Geotechnical Evaluation 3-17-06
A Preliminary Geotechnical Evaluation
Report for Mr. John Przymus
.. ......: JOHN B PRZVMUS
~. .. ....~: 12174 176TH AVE
....... ',' VILLARD MN 56385-2203
Six Acres-West of Galpm Boulevard
North Of West 78th Street
Chanhassen, Minnesota
CITY OF CHANHASSEN
RECEIVED
MAR 1 7 2000
CHANHASSEN PLANNING DEPT
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Professional Certification
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.
~:J:;:
Principal Engineer
License Number: 18221
August 15,2002
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Project BABX-02-0452
Braun Intertec Corporation
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BRAUN
.1 NTE RTEC
Braun Interlec Corporation
6801 Washington Avenue 5
Minneapolis, MN 55439
Phone: 952.941.5600
Fax: 952.941.4151
. Web: brauninfertec.com
August 15,2002
Project BABX-02-0452
Mr. John Przymus
12174 176th Avenue
Villard, MN 56385
Dear Mr. Przymus:
Re: Preliminary Geotechnical Evaluation, Przymus Property, Galpin Boulevard and West 78th
Street, Chanhassen, Minnesota
In accordance with our proposal (BABX-02-P0387) dated August 2, 2002, we have completed a
preliminary geotechnical evaluation for the residential townhouse development in Chanhassen,
Minnesota. The purpose of the evaluation was to assist in evaluating subsurface soil and
groundwater conditions with regard to site grading and foundation support of a potential residential
development at this site.
Summary of Results
Six soil borings were completed across the site. Soil conditions varied widely from the west
(Borings ST-l through ST-4) to the east (Borings ST-5 and ST-6).
West Half of Site. The west part of the site is lower, at about elevation 955 feet. Soil conditions in
the west included about 11 to possibly 18 feet of peat, slopewash-deposited soils, muck and very soft
clays. At depth, the soils transition into stiffer glacial till clays. .
East Half of Site. Ground elevations at the east side of the site are about 967. Soils at the east
borings included about 6 feet of clayey or silty sand fill or possible fill underlain by medium to rather
stiff glacial till soils.
At the time of drilling, groundwater was observed in the four west borings at depths of 7 to 10 feet
below existing grade. Groundwater levels may rise higher in time.
Summary of Recommendations
In our opinion, the topsoil, peat, slopewash, soft clays and fill soils are unsuitable for residential
townhouse foundation and slab support due to their potential compressibility under fill and building
loads~ To prepare the site for townhouse support, we recommend removing the organic soils, peat,
slopewash, soft clays and fill. The grading contractor will need to control groundwater seeping into
the. western excavations. The excavations should then be backfilled, where needed, with engineered
fill to establish house grades. Using this approach, typical spread footing foundations sized to exert a
maximum net allowable soil bearing pressure of up to 2,000 pounds per square foot should be used
for house support.
. Providing engineering and environmental solutions since 1957
BRAUN
INTERTEC
Braun Intertec Corporation
6801 Washington Avenue S
Minneapolis, MN 55439
Phone: 952.941.5600
Fax: 952.941.4151
Web: brounintertec.com
A. Introduction
A.I. Project
The site of the proposed residential townhouse development is in Chanhassen, west of Galpin
Boulevard and north ofthe newly-built West 78th Street which is the north service road for State
Highway 5.
Although a specific development plan has not been developed, a preliminary concept shows eight
duplex buildings might be feasible.
A.2. Purpose
The purpose of this geotechnical evaluation was to assist Mr. John Przymus and his consultants in
evaluating subsurface soil and groundwater conditions with regard to site grading and foundation
support of the proposed residential. development.
A.3. Scope
The borings were completed based on our proposal to Mr. John Przymus dated August 2,2002
(proposal BABX-02-P0387).
Our scope of services was limited to:
. coordinating the locating of underground utilities near the boring locations;
. conducting a total of six penetration test borings to nominal depths of 20 feet;
. returning the samples to our laboratory for visual classification and logging by a geotechnical
engineer;
. conducting laboratory tests on selected samples to assist in the soil classification process;
. analyzing the field and laboratory tests;
. formulating preliminary recommendations for earthwork, site grading and pavement sub grade
preparation; and
. submitting a preliminary geotechnical evaluation report containing logs of the borings, our
. Providing engineering and environmental solutions since 1957
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Mr. John Przymus
Project BABX-02-0452
August 15, 2002
Page 2
analysis of the field and laboratory tests, and recommendations for foundatiOli design, site
grading, floer slab support and design of the paved areas.
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A.4. Documents Provided
Schoell and Madson later provided us with a concept site plan which shows the existing topography
and property lines and proposed building pad locations. The plan was prepared by David A. Kirscht
Associates and dated January 14,2002.
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A.5. Boring Locations and Elevations
The borings were performed near the locations shown on the sketch in the appendix of this report.
The locations were chosen by Braun Intertec. Surface elevations at the borings were determined by
referencing to the top of manhole elevation shown on the plan near Boring ST-5. This manhole
elevation is shown as 960.33 feet.
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The boring locations shown on the attached Soil Boring Location Sketch should be considered
approximate. For more accuracy, we recommend a professional surveyor shoot the boring locations.
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B. Results
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B.t. Logs
Log of Boring sheets indicating the depths and identifications of the various soil strata, penetration
resistances, laboratory test data and groundwater observations are attached. The strata changes were
inferred from the changes in the penetration test samples and auger cuttings. The depths shown as
changes between the strata are only approximate. The changes are likely transitions and the depths
of the changes vary between the borings.
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Geologic origins presented for each stratum on the Log of Boring sheets are based on the soil types,
blows per foot, and available common knowledge of the depositional history of the site. Because of
the complex glacial and post-glacial depositional environments, geologic origins can be difficult to
ascertain. A detailed investigation of the geologic history of the site was not performed.
B.2. Site Conditions
The property is higher on its east halfthan its west half by about 14 feet. Elevations range from
about 970 at the east part ofthe site to 951 in the wetlands and shore lines. Much of the site is lightly
vegetated with grass and bushes. A border of large trees is present in the northeast area and a
wetland occupies the northwest corner of the site.
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Mr. John Przymus
Project BABX-02-0452
August 15, 2002
Page 3
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B.3. Soils
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West HaIf of Site. Borings ST -1 through ST -4 were performed in approximately the west half of the
site. At these borings, the generalized soil conditions include substantial depths of peat, slopewash,
organic clay and soft clay over stiffer glacial till clays.
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Initially, the borings found 11/2 to 2 feet of peat or organic clay. The borings next found
slopewash-deposited soils to depths of 4 to 7 feet. The slopewash consisted of wet clay or silty 'sand
, with organics.
Two of the borings next found swamp-deposited organic clay to depths of 8 to 9 feet.
Below the peat, slopewash and organic clay, the borings found glacial till to the termination depths of
the borings at 20 1/2 feet. The upper layers of glacial till were typically very soft wet clay. The very
soft to soft clays extended to depths of 11 to 18 feet. The glacial till clays then increased in
consistency to a medium to rather stiff.
East HaIf of Site. Borings ST -5 and ST -6were performed in the east half of the site. These borings
found about 6 feet of fill or possible fill consisting of lean clay, clayey sand and silty sand. Below the
fill and possible fill, the borings found sandy lean clay glacial till with traces of gravel. The glacial till
ranged from medium to rather stiff in consistency.
B.4. Groundwater
During the drilling operation, water was observed in Boring ST -1 at a depth of 18 feet. After the auger
had been withdrawn from the boreholes, four of the boreholes were left open for one day. Water levels
were observed in Borings ST -1 through ST -4 at depths of 7 to 10 feet.
Because of the low permeability of the clay soils, the water levels observed may not represent the
actual water levels. A period of several days may be necessary for the water in the boreholes to
stabilize at the groundwater level. It is likely the groundwater levels would rise higher over time.
Groundwater levels should be expected to show annual and seasonal variations.
B.S. Laboratory Testing
Moisture content, organic content and dry density tests were performed on selected soil samples, and
the results of the tests are shown on the attached Log of Boring sheets opposite the samples on which
the tests were run. The laboratory tests were performed in accordance with American Society for
Testing and Materials (ASTM) procedures.
Mr. John Przymus
Project BABX-02-0452
August 15, 2002
Page 4
C. Preliminary Analyses and Recommendations
C.l. Proposed Construction
At the time of this report, actual development plans for the site have not been finalized. However,
preliminary plans were created with the City of Chanhassen's assistance and indicate the development
will consist of constructing about eight twin townhomes with associated roadways and utilities.
We assume the structures will have shallow or full-depth basements with concrete or masonry block
foundations walls, and wood-frame construction above grade. We assume the structures will be
supported by typical spread footing foundations. About 41/2 of the westernmost building pads would
be affected by the deep organic and soft clay soil conditions.
C.2. Site Preparation
C.2.a. Excavation. Based on the results. of the borings, we judge the surficial topsoil, organic soils,
slopewash, soft clays and fill to be potentially compressible and unsuitable for fill and foundation
support. In our opinion, the underlying medium to rather stiff clayey soils appear suitable for fill and
foundation support.
. In general, we recommend that an excavationlbackfill approach be used for site development. A piled
foundation system could also be considered for the western building pads. To accurately predict pile
lengths, additional borings would need to be performed to depths of 60 to 80 feet.
The excavationlbackfill approach will involve excavating the vegetation, topsoil, peat, slopewash, fill
and soft clays, and then placing engineered fill, where necessary, to establish building grades. Table 1
outlines the anticipated excavation depths needed at the boring locations to remove unsuitable soils. If
roadways are constructed in a given boring location, it may be possible to decrease sub cut depths and
leave some of the softer clays in place. This should be evaluated during the site grading.
Table 1. Excavation Depths at Boring Locations
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Approximate Anticipated Approximate Groundwater
Boring Surface Excavation Excavation Elevation During
Number Elevation Depth Bottom Elevation Drilling
(feet) (feet) (feet)
ST -1 * 955.0 9 946 945
ST-2* 953.8 12 942 944
ST-3** 954.5 12 to 18 942 1/2 to 936 1/2 945 1/2
Mr. John Przymus
Project BABX-02-0452
August 15,2002
Page 5
Approximate Anticipated Approximate Groundwater
Boring Surface Excavation Excavation Elevation During
Number Elevation Depth Bottom Elevation Drilling
(feet) {feeO (feeO
ST-4* 954.2 15 939 947
ST-5* 967.9 1-6 967 to 962 NE
ST-6 967.4 6 961 1/2 NE
*It is important to note that at Borings ST-l, ST-2, ST-3 and ST-4, the subcut excavations will
extend to or below the groundwater elevation.
** At Borings ST-3 and ST-5 test pits should be performed to confirm subcut depths.
The excavation depths indicated in the above table are approximate and could vary. The actual
depths of excavation required may differ between boring locations and should be determined in the
field at the time of the site grading.
In areas requiring engineered fill to establish footing grades, the excavations must be oversized to
provide lateral stability to the engineered fill. The bottoms of excavations should be oversized 1 foot
beyond the outside edge of the footing for each foot of engineered fill placed below the bottom of the
footing( 1: 1 oversizing).
To minimize disturbing the medium clay soils, we recommend the deeper excavations be performed
with a backhoe equipped with a smooth-edge bucket. If the excavation bottom soils become
disturbed, they should be sub cut and replaced with engineered fill.
The bottoms of the excavations should be observed by a geotechnical engineer to evaluate the
removal of unsuitable soils and the suitability of the natural soils left in place. This should be done
prior to the placement of engineered fill and/or footings.
Where excavations extend below groundwater elevations and/or, if appreciable groundwater
accumulates in the excavation bottoms in the low-lying areas, it may be necessary to place a layer of
clean sand in the excavation bottoms to achieve compaction. We recommend the sands contain less
than 50 percent passing the number 40 sieve and less than 5 percent passing the number 200 sieve.
Prior to placement of the sands, sump pumps should be used to lower the water levels within the
excavation.
Mr. John Przymus
Project BABX-02-0452
August 15, 2002
Page 6
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It may be necessary to remove weak, compressible soils from below proposed slopes that are not
located in house pad areas. Slopes constructed over compressible soils would cause the underlying
soils to consolidate. This consolidation of the underlying soils may create an unstable slope, which
would have a tendency to creep or fail.
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Care should be taken when filling over existing slopes that are steeper than 5H: 1 V (horizontal to
vertical). We recommend benches be excavated into the natural soils of existing slopes that are
steeper than 5H: 1 V prior to fill placement. The "stair step" shaped benches are recommended to key
the fill into existing slopes and reduce the risk offill instability. Benches should be a minimum of
10 feet wide. Once the benches are cut, the near-surface soils should be bladed and compacted to
disrupt any sand lenses which could weep moisture out onto the slope face.
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C.2.b. Fill Placement. Based on the results of the borings and laboratory tests, the deeper elevation
glacial till soils below the topsoil, peat, slopewash, soft clays and fill appear generally suitable for
use as engineered fill; however, portions of the soils will be in a wet condition and will require
aeration during placement to lower their moisture contents so that the specified.compaction
requirements can be achieved. It is more likely that imported fill will be needed in the west portion
of the property.
We reconunend the engineered fill placed for building support be compacted to at least 95 percent of
its standard Proctor maximum dry density (ASTM D 698). We recommend the moisture contents of
the engineered fill soils be within 3 percentage points of its optimum moisture content. Compaction
tests should be taken to evaluate the contractor's method offill placement.
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In the western building pads, it is likely that substantial depths of fill will be needed once soil
condition subcuts are performed. If clays are used for fill depths in excess of 10 feet, some long-term
consolidation of the fill could take place which could lead to structural distress to buildings. The
amount of settlement could be reduced by limiting clay fill depths to 10 feet or less and importing
sand for fill below the 1O-foot depth.
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Iffill depths exceed 10 feet, the compaction specification should be increased to at least 98 percent
of standard Proctor density and a construction delay may be needed to allow the fill to consolidate
under its own weight. Deep fill situations will need to be reviewed on a case-by-case basis. In deep
fill situations, it may be necessary to perform deeper sub cuts (prior to fill placement) to reduce
consolidation and settlement amounts. A construction delay may also be necessary after site grading
is complete.
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Mr. John Przymus
Project BABX-02-0452
August 15,2002
Page 7
C.3. Foundation Design
C.3.a. Bearing Pressure. Based on the soil boring results and performance of the above-described
soil correction procedures, it is our opinion the engineered fill soils and remaining natural soils
should be suitable for support of spread footings sized for an allowable soil bearing pressure of up to
2,000 pounds per square foot.
We recommend that strip footings be at least 16 inches wide and that column pads be at least 2 1/2
by 2 1/2 feet. This loading should also provide a theoretical factor of safety of greater than 3 against
localized shearing or base failure of the spread footings.
C.3.b. Footing Depths. Perimeter footings in heated building areas should be founded a minimum
of 42 inches below the nearest exterior grade for frost protection. Footings in unheated building or
garage areas should be founded a minimum of 60 inches below the nearest exterior grade for frost
protection.
C.3.c. Settlements. It is our opinion that total and differential settlements based on these loadings
should not exceed 1 inch and 'is inch, respectively. Wood-framed single-family houses can generally
tolerate this magnitude of settlement.
C.4. Floor Slabs
CA.a. Subgrade. After the building pad preparation has been completed, we anticipate the floor
sub grade will be compacted fill. Backfill in footing and mechanical trenches should be compacted to
a minimum of 95 percent of the standard Proctor maximum dry density. Lowest floor slabs should
maintain adequate separation above normal groundwater levels which is commonly given as 4 feet.
C.4.b. Vapor Barrier. If floor coverings or coatings less permeable than the concrete slab will be
used, or if moisture is a concern, we recommend a vapor retarder be placed beneath the slab. (Some
coverings, coatings or situations may require a vapor barrier, i.e., a membrane with a permeance less
than 0.3 perms.) Industry standards generally allow burying the vapor retarder or barrier beneath a
layer of sand to reduce curling and shrinkage of the concrete, but this practice risks trapping water
between the slab and vapor retarder or barrier.
Mr. John Przymus
Project BABX-02-0452
August 15, 2002
Page 8
C.S. Drainage Considerations and Lateral Wall Pressures
Any basements wilt likely be surrounded by clayey and silty soils. If water enters the wall backfill
soils, it may enter the basements through the concrete or masonry walls. Collecting runoff and
discharging jt well away from the foundations and sloping the ground surface down and away from
the foundation walls are two common methods of reducing infiltration and percolation. Slope
erosion control measures should address diversion of runoff from the steeper slopes.
As an added precaution against basement seepage, we recommend installing perimeter foundation
drainage systems. This system should include a perforated pipe with an invert within 2 inches of
bottom-of-footing elevation. Collected seepage should be routed to a sump and then drained by a
pump or gravity to a storm sewer or low area on the site. The seepage control system should include
permeable material against the basement walls such as a geocomposite wall drainage board or at least
3 feet (horizontal) or permeable gravel or clean sand backfill. The gravel or clean sand backfill
should have less than 5 percent of the particles by weight passing the number 200 sieve. The gravel
or clean sand should be capped by a slab, pavement or at least 1 foot of clay topsoil or clay sloped
away from the structure.
Below-grade walls should be designed to resist the appropriate lateral earth forces. Where the on-site
clayey and silty soils are used for wall backfill, we recommend an equivalent fluid pressure equal to
70 pounds per square foot be used for design.
C.6. Construction Considerations
We recommend the basement floor grades be established to maintain at least a 4-foot separation
between the basement floor grades and normal groundwater and at least a 2-foot separation between
the basement floor grades and the 100-year flood levels of adjacent retention ponds or wetlands.
We recommend that Braun Intertec review the grading plan to evaluate if any fill lots will require a
construction delay prior to building construction to allow for consolidation of thick (typically 10 feet
or greater) fills.
C.7. Pavement Areas
C.7.a. Grading. We recommend the vegetation, topsoil, peat, slopewash, organic clay and very soft
clays be excavated from the pavement areas. At four borings, a layer of soft clay was encountered
below the surficial topsoil, peat slopewash or muck. This layer will consolidate if additional fill is
placed over existing grade. Ifroadway construction will occur soon after filling, this layer should be
Mr. John Przymus
Project BABX-02-0452
August 15,2002
Page 9
removed. If a substantial period of time will pass (four to six months) prior to paving, some of the
soft clays could beJeft in place and allowed to consolidate. A decision regarding leaving soft clays
in roadways should be made in the field and should also consider utility trench backfill problems.
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In areas requiring engineered fill to establish pavement grades, the excavation should be oversized at
least 1 foot beyond the outside edge of the toe of the roadway embanlanent for each foot of fill
placed below the bottom of the toe of the roadway embanlanent.
C.7.b. Engineered Fill. The engineered fill placed in paved areas should be compacted to at least
95 percent of standard Proctor density to within 3 feet of sub grade and 100 percent within the upper
3 feet. We recommend the moisture contents of the engineered fill soils be within 3 percentage
points of the optimum moisture content to within 3 feet of sub grade and not more than 1 percentage
point over the soils' optimum moisture content in the upper 3 feet.
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C.7.c. Proofroll. Prior to placement of the aggregate base, we recommend the pavement sub grade
be proofrolled with a loaded tandem truck to detect unstable areas. Any unstable areas should be
subcut and replaced with a drier, compactible soil or dried and recompacted.
C.7.d. Pavement Design. Based on the borings, it appears the sub grade soils will consist mainly of
lean clay. For pavement design, we recommend an assumed Hveem stabilometer R-value of 10 be
- used.
Some cities require the pavements to be constructed with it sand subbase. Construction with a sand
subbase will often provide a more stable pavement sub grade and reduce the required pavement
section. Drain tile should be placed in the sand subbase to drain low-lying areas where water could
potentially pond.
c.s. Utilities
We recommend that utility trenches not be located within the zone of influence of future structure
footings. This is generally considered as the zone within a 1: 1 (horizontal to vertical) area below
footings.
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The medium to rather stiff glacial till soils below the topsoil peat, slopewash, organic clay and soft
clays at the anticipated pipe invert levels appear generally suitable for pipe support. Groundwater
was encountered in a number of borings. Dewatering in some areas should be anticipated for the
utility installations. The placement of additional aggregate to provide a stable pipe bedding subgrade
should also be anticipated.
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Mr. John Przymus
Project BABX-02-0452
August 15,2002
Page 10
We recommend that the utility trench backfill be compacted to the specifications previously outlined
in Section C. 7., Pavement Areas.
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C.9. Additional Evaluation and Testing During Construction
We recommend backhoe test pits be performed prior to the site grading to further evaluate the soil
and groundwater conditions.
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Grading of some areas of the site can be difficult in areas of high moisture content clay soils. We
recommend a geotechnical engineer or his representative is on site during the site grading. At that
time, the suitability of the subsurface soils for support offill and foundation loads can be further
evaluated. Excavation depths and provided oversizing can also be documented.
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Compaction tests should be taken during the site grading operation, utility backfilling within the
roadway areas, utility backfilling near house pad areas and house foundation wall backfill operations.
In general, compaction tests should be taken after about 2 feet of fill has been placed in the
excavations and then at about 2-foot vertical intervals thereafter.
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D. Procedures
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D.l. Drilling and Sampling
The penetration test borings were performed on August 5 and 6, 2002, with a core and auger drill
equipped with 3 1/4-inch inside diameter hollow-stem auger mounted on a truck-mounted carrier.
Sampling for the borings was conducted in general accordance with AS1M D 1586, "Penetration
Test and Split-Barrel Sampling of Soils." Using this method, the borehole was advanced with the
hollow-stem auger to the desired test depth. A 140-pound hammer falling 30 inches was then used to
drive the standard 2-inch split-barrel sampler a total penetration of 1 1'2 feet below the tip of the
hollow-stem auger. The blows for the last foot of penetration were recorded and are an index of soil
strength characteristics. Samples were taken at 2 1'2-foot vertical intervals to the IS-foot depth and
then at 5-foot intervals to the termination depths of the borings. A representative portion of each
sample was then sealed in a glass jar.
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D.2. Soil Classification
Soils encountered in the borings were visually and manually classified in the field by the crew chief
in general accordance with AS1M D 2488, "Description and Identification of Soils (Visual-Manual
Procedures)." A summary ofthe AS1M classification system is attached. All samples were then
returned to our laboratory for review of the field classifications by a geotechnical engineer.
Mr. John Przyrnus
Project BABX-02-0452
August 15,2002
Page 11
Representative samples will remain in our Minneapolis office for a period of 30 days to be available
for your examination.
D.3. Groundwater Observations
Immediately after taking the final samples in the bottoms of the borings, the holes were probed
through the hollow-stem auger to check for the presence of groundwater. Immediately after
withdrawal of the auger, the holes were again probed and the depths to water or cave-ins were noted.
Four of the boreholes were left open overnight to recheck water levels. The borings were then
immediately backfilled.
E. General Recommendations
E.1. Basis of Preliminary Recommendations
The preliminary analyses and recommendations submitted in this report are based upon the data
obtained from the soil borings performed at the locations indicated on the attached sketch. Often,
variations occur between these borings, the nature and extent of which do not become evident until
additional exploration or construction is conducted. Are-evaluation of the recommendations in this
report and possibly additional soil borings should be made after a more complete design is available.
The variations may result in additional grading costs, and it is suggested that a contingency be
provided for this purpose.
It is recommended that we be retained to perform the observation and testing program for the site
preparation phase of this project. This will allow correlation of the soil conditions encountered
during construction to the soil borings, and will provide continuity of professional responsibility.
E.2. Review of Design
This report is based 011 the preliminary design of the proposed development as related to us for
preparation of this report. It is recommended that we be retained to review the geotechnical aspects
of the designs and specifications. With the review, we will evaluate whether any changes in design
have affected the validity of the recommendations, and whether our recommendations have been
correctly interpreted and implemented in the design and specifications.
E.3. Groundwater Fluctuations
We made water level observations in the borings at the times and under the conditions stated on the
boring logs. These data were interpreted in the text of this report. The period of observation was
relatively short, and fluctuation in the groundwater level may occur due to rainfall, flooding,
Mr. John Przymus
Project BABX-02-0452
August 15,2002
Page 12
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irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the
observations were made. Design drawings and specifications and construction planning should
recognize the possibility of fluctuations.
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E.4. Use of Report
This preliminary report is for the exclusive use of Mr. John Przymus and his design team to use to
design the proposed development and prepare construction documents. In the absence of our written
approval, we make no representation and assume no responsibility to other parties regarding this
report. The data, analyses and recommendations may not be appropriate for other structures or
purposes. We recommend that parties contemplating other structures or purposes contact us.
E.5. Level of Care
Services performed by Braun Intertec Corporation personnel for this project have been conducted
with that level of care and skill ordinarily exercised by members of the profession currently
practicing in this area under similar budget and time restraints. No warranty, expressed or implied, is
made.
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FIGURE NQ
BRAUN'"
INTERTEC
Braun Project BABX-02-0452
GEOTECHNICAL EVALUATION
John Przymus Property
Galpin Boulevard and West 78th Street
Chanhassen, Minnesota
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DRILLER: D. Lovassen
Elev.
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955.0
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.,
]
8.0
CL
941.0 14.0
CL
934.5 20.5
r
0
~
'"
~
..
S
0
~
ll:l
...
P-
o
N
::il
0
N
0
0
9
!::!
~
ll:l
I ~
ll:l
BABX-02-0452
BORING:
LOG OF BORING
LOCATION: See attached sketch.
ST-l
METHOD: 3 1/4" HSA Autohammer
DATE:
Description of Materials
(ASTM D2488 or D2487)
PEAT, black, wet.
I, ,"
(Swamp Deposit)
SANDY LEAN CLAY, brown and gray, wet, very soft.
(Slopewash)
SANDY LEAN CLAY, with a trace of Gravel, gray and
brown, wet, soft to medium.
(Glacial Till)
SANDY LEAN CLAY, with a trace of Gravel, gray, wet,
medium to rather stiff.
(Glacial Till)
END OF BORING.
Water down 18 feet with 19 feet of hollow-stem augerin
the ground.
Water down 10 feet 10 minutes after withdrawal of the
auger.
Boring then backfilled.
Braun Intertec Corporation
8/6/02
BPF WL
WH
3
5
8
7
9
SCALE:
1" = 4'
Tests or Notes
Elevations at soil boring
locations referenced to top of
manhole north of Boring ST-5.
Plans indicate top of manhole =
960.33.
An open triangle in the water
y. level (WL) column indicates
the depth at which groundwater
was observed while drilling. A
solid triangle indicates the
stable groundwater level in the
boring on the date indicated.
Groundwater levels fluctuate.
Yl-
ST-! page! of!
, BRIlUNSl.
INTERTEC
Braun Project BABX-02-0452
GEOTECHNICAL EVALUATION
John Przymus Property
Galpin Boulevard and West 78th Street
Chanhassen, Minnesota
DRILLER: D. Lovassen
Elev.
feet
953.8
Depth
feet
0.0
952.3
I"
~
..g 946.8
OJ
]
.c
OJ
....
o
l::
o
.~
8
~
933.3 20.5
o
...
.\2
on
~
00
5
t:1
~
~
<i::
t:1
N
on
...
o
...
o
o
o
..l
U
~
~
~
~
BABX-Q2-Q452
1.5
CL
7.0
CL
BORING:
LOG OF BORING
LOCATION: See attached sketch.
ST-2
METIiOD: 3 1/4" HSA Autohammer
DATE:
Description of Materials
(ASTM D2488 or D2487)
PEAT, black, wet.
(Topsoil)
LEAN CLAY, with wood, light gray and brown, wet, very
soft. WH
(Slopewash)
SANDY LEAN CLAY, with a trace of Gravel, gray, wet,
soft to rather stiff.
(Glacial Till)
END OF BORING.
Water not observed with 19 feet of hollow-stem auger in
the ground.
Water down 10 feet 10 minutes after withdrawal of the
auger.
Boring then backfilled.
Braun Intertec Corporation
8/6/02
SCALE:
BPF WL MC DD
% pcf
1
3
3
11
12
10
22 104
:f 22 104
1" = 4'
Tests or Notes
LX
, '
ST-2 page 1 of 1
. BRAUNS><
INTERTEC
Braun Project BABX-02-0452
GEOTEC~CALEVALUATION
John Przymus Property
Galpin Boulevard and West 78th Street
Chanhassen, Minnesota
DRILLER: D. Lovassen METHOD: 3 1/4" HSA Autohammer
LOG OF BORING
BORING:
ST-3
LOCATION: See attached sketch.
DATE:
8/5/02
SCALE:
1" = 4'
Elev. Depth
feet feet ASTM Description of Materials BPF WL
954.5 0.0 Symbol (ASTM D2488 or D2487)
PT ~ PEAT, black, wet.
I, ," (Swamp Deposit)
953.0 1.5
r SM , SILTY SAND, with organics, dark brown, wet, very soft.
. " (Slopewash)
"
950.5 4.0
r,-. OL ORGANIC CLAY, with wood, light gray, wet.
(Swamp Deposit) WH
~
0
'<=1
oil
'5=
~
:g
..... 945.5 9.0 .Y
0
~ CL SANDY LEAN CLAY, with a trace of Gravel, gray and
0
'<=1 some brown, wet, soft to medium. 3
] (Glacial Till)
4
~ '
4
Tests or Notes
8
END OF BORING.
Water not observed with 19 feet of hollow-stem auger in
the ground.
Borehole left open I day.
Water down 9 feet 1 day after withdrawal of the auger.
Boring then backfilled.
Braun Intertec Corporation
ST-3 page 1 of!
BRAUN'"
It~TERTEC
Braun Project BABX-02-0452
GEOTECHNICAL EVALUATION
John Przymus Property
Galpin Boulevard and West 78th Street
Chanhassen, Minnesota
DRilLER: D. Lovassen
Elev. Depth
feet feet ASTM
954.2 0.0 Symbol
CL
953.2 1.0
SM ..'
..
.'
'. .
. '.
..
950.2 4.0 . '.
OH
~
0
'+:l
o:l
.;;:
~ 946.2 8.0
,L:l
1; CL
.....
,.. 0
s::
0
'+:l
gJ
.!':!
I
.'
939.7 14.5
933.7
20.5
o
N
~
...
<::
..
!-<
Q
o
~
III
;;::
o
N
::j1
~
o
o
S
u
~
III
5
;;!
III
BABX-02-0452
CL
BORING:
LOG OF BORING
LOCATION: See attached sketch.
ST-4
METIiOD: 3 1/4" HSA Autohanuner
DATE:
Description of Materials
(ASTM D2488 or D2487)
LEAN CLAY, black, wet.
To soil
SILTY SAND, with organics, black, wet, soft.
(Slopewash)
ORGANIC SILT, gray, wet, very soft.
(Swamp Deposit)
LEAN CLAY, gray, wet, very soft.
(Alluvium)
LEAN CLAY, with a trace of Gravel, gray and brown,
wet, rather soft to medium.
(Glacial Till)
END OF BORING.
Water not observed with 19 feet of hollow-stem auger in
the ground. .
Water down 7 feet 10 minutes after withdrawal of the
auger.
Borehole left open.
Braun Intertec Corporation
8/5/02
SCALE:
1" =4'
BPF WL MC DD
% pcf
3
WH
1 15
5
Tests or Notes
~
. "'-1
' ., ~
~~-~
22 103 OC=2%
7 22 103 OC=2%
ST-4 page 1 of 1
" .
I,
Elev.
feet
967.9
967.4
Depth
feet
0.0
0.5
LOG OF BORING
BORING:
LOCATION: See attached sketch.
ST-5
DATE:
8/5/02
. BRAUN'"
INTERTEC
Braun Project BABX-02-0452
GEOTECHNICAL EVALUATION
John Przymus Property
Galpin Boulevard and West 78th Street
Chanhassen, Minnesota
DRILLER: D. Lovassen METI:IOD: 3 1/4" HSA Autohammer
Description of Materials
(ASTM D2488 or D2487)
LEAN CLAY, with Roots, black, wet.
o soil
SANDY LEAN CLAY, brown, wet.
(possible Fill)
BPF WL
5
6
961.9 6.0
~ CL SANDY LEAN CLAY, dark gray, wet, rather stiff.
0
.~ (Glacial Till)
'"
.;; 9
~
'"
.... 958.9 9.0
0
c:: SM SILTY SAND, brown, wet, medium dense.
0
.~ ' (Glacial Till) 12
~
..!S 956.9 11.0
CL SANDY LEAN CLAY, with some Gravel, mottled
brown, gray and red, wet, medium to rather stiff. 7
(Glacial Till)
949.9 18.0
947.4 20.5
'"
M
~
VI
~
00
S
~
~
l%l
;;::
~
N
VI
.,.
'"
M
'"
o
o
...l
(J
~
l%l
~
l%l
BABX-02-0452
CL
10
SANDY LEAN CLAY, gray, wet, rather stiff.
(Glacial Till)
12
END OF BORING.
Water not observed with 19 feet of hollow-stem auger in
the ground.
Borehole left open 1 day.
Water not observed to cave-in depth of 16 1/2 feet 1 day
after withdrawal of auger.
Boring then backfilled.
Braun Intertec Corporation
SCALE:
1" = 4'
Tests or Notes
ST-5 page 1 oft