15-0878 Bandimere Park - Geo Report
January 19, 2016 HGTS Project Number: 15-0878
Mr. Paul Cherne, P.E.
Pioneer Engineering
2422 Enterprise Drive
Mendota Heights, MN 55120
RE: Geotechnical Exploration Report, Proposed Bandimere Park Court and Parking Lot
Improvements, 9405 Great Plains Boulevard, Chanhassen, MN
Dear Mr. Cherne:
We have completed the geotechnical exploration report for the proposed Bandimere Park
court and parking lot improvements at 9405 Great Plains Boulevard in Chanhassen,
Minnesota. A brief summary of our results and recommendations is presented below.
Additional details regarding our procedures, results and recommendations follow in the
attached geotechnical exploration report.
Five soil borings were completed for this project, each extending to a nominal depth up to 15
feet below the ground surface. The borings found topsoil, clayey fill and buried top to
depths ½ foot to 16 feet of fill generally over native clay till soils. Portions of the fill soils
were dark brown to black in color and had variable penetration resistance values (N-Values).
Both the existing fill soils and topsoil are judged to be potentially compressible.
Groundwater was encountered in SB-4 at a depth of 11 ½ feet while drilling and not
encountered after drilling to the cave in depth of 11 feet. Groundwater was not encountered
in the remaining four soil borings while drilling or after drilling.
The existing fill soils and topsoil are judged to be potentially compressible and generally
unsuitable for pavement support. The underlying alluvial and clay till soils appear
generally suitable for pavement support. We anticipate soil corrections consisting of
removing the existing fill and topsoil and placing engineered fill to establish pavement
grades. SB-4 performed at the east car parking lot entrance encountered existing fill soils
which extended deeper than 16 feet and a portion of the car parking lot will likely be
supported by existing fill soils.
Thank you for the opportunity to assist you on this project. If you have any questions or
need additional information please contact John Carlson at 612-979-3542 or Joe Westphal at
612-269-4027.
Sincerely,
Haugo GeoTechnical Services
John T. Carlson, P.E. Joe Westphal, P.E.
Senior Engineer Project Engineer
GEOTECHNICAL EXPLORATION REPORT
PROJECT:
Proposed Bandimere Park Court and Parking Lot Improvements
9405 Great Plains Boulevard
Chanhassen, Minnesota
PREPARED FOR:
Pioneer Engineering
2422 Enterprise Drive
Mendota Heights, MN 55120
PREPARED BY:
Haugo GeoTechnical Services LLC
2825 Cedar Avenue S
Minneapolis, MN 55407
Haugo GeoTechnical Services Project: 15-0878
January 19, 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.
Joe Westphal, P.E.
Project Engineer
License Number 49833
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 Testing 3
3.4 OSHA Soil Classification 4
4.0 DISCUSSION AND RECOMMENDATIONS 4
4.1 Proposed Construction 4
4.2 Discussion 4
4.3 Paved Court & Parking Lot Preparation 5
4.4 Pavement Recommendations 6
4.5 Utilities 7
5.0 CONSTRUCTION CONSIDERATIONS 8
5.1 Excavation 8
5.2 Observations 8
5.3 Backfill and Fills 8
5.4 Testing 8
5.5 Winter Construction 8
6.0 PROCEDURES 9
6.1 Soil Classification 9
6.2 Groundwater Observations 9
7.0 GENERAL 9
7.1 Subsurface Variations 9
7.2 Review of Design 9
7.3 Groundwater Fluctuations 10
7.4 Use of Report 10
7.5 Level of Care 10
APPENDIX 11
Boring Location Sketch, Figure 1
GPS Boring Locations, Figure 2
Soil Boring Logs, SB-1 thru SB-5
Descriptive Terminology
1
1.0 INTRODUCTION
1.1 Project Description
The City of Chanhassen is proposing to construct a concrete pavement hockey/pickleball
court, bituminous pavement 28 car stall parking lot and bituminous trails at Bandimere Park
in Chanhassen, Minnesota. Associated with the improvements is the construction of
underground utilities and storm water ponds. Pioneer Engineering requested a geotechnical
exploration to evaluate the suitability of site soil conditions to support the proposed
pavements and to provide recommendations for site development.
1.2 Purpose
The purpose of this geotechnical exploration was to characterize subsurface soil and
groundwater conditions and provide recommendations for site development.
1.3 Site Description
The site is situated east of the access road off Great Plains Boulevard to Bandimere Park,
west of a large grass field and north of a car parking lot. Based on a review of historical
aerial photographs, a building once existing on the area that is proposed to be the park area,
The existing structures were recently removed from the southeast corner of the site, prior to
our site work. A gas line runs southeast to northwest across the center of the site.
The property is generally open, grass covered and relatively flat. The ground surface
elevation at our soil boring locations ranged from about 912 to 914 feet mean sea level.
1.4 Scope of Services
Our services were authorized by Pioneer Engineer and performed in accordance with HGTS
Proposal #15-0878, dated December 7, 2015 and under the terms of our General Conditions.
Our scope of services was limited to the following tasks:
Completing five (5) standard penetration test soil borings, each to a nominal depth of
10 to 15 feet.
GPS soil boring locations and elevations.
Visually/manually classify samples recovered from the soil borings.
Performing laboratory testing on select soil 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.
2
1.5 Documents Provided
We were provided with a concept plan of the court and parking lot improvements prepared
by the City of Chanhassen, labeled review and dated May 13, 2015. The concept plan
indicates a 80 feet by 176 feet concrete pavement hockey/pickleball court, 65 feet by 90 feet
grass skate area, 28 car stall bituminous pavement parking lot with two entrances, segments
of bituminous trails and a bituminous shelter pad. Grading or utility plans were not
available at this time.
1.6 Locations and Elevations
The boring locations were selected by jointly by Haugo GeoTechnical Services (HGTS) and
Pioneer Engineering. The approximate location of the soil borings are shown on Figure 1,
“Soil Boring Location Sketch”, in the Appendix. The sketch was prepared by HGTS using an
aerial photograph from the Hennepin County GIS website as a base.
Ground surface elevations at the boring locations were obtained by HGTS using GPS
measuring equipment. Elevations were based on MN County Coordinates System mean sea
level using the GEOID09 (Conus) model. GPS coordinates at the boring locations are
provided in Figure 2 in the Appendix.
2.0 FIELD PROCEDURES
Five (5) standard penetration test borings were performed on December 22, 2015 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 HGTS for testing and
soil classification.
A field log of each boring was prepared by the HGTS drill crew. The logs contain 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.
3
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.
3.0 RESULTS
3.1 Soil Conditions
Soil borings 1 and 5 encountered approximately 7 and soil boring 4 encountered greater than
16 feet of previously placed fill soils. The fill soils consist mainly of dark brown, grey
and/or black sandy lean clay, clayey sand and/or silty sand. Penetration resistance values
(N-Values), shown as blows per foot (bpf) on the boring log, within the existing fill soils
were variable and ranged from 4 to 10 bpf.
Underlying the fill soils at soil boring 5 or at the surface of soil borings 2 and 3,
approximately 1 to 4 feet of clayey topsoil was encountered. The topsoil was dark brown to
black in color and judged to be slightly organic.
Underlying the existing fill soils and/or topsoil, soil borings 1 thru 3 and 5 generally
encountered native alluvial lean clay and/or sandy lean clay glacial till soils extending to the
termination depths of the soil borings. The N-values indicate the clays to be generally
medium to stiff.
3.2 Groundwater
Groundwater was encountered in soil boring SB-4 at a depth of 11 ½ feet (corresponding to
an elevation of about 902) while drilling and not encountered after drilling to the cave in
depth of 11 feet. At the other four soil borings groundwater was not encountered while
drilling or after drilling to the cave in depths of 8 to 13 feet. The approximate water level of
Lake Riley to the east of the site is about 875 feet,
The groundwater encountered at boring SB-4 appears to be perched groundwater.
However, the borings were completed in clayey soils and it may take several hours or days
for groundwater to reach its hydrostatic level in an open borehole. Groundwater monitoring
wells or piezometers in conjunction with deeper soil borings would be required to more
accurately determine water levels. Seasonal and annual fluctuations in the groundwater
levels should be expected.
3.3 Laboratory Testing
Laboratory moisture content tests were performed on selected samples recovered from the
soil borings. 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.
4
Table 1. Summary of Laboratory Tests
Boring
Number
Sample
Number
Depth
(feet)
Moisture Content
(%)*
SB-1 S-25 7 ½ 22
SB-2 S-17 5 23 ½
SB-3 S-3 5 20 ½
SB-4 S-9 2 ½ 17
SB-5 S-31 5 21
*Moisture contents tests were rounded to the nearest ½ percent
3.4 OSHA Soil Classification
The existing fill soils and glacial till soils encountered in the borings generally correspond to
the ASTM Classifications CL. The soils identified in the borings will generally be Type B
soils under Department of Labor Occupational Safety and Health Administration (OSHA)
guidelines.
4.0 DISCUSSION AND RECOMMENDATIONS
4.1 Proposed Construction
The City of Chanhassen is proposing to construct a concrete pavement hockey/pickleball
court, bituminous pavement 28 car stall parking lot and bituminous trails at Bandimere Park
in Chanhassen, Minnesota. Associated with the improvements is the construction of
underground utilities and storm water ponds. Grading or utility plans were not available at
this time.
We have attempted to describe our understanding of the project. If the design or location of
the proposed pavements change, we should be informed. Additional analyses and revised
recommendations may be necessary.
4.2 Discussion
Soil borings 1, 2 and 5 were performed in the proposed concrete pavement court area and
encountered about 1 ½ to 9 feet of fill and/or topsoil over alluvial clays and/or clay till soils.
Soil borings 3 and 4 performed in the proposed bituminous pavement parking lot
encountered about 4 feet of topsoil over alluvial/clay till soils at soil boring 3 and greater
than 16 feet of fill soils at soil boring 4. Portions of the fill soils were dark brown to black in
color and had variable penetration resistance values (N-Values).
The existing fill soils and topsoil are judged to be potentially compressible and generally
unsuitable for pavement support. The underlying alluvial and clay till soils appear
generally suitable for pavement support. We anticipate soil corrections consisting of
removing the existing fill and topsoil and placing engineered fill to establish pavement
grades. Soil boring 4 performed at the east car parking lot entrance encountered existing fill
soils which extended to a depth of 16 feet and a portion of the car parking lot will likely be
5
supported by the existing fill soils. There is a risk of pavement settlement due to
consolidation of the existing fill soils in this area.
Groundwater was encountered in soil boring 4 at a depth of 11 ½ feet while drilling and not
encountered after drilling to the cave in depth of 11 feet. At the other four soil borings
groundwater was not encountered while drilling or after drilling to cave in depths of 8 to 13
feet. If pockets of groundwater are encountered we anticipate the volume to be small and
able to be removed with sumps or pumps.
4.3 Paved Court & Parking Lot Preparation
Excavations A structure formerly existed in the southeast corner of the property. We
recommend all remnants of the former structure including footings, floor slabs, foundation
walls and underground utilities, if encountered, be removed from within the proposed
pavement and oversize areas. Likewise we recommend that all vegetation, existing fill soils,
topsoil and soft clays be removed from the proposed pavement and oversize areas. Table 2
below summarizes the anticipated excavation depths at the boring locations. Excavation
depths may vary and could be deeper.
Table 2. Anticipated Grading Excavation Depths
Boring
Number Location
Measured
Surface
Elevation (feet)
Anticipated
Excavation
Depth (feet)*
Anticipated
Excavation
Elevation (feet)*
SB-1 Court 913.2 7 906
SB-2 Court 914.3 1 ½ 913
SB-3 Parking Lot 912.7 4 908 ½
SB-4 Parking Lot 913.3 5 908 ½
SB-5 Court 912.6 9 903 ½
*Excavation depths and elevation were rounded to the nearest ½ foot.
Area of Soil Boring 4 Boring SB-4 performed at the east car parking lot entrance
encountered existing fill soils which extended deeper than 16 feet and a portion of the
parking lot will likely be supported by existing fill soils. Due to the N-Value of 4 near the
surface, we recommend reworking a minimum of the upper 3 feet of the subgrade.
Additionally, to further evaluate the suitability of the existing fill soils, if necessary, tests pits
could be performed prior to or at the time of construction to further evaluate the quality of
the fill in the pavement areas. Compaction tests could be performed on the fill within test
pits confirm compaction is a minimum of 95 percent of Standard Proctor.
Oversizing In areas where the excavations extend below the proposed pavement
elevations, the excavation requires oversizing. We recommend the perimeter of the
excavation be extended a foot outside the proposed footprint for every foot below pavement
grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the
pavements.
Fill and backfill placed on slopes must be “benched” into the underlying suitable soil to
reduce the potential for slip planes to develop between the fill and underlying soil. We
6
recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill
into the slope. We recommend each bench be a minimum of 10 feet wide.
Fill Material Fill required to attain site grades may consist of any debris-free, non-organic
mineral soil. Portions of the removed existing fill soils could be reused as engineered fill but
will likely require moisture conditioning (drying).
Constructing the pavements with a 2 foot thick sand subbase would provide a more stable
and less frost susceptible pavement subgrade. We recommend using sand with less than
12% passing the #200 sieve, such as MN/DOT 3149.2B2 (Select Granular Borrow). If the
sand sub-base is used we recommend the sub-base extend to 2 feet beyond the outside edges
of the curbs/pavements for frost and drainage uniformity. Sand layers outside the
pavements/curbs should be capped with slow draining soil to reduce surface water
infiltration.
If a sand sub-base is used in the pavement areas, drainpipes (finger drains) should be
installed 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.
Backfilling We recommend that engineered fill placed to establish pavement grades be
compacted to a minimum of 95 percent of its standard Proctor maximum dry density. The
upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its
standard Proctor maximum dry density. We recommend compacting the backfill at
moisture contents within a range of 1 percentage point above and 3 percentage points below
its optimum moisture content. Granular fill classified as SP or SP-SM can be placed within 65
percent to 105 percent of 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.
4.4 Pavement Recommendations
R-Value testing was beyond the scope of this project. The soil borings generally encountered
existing fill and clay till soils consisting of predominantly of sandy lean clay soils near the
surface corresponding to the ASTM Classifications CL. We assume the sandy lean clays will
mainly comprise the pavement subgrades and recommend using an R-Value of 12 for
pavement design.
We recommend a light duty bituminous pavement section for the car parking lot consist of
1 ½ inches of bituminous wear, 2 ½ inches of bituminous base and 8 inches of aggregate base
and the bituminous trail/bituminous shelter pad consist of 3 inches of bituminous wear and
6 inches of aggregate base.
We recommend the concrete pavement section for the hockey rink/pickleball courts be at
least 6 inches thick. We recommend the concrete be reinforced with rebar and have control
joints with a maximum 10 foot by 10 foot grid. Additionally, we recommend a minimum of 6
7
inches of sub-base material be placed below the rink/concrete slab, consisting of imported
Sand subgrade meeting MN/DOT specification 3138 (Class 5).
Prior to placing the aggregate base (Class 5) we recommend observing a test roll of the
subgrade soils with a loaded tandem truck to identify soft, weak, loose or unstable areas that
may require additional subcuts.
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 hockey rink/pickleball courts will be a concrete slab and the car parking lot 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 testing of Portland cement concrete.
4.5 Utilities
We anticipate new underground storm sewer utilities will be installed as part of the project.
We anticipate that the utilities will be supported by engineered fill and/or glacial till soils
which in our opinion are suitable for pipe support. We recommend removing all topsoil,
existing fill soils, soft clays or other unsuitable soils, if encountered, beneath utilities prior to
utility 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 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.
Groundwater only encountered in soil boring 4 at a depth of 11 ½ feet while drilling. This
groundwater appears to have been perched with a sand seams of the soil. If groundwater is
encountered during utility installations, we assume the volume of water will be relatively
small and able to be removed with sumps or pumps
8
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Excavation
The existing fill soils and glacial till soils encountered in the borings generally correspond to
the ASTM Classifications CL. The soils identified in the borings will generally be Type B
soils under Department of Labor Occupational Safety and Health Administration (OSHA)
guidelines. Temporary excavations should be constructed at a minimum of 1 foot horizontal
to every 1 foot vertical within excavations.
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 or qualified engineering technician 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
Site soils that will be excavated and reused as backfill and fill appear to be above their
assumed optimum moisture content. We anticipate it will be necessary to moisture
condition (dry) these soils 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 during construction of the
pavements. 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 protected from
freezing until the necessary strength is obtained. Frost should not be permitted to penetrate
below the footings.
9
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 geotechnical
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 hole was
checked for the presence of groundwater. Again, at the end of the drilling day, the borings
were re-checked for the presence of groundwater with the levels and time delay being noted
on the boring logs.
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.
7.2 Review of Design
This report is based on the design of the proposed pavements 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.
10
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 the City of Chanhassen, Pioneer Engineering and their
design team to use to design the proposed structures 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 Boring Location
Haugo GeoTechnical
Services.
2825 Cedar Ave S
Minneapolis, MN 55407
Figure #: 1
Drawn By: LWM
Date: 1/8/16
Scale: None
HGTS Project #: 15-0878
Soil Boring Location Sketch
Proposed Park Addition
Bandimere Park
Chanhassen, MN
SB-2
SB-1
SB-4
SB-3
SB-5
Structure(s) were removed
at the time of our
Exploration
HGTS# 15-0878
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-1 913.22 172175.49 559758.18
SB-2 914.27 172038.96 559715.03
SB-3 912.73 172072.24 559447.27
SB-4 913.34 172020.88 559568.02
SB-5 912.60 172154.66 559665.89
Sandy Lean Clay, trace Gravel, dark brown and dark grey, moist to
wet. (FILL)
(CL) Sandy Lean Clay, trace Gravel, brown with rust stains, moistto wet, rather stiff. (Glacial Till)
Bottom of borehole at 16.0 feet.
AU22
SS
23
SS
24
SS
25
SS
26
SS
27
SS
28
3-5-4
(9)
3-6-4
(10)
2-5-6
(11)
3-4-6
(10)
3-4-7
(11)
2-5-6
(11)
NOTES
GROUND ELEVATION 913.2 ft MSL
LOGGED BY CP
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 12/22/16 COMPLETED 12/22/16
AT TIME OF DRILLING --- Not Encountered.
AT END OF DRILLING --- Not Encountered.
AFTER DRILLING --- Not Encountered at Cave-In Depth of 12 1/2 Feet.
HOLE SIZE 3 1/4 inches
FINES CONTENT (%)
20 40 60 80
20 40 60 80
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PAGE 1 OF 1
BORING NUMBER SB-1
CLIENT Pioneer Engineering
PROJECT NUMBER 15-0878
PROJECT NAME Bandimere Park
PROJECT LOCATION Chanhassen, Minnesota
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Haugo GeoTechnical Services
2825 Cedar Avenue S
Minneapolis, MN 55407
Sandy Lean Clay, trace Roots, dark brown, wet. (Topsoil)
(CL) Sandy Lean Clay, trace Gravel, brown with rust stains, moistto wet, medium to stiff. (Glacial Till)
Bottom of borehole at 16.0 feet.
AU15
SS
16
SS
17
SS
18
SS
19
SS
20
SS
21
5-4-3
(7)
5-5-5
(10)
4-5-7
(12)
3-6-8
(14)
3-4-7
(11)
3-4-5
(9)
NOTES
GROUND ELEVATION 914.3 ft MSL
LOGGED BY CP
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 12/22/16 COMPLETED 12/22/16
AT TIME OF DRILLING --- Not Encountered.
AT END OF DRILLING --- Not Encountered.
AFTER DRILLING --- Not Encountered at Cave-In Depth of 13 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
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 Pioneer Engineering
PROJECT NUMBER 15-0878
PROJECT NAME Bandimere Park
PROJECT LOCATION Chanhassen, Minnesota
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
-
1
/
1
9
/
1
6
0
8
:
1
0
-
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
5
-
0
8
7
8
B
O
N
D
I
M
E
R
E
P
A
R
K
.
G
P
J
Haugo GeoTechnical Services
2825 Cedar Avenue S
Minneapolis, MN 55407
Lean Clay with Sand, trace Roots, slightly organic, black, moist.
(Topsoil)
(CL-ML) Silty Clay, trace Roots, grey with rust stains, moist to wet,rather stiff. (Alluvium)
(CL) Sandy Lean Clay, trace Gravel, brown with rust stains, moistto wet, very stiff to rather stiff. (Glacial Till)
Bottom of borehole at 16.0 feet.
AU1
SS
2
SS
3
SS
4
SS
5
SS
6
SS
7
7-9-8
(17)
5-5-4
(9)
6-9-11
(20)
3-7-9
(16)
4-6-9
(15)
2-4-6
(10)
NOTES
GROUND ELEVATION 912.7 ft MSL
LOGGED BY CP
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 12/22/16 COMPLETED 12/22/16
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
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 Pioneer Engineering
PROJECT NUMBER 15-0878
PROJECT NAME Bandimere Park
PROJECT LOCATION Chanhassen, Minnesota
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
-
1
/
1
9
/
1
6
0
8
:
1
0
-
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
5
-
0
8
7
8
B
O
N
D
I
M
E
R
E
P
A
R
K
.
G
P
J
Haugo GeoTechnical Services
2825 Cedar Avenue S
Minneapolis, MN 55407
Sandy Lean Clay, Clayey Sand and Silty Sand, dark brown, black
and grey, moist to wet. (FILL)
Bottom of borehole at 16.0 feet.
AU8
SS
9
SS
10
SS
11
SS
12
SS
13
SS
14
3-2-2
(4)
3-4-3
(7)
3-3-5
(8)
3-4-4
(8)
1-2-3
(5)
1-2-3
(5)
NOTES
GROUND ELEVATION 913.3 ft MSL
LOGGED BY CP
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 12/22/16 COMPLETED 12/22/16
AT TIME OF DRILLING 11.50 ft / Elev 901.80 ft
AT END OF DRILLING ---
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
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 Pioneer Engineering
PROJECT NUMBER 15-0878
PROJECT NAME Bandimere Park
PROJECT LOCATION Chanhassen, Minnesota
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
-
1
/
1
9
/
1
6
0
8
:
1
0
-
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
5
-
0
8
7
8
B
O
N
D
I
M
E
R
E
P
A
R
K
.
G
P
J
Haugo GeoTechnical Services
2825 Cedar Avenue S
Minneapolis, MN 55407
Lean Clay, with roots and fibers, dark brown and black, moist.
(Topsoil/FILL)
Sandy Lean Clay, dark brown, moist to wet. (FILL)
Silty Sand, trace roots, slightly organic, black, moist. (BuriedTopsoil)
(CL) Lean Clay, grey, moist to wet, medium. (Alluvium)
(CL) Sandy Lean Clay, trace Gravel, brown, moist to wet, ratherstiff. (Glacial Till)
Bottom of borehole at 13.5 feet.
AU29
SS
30
SS
31
SS
32
SS
33
SS
34
1-2-2
(4)
1-2-2
(4)
1-2-7
(9)
2-3-4
(7)
4-4-5
(9)
NOTES
GROUND ELEVATION 912.6 ft MSL
LOGGED BY CP
DRILLING METHOD Hollow Stem Auger/Split Spoon
DRILLING CONTRACTOR HGTS GROUND WATER LEVELS:
CHECKED BY PG
DATE STARTED 12/22/16 COMPLETED 12/22/16
AT TIME OF DRILLING --- Not Encountered.
AT END OF DRILLING --- Not Encountered.
AFTER DRILLING --- Not Encountered at Cave-In Depth of 8 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
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 Pioneer Engineering
PROJECT NUMBER 15-0878
PROJECT NAME Bandimere Park
PROJECT LOCATION Chanhassen, Minnesota
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
-
1
/
1
9
/
1
6
0
8
:
1
0
-
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
5
-
0
8
7
8
B
O
N
D
I
M
E
R
E
P
A
R
K
.
G
P
J
Haugo GeoTechnical Services
2825 Cedar Avenue S
Minneapolis, MN 55407
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