16-0057 GEO REPORT FINAL
March 14, 2016 HGTS Project Number: 16-0057
Mr. Jon Connolly
Gonyea Homes
1000 Boone Avenue North, Suite 400
Golden Valley, MN 55427
Re: Preliminary Geotechnical Exploration Report, Proposed Wilson Nursery Residential
Development, 9150 Great Plains Boulevard, Chanhassen, Minnesota
Dear Mr. Connolly:
We have completed the preliminary geotechnical exploration report for the proposed Wilson
Nursery residential development along Great Plains Boulevard in Chanhassen, Minnesota.
The purpose of this geotechnical exploration was to characterize subsurface soil and ground
water conditions and provide recommendations for site development.
Most of the borings generally encountered about 1 to 2 feet topsoil overlying native clayey
glacial till soils that extended to the termination depths of the borings. Borings SB-3, SB-6
and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of buried topsoil
underlain by about 2 to 3 feet of soft clays. Below the fill, buried topsoil and soft clays the
borings also encountered native clayey glacial till soils that extended to termination depths
of the borings.
Groundwater was not encountered in the borings while drilling and sampling or after
removing the augers from the boreholes to cave-in depths of 11 to 17 feet.
The fill, topsoil and soft clay soils are not suitable for foundation support and corrections to
remove these materials from within the building, roadway and oversize areas will be
required. Based on the soil borings most of the corrections are anticipated to be on the order
of 1 to 2 feet but at borings SB-3, SB-6 and SB-7 the corrections are anticipated to extend to
depths of about 7 to 12 feet.
The underlying native medium to stiff and medium dense clayey glacial till soils appear to
be generally suitable for foundation support. Specific details regarding our procedures,
results and recommendations follow in the attached geotechnical exploration report.
Thank you for the opportunity to assist you on this project. If you have any questions or
need additional information please contact Paul Gionfriddo at 763-954-1101 or John Carlson
at 612-979-3542.
Sincerely,
HAUGO GEOTECHNICAL SERVICES, LLC
Paul S. Gionfriddo P.E. John T. Carlson, P.E.
Consulting Engineer Senior Engineer
Copy: Mark Rausch, Alliant Engineering
PRELIMINARY GEOTECHNICAL EXPLORATION REPORT
PROJECT:
Proposed Wilson Nursery Residential Development
9150 Great Plains Boulevard
Chanhassen, Minnesota
PREPARED FOR:
Gonyea Homes
1000 Boone Avenue North, Suite 400
Golden Valley, MN 55427
PREPARED BY:
Haugo GeoTechnical Services
2825 Cedar Avenue South
Minneapolis, MN 55407
Haugo GeoTechnical Services Project: 16-0057
March 14, 2016
I hereby certify that this plan, specification, or 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 Minnesota.
John T. Carlson, P.E.
Project Engineer
License Number 20663
Expires June, 2016
Table of Contents
1.0 INTRODUCTION 1
1.1 Project Description 1
1.2 Purpose 1
1.3 Site Description 1
1.4 Scope of Services 1
1.5 Documents Provided 2
1.6 Locations and Elevations 2
2.0 FIELD PROCEDURES 2
3.0 RESULTS 3
3.1 Soil Conditions 3
3.2 Groundwater 3
3.3 Laboratory Tests 4
3.4 OSHA Soil Classification 4
4.0 DISCUSSION AND RECOMMENDATIONS 4
4.1 Proposed Construction 4
4.2 Discussion 5
4.3 Mass Grading Recommendations 5
4.4 Dewatering 7
4.5 Interior Slabs 7
4.6 Below Grade Walls 7
4.7 Exterior Slabs 8
4.8 Site Grading and Drainage 9
4.9 Utilities 9
4.10 Bituminous Pavements 9
4.11 Infiltration Basin 10
5.0 CONSTRUCTION CONSIDERATIONS 11
5.1 Excavation 11
5.2 Observations 11
5.3 Backfill and Fills 11
5.4 Testing 11
5.5 Winter Construction 11
6.0 PROCEDURES 12
6.1 Soil Classification 12
6.2 Groundwater Observations 12
7.0 GENERAL 12
7.1 Subsurface Variations 12
7.2 Review of Design 13
7.3 Groundwater Fluctuations 13
7.4 Use of Report 13
7.5 Level of Care 13
APPENDIX 1
Soil Boring Location Sketch, Figure 1
GPS Boring Locations, Figure 2
Soil Boring Logs, SB-1 thru SB-10
Descriptive Terminology
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1.0 INTRODUCTION
1.1 Project Description
Gonyea Homes is proposing to develop the approximate 40 acre Wilson Nursery Site at
9150 Great Plains Boulevard in Chanhassen, Minnesota. Development plans include
constructing about 45 single family homes along with the associated streets,
underground utilities and storm water management areas.
1.2 Purpose
Gonyea retained HGTS to perform a geotechnical exploration to evaluate the suitability
of soil conditions to support the anticipated residential structures and provide
recommendation for site development.
1.3 Site Description
The project site is the Wilson Nursery property and is generally located south of Lyman
Boulevard, east of U.S. Highway 212 and west of Great Plains Boulevard in Chanhassen,
Minnesota. The property is an L-shaped parcel that is about 39 acres in size and contains
a house, barn and nursery stock in the northern portion of the property. The southern
portion of the property is mostly wooded with a few open grassy areas.
The site topography is gently rolling to hilly and generally slopes to the west and south.
Ground surface elevations at our boring locations ranged from about 896 to 933 feet
mean sea level (MSL).
1.4 Scope of Services
Our services were performed in accordance with the Haugo GeoTechnical Services LLC
proposal 16-0057 which was dated January 27, 2016.
Our scope of services was performed under the terms of our General Conditions and
limited to the following tasks:
Completing ten (10) standard penetration test borings extending each to nominal
depths of 20 feet.
Obtaining GPS coordinates and elevations at the soil boring locations.
Visually/manually classifying the samples recovered from the soil borings.
Performing laboratory tests on selected samples.
Preparing soil boring logs describing the materials encountered and the results of
groundwater level measurements.
Preparing an engineering report describing soil and groundwater conditions,
and providing recommendations for site development.
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1.5 Documents Provided
We were provided a concept plan titled “WILSON TREE FARM + ADJ. PROP.
CONCEPT E” which was dated February 10, 2016 and prepared by Alliant Engineering.
The concept plan showed the proposed development superimposed on an aerial
photograph of the property. Site data was also provided on the concept plan.
1.6 Locations and Elevations
The soil boring locations were selected by HGTS based on access and the proposed
development areas. Ground surface elevations at the boring locations were obtained by
HGTS using GPS measuring equipment. The GPS measurements were based on the MN
County Coordinate System (Carver County) in US Survey Feet using the GEOID09
(Conus) model. The approximate location of the soil borings are shown on Figure 1, “Soil
Boring Location Sketch”, in the Appendix.
2.0 FIELD PROCEDURES
The 10 standard penetration test borings were advanced on March 1 and 2, 2016 by
HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes.
Representative samples were obtained from the borings, using the split-barrel sampling
procedures in general accordance with ASTM Specification D-1586. In the split-barrel
sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a
140-pound hammer falling 30 inches. The number of blows required to drive the
sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard
penetration resistance value, or "N" value. The results of the standard penetration tests
are indicated on the boring log. The samples were sealed in containers and provided to
the HGTS office for testing and soil classification.
A field log of each boring was prepared by the HGTS drill crew. The logs contained
visual classifications of the soil materials encountered during drilling, as well as the
driller's interpretation of the subsurface conditions between samples and water
observation notes. The final boring logs included with this report represent an
interpretation of the field logs and include modifications based on visual/manual
method observation of the samples.
The soil boring logs, general terminology for soil description and identification, and
classification of soils for engineering purposes are also included in the appendix. The
soil boring logs identify and describe the materials encountered, the relative density or
consistency based on the Standard Penetration resistance (N-value, “blows per foot”)
and groundwater observations.
The strata changes were inferred from the changes in the samples and auger cuttings.
The depths shown as changes between strata are only approximate. The changes are
likely transitions, variations can occur beyond the location of the boring.
3
3.0 RESULTS
3.1 Soil Conditions
Most of the borings generally encountered about 1 to 2 feet topsoil overlying native
clayey glacial till soils that extended to the termination depths of the borings. The
topsoil predominantly consisted of sandy lean clay that contained some roots and was
black in color.
Borings SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3
feet of buried clayey or sandy topsoil. The Fill included a variety of soil types including
silty sand, clayey sand and sandy lean clay. Most of the fill was dark brown to black in
color and bituminous was encountered at a depth of about 5 feet in boring SB-7.
Below the Fill and/or topsoil the borings encountered native clayey glacial till soils that
extended to termination depths of the borings. The native glacial till soils consist
predominantly consisted of sandy lean clay and clayey sand with lesser amounts of silty
sand. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the
boring log, within the glacial till soils ranged from 4 to 21 bpf. These values indicate the
glacial till soils to be generally medium to very stiff in consistency or in a medium dense
density with upper soft areas encountered at borings SB-3, SB-6 and SB-7. An N-Value
greater than 50 bpf was recorded at a depth of about 20 feet in boring SB-8 which was
likely due to gravel, cobbles or boulders with the soil.
3.2 Groundwater
Groundwater was not encountered in the soil borings while drilling and sampling or
after removing the augers from the boreholes to cave-in depths of 11 to 17 feet.
It appears that groundwater levels were below the depths explored. However, given the
cohesive nature of the soil encountered, it is likely that insufficient time was available for
groundwater to seep into the boring(s) and rise to its hydrostatic level. Groundwater
levels could be higher. In addition the sandy lean clay glacial till can contain sand seams
or sand layers and ground water can be encountered within them. These sand seams or
layers, if any, may not become apparent until construction.
The water level of the pond to the south and Lake Riley to the east of the site is about 875
feet. The water level of the large wetland to the northwest of the site is about 885 feet.
Groundwater measurements were made as noted and shown on the boring logs.
Groundwater monitoring wells or piezometers would be required to more accurately
determine water levels. Seasonal and annual fluctuations in the groundwater levels
should be expected.
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3.3 Laboratory Tests
Laboratory moisture content tests were performed on selected samples recovered from
the soil borings. Moisture contents ranged from about 10 ½ to 30 ½ percent indicating
the soils are likely near to above their optimum moisture content. Table 1 below
summarizes the results of the laboratory tests. Results of the laboratory moisture content
tests are also shown on the boring logs adjacent to the sample tested.
Table 1. Summary of Laboratory Tests
Boring
Number
Sample
Number
Depth
(feet)
Moisture
Content (%)*
SB-1 S-3 5 15 ½
SB-2 S-10 2 ½ 15 ½
SB-3 S-19 5 18
SB-3 S-21 10 25
SB-5 S-36 7 ½ 10 ½
SB-6 S-43 5 30 ½
SB-6 S-46 12 ½ 20 ½
SB-7 S-53 10 20 ½
SB-8 S-58 2 ½ 20 ½
SB-9 S-68 7 ½ 18 ½
SB-10 S-75 5 17
*Moisture contents were rounded to the nearest ½ percent
3.4 OSHA Soil Classification
The soils encountered in the borings primarily consisted of clayey soils corresponding to
the ASTM Classification CL or SC. The clayey soils identified in the borings will be
Type B soils under Department of Labor Occupational Safety and Health Administration
(OSHA) guidelines.
Silty sand soils were also encountered in the borings which correspond to the ASTM
Classification SM. The silty sand identified in the borings will be Type C soils under
Department of Labor Occupational Safety and Health Administration (OSHA)
guidelines.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 Proposed Construction
Final grading or construction plans for the development were not available at the time of
this report. We understand the project will consist of preparing about 45 house pads and
the associated streets, underground utilities and storm water management areas
(ponds/infiltration basins).
5
We anticipate that the new homes will be full-basement, full basement walkout, walkout
or lookout styles and will include one or two stories above grade. The new homes will
likely consist of cast-in-place concrete or masonry block foundation walls supported on
concrete spread footings. We anticipate above grade construction to consist of wood
framing, a pitched roof and asphalt shingles.
Based on the assumed construction we estimate wall loadings will range from about 1 to
2 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any, will be less than
50 kips (50,000 pounds).
4.2 Discussion
Most of the borings generally encountered about 1 to 2 feet topsoil overlying native
clayey glacial till soils that extended to the termination depths of the borings. Borings
SB-3, SB-6 and SB-7 encountered about 1 ½ to 7 feet of fill over about 2 ½ to 3 feet of
buried topsoil underlain by about 2 to 3 feet of soft clays. Below the fill, buried topsoil
and soft clays the borings also encountered native clayey glacial till soils that extended to
termination depths of the borings.
Groundwater was not encountered in the borings while drilling and sampling or after
removing the augers from the boreholes to cave-in depths of 11 to 17 feet.
The vegetation, fill, topsoil and soft or very loose soils are not suitable for foundation
support and corrections to remove these materials from within the building and oversize
areas will be required. Based on the soil borings most of the corrections are anticipated
to be on the order of 1 to 2 feet but at borings SB-3, SB-6 and SB-7 the corrections are
anticipated to extend to depths of about 7 to 12 feet. The underlying medium to stiff or
medium dense native glacial till soils appear generally suitable for foundation support.
Groundwater was not encountered in the borings while drilling and sampling or after
removing the augers from the boreholes to cave-in depths of 11 to 17 feet. We do not
anticipate that groundwater will be encountered during construction.
4.3 Mass Grading Recommendations
Excavation We recommend that all vegetation, topsoil, existing fill soils, buried topsoil
and any soft or loose soil be removed from the proposed house and oversize areas.
We anticipate that the existing structures on the property will be demolished for the
proposed development. We recommend that any building remnants or debris associated
with any existing or former structure(s) including footings, foundation walls, floor slabs
and utilities be removed from within the building and oversize areas. Table 2 below
summarizes the anticipated excavation depths at the boring locations. Excavation depths
may vary and could be deeper.
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Table 2. Anticipated Mass Grading Excavation Depths
Boring
Number
Measured
Surface
Elevation (feet)
Anticipated
Excavation
Depth (feet)*
Anticipated
Excavation
Elevation (feet)*
SB-1 921.6 1 920 ½
SB-2 911.0 1 910
SB-3 915.8 Pond Area -
SB-4 896.1 2 894
SB-5 899.1 Pond Area -
SB-6 893.1 7 886
SB-7 896.5 12 884 ½
SB-8 901.7 1 900 ½
SB-9 918.5 1 917 ½
SB-10 933.3 1 932 ½
*Excavation depths and elevation were rounded to the nearest ½ foot.
Oversizing Where excavations for soil corrections extend below the proposed footing or
house pad elevations oversizing (widening) of the excavations will be required. This
oversizing is required to provide lateral support of the replacement backfill and the
structural loads it will support. We recommend oversizing (widening) the excavation 1
foot horizontally beyond the outer edges of the perimeter house pads for each foot the
excavation extends below the bottom of the desired pad elevation (1H:1V oversizing).
Soil Backfill Fill required to attain site grades and may consist of any debris-free, non-
organic mineral soil. Based on the soil borings, the on-site native glacial till soils
identified as sandy lean clay, clayey sand and silty sand appear generally suitable for re-
use as fill or backfill provided it is free of organic material or other deleterious material.
Some moisture conditioning (drying or wetting) of these soils will likely be required to
meet the recommended compaction levels.
The topsoil and buried topsoil, including soils that are black in color, are not suitable for
re-use as fill or backfill. It may be possible to re-use these materials in “green areas” on
the site such as landscaping berms.
Compaction We recommend that backfill placed to attain site grades be compacted to a
minimum of 95 percent of its standard Proctor density (ASTM D 698). All fill soils
should be placed within 3 percentage points above and 1 percentage point below its
optimum moisture content as determined by the standard Proctor. All fill should be
placed in thin lifts and be compacted with a large self-propelled vibratory compactor
operating in vibratory mode.
In areas where fill depths will exceed 10 feet we recommend that compaction levels be
increased to minimum of 100 percent of the materials standard Proctor density. Even
with the increased compaction levels a construction delay may be appropriate to allow
for post construction settlement of the fill mass.
Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable
soil to reduce the potential for slip planes to develop between the fill and underlying
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soil. We recommend “benching” or excavating into the slope at 2 feet vertical intervals
to key the fill into the slope. We recommend each bench be a minimum of 5 feet wide.
Foundations We recommend the perimeter footings bear a minimum of 42 inches
below the exterior grade for frost protection. Interior footings may be placed
immediately below the slab provided construction does not occur during below freezing
weather conditions. Foundation elements in unheated areas should bear at least 5 feet
below exterior grade for frost protection.
We anticipate the foundations and floor slabs will bear on compacted engineered fill or
native clayey soils (sandy lean clay or clayey sand). With the building pads prepared as
recommended it is our opinion the footings can be designed for a net allowable bearing
pressure up to 2,000 pounds per square foot (psf).
We anticipate total and differential settlement of the foundations will be less than 1 inch
and ½ inch, respectively.
4.4 Dewatering
Groundwater was not encountered in the soil borings and we do not anticipate that
dewatering will be required.
4.5 Interior Slabs
If floor coverings or coatings less permeable than the concrete slab will be used, we
recommend that a vapor retarder or vapor barrier be placed immediately beneath the
slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer
of sand to reduce curling and shrinkage, but this practice often traps water between the
slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor
barrier is placed, we recommend consulting the floor covering manufacturer regarding
the appropriate type, use and installation of the vapor retarder or vapor barrier to
preserve the warranty.
We recommend following all state and local building codes in regards to a radon
mitigation plan beneath interior slabs.
4.6 Below Grade Walls
Full basement, walkout and lookout style homes will likely have foundation walls or
below grade (partial basement) walls that will have lateral loads from the surrounding
soil transmitted to them. Site soil consisted predominantly of clayey/cohesive soils. We
recommend general waterproofing of the below grade walls because of the potential cost
impacts related to seepage after construction. We recommend installing drain tile
behind the below grade walls, adjacent to the wall footing and below the slab elevation.
Preferably the drain tile should consist of perforated pipe embedded in gravel. A
geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed
to a storm sewer, sump pump or other suitable discharge site.
8
Unless a drainage composite is placed against the backs of the exterior perimeter below-
grade walls we recommend that backfill placed within 2 feet of the walls consist of sand
having less than 50 percent of the particles by weight passing the #40 sieve and less than
5 percent of the particles by weight passing the #200 sieve. We recommend the balance
of the backfill for the walls consist of sand however the sand may contain up to 20
percent of the particles by weight passing the #200 sieve.
Foundation walls or below grade (basement) walls will have lateral loads from the
surrounding soil transmitted to them. Active earth pressures can be used to design the
below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be
tolerated then below grade wall design should be based on at-rest earth pressures. We
recommend the following soil parameters be used for below grade/retaining wall
design, shown in Table 3. These design parameters are based on the assumptions that
the walls are drained, there are no surcharge loads within a horizontal distance equal to
the height of the wall and the backfill is level.
Table 3. Soil Parameters
Soil Type
Estimated
Unit Weight
(pcf)
Estimated
Friction Angle
(degrees)
At-Rest
Pressure
(pcf)
Active Soil
Pressure
(pcf)
Passive Soil
Pressure
(pcf)
Clay 135 28 70 50 375
Sand 125 32 60 40 405
Resistance to lateral earth pressures will be provided by passive resistance against the
wall footings and by sliding resistance along the bottom of the wall footings. We
recommend a sliding coefficient of 0.35. This value does not include a factor of safety.
4.7 Exterior Slabs
Exterior slabs will likely be underlain by clayey soils which are considered moderately
frost susceptible. If these soils become saturated and freeze, significant heave may occur.
This heave can be a nuisance in front of doors and at other critical grade areas. One way
to help reduce the potential for heaving is to remove the frost-susceptible soils below the
slabs down to bottom of footing grades, and replace them with non-frost-susceptible
backfill consisting of sand having less than 5 percent of the particles by weight passing
the number 200 sieve.
If this approach is used and the excavation bottoms terminate in non-free draining
granular soil we recommend a drain tile be installed along the bottom outer edges of the
excavation to collect and remove any water that may accumulate within the sand. The
bottom of the excavation should be graded away from the building.
If the banks of the excavations to remove the frost-susceptible soils are not sloped,
abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will
exist along which unfavorable amounts of differential heaving may occur. Such
transitions could exist between exterior slabs and sidewalks, between exterior slabs and
pavements and along the slabs themselves if the excavations are confined to only the
building entrances. To address this issue we recommend sloping the excavations to
remove frost-susceptible soils at a minimum 3:1 (horizontal: vertical) gradient.
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An alternative method of reducing frost heave is to place a minimum of 2 inches of
extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet
beyond the slabs. The insulation will reduce frost penetration into the underlying soil
and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation
to protect it during construction.
Another alternative for reducing frost heave is to support the slabs on frost depth
footings. A void space of at least 4 inches should be provided between the slab and the
underlying soil to allow the soil to heave without affecting the slabs.
4.8 Site Grading and Drainage
We recommend the site be graded to provide positive run-off away from the proposed
houses. We recommend landscaped areas be sloped a minimum of 6 inches within 10
feet of the house and slabs be sloped a minimum of 2 inches. In addition we recommend
downspouts with long splash blocks or extensions for each house.
We recommend the lowest floor grades be constructed to maintain at least a 2-foot
separation between the lowest floor slab and 100 year flood levels of any adjacent water
features such as wetlands, ponds or infiltration basins.
4.9 Utilities
We anticipate that the utilities will be supported on native the glacial till soils which in
our opinion are suitable for pipe support. We recommend removing all existing fill,
topsoil, buried topsoil, soft or loose or other unsuitable soil, if encountered, beneath
utilities prior to placement.
We recommend bedding material be thoroughly compacted around the pipes. We
recommend trench backfill above the pipes be compacted to a minimum of 95 percent
beneath slabs and pavements, the exception being within 3 feet of the proposed
pavement subgrade, where 100 percent of standard Proctor density is required. In
landscaped areas we recommend a minimum compaction of 90 percent.
4.10 Bituminous Pavements
We anticipate that the bituminous pavements will be constructed in accordance with the
City of Chanhassen standard plates which include a sand subbase. The following
paragraphs provide pavement recommendations in the absence of City of Chanhassen
standard plates.
We recommend removing all vegetation, topsoil, or other unsuitable materials from
within the pavement subgrade. Backfill, if needed, to attain pavement subgrade
elevation can consist of any mineral soil provided it is free of organic material or other
deleterious materials. We recommend compacting the backfill at moisture contents
within a range of 1 percentage point below and 3 percentage points above its optimum
moisture content. The upper 3 feet of fill and backfill should be compacted to a
minimum of 100 percent of its standard Proctor maximum dry density.
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The new pavements will be constructed with a drained sand sub-base below the
aggregate base course. We recommend using sand with less than 12% passing the #200
sieve, such as MN/DOT 3149.2B2 (Select Granular Borrow). We recommend the sub-
base extend beneath the curbs and to 2 feet beyond the outside edges of the curbs for
frost and drainage uniformity. Sand layers outside the curbs should be capped with
slow draining soil to reduce surface water infiltration.
We recommend drainpipes (finger drains) be installed in the sand sub-base to remove
infiltrating water. The finger drains should be connected to the catch basins. The slope
of the bottom of the sub-cut should be such that water is directed to the drainage areas.
The sub-cut bottom should not include depressions that can act as reservoirs for water
collection.
We recommend aggregate base meeting MN/DOT specification 3138 for Class 5
aggregate base. We recommend the aggregate base be compacted to 100 percent of its
maximum standard Proctor dry density.
We recommend that the bituminous wear and base courses meet the requirement of
MN/DOT specification 2360. We recommend the bituminous pavements be compacted
to at least 92% of the maximum theoretical density.
The streets/roadways will include concrete curb and gutter. We recommend specifying
concrete that has a minimum 28 day compressive strength of 3,900 psi. We recommend
specifying 5 to 8 percent entrained air for exposed concrete to provide resistance to
freeze-thaw deterioration. We recommend slump, air content and compressive strength
test of Portland cement concrete.
4.11 Infiltration Basin
Soil borings SB-3 and SB-5 were performed in the proposed storm water management
areas (ponds/infiltration basins). These borings encountered about 1 to 5 feet of topsoil
or clayey fill/buried topsoil overlying native clayey/cohesive glacial till soils. We were
not provided any information regarding pond depths but anticipate the bottoms of the
ponds will bear about 5 to 10 feet below existing site grades.
We recommend using the infiltration rates presented in Table 1 below, which were
obtained from Table 12.BIO.8 of the “Minnesota Storm Water Manual”, Revised
December 16, 2013, for infiltration basin design.
Table 1. Design Infiltration Rates
In-situ soils Soil Description Design Infiltration
Rate (in/hr)
SM Silty Sand 0.45
SC Clayey Sand 0.2
CL Sandy Lean Clay 0.06
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Field tests (double ring infiltrometer) can be performed within the proposed infiltration
basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide
these services if required or requested.
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Excavation
The borings indicated that at the anticipated excavation depths the sand soils in the
sidewalls of the excavations will be primarily Type B soil under Department of Labor
Occupational Safety and Health Administration (OSHA) guidelines. Temporary
excavations in Type C soils should be constructed at a minimum of 1 foot horizontal to
every 1 foot vertical. Slopes constructed in this manner may still exhibit surface
sloughing. If site constraints do not allow the construction of slopes with these
dimensions then temporary shoring may be required.
5.2 Observations
A geotechnical engineer should observe the excavation subgrade to evaluate if the
subgrade soils are similar to those encountered in the borings and adequate to support
the proposed construction.
5.3 Backfill and Fills
The native glacial till soils appear to be above their assumed optimum moisture contents.
Some moisture conditioning (drying) of these soils may be required, depending, in part
on seasonal factors, to achieve the recommended compaction. We recommend that fill
and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the
compactor and materials used.
5.4 Testing
We recommend density tests of backfill and fills placed for the new house pads.
Samples of the proposed materials should be submitted to our laboratory prior to
placement for evaluation of their suitability and to determine their optimum moisture
content and maximum dry density (Standard Proctor).
5.5 Winter Construction
If site grading and construction is anticipated to proceed during cold weather, all snow
and ice should be removed from cut and fill areas prior to additional grading and
placement of fill. No fill should be placed on frozen soil and no frozen soil should be
used as fill or backfill.
Concrete delivered to the site should meet the temperature requirements of ASTM
and/or ACI. Concrete should not be placed on frozen soil. Concrete should be
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protected from freezing until the necessary strength is obtained. Frost should not be
permitted to penetrate below the footings.
6.0 PROCEDURES
6.1 Soil Classification
The drill crew chief visually and manually classified the soils encountered in the borings
in general accordance with ASTM D 2488, “Description and Identification of Soils
(Visual-Manual Procedure)”. Soil terminology notes are included in the Appendix. The
samples were returned to our laboratory for review of the field classification by a soils
engineer. Samples will be retained for a period of 30 days.
6.2 Groundwater Observations
Immediately after taking the final samples in the bottom of the borings, the holes were
checked for the presence of groundwater. Immediately after removing the augers from
the borehole the holes were once again checked and the depth to water and cave-in
depths were noted.
7.0 GENERAL
7.1 Subsurface Variations
The analyses and recommendations presented in this report are based on data obtained
from a limited number of soil borings. Variations can occur away from the borings, the
nature of which may not become apparent until additional exploration work is
completed or construction is conducted. A reevaluation of the recommendations in this
report should be made after performing on-site observations during construction to note
the characteristics of any variations. The variations may result in additional foundation
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
during construction to evaluate whether the design is as expected, if any design changes
have affected the validity of our recommendations, and if our recommendations have
been correctly interpreted and implemented in the designs, specifications and
construction methods. This will allow correlation of the soil conditions encountered
during construction to the soil borings and will provide continuity of professional
responsibility.
13
7.2 Review of Design
This report is based on the 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 design and specifications. With the review we will evaluate
whether any changes have affected the validity of the recommendations and whether
our recommendations have been correctly interpreted and implemented in the design
and specifications.
7.3 Groundwater Fluctuations
We made water level measurements in the borings at the times and under the conditions
stated on the boring logs. The data was interpreted in the text of this report. The period
of observation was relatively short and fluctuations in the groundwater level may occur
due to rainfall, flooding, 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.
7.4 Use of Report
This report is for the exclusive use of Gonyea Homes & Remodeling and their design
team to use to design the proposed structure 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, analysis and
recommendations may not be appropriate for other structures or purposes. We
recommend that parties contemplating other structures or purposes contact us.
7.5 Level of Care
Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily
exercised under similar circumstance by members of the profession currently practicing
in this locality. No warranty expressed or implied is made.
APPENDIX
= Approximate Soil Boring Location
SB-1
SB-3
SB-4
SB-2
Haugo GeoTechnical
Services.
2825 Cedar Avenue S.
Minneapolis, MN 55407
Figure #: 1
Drawn By: RD
Date: 3/7/16
Scale: None
Project #: 16-0057
Soil Boring Location Sketch
9150 Great Plains Blvd
Chanhassen, Minnesota
SB-5
SB-8
SB-7
SB-9
SB-10
SB-6
HGTS# 16-0057
Figure 2: GPS Boring Locations
Referencing Minnesota County Coordinates Basis – Carver County (GEOID09 Conus model).
Boring Number Elevation
(US Survey Feet)
Northing
Coordinate
Easting
Coordinate
SB-1 921.61 172144.56 558957.97
SB-2 911.05 172431.90 558778.41
SB-3 915.76 172403.54 558952.04
SB-4 896.10 172476.48 558577.12
SB-5 899.12 172140.88 558195.84
SB-6 893.11 172355.02 558535.52
SB-7 896.47 172342.75 558664.28
SB-8 901.74 172170.82 558423.03
SB-9 918.53 171988.09 558298.23
SB-10 933.32 171706.59 558300.35
Sandy Lean Clay, dark brown, moist to wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown with rust staining,
moist to wet, rather stiff to very stiff.(Glacial Till)
Bottom of borehole at 21.0 feet.
AU
1
SS2
SS3
SS4
SS5
SS6
SS
7
SS8
4-5-5(10)
4-6-7(13)
6-7-9(16)
3-6-7(13)
4-6-7(13)
4-8-8
(16)
3-9-9(18)
NOTES
GROUND ELEVATION 921.6 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-1
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
4
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, with Poorly Graded Sandseam at about 15 feet, brown with rust staining, moist to wet,medium to very stiff. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
9
SS10
SS11
SS12
SS13
SS14
SS
15
SS16
3-3-5(8)
5-6-7(13)
6-9-11(20)
4-8-9(17)
4-9-9(18)
4-7-8
(15)
9-9-10(19)
NOTES
GROUND ELEVATION 911 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-2
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, with Gravel, brown and grey, moist to wet.
(FILL)
Silty Sand, trace Roots and Fibers, black, moist. (Buried Topsoil)
(SC) Clayey Sand, grey, moist to wet, very loose. (Glacial Till)
(CL) Sandy Lean Clay, trace Roots, light grey with rust staining atabout 10 feet, wet, rather stiff. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown with rust staining,
moist to wet, stiff to very stiff. (Glacial Outwash)
Bottom of borehole at 21.0 feet.
AU
17
SS18
SS19
SS20
SS21
SS22
SS
23
SS24
2-3-2(5)
1-2-2(4)
2-4-5(9)
2-4-5(9)
3-6-8(14)
3-9-10
(19)
6-8-10(18)
NOTES
GROUND ELEVATION 915.8 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-3
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
5 inches of Aggregate Base.
Sandy Lean Clay, trace Roots, black. (Buried Topsoil)
(CL) Sandy Lean Clay, trace Gravel, light grey with rust staining,moist to wet, rather stiff. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown, moist to wet, ratherstiff to very stiff. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, grey, moist to wet, very stiff.(Glacial Till)
Bottom of borehole at 21.0 feet.
AU
25
SS26
SS27
SS28
SS29
SS30
SS
31
SS32
3-4-6(10)
3-4-5(9)
3-6-9(15)
4-6-6(12)
7-8-8(16)
4-10-9
(19)
5-7-11(18)
NOTES
GROUND ELEVATION 896.1 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 12 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-4
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Roots, black, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, moist, very stiff.
(Glacial Till)
(SC-SM) Silty Clayey Sand, trace Gravel, brown, moist, mediumdense. (Glacial Till)
(SM) Silty Sand, mostly fine to medium grained, trace Gravel,brown, moist, medium dense. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff to very
stiff. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
33
SS34
SS35
SS36
SS37
SS38
SS
39
SS40
5-9-9(18)
5-7-8(15)
10-10-9(19)
4-5-9(14)
7-7-10(17)
4-6-9
(15)
8-8-8(16)
NOTES
GROUND ELEVATION 899.1 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-5
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
4 inches of Aggregate Base.
Mixed FIll: Poorly Graded Sand and Clayey Sand, with Gravel,black to brown and grey, moist. (FILL)
Sandy Lean Clay, trace Roots and Fibers, black, wet.(Buried Topsoil)
(CL) Sandy Lean Clay, trace Fibers at about 5 feet, trace Gravel,grey, moist to wet, rather soft to rather stiff. (Glacial Till)
(SC) Clayey Sand, trace Gravel, greyish brown, moist to wet,medium dense. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
41
SS42
SS43
SS44
SS45
SS46
SS
47
SS48
2-2-3(5)
2-2-3(5)
2-3-3(6)
3-4-4(8)
2-3-4(7)
3-4-5
(9)
2-6-7(13)
NOTES
GROUND ELEVATION 893.1 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 14 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-6
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
4 inches of Aggregate Base.
Silty Sand, with Gravel, brown, moist. (FILL)
Sandy Lean Clay, possible Bituminous layer at about 5 feet, blackand grey, moist. (FILL)
Sandy Lean Clay, black, moist to wet. (Buried Topsoil)
(CL) Sandy Lean Clay, trace Gravel, light grey, wet, rather soft.(Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown with rust staining,
medium to rather stiff. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
49
SS50
SS51
SS52
SS53
SS54
SS
55
SS56
3-5-5(10)
2-8-7(15)
2-1-3(4)
1-1-3(4)
1-3-4(7)
3-5-6
(11)
4-6-6(12)
NOTES
GROUND ELEVATION 896.5 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/1/16 COMPLETED 3/1/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 11 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-7
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Silty Sand, with Gravel, brown, moist. (Fill)
(CL) Sandy Lean Clay, trace Gravel, with Cobbles below 15 feet,
brown with rust staining, stiff to very stiff. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
57
SS58
SS59
SS60
SS61
SS62
SS
63
SS64
3-6-8(14)
4-8-9(17)
6-8-10(18)
4-8-8(16)
4-6-8(14)
5-8-9
(17)
19-50/5"
NOTES
GROUND ELEVATION 901.7 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/2/16 COMPLETED 3/2/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 16 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-8
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
>>
Sandy Lean Clay, black, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown, moist, rather stiff to
very stiff. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, with Sand seams, brown,
moist, very stiff. (Glacial Till)
(SM) Silty Sand, mostly fine to medium grained, trace Gravel,brown, moist, medium dense. (Glacial Till)
(CL) Sandy Lean Clay, trace Gravel, brown, moist, stiff.(Glacial Till)
Bottom of borehole at 21.0 feet.
AU
65
SS66
SS67
SS68
SS69
SS70
SS
71
SS72
2-6-6(12)
5-5-6(11)
4-5-7(12)
5-5-10(15)
6-11-10(21)
7-11-13
(24)
5-7-9(16)
NOTES
GROUND ELEVATION 918.5 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/2/16 COMPLETED 3/2/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered at Cave-In Depth of 17 feet
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-9
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Sandy Lean Clay, trace Roots, dark brown, moist to wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown with rust staining,moist to wet, rather stiff to stiff. (Glacial Till)
Bottom of borehole at 21.0 feet.
AU
73
SS74
SS75
SS76
SS77
SS78
SS
79
SS80
3-4-5(9)
3-5-7(12)
3-5-6(11)
5-6-7(13)
3-5-6(11)
3-5-7
(12)
NOTES
GROUND ELEVATION 933.3 ft
LOGGED BY MS
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY JC
DATE STARTED 3/2/16 COMPLETED 3/2/16
AT TIME OF DRILLING --- Not Encountered
AT END OF DRILLING --- Not Encountered
AFTER DRILLING --- Not Encountered
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
PL LLMC
DE
P
T
H
(f
t
)
0
5
10
15
20
GR
A
P
H
I
C
LO
G MATERIAL DESCRIPTION
SA
M
P
L
E
T
Y
P
E
NU
M
B
E
R
RE
C
O
V
E
R
Y
%
(R
Q
D
)
BL
O
W
CO
U
N
T
S
(N
V
A
L
U
E
)
PO
C
K
E
T
P
E
N
.
(t
s
f
)
DR
Y
U
N
I
T
W
T
.
(p
c
f
)
SPT N VALUE
20 40 60 80
PAGE 1 OF 1
BORING NUMBER SB-10
CLIENT Gonyea Homes
PROJECT NUMBER 16-0057
PROJECT NAME Wilson Nursery
PROJECT LOCATION Chanhassen, MN
GE
O
T
E
C
H
B
H
P
L
O
T
S
-
G
I
N
T
S
T
D
U
S
L
A
B
.
G
D
T
-
3
/
1
4
/
1
6
1
2
:
5
5
-
C
:
\
U
S
E
R
S
\
P
U
B
L
I
C
\
D
O
C
U
M
E
N
T
S
\
B
E
N
T
L
E
Y
\
G
I
N
T
\
P
R
O
J
E
C
T
S
\
1
6
-
0
0
5
7
W
I
L
S
O
N
N
U
R
S
E
R
Y
.
G
P
J
Haugo GTS
2825 Cedar Ave S
Minneapolis, MN 55407
Telephone: 612-729-2959
Fax: 763-445-2238
Descriptive Terminology of Soil
Standard D 2487 -00
Classification of Soils for Engineering Purposes
(Unified Soil Classification System)
"I~ DO o>
Co
a
r
s
e
-
g
r
a
i
n
e
d S
mo
r
e t
h
a
n 5
0
% r
e
t
a
i
No
. 2
0
0 s
i
e
v
e
•.c
£ *~
O OJ Q}IS) f •>i i»
-S £g
™ O (MMd£oZ
Lg
irj
Criteria for Assigning Group Symbols and
Group Names Using Laboratory Tests a
Gravels
More than 50% of
coarse fraction
retained on
No 4 sieve
Sands
50% or more of
coarse fraction
passes
No 4 sieve
Silts and Clays
Liquid irmil
less than 50
Silts and clays
Liquid limit
50 or more
Highly Organic Soils
Clean Gravels
5% or less fines e
Gravels with Fines
More than 12°'C fines *
Clean Sands
5% or less fines '
Sands with Fines
More than 12%'
Inorganic
Organic
Inorganic
Organic
Cb^4anO 1< Cr < 3C
Cu<4 and/or 1 >Ct>3c
Fines classify as ML or MH
Fines classify as CL or CH
Cu^6and l <.C( ^3C
Ca<6and/or 5 i CC>3C
Fines classify as ML or MH
Fines classify as CL or CH
PI > 7 and plots on or above 'A' line'
PI < 4 or plots below "A" line1
Liquid limit- oven dried ^ n 7(_
Liquid limit - not dried
PI plots on or above "A" line
PI plots below 'A~ line
Liquid limit - oven dried n _ic
Liquid limit - not dried
Primarily organic matter, dark in color and organic odor
Soils Classification
Group
Symbol
GW
GP
GM
GC
SW
SP
SM
sc
CL
ML
OL
OL
CH
MH
OH
OH
PT
Group Name "
Wen-graded grave! •
Poorly graded gravel -
Sity gravel a">'
Clayey gravel3'5
Well-graded sand "
Poorfy graded sand "
Silly sand 'g'
Clayev sand "f!
Lean ciay L
Sill '
Organic clay '
Organic silt " " :
Fat clay * "
Elastic silt ' "
Organic clay ;
Organic silt ' " '
Peat
Particle Size Identification
Boulders
Cobbles
Gravel
Sand
Silt
Clay
. . . over 12"
3" to 12"
3/4' to 3"
No 4 to No 10
. . No 10 to No 40
No 4010NO 200
below "A" line
on or above "A" line
Based on !he material passing the 3-in I'TSmnvi sieve
If field sample contained ccbbies o' bouioers or both ado
<= 3 DK;D:C c = (DM)'
cobbles or boulders Of t*oth lo group
d If soil contains^l5% sand ooo1 A-.thsand' to group namg
e Gravels wrtn £ lc 1 2% fines require dual symbols
GW-GM \veii-graded gravei with silt
GW-GC well-graded gravel with clay
GP-GM ooorly graflea gravel with sill
GP-GC poorly graced gravel with clay
( If tines Classify as CL-ML jse flual symbol GC-GM or SC-SM
g tt fines are organic add will1 organic fines !o group name
fi If soil contains i 15% g'svel add 'with gravel" to group name
l Sands *t:n 5 to 12% fines legume Ouar symbols
SW-SM we'l-graded sand with sitl
SW-SC weil-g'aded sanO with ciay
SP-SM poorly gfadect sand with sit!
SP-SC poorly giadsd sano wrth clay
j BAttefDerg limits pio! m haiched area soihsaCL-ML silly oay
k If soil contains lGlo29'A plus No 2X add' v.i!h sand" or -with gravel' wtiichevens predominant
I Hsoilcon;airi=i30%piuSNo 200 predominantly sanO add'sanay logroupname
m ff so*! contains S; 30% plus Nc 200 pfedoi^riantiy gravei ado 'gravelly togroupnarne
n PI ^ A ano plots on or above 'A" line
o. PI < 4 or plots Delo* "A" line
p PI plots on 01 above A' line
q PI p!o;s beiow A hie
GO
50
— 40
X
1 30
*u
2
CL
20
v^n-%£/S
P7^
ML or OL
^*
MH or OH
17
10 16 20 30 40 50 60 70 80 90 100
Liquid Limit (LL)
Laboratory Tests
110
DO
WD
MC
LL
PL
PI
P200
Dry density pcf
Wet density, pel
Natural moisture content
Liqiuid fimit. %
Plastic iimi! %
Plasticity index. =.t
Vi passmg 200 sieve
OC Organic content %
S Percent of saturation. S-t
SG Specific gravity
C Cohesion, psf
0 Angle of internal friction
qu Unconfmed compressive strength.
qp Pocket penetrometer strength, tsf
psf
Relative Density of
Cohesionless Soils
Very loose .. 0104 BPF
Loose 5 to 10 BPf
Medium dense 11to30BPF
Dense 31 to 50 BPF
Very dense over 50 BPF
Consistency of Cohesive Soils
Very soft Dto1 BPF
Soft 2 to 3 BPF
Rather soft 4 to 5 BPF
Medium 6!o8BPF
Rather stiff 9 to 12 BPF
Si'ff 13to16BPF
Verysliff ... 17to30BPF
Hard . . over 30 BPF
Drilling Notes
Standard penetration lest borings were advanced by 3 1/4" or 6 1/4'
ID hollow-stem augers unless noted otherwise. Jetlmg water was used
to clean out auger prior to sampling only where indicated on logs
Standard penetration test borings are designated by the prefix "ST"
(Split Tube) All samples were taken with the standard 2' OD split-tube
sampler except where noted
Power auger borings were advanced by 4 or 6" diameler continuous-
flight, solid-stem augers Soti classifications and strata depths were in-
ferred from disturbed samples augered to the surface and are. therefore,
somewha! approximate Power auger borings are designated by the
prefix "B."
Hand auger borings were advanced manually with a 1 1/2" or 3 1/4"
diameler auger and were limited lo the depth from which the auger coutd
be manually withdrawn. Hand auger borings are indicated by the prefix
•H '
BPF: Numbers indicate blows per foot recorded in standard penetration
test, also known as "N" value. The sampler was set 6' into undisturbed
soil below the hollow-slem auger Driving resistances were then counted
for second and thtrd 6" increments and added to get BPF Where they
differed significantly, they are reported in the following form 2/12 for the
second and third 6" increments, respectively.
WH: WH indicates the sampler penetrated soil under weight of hammer
and rods alone driving not required
WR: WR indicates the sampler penetrated soil under weight of rods
alone hammer weight and driving not required
TW indicates trvn-wailed (undisturbed) tube sample
Note: All tests were run in general accordance with applicable ASTM
standards
Rev