softer lean clay, promoting good site drainage) will
mitigate some of this. Thus, water found presently can be regarded as a maximum level.
It should be pointed out that most of the lower elevation sandier lean clay soils are
technically saturated (all pores filled with water), but not waterbearing (capable ofreleasing
this water). This is a normal condition for a soft to medium or better clay. As indicated, the
upper lean clay soils, being soft to very soft, do release water.
However, be advised, as explained in the attachment, that groundwater may still occur
and vary according to various climatological and meteorological influences undetermined
within the time frame, scope and budget allowed in this investigation. In addition, area
development patterns and drainage alterations can influence soil moisture and groundwater.
Bear in mind that indicated results are for time and conditions of testing only.
Refer to the boring and probe log for a more detailed description of soils and moisture
conditions encountered.
W of 2061 W 656 St, Chanhassen, Minn
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CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon interpreted results of
boring and probe logs, including laboratory tests, their relation to the planned work, and
other information. Because the boring, probe and tests represent a small portion of the site
in relation to the proposed area of work, ongoing review of constrraction should be carried
out. If excavations reveal subsurface soils of a different nature than those observed in the
boring and probe, or if the location or elevations or type of the planned work are altered
significantly, the Soils Engineer should be contracted for possibly revised recommendations
or additional testing (see #6 below and the following "Limitations of Investigation ").
1. General Site Suitability:
Based upon interpreted results of the borings, it appears that the site has some
limitations regarding suitability for construction. These mainly consist of tie presence of
fill over buried original topsoil, soft to very soft clay below (thickness varying), high
groundwater on the site and the need to adapt the site in general for the in tended use. These
limitations are correctable by adequate site correction, foundation engineering and further
monitoring of soils as construction proceeds.
2. Initial Site Preparation:
This analysis is based upon the proposed structure being, as indicated earlier, of slab -
on -grade or crawl space design with attached garage, grade set to meet City requirements.
Exterior footings will be at least 3'/2' below final grade. Interior footings could be at subslab
level if placed upon properly compacted fill. Unless marginal soils are left below correction
levels, some footings could be lowered if more convenient to deal with unsuitable soil
levels.
All organic, loose, frozen or otherwise unsuitable soil, uncontrolled fill, vegetation,
debris and boulders (3 "+) and, most importantly in this case, the soft to very soft lean clay,
should be removed from the proposed building pad area, generally achieving the first
naturally occurring suitable soil, likely a rather soft to medium or better somewhat sandy
lean clay, with waterbearing sand inclusions. Boring evidence suggests that this will amount
to excavation depths of at least 7' and 8'/2' at the locations of Boring 1 and Probe 1A,
respectively. If working room is not adequate for safe excavation backslopes, or perhaps
just to control excavation and falling extent, footings could be lowered somewhat so that
proper oversizing and a safe backslope, not straying onto the neighbor's property, can be
provided. But as base soils, even when: corrected, are marginal at first, footings in this
vicinity should not be lowered so much as to rest on or near base soil. There should be at
least 2' of properly compacted fall below footings to allow some spread of foundation load
with depth. It is also noted that areas below slab areas should be corrected as well, not
attempting to trench around them.
Some discussion should ? e made about over - excavating out the soft to very soft lean
clay. Excavators are often reluctant to do this once buried organic soil is cleared. Again it
is pointed out that field indications plus a laboratory test indicate this material to be soft to
very soft. It is estimated to have a coefficient of consolidation (cj of 0.15. Applying this
to the thickness of the soft layer (1' -2') and considering likely new stresses, if this material
were not removed, a long term settlement of approximately 1" to 2" would result. This is
W of 2061 W 65`x' St, Chanhassen, Misses
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excessive for this structure. When obtaining excavation bids, this overexcavation necessity
should be clear to excavators so that problems, contractual or otherwise, are less likely to
occur later. During the construction phase, the amount of excavation of overly soft clay will
necessitate a high degree of judgment. It is possible that full time observation by a soils
engineer will be required.
Based upon the fact that the excavation will be below water level, water will enter and
accumulate in the excavation. This water should be controlled, such as by sumping or other
means, so that the bottom of the excavation can be viewed and so that water does not
interfere with compaction efforts in the lowest levels.
It should again be emphasized, however, that the estimated depths of excavation of
unsuitable soil given above are preliminary estimates based upon random but somewhat
targeted auger tests. These should be considered preliminary estimates only, to be verified
by actual excavations. In fact, for construction quantity purposes, a small amount of
additional estimated excavation depth should be added to that given in the logs to
conservatively allow for variations and for inadvertent over - excavations which are
impossible to avoid when power machinery is employed for the purpose. It is especially
cautioned that there could be areas of unsuitable soil not represented by the boring and
probe to date. These zones could be grubbed out tree stump pits, an old basement, trash pits,
borrow pits, test excavations, utility trenches, etc. Excavators should be especially aware
of this possibility.
Excavated organic material, uncontrolled fill, wet unstable soil or other soil
contaminated with topsoil, vegetation, etc, should be disposed of offsite, or in landscaping
areas, where the bearing of weight will not be required. There appears to be no opportunity
to salvage excavated mineral soil for re -use as controlled fill as said excavated soil, even
if mineral soil, will be cohesive, overinoist and difficult to work with: The excavation
contractor will likely import a granular fill.
Refer to subsequent sections for more detailed and specific recommendations for site
correction recommendations for each structural component.
3. Foundations:
For purposes ofproposed construction, foundations and fill to support foundations must
rest upon and over mineral (non- organic) soils of adequate bearing value. For the proposed
construction, a bearing capacity of 2000 pounds per square foot (psf) is typically targeted.
However, most single family residences actually bear much less, even under maximum
snow load.
This analysis of soil for foundation purposes is based upon the location, design
configuration and grade indicated above. If there is any significant deviation from
assumptions indicated herein, then these recommendations may have to be reconsidered.
The site should be prepared as outlined in #2 above, removing unsuitable soil, including
the overly soft clay that exists over the building pad area, performing any fur+.her excavation
as necessary, controlling water that may eater the excavation and placing controlled fill
(minimum 2') as needed. This being done, perimeter and interior footings maybe generally
designed allowing 2000 psf foundation bearing capacity (likely resulting in ordinary spread
or pad footings). This value is recommended on the basis of the fact that the footing areas
will rest directly upon fill that has been compacted to the level specified in #5 below. This
W of 2061 W 65' St, Chanhassen, Minn
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takes into account shear failure potential near footing levels and the nature of deeper scil
regarding settlement.
Fill, as required, should be placed, compacted, and tested as per the "Fill Placement"
( #5) section following.
The above should provide a factor of safety against foundation failure of approximately
3. Over -all and differential settlements should be less than ' /Z" and 1 /Q ", respectively. If
footing conditions change from what has been assumed herein, further study and analysis
would be necessary.
If the site is graded to different levels than assumed above, if the type of building
proposed change, or if soils of a significantly different nature are discovered during
excavations, the Soils Engineer should be contacted for re- analysis and possibly revised
recommendations.
It is not recommended to place footings upon or over organic soil or any other
unsuitable soil or to deviate from recommendations contained herein as excessive
differential settlement of the structure could result.
4. Slabs:
Slabs and fill to support slabs should also rest upon and over mineral soil of adequate
density to resist settlement. Based upon boring evidence, base mineral soils on the site, with
uncontrolled f 11, organic soil, vegetation and any other encountered unsuitable soil removed
and with controlled fill placed thereon as necessary are adequate for slab support. It is not
recommended to abate site preparation below slabs in any mariner.
Slabs should have clearance from maximum anticipated aTjifer groundwater level and
should be protected from intrusion by surface waters. As indicated above, floor level of this
structure should be set in accordance with City requirements, utilizing the level of
ground-water found as a maximum level. Good site drainage; both at the time of constme:tion
and for the life of the structure, is recommended.
5. Fill Placement:
Fill material, as required, should be mineral soil, free of debris, boulders and organic
material, of such suitable moisture content that it can be readily compacted to specified
levels. Fill should be placed and compacted in a manner that will allow complete
compaction cf tl:e total fill layer to 995% of Standard Maximum Density according to ASTM
D 698. Frozen material should not be used in fill construction, nor should any part of the
completed fill be allowed to freeze.
A soil compaction test should be conducted for every two feet of fill in appropriate
segments of the area.
If crushed rock or any other very coarse granular soil or aggregate ( >30% 3/4" or
coarser) is used, the above Standard Maximum Density would not be applicable. In this
case, the fill should be compacted to 60% of Maxim Index Density according to ASTM D
4253.
Top of fill should extend at least one foot horizontally beyond the structure pad or
footing limits. The fill surface may then extend downward and outward on a 1:1 slope to
competent soil. It is upon this basis that required oversizing should be computed.
W of 2061 W 65`- St, Chanhassen, Minn
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6. Inspection and Testing:
The Client should retain a geotechnical engineering firm to inspect excavations, make
field judgments as to subsoil adequacy, and to carry out a program of field and laboratory
testing of engineered fill and possibly other materials. This firm should bear full
responsibility for knowledge of contents of this report and for proper interpretation and
correlation of data, and be prepared to make any further analysis as necessary. Again, this
is especially necessary in this case due to the high degree of judgment necessary regarding
first encountered clay soils.
7. Final Site Topograip :
Final soil surfaces should be graded to provide adequate drainage from structures and
hard surfaces so that as little water as possible infiltrates into soils adjacent to the structure.
LIMITATIONS OF INVESTIGATION
Interstate Geotechnical Engineering, Inc, has prepared this report using an ordinary
level of care and in accordance with generally accepted foundation and soil engineering
practices. Because the boring, probe and tests represent only a small portion of the total site
and for other reasons, Interstate Geotechnical Engineering, Inc, does not warrant that the
boring, probe and tests are necessarily representative of the entire site but only of the
boring, probe and test locations at the time of investigation. No warranty of the site is made
or implied.
The scope of this report is limited strictly to geotechnical issues wl-zich include
establishment of soil profile and only those conclusions expressly made. Please note that
this work is not intended to document the presence or absence of any environmental
contaminants at the site, nor for identifying applicable local, state or federal laws or
regulations of a non- geotechnical nature which may or may not be applicable to this site.
Further, Interstate Geotechnical Engineering, Inc, cannot be held responsible for facts not
disclosed.
The bore holes have backfilled the as well as possible using native cuttings. While the
deeper Boring 1 did not produce an Environmental Bore Hole as defined by Minnesota
Department of Health regulations, Bentonite was added to the cuttings during the
backfilling process. However, some continuing settlement may occur if construction does
not take place in the near future. If settlement does occur, the Client should backfill with
additional soil.
This report and all supporting information is furnished only to the Client and his assigns
for the designated purpose. No representations to other parties or for other uses are made.
Soil samples retrieved during the investigation process were classified in the field by
a Soils Engineer. Most of them were immediately discarded. Samples returned to the
laboratory will be held for a period of 30 days unless a request is received to retain them for
a longer period.
W of 2061 W 65' St, Chanhassen, Minn
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ENGINEER'S CERTIFICATE
I hereby certify that this plan, specification or report was prepared by me or under my
direct supervision and that I am a duly licensed Professional Engineer under the laws of
the State of Minnesota.
INTERSTATE GEOTECHNICAL ENGINEERING, Inc
Patrick J Hines, PE, President
Registration No. 1208E
Proofed by: SC
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�1E.TH0D Or INVESTIGATION
AUGER BORINGS
The Auger Boring procedure is one of the simplest methods of soil in-
vestigation and sampling. Its limitations are that recovered samples are
disturbed samples, and that depth of possible investigation is limited by
various factors. Depending upon skill of the operator or crew chief,
various engineering properties of soil, such as soil profile, estimated
inplace strength, etc, may be determined by this method. It may also be
used to retrieve samples for laboratory testing and determination of
suitability of soil for other purposes.This describes the most often
procedures used.
In this procedure, augers are advanced into the ground by hydraulic/
mechanical means. At intervals., usually 51, the auger withdrawn and soil
samples are retrieved and classified, retaining.-samples as necessary for
further analysis. Record data includes depth to changes in strata., descrip-
tion of soil in each major stratuin, groundwater depth or elevation where
found, and other information. This is in accordance with the American
Society for Testing and Materials (ASTM) Designation: D 1452 -801 "Standard
Practice for Soil Investigation and Sampling by Auger Borings".
Sometimes, hand auger borings of various types are used to accomplish
the same purpose. However, penetration depth is usually limited. Its ad�zn-
tage is greater accuracy and the fact that a hand auger boring may be the
only type possible where access is limited for power auger machinery.
(over)
Attachment to Engineering Yeport
Interstate Ueotechnical Engmeenng, Inc
METHOD UP IN VES l WA 1 ION
Dynamic Crone Penetrometer
The Dynamic Cone Penetrometer (DUP) .procedure is an increasingly accepted
method to investigate soil in limited zones, to augment existing testing, or to test in
relatively isolated or inaccessible areas. It is a relatively lightweight device that evaluates
soil consistency and density. It is "dynamic ", versus static, in that it utilizes a falling
weight in. the testing.
The device utilizes a 15## steel rang weight falling 20" on an E -rod slide (see sketch
oelow). At the end of the E-rod assembly is a specially shaped cone that is driven into the
soil by repeated drops of the hammer on the anvil. The cone is slightly enlarged at its base
to minimize shaft resistance above. The test is either made at existing surface level, but
most likely through an augered hale (see separate "Auger Borings" procedure). Soil
profile is established through this latter procedure. At test depth, the cone is seated 2" (the
"set ") into undisturbed soil for proper embedment. The cone point is then further driven
13/4" by the 15# hammer dropping 20 ". The blows to drive the cone 13;x4" into the soil are
counted and recorded. Sometimes, a second and third penetration can be made in. this
same set. By successively advancing the bore hole and adding. rods, tests can be made at
various levels. This procedure may be used to depths of up to 15 or 20 feet.
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Interstate.Geotechuical Engineering, Inc
UNIIr ED SOM CLASSIFICATION
major Group Tvpicitl Laboratory ciusiru9tioa criteria
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tftcartam regcinng use of Cuat
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P� uuon of while: 1
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line or P.I. less than 3
Limits plotting in hatched
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ces
Mrequiring
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A}terbe.rit Limns otancn A to , y
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SOIL BORING LOG
Patrick J Hines., PE 8167 100th St S
Cottage Grove MN 55016
proposed Single Family Residence
PROJECT: West of 2061 W :b-5th St, Chanhassen, Minn
LOG OF BORING NO: 1
[DE=PTH SURFACE ELEVATION: 98.1 SAMPLE LAB A OTHER TESTS
IN GEOLOGY N WS DCP
FEET DES4RIPTION AND CLASSIFICATION # Tl'aE R W DE• L. se
LEAN" CLAY, variably sandy, Organic (OL Topsoil
Black, w/ tr's mineral Soil, Fill N 1 HIA
1 very moist, loose to firm
I.FAN CLAY, somewhat sandy, Pred Dark Gray (CL) Fill . 2 HA
2 w/ a -little Organic Soil, w/ tr gr () I I
2
3
4
5
5.756
moist to very moist, loose to firm
MEAN CLAY, rather silty, Organic (OL)
Black, w/ small roots, tr's undecom-
posed vegetation, saturated, rather
borderline Sapric Peat in soft
pe'r ortion
sl lighter, less organic, w/ de th
Buried
Humus
Lacustrine
CASING
DEPTH
Y
3
4
HA
HA
LEAN CL Y, a tt a san y, ery ar to
71'
Dark Gray (CL), very soft to soft .(w/
Deposit
3.8'
1
depth)
t1ne wl
1.8'
5
to 23'
6j'
$AND, goody graded .(pred gr,
.(pre
Glacial
01
Y
5
HA
I.
med, tr c-s);' w/ a few fines, Dark Gray
'(SP);
71,111 w/
"saturated, loose to firm .
Outwash
Y
6
FA
banded w/ LEAN CLAY, a little sandy,
inclusion
Dark Gray (CL), saturated, rather soft
soft to medium @ 8P+
10
more bands of clay, less of sand, w/
depth
11
Glacial
N
7
FA
LEAN CLAY, rather sandy, Dark Gray :,:
12-
(CL), w/ a little gravel
Till
saturated, medium
13�
�
i
151 �N 8� FA
17=
18
19
20
21
HATE ! T1
23 Oct 1 16:2
24 Oct! 13:5
if " 1 14.3
of " 1 15:2
WATER LEVEL MEASUREMENTS
SAMPLED
DEPTH
CASING
DEPTH
CAVE-IN
DEPTH
GRILLING
MUD , ;LEVEL
WATEA
LEVEL
9
71'
None
3.8'
1
5'
1.8'
5
to 23'
6j'
3j'
01
1
1 5j'
I.
2.1'
25.
SW 0[5 mph± Breezi
DRILLING DATA ''' -,
Crew Chief___ pH
14ethOd. 3" Hand & 4" Power Flight*
Augers *Mobile B -31 Drill
Rig on Dodge Power Wagon
Commenced: 23 October
Boring Completed: 24 October 2014
$a�rlk J Him; >
Proposed
SOIL BORING LUG
(continued)
Family Residence
816-1 100th St S
Cotn'g GrnVP MN. g5016'
PROJECT: West of 2061 65Th St Chanhassen Minn
LOG OF BORING NO: 1
DEPTH SURFACE ELEVATION: 98.1 SAMPLE LAS A OTHER TESTS
IN GEOLOGY N We
FEET DESCRIFTIONANDCLASSIFICATION i TYPE R W DE P.L.
LEAN CLAY, rather sandy, Dark Gray (CL Glacial 1 g 1 FA
22 w/ tr to a little gravel Till
lsaturated, medium
End of Boring - No Refusal
Z4-
Bore hole void backfilled w/ native
25 cuttings mixed w/ Bentonite on 24
i October 2014
26-
7
Probe 1A - Elev = 97.8
2 0 -6j' Topsoil Fill, Fill . (Si .less
29 than Boring 1), Buried Humus
6j' -7' Lean Clay, possibly Marl,
30 Gray, saturated, very soft
7' -8j' Lean Clay, rather silty, Dark
31 Gray, saturated, very soft to
soft
8V -101' Lean Clay, w/ band inclusions,
32 Dark Gray, saturated, soft to
medium
33 Probe put down by power flight auger.
J method on 24 October 2014 & ummed# .
34 ately backfilled w/ native cuttings
mixed w/ Bentonite
35 I
36
37
38
39
4
41
42-
43
44'
45
46
8167 LOOt" St
Patrick J Hines, PE
Cottage Grove YNI 55016
PROJECT: BORING LOG KFY
kJ
• 0 G L OF E30RING
NO:
FACE ELEVATION-
SAMPLE
LAB A OTHER TES-S
DEF-TH
IN 'I
SUA
DESCIRIP-l"1014 AND CLASS! F iCATION-
IT,
GEOLOGY
N
Wgr
TYPE
R
W
DE
P L.:
FEET
Sail CIcssificatior., vt;1*ng
Origin
500
On e r
.2 as
vis'Lal Cr
u Manual arel
Cf
tory mil-thods, accrod..-L-rig to the
'C-A.;ied Soil ClasFsificrition
Syttem, or to at':er syst.em as
m T
appropr Late
Value Nurber
T)- ace
blows Lo drive
e
Split-Barrel Saari
:•�
j ? �-1
pier cne ' or
Water Bearir_&
conte:,t
N No
TA A t C-':
el
sirboi.
ev F". C' . s
L f
Re cov r e-,
•
'!ype
7
t C- 1
-z't
A ger
U=1
t T. %.'�a
Y.Al E R LF V[
C),Af A