Report - Xcel Service Center, B2207371
Geotechnical Evaluation Report
Xcel Service Center
Intersection of Stone Creek Drive and Coulter Boulevard
Chanhassen, Minnesota
Prepared for
Xcel Energy
Professional Certification:
I hereby certify that this plan, specification, or report
was prepared by me or under my direct supervision
and that I am a duly licensed Professional Engineer
under the laws of the State of Minnesota.
Richard S. Jett, PE
Project Engineer
License Number: 58781
November 4, 2022
Project B2207371
Braun Intertec Corporation
AA/EOE
Braun Intertec Corporation
11001 Hampshire Avenue S
Minneapolis, MN 55438
Phone: 952.995.2000
Fax: 952.995.2020
Web: braunintertec.com
November 4, 2022 Project B2207371
Leigh Stoakes, PE LEED AP BD+C
Xcel Energy
414 Nicollet Mall, Mezanine
Minneapolis, MN 55401
Re: Geotechnical Evaluation Report
Xcel Service Center
Intersection of Stone Creek Drive and Coulter Boulevard
Chanhassen, Minnesota
Dear Mr. Stoakes:
We are pleased to present this Geotechnical Evaluation Report for the above-referenced. The following
report provides the results of our evaluation and should be read in its entirety.
Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions
about this report, or if there are other services that we can provide in support of our work to date, please
contact Richard Jett at 815.545.7059 (rjett@braunintertec.com) or Brad McCarter at 612.708.2790
(bmccarter@braunintertec.com).
Sincerely,
BRAUN INTERTEC CORPORATION
Richard S. Jett, PE
Project Engineer
Bradley J. McCarter, PE
Account Leader, Senior Engineer
Table of Contents
Description Page
A. Introduction ...................................................................................................................................... 1
A.1. Project Description .............................................................................................................. 1
A.2. Site Conditions and History ................................................................................................. 3
A.3. Purpose ................................................................................................................................ 4
A.4. Background Information and Reference Documents .......................................................... 5
A.5. Scope of Services ................................................................................................................. 5
B. Results .............................................................................................................................................. 6
B.1. Geologic Overview .............................................................................................................. 6
B.2. Boring Results ...................................................................................................................... 6
B.3. Groundwater ....................................................................................................................... 8
B.4. Laboratory Test Results ....................................................................................................... 8
C. Recommendations ........................................................................................................................... 9
C.1. Design and Construction Discussion ................................................................................... 9
C.1.a. Building Subgrade Preparation .............................................................................. 9
C.1.b. Reuse of On-Site Soils ............................................................................................. 9
C.1.c. Construction Disturbance ....................................................................................... 9
C.1.d. Sand Section in Deep Fill Zones ............................................................................ 10
C.1.e. Additional Exploratory Test Pits ........................................................................... 10
C.1.f. Filling on Slopes .................................................................................................... 10
C.2. Site Grading and Subgrade Preparation ............................................................................ 11
C.2.a. Building Subgrade Excavations ............................................................................. 11
C.2.b. Excavation Oversizing ........................................................................................... 12
C.2.c. Excavated Slopes .................................................................................................. 13
C.2.d. Excavation Dewatering ......................................................................................... 14
C.2.e. Engineered Fill Materials and Compaction .......................................................... 14
C.2.f. Special Inspections of Soils ................................................................................... 16
C.3. Spread Footings ................................................................................................................. 16
C.4. Maintenance Pit Walls ...................................................................................................... 17
C.5. Interior Slabs ..................................................................................................................... 17
C.5.a. Subgrade Modulus ............................................................................................... 17
C.5.b. Moisture Vapor Protection .................................................................................. 18
C.6. Frost Protection ................................................................................................................. 18
C.6.a. General ................................................................................................................. 18
C.6.b. Frost Heave Mitigation ......................................................................................... 18
C.7. Pavements ......................................................................................................................... 20
C.7.a. Pavement Subgrade Preparation ......................................................................... 20
C.7.b. Pavement Subgrade Proofroll .............................................................................. 20
C.7.c. Design Sections .................................................................................................... 21
C.7.d. Concrete Pavements ............................................................................................ 21
C.7.e. Bituminous Pavement Materials .......................................................................... 21
C.7.f. Subgrade Drainage ............................................................................................... 21
C.7.g. Performance and Maintenance ........................................................................... 22
C.8. Utilities .............................................................................................................................. 22
C.8.a. Subgrade Stabilization .......................................................................................... 22
C.8.b. Utility Backfill ........................................................................................................ 22
Table of Contents (continued)
Description Page
C.8.c. Corrosion Potential .............................................................................................. 23
C.9. Stormwater Infiltration ..................................................................................................... 23
C.10. Equipment Support ........................................................................................................... 23
D. Procedures ...................................................................................................................................... 24
D.1. Penetration Test Borings ................................................................................................... 24
D.2. Exploration Logs ................................................................................................................ 24
D.2.a. Log of Boring Sheets ............................................................................................. 24
D.2.b. Geologic Origins ................................................................................................... 24
D.3. Material Classification and Testing ................................................................................... 25
D.3.a. Visual and Manual Classification .......................................................................... 25
D.3.b. Laboratory Testing ............................................................................................... 25
D.4. Groundwater Measurements ............................................................................................ 25
E. Qualifications .................................................................................................................................. 25
E.1. Variations in Subsurface Conditions .................................................................................. 25
E.1.a. Material Strata ..................................................................................................... 25
E.1.b. Groundwater Levels ............................................................................................. 26
E.2. Continuity of Professional Responsibility .......................................................................... 26
E.2.a. Plan Review .......................................................................................................... 26
E.2.b. Construction Observations and Testing ............................................................... 26
E.3. Use of Report ..................................................................................................................... 26
E.4. Standard of Care ................................................................................................................ 26
Appendix
Soil Boring Location Sketch
Log of Boring Sheets ST-1 through ST-34
Descriptive Terminology of Soil
A. Introduction
A.1. Project Description
This Geotechnical Evaluation Report addresses the design and construction of the proposed service
center that will be located at the intersection of Stone Creek Drive and Coulter Boulevard in Chanhassen,
Minnesota. We understand the service center will include the construction of an office/vehicle storage
structure, a fleet maintenance structure, and several cold (i.e., unheated) storage structures. The project
will also include at-grade parking/driving lanes, associated below-grade utilities, and two stormwater
management basins along the west side of the site. Tables 1a through 1c and 2 below provide a summary
of project details.
Table 1a. Building Description – Office/Vehicle Storage Structure
Aspect Description
Below grade levels (assumed) None
Above grade levels (assumed) One – vehicle storage area
Two – office area
Finished floor elevations (provided) 952.5 feet (lowest level)
974.5 feet (first level)
Maximum column loads (assumed) 250 kips per linear foot
Maximum wall loads (assumed) 6 kips per linear foot
Nature of construction
Assumed to include cast in place concrete footings
and foundation walls with a grade-supported cast in
place concrete slab. We anticipate the walls will be a
combination of precast concrete panels and masonry
with steel framed above-grade levels.
Table 1b. Building Description – Fleet Maintenance Structure
Aspect Description
Below grade levels (assumed) None
Above grade levels (assumed) One
Finished floor elevation (provided) 952.5 feet
Maximum column loads (assumed) 200 kips per linear foot
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Aspect Description
Maximum wall loads (assumed) 5 kips per linear foot
Nature of construction
Assumed to include cast in place concrete footings
and foundation walls with a grade-supported cast in
place concrete slab. We anticipate the walls will be
precast concrete with a steel framed roof.
Table 1c. Building Description – Cold Storage Structures
Aspect Description
Below grade levels (assumed) None
Above grade levels (assumed) One
Finished floor elevations (provided) 952.5 feet
Maximum column loads (assumed) 100 kips per linear foot
Maximum wall loads (assumed) 4 kips per linear foot
Nature of construction
Assumed to include cast in place concrete footings
and foundation walls with a grade-supported cast in
place concrete slab. We anticipate the walls will be
precast concrete with a steel framed roof.
Table 2. Site Aspects and Grading Description
Aspect Description
Pavement types
Bituminous parking lots and concrete service yard
area
Assumed Bituminous pavement loads
Light-Duty: 75,000 ESALs*
Heavy-Duty: 250,000 ESALs*
Grade changes Within 15 feet of existing grades
*Equivalent 18,000-lb single axle loads based on 20-year design.
The figure below shows an illustration of the proposed site layout.
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Figure 1. Site Layout
Figure provided by Loucks, Inc. (undated).
A.2. Site Conditions and History
Currently, the site exists as agricultural land. The site had previously supported several small buildings in
the northwest corner of the site, likely for residential or agricultural purposes. It appears that a some of
the site has undergone minimal site grading outside of agricultural disturbance of the top few feet of
subgrade. Photograph 1 below exhibits the locations of the previous buildings on-site. The site is
generally hilly, with surface elevations from the recently completed soil borings ranging from
approximately 930 to 971 feet.
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Photograph 1. Aerial Photograph of the Site in 1991
Photograph furnished by Google Earth. Red outline notes site boundaries.
A.3. Purpose
The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at
selected exploration locations, evaluate their impact on the project, and provide geotechnical
recommendations for use in the design and construction of the proposed service center.
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A.4. Background Information and Reference Documents
We reviewed the following information:
▪ Preliminary site grading plan, provided by Loucks, Inc. (undated)
In addition to the provided source, we have used several publicly available sources of information
including topography maps obtained from the Minnesota Department of Natural Resources (MnTOPO
website) and Google Earth aerial photographs.
We have described our understanding of the proposed construction and site to the extent others
reported it to us. Depending on the extent of available information, we may have made assumptions
based on our experience with similar projects. If we have not correctly recorded or interpreted the
project details, the project team should notify us. New or changed information could require additional
evaluation, analyses and/or recommendations.
A.5. Scope of Services
We performed our scope of services for the project in accordance with our Proposal for a Geotechnical
Evaluation (QTB162153) dated July 20, 2022 as well as Change Order #1 dated July 29, 2022 under Xcel
Energy Purchase Order 4501137443. The following list describes the geotechnical tasks completed in
accordance with our authorized scope of services.
▪ Reviewing the background information and reference documents previously cited.
▪ Staking and clearing the exploration location of underground utilities. The project team
collaborated on the exploration locations and we staked them. We acquired the surface
elevations and locations with GPS technology using the State of Minnesota’s permanent GPS
base station network. The Soil Boring Location Sketch included in the Appendix shows the
approximate locations of the borings.
▪ Performing the requested 27 standard penetration test (SPT) borings to depths ranging from
10 to 30 feet below existing grade included as outlined in the original agreement, as well as
seven additional SPT soil borings to depths ranging from 15 to 30 feet below existing grade
within the cold storage structures and stormwater management areas as outlined in the
scope of Change Order #1.
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▪ Performing laboratory testing on select samples to aid in soil classification and engineering
analysis.
▪ Preparing this report containing a boring location sketch, logs of soil borings, a summary of
the soils encountered, results of laboratory tests, and recommendations for structure and
pavement subgrade preparation and recommendations for use in the design of foundations,
floor slabs, utilities, stormwater management, and pavements.
Our scope of services did not include environmental services or testing and our geotechnical personnel
performing this evaluation are not trained to provide environmental services or testing. We can provide
environmental services or testing at your request.
B. Results
B.1. Geologic Overview
We based the geologic origins used in this report on the soil types, in-situ and laboratory testing, and
available common knowledge of the geological history of the site. Because of the complex depositional
history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the
geologic history for the site.
B.2. Boring Results
Table 3 provides a summary of the soil boring results in the general order we encountered the strata.
Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive
Terminology sheet in the Appendix includes definitions of abbreviations used in Table 3.
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Table 3. Subsurface Profile Summary
Strata
Soil Type -
ASTM
Classification N values Commentary and Details
Topsoil /
Topsoil fill SM, SC N/A
▪ Observed at all boring locations with thicknesses
ranging from approximately 1/2 foot to
2 1/2 feet.
▪ Generally dark brown to black in color.
▪ Moisture conditions were generally moist.
Fill SM, SC, OL, CL 5 to 22
▪ Observed at borings ST-1 through ST-4, ST-6
through ST-8, ST-11 through ST-14, ST-21, ST-26,
ST-28, ST-29, ST-31, and ST-32 and extended
below the surficial soils to depths ranging from
about 4 1/2 to 9 1/2 feet below existing grade.
▪ Moisture conditions were generally moist.
▪ Occasional layers of slightly organic to organic
soils encountered throughout.
▪ Variable amounts of gravel; may contain cobbles
and boulders.
Swamp
deposit OL, CL 7 to 8
▪ Observed in Boring ST-20 below the surficial
soils and extended to a depth of approximately
7 feet below existing grade.
▪ Generally organic clay or slightly organic lean
clay soils.
▪ Moisture conditions were generally moist.
Glaciofluvial
deposit CL, SC, SM, ML, 5 to 15
▪ Observed in Borings ST-3 through ST-6, ST-8,
ST-12, ST-16, ST-22, ST-24 through ST-27, ST-30,
and ST-34 below the surficial soils and fill soils
and generally extended to depths ranging from
about 4 1/2 to 13 feet below existing grade.
Boring ST-22 terminated within the glaciofluvial
soils.
▪ Relative densities of the fine-grained soils were
generally medium to stiff.
▪ Moisture conditions were generally moist.
Glacial
deposits
SM 5 to 21 ▪ Observed below the surficial soils, fill soils, and
glaciofluvial soils and extended to the
termination depths of the borings.
▪ Relative densities of the granular soils were
loose to medium dense.
▪ Relative consistencies of the fine-grained soils
were generally medium to very stiff with
isolated zones of soft soils.
▪ Variable amounts of gravel; may contain cobbles
and boulders.
▪ Moisture conditions were generally moist to
wet.
SC, CL 4 to 29
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We did not perform gradation analysis on the topsoil material encountered in accordance with our scope
of work. Therefore, we cannot conclusively determine if the encountered material satisfies a particular
specification.
For simplicity in this report, we define existing fill to mean existing, uncontrolled, or undocumented fill.
B.3. Groundwater
Groundwater was observed in two of the completed 34 soil borings (Boring ST-4 and ST-32) at depths of
approximately 13 and 25 feet respectively (approximate elevations of 948 1/2 and 930 1/2 feet
respectively). We anticipate that this encountered groundwater is not static groundwater but rather
perched within the sandier portions of the soil profile. We anticipate that the hydrostatic groundwater
level on this site is deeper than our exploration depths.
Groundwater may take days or longer to reach equilibrium in the boreholes and we immediately
backfilled the boreholes, in accordance with our scope of work. If the project team identifies a need for
more accurate determination of groundwater depth, we can install piezometers and completed a long-
term groundwater monitoring plan. Project planning should anticipate seasonal and annual fluctuations
of groundwater.
The project team should also anticipate that perched groundwater will likely be encountered during
project excavations, as the existing soil profile is conducive to the formation of such conditions at varying
depths and locations across the site.
B.4. Laboratory Test Results
The boring logs show the results of the laboratory testing we performed next to the tested sample depth.
The moisture content tests performed on select fill soil samples indicated moisture contents ranging
from about 11 to 22 percent moisture by weight. Organic content tests performed on select fill soil and
swamp deposit soil samples indicated organic contents ranging from 4 to 8 percent moisture by weight.
The moisture content tests performed on select naturally deposited soil samples indicated moisture
contents ranging from about 13 to 31 percent moisture by weight. Sieve analysis tests performed on
select naturally deposited soil samples indicated about 49 to 93 percent particles, by weight, passing the
#200 sieve. Atterberg limits tests were performed on select naturally deposited clay samples and showed
a liquid limit of 33 and a plastic limit of 18.
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C. Recommendations
C.1. Design and Construction Discussion
C.1.a. Building Subgrade Preparation
Based on results of the geotechnical exploration, the proposed structures can be supported on
traditional spread footings bearing on either competent naturally deposited soils or properly compacted
and moisture conditioned engineered fill soils following soil corrections. Soil corrections to remove
unsuitable fill soils or glaciofluvial deposit soils from beneath the proposed buildings should be expected.
C.1.b. Reuse of On-Site Soils
Based on the results of the geotechnical exploration and laboratory testing program, we anticipate that
the non-organic fill soils and naturally deposited soils on-site should generally be suitable for reuse as
engineered fill soils assuming they are compacted and moisture conditioned as outlined in Section C.2.e.
Swamp deposit soils are not considered suitable for reuse as engineered fill. Moisture conditioning of the
excavated clayey and silty soils should be expected prior to their reuse. Silt soils (ML) where present will
not be suitable for reuse as engineered fill as they are especially difficult to place and compact. In
addition, the glaciofluvial clays are typically in a wet condition and contain lesser amounts of sand, thus,
they will require significant moisture conditioning to reuse as structural fill.
Clean sand as needed for backfill will need to come from an import source as no such resources were
identified in our borings. Any materials to be used as engineered fill should be tested and approved by
the engineer prior to placement.
C.1.c. Construction Disturbance
Based on the results of the geotechnical exploration, we anticipate that the existing clayey and silty soils
on-site are highly moisture sensitive and susceptible to loss of strength when disturbed or if they become
exposed to excessive moisture. These soils will need to be moisture conditioned prior to placement as
engineered fill and protected from moisture during grading activities.
Stabilization of high traffic areas of the construction site using additional rock, including drive-lanes,
laydown yards, and other traffic areas, should be considered. Based on the soil conditions on this site and
our experiences, the stabilization approaches that could be considered are placing a sufficiently thick
crushed gravel section along these high traffic areas can help prevent loss of strength and provide a more
stable working platform for support of construction traffic. However, depending on the volume of heavy
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construction traffic, the weather conditions experienced during construction, and the measures taken
during construction to limit construction traffic and standing water on prepared subgrade, it should be
assumed that some maintenance of high traffic areas will likely be required throughout construction. We
recommend that the project team carry contingencies into construction that account for those conditions.
C.1.d. Sand Section in Deep Fill Zones
The provided preliminary grading plan indicates that deep backfill zone will be needed in isolated areas
within the building pads following soil corrections (i.e., near Borings ST-8, ST-11, ST-12, and ST-13),
specifically near the southern side of the office/vehicle storage building and the entirety of the fleet
maintenance building. Secondary consolidation of the deep backfill zones in building areas is of concern if
clay soils are used as backfill. To avoid this long-term secondary consolidation of clay backfill soils, we
recommend that a sand section be used in the lower zones of the new engineered fill mass in deep
backfill areas. The sand section would consist of sand containing less than 12 percent of particles, by
weight, passing a #200 sieve and be placed in the lower zones of the new fill mass at depths of 10 feet, or
deeper, from the bottom of the planned finished floor elevation (i.e., placing sand below about elevation
942 feet within the engineered fill mass). If clay soils are used as backfill in these areas, a construction
delay of about 6 to 12 months needs to be considered to allow for this settlement to occur prior to
building construction.
C.1.e. Additional Exploratory Test Pits
Based on the results of the soil borings and depth of anticipated fill soils encountered across the site, we
recommend that test pits be completed to further delineated the depth and extent of fill soils,
specifically near Borings ST-1, ST-2, ST-7, ST-8, ST-21, and ST-32. These test pits will help confirm the
composition of the subgrade soils and further identify the presence of fill soils in these areas of the site,
that will impact grading efforts and soil correction depths for the project.
We also recommend that shallower test pits are completed across the rest of the site to further delineate
the depth of near-surface disturbed agricultural soils, as these soils are typically organic in nature and not
reusable as engineered fill soils. Based on our experience, these agriculturally disturbed soils can vary
greatly in depth across a project site and may impact the volume of reusable soils available to the grading
team.
C.1.f. Filling on Slopes
Where existing grades are steeper than 4H:1V (i.e., on the north side of the site), we recommend placing
fill from low to high elevations on benches so that successive lifts are spread and compacted on level
surfaces, and a potential failure surface is not created along the fill’s lower boundary. Depending on fill
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requirements, the contractor can construct benches by cutting into existing grades while placing fill (the
composition of the exposed soils thus being in compliance with fill specifications), or by cutting the
benches in advance of filling (to prevent mixing with soils not in compliance with fill specifications). The
height of a given bench may vary, but not exceed, 4 feet and the width should consistently be great
enough to accommodate compaction equipment.
C.2. Site Grading and Subgrade Preparation
C.2.a. Building Subgrade Excavations
We recommend removing any topsoil/topsoil fill, existing fill soils, organic soils, glaciofluvial soils, swamp
deposit soils, and man-made structures/utilities (if encountered) from below the proposed structures
and their oversize areas. These unsuitable soils are not suitable for support of the proposed structures
due to their risk of excessive settlement. We also recommend having a geotechnical engineer, or an
engineering technician working under the direction of a geotechnical engineer, (geotechnical
representative) evaluate the suitability of exposed subgrade soils to support the proposed structure.
Table 4 shows the anticipated excavation depths and bottom elevations for each of the completed soil
borings.
Table 4. Building Excavation Depths
Structure Location
Approximate
Surface Elevation
(feet)
Anticipated
Excavation
Depth
(feet)
Anticipated
Bottom
Elevation (feet)
Anticipated
Depth Below the
Assumed
Finished Floor
Elevations of
952 1/2 feet
(feet)
Office /
Vehicle
Storage
Structure
ST-1 971.8 7 964 1/2 Cut To Grade
ST-2 965.3 4 1/2 960 1/2 Cut To Grade
ST-3 963.7 9 1/2 954 Cut To Grade
ST-4 961.2 9 1/2 951 1/2 1
ST-5 957.9 4 1/2 953 Cut To Grade
ST-6 958.7 9 1/2 949 3 1/2
ST-7 955.8 4 1/2 951 1 1/2
ST-8 949.2 13 936 16 1/2
ST-9 950.0 4 1/2 945 1/2 7
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Structure Location
Approximate
Surface Elevation
(feet)
Anticipated
Excavation
Depth
(feet)
Anticipated
Bottom
Elevation (feet)
Anticipated
Depth Below the
Assumed
Finished Floor
Elevations of
952 1/2 feet
(feet)
Fleet
Maintenance
Structure
ST-10 948.9 1/2 948 4 1/2
ST-11 945.5 4 1/2 941 11 1/2
ST-12 939.6 7 932 1/2 20
ST-13 939.7 4 1/2 939 1/2 13
Cold Storage
Structures
ST-16 950.6 4 1/2 946 6 1/2
ST-17 957.4 1 956 1/2 Cut To Grade
ST-18 956.6 1 955 1/2 Cut To Grade
ST-19 960.9 1 960 Cut To Grade
ST-20 960.1 7 953 Cut To Grade
ST-21 961.8 7 954 1/2 Cut To Grade
Excavation depths will vary between the borings. Portions of the excavations may also extend deeper
than indicated by the borings. A geotechnical representative should observe the excavations to make the
necessary field judgments regarding the suitability of the exposed soils. We also recommend that test
pits are completed in areas where fill or glaciofluvial deposits are encountered to further delineated the
depth and extent of these soils below the proposed structures (see Section C.1.e. for additional
information regarding test pits).
The contractor should use equipment and techniques to minimize soil disturbance. If soils become
disturbed or are wet, we recommend excavation and replacement with more suitable soils or crushed
rock.
C.2.b. Excavation Oversizing
When removing unsuitable materials below structures for soil corrections, we recommend the
excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 2
for an illustration of excavation oversizing.
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Figure 2. Generalized Illustration of Oversizing
C.2.c. Excavated Slopes
Based on the borings, we anticipate on-site soils in excavations will generally consist of silt and clay-laden
fill soils and clay-based naturally deposited soils. The fill or granular soils are typically considered Type C
Soil under OSHA (Occupational Safety and Health Administration) guidelines and the clay-based naturally
deposited soils are generally considered Type B Soil under OSHA (Occupational Safety and Health
Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have
a gradient no steeper than 1 1/2H:1V and Type B soils should have a gradient no steeper than 1H:1V.
Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to
evaluate slopes or excavations over 20 feet in depth.
1. Engineered fill as defined in C.2.e.
2. Excavation oversizing minimum of 1 to 1
(horizontal to vertical) slope or flatter
3. Engineered fill as required to meet
pavement support or landscaping
requirements as defined in C.2.e.
4. Backslope to OSHA requirements
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An OSHA-approved qualified person should review the soil classification in the field. Excavations must
comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This
document states excavation safety is the responsibility of the contractor. The project specifications
should reference these OSHA requirements.
C.2.d. Excavation Dewatering
We do not anticipate that groundwater will be encountered during project excavations. If perched water
or accumulated runoff water is encountered, we recommend it is removed from the excavations to
facilitate proper backfilling and concrete placement. Based on the soil boring results, we recommend
that sumps and pumps should be suitable for removal of groundwater should it is encountered.
C.2.e. Engineered Fill Materials and Compaction
Table 5 below contains our recommendations for engineered fill materials.
Table 5. Engineered Fill Materials*
Locations To Be Used
Engineered Fill
Classification
Possible Soil
Type
Descriptions Gradation
Additional
Requirements
▪ Below foundations
▪ Below interior slabs Structural fill CL, SC, SM,
SP-SM, SM
100% passing 2-inch
sieve
< 2% Organic
Content (OC)
Plasticity Index (PI)
< 15%
▪ Drainage layer
▪ Non-frost-
susceptible
▪ Free-draining
▪ Non-frost-
susceptible fill
▪ Clean Sand
SP
100% passing 1-inch
sieve
< 50% passing #40 sieve
< 5% passing #200 sieve
< 2% OC
▪ Behind maintenance
pit walls, beyond
drainage layer
▪ Deep fill zones (<10
feet below FFE)
Retained fill
Deep fill zones SP, SP-SM
100% passing 3-inch
sieve
< 12% passing #200
sieve
< 2% OC
Pavements Pavement fill CL, SC, SM,
SP-SM, SP
100% passing 3-inch
sieve
< 2% OC
PI < 15%
*More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in
periods of wet or freezing weather.
Based on the soil borings, deep backfill zones in excess of 10 feet in thickness will be present following
soil correction excavations within the office/vehicle storage building (ST-6) and within the fleet
maintenance building (ST-11 through ST-13). We caution that deep backfill zones, if composed of
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clay-based soil, will consolidate under their own weight in addition to structural loading. Thus, we
recommend that the lower portion of deep backfill zones consist of granular structural fill. That is, where
backfill zones are greater than 10 feet in thickness below floor slab grade (fill placed below an elevation
of 943 feet), we recommend the lower portion consist of granular structural fill as outlined in Section
C.2.e. If this granular structural fill zone is not placed in the deep portion of the building pad soil
corrections, a construction delay on the order of 6 to 12 months will be needed to allow for this
secondary settlement of clay backfill to occur.
Where clean granular soils are used as engineered fill overlying less permeable cohesive soils, these areas
with granular soils should be provided with a way for excess water to drain. If drainage is not allowed,
infiltrating groundwater may be retained on top of the less permeable cohesive soils and create a
“bathtub effect”. This has the possibility of causing excessive frost heave if the water is not allowed to
drain. The addition of draintile may be a solution for this problem.
We recommend spreading engineered fill in loose lifts of approximately 8 inches thick. We recommend
compacting engineered fill in accordance with the criteria presented below in Table 6. The project
documents should specify relative compaction of engineered fill, based on the structure located above
the engineered fill, and vertical proximity to that structure.
Table 6. Compaction Recommendations Summary
Reference
Relative Compaction,
percent
(ASTM D698 –
Standard Proctor)
Moisture Content Variance from Optimum,
percentage points
Sand Soils
(SP, SP-SM)
Silt and Clay-Laden Soils
(CL, SC, SM)
Below foundations,
interior slabs, and
oversizing zones
100 ±3 -1 to +3
Deep engineered fill
zones (>10 feet below
FFE)
100 ±3 N/A
Within 3 feet of
pavement subgrade 100 ±3 -2 to +1
More than 3 feet below
pavement subgrade 95 ±3 ±3
Adjacent to maintenance
pit walls 95* ±3 N/A
*Increase compaction requirement to meet compaction required for structure supported by this engineered fill.
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Project B2207371
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The project documents should not allow the contractor to use frozen material as engineered fill or to
place engineered fill on frozen material. Frost should not penetrate under foundations during
construction.
We recommend performing density tests in engineered fill to evaluate if the contractors are effectively
compacting the soil and meeting project requirements.
C.2.f. Special Inspections of Soils
We recommend including the site grading and placement of engineered fill within the building pad under
the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code,
which is part of the Minnesota State Building Code. Special Inspection requires observation of soil
conditions below engineered fill or footings, evaluations to determine if excavations extend to the
anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and
compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special
Inspections of site grading and engineered fill placement. The purpose of these Special Inspections is to
evaluate whether the work is in accordance with the approved Geotechnical Report for the project.
Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade
(surface compaction or dewatering, excavation oversizing, placement procedures and materials used for
engineered fill, etc.) and compaction testing of the engineered fill.
C.3. Spread Footings
Based on the results of the geotechnical exploration and subsequent laboratory testing program, the
proposed structures can be supported on traditional spread footings bearing on either competent
naturally deposited soils or properly moisture conditioned and compacted engineered fill soils following
soil corrections. Table 7 below contains our recommended parameters for foundation design.
Table 7. Recommended Spread Footing Design Parameters
Item Description
Maximum net allowable bearing pressure (psf) 4,000
Minimum factor of safety for bearing capacity failure 3.0
Minimum width (inches) 24 – Strip Footings
36 – Column Pads
Minimum embedment below final exterior grade for heated
structures (inches) 42
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Item Description
Minimum embedment below final exterior grade for
unheated structures or for footings not protected from
freezing temperatures during construction (inches)
60
Total estimated settlement (inches) Approximately 1 inch
Differential settlement Typically about 2/3 of total settlement
C.4. Maintenance Pit Walls
While the service center structures will be slab-on-grade, we understand there may be small soil-
retaining walls (less than 3 1/2 feet) for internal maintenance pits. For walls with unbalanced fill loads,
we recommend the engineered fill located within 5 feet of the walls consist of clean sand as defined in
Section C.2.e. If clean sand is used as wall backfill, we recommend designing the walls based on a lateral
coefficient of 0.28 for active pressure, and 0.44 for at-rest earth pressure with a friction angle of 34
degrees and a wet unit weight of 115 pcf for clean sand soils (SP, SP-SM) as outlined in Section C.2.e.
Designs should also consider the slope of any fill and dead or live loads, including equipment and
materials, placed within a horizontal distance behind the walls that is equal to the height of the walls.
Our recommended values also assume the wall design provides drainage to prevent water from
accumulating behind the walls. The construction documents should clearly identify the material
properties of the soil the contractor should use for wall fill.
The project documents should indicate if walls need bracing prior to filling and allowable unbalanced fill
heights.
C.5. Interior Slabs
C.5.a. Subgrade Modulus
We anticipate that the floor slab will be supported on competent naturally deposited clay soils or
properly compacted and moisture conditioned clay-based engineered fill soils. We recommend using a
modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (pci) to design the
slabs. If the slab design requires placing 6 inches of compacted crushed aggregate base immediately
below the slab, the slab design may increase the k-value by 25 pci. We recommend that the aggregate
base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an
aggregate base facilitates construction activities and is less weather sensitive.
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Project B2207371
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C.5.b. Moisture Vapor Protection
Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to
separate, or mold to form under floor coverings. If project planning includes using floor coverings or
coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We
also recommend consulting with floor covering manufacturers regarding the appropriate type, use and
installation of the vapor retarder or barrier to preserve warranty assurances.
C.6. Frost Protection
C.6.a. General
We anticipate that clay and silt-laden soils will underlie exterior slabs (i.e., building entrances or
sidewalks). We consider these soils to be moderately to highly frost susceptible. Soils of this type can
retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils
become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen,
unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on
them could develop. This type of heaving could affect design drainage patterns and the performance of
exterior slabs and pavements, as well as any isolated exterior footings and piers.
Note that general runoff and infiltration from precipitation are not the only sources of water that can
saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in
close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well.
C.6.b. Frost Heave Mitigation
To address most of the heave related issues, we recommend setting general site grades and grades for
exterior surface features to direct surface drainage away from buildings, across large paved areas and
away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent
heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave,
which may not fully settle after thawing.
Even small amounts of frost-related differential movement at walkway joints or cracks can create
tripping hazards. Project planning can explore several subgrade improvement options to address this
condition.
One of the more conservative subgrade improvement options to mitigate potential heave is removing
any frost-susceptible soils present below the exterior slab areas down to a minimum depth of 4 feet
below subgrade elevations or to the bottom of adjacent footing elevations. We recommend filling the
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Project B2207371
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resulting excavation with non-frost-susceptible fill. We also recommend sloping the bottom of the
excavation toward one or more collection points to remove any water entering the engineered fill. This
approach will not be effective in controlling frost heave without removing the water.
An important geometric aspect of the excavation and replacement approach described above is sloping
the banks of the excavations to create a more gradual transition between the unexcavated soils
considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible.
The slope allows attenuation of differential movement that may occur along the excavation boundary.
We recommend slopes that are 3H:1V, or flatter, along transitions between frost-susceptible and non-
frost-susceptible soils.
Figure 3 shows an illustration summarizing some of the recommendations.
Figure 3. Frost Protection Geometry Illustration
Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost-depth
footings or localized excavations with sloped transitions between frost-susceptible and non-frost-
susceptible soils, as described above.
Over the life of slabs, cracks will develop and joints will open up, which will expose the subgrade and
allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water
intrusion increases the potential for frost heave or moisture-related distress near the crack or joint.
Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks
and joints. The maintenance program should give special attention to areas where dissimilar materials
abut one another, where construction joints occur and where shrinkage cracks develop.
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C.7. Pavements
C.7.a. Pavement Subgrade Preparation
We recommend the following steps for pavement and exterior slab subgrade preparation, understanding
the site will have a grade change of 5 feet or less. Note that project planning may need to require
additional subcuts to limit frost heave.
1. Strip unsuitable soils consisting of topsoil, organic soils, soft clay soils, silt soils, vegetation,
and existing structures/utilities (if encountered) from the area from within the pavement
grade. Any silt soils encountered within the pavement subgrade should be removed to a
minimum depth of 2 feet below proposed pavement subgrade elevation.
2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional
subgrade improvements are necessary. Based on the results of the borings, the contractor
should anticipate that minor soil correction excavations of the existing fill or unsuitable
naturally deposited soils may be needed to provide a stable subgrade. Where needed,
subcuts on the order of 2 to 3 feet should be sufficient in pavement areas at this site.
3. Slope subgrade soils to allow the removal of accumulating water.
4. Scarify, moisture condition, and surface compact the resulting subgrade.
5. Place pavement engineered fill to grade and compact in accordance with Section C.2.e. to
bottom of pavement and exterior slab section. See Section C.6. for additional considerations
related to frost heave.
6. Proofroll the pavement or exterior slab subgrade as described in Section C.7.b.
C.7.b. Pavement Subgrade Proofroll
After preparing the subgrade as described above and prior to the placement of the aggregate base, we
recommend proofrolling the subgrade soils with a fully loaded tandem-axle truck. We also recommend
having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate
soft or weak areas that will require additional soil correction work to support pavements.
The contractor should correct areas that display excessive yielding or rutting during the proofroll, as
determined by the geotechnical representative. Possible options for subgrade correction include
moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate,
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chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the
aggregate base material is in place, and prior to placing bituminous or concrete pavement.
C.7.c. Design Sections
Our scope of services for this project did not include laboratory tests on subgrade soils to determine an
R-value for pavement design. Based on our experience with similar soils anticipated at the pavement
subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may
need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 8 provides
minimum recommended pavement sections, based on the soils supporting and the assumed traffic loads.
Table 8. Recommended Minimum Bituminous Pavement Sections
Use Light Duty Heavy Duty
Minimum asphalt thickness (inches) 4 5
Minimum aggregate base thickness
(inches) 8 10
C.7.d. Concrete Pavements
For concrete pavements used in areas with higher traffic and turning loads, we recommend a minimum
6 inches of concrete overlying 6 inches of aggregate base. We assumed the concrete pavement sections
will have edge support. We recommend placing an aggregate base below the pavement to provide a
suitable subgrade for concrete placement, reduce faulting and help dissipate loads. Appropriate mix
designs, panel sizing, jointing, doweling, and edge reinforcement are critical to performance of rigid
pavements. We recommend you contact your civil engineer to determine the final design or consult with
us for guidance on these items.
C.7.e. Bituminous Pavement Materials
Appropriate mix designs are critical to the performance of flexible pavements. We can provide
recommendations for pavement material selection during final pavement design.
C.7.f. Subgrade Drainage
We recommend installing perforated drainpipes throughout pavement areas at low points, around catch
basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement
and exterior slab edges where exterior grades promote drainage toward those edge areas. The
contractor should place drainpipes in small trenches, extended below the aggregate base material.
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C.7.g. Performance and Maintenance
We based the above pavement designs on a 20-year performance life for pavements. This is the amount
of time before we anticipate the pavement will require reconstruction. This performance life assumes
routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending
on variations in weather, traffic conditions and maintenance.
It is common to place the non-wear course of bituminous and then delay placement of wear course. For
this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to
support construction traffic.
Many conditions affect the overall performance of the pavements. Some of these conditions include the
environment, loading conditions and the level of ongoing maintenance. With regard to bituminous
pavements in particular, it is common to have thermal cracking develop within the first few years of
placement, and continue throughout the life of the pavement. We recommend developing a regular
maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for
cold weather distress due to frost heave or warm weather distress due to wetting and softening of the
subgrade.
C.8. Utilities
C.8.a. Subgrade Stabilization
Earthwork activities associated with utility installations located inside the building area should adhere to
the recommendations in Section C.2.e.
For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support.
However, if construction encounters unfavorable conditions such as soft clay, organic soils, silt soils, or
perched water at invert grades, the unsuitable soils may require some additional subcutting and
replacement with sand or crushed rock to prepare a proper subgrade for pipe support. We do not
recommend that pipes are placed directly on silt soils. Project design and construction should not place
utilities within the 1H:1V oversizing of foundations.
C.8.b. Utility Backfill
We recommend utility trench backfill adhere to the recommendations of Section C.2.e. depending on
what overlies the trench. The contractor should anticipate that zones of less desirable existing fill may
need to be separated as well as moisture conditioned prior to placement as utility trench backfill.
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C.8.c. Corrosion Potential
Based on our experience, the soils encountered by the borings are moderately corrosive to metallic
conduits, but only marginally corrosive to concrete. We recommend specifying non-corrosive materials
or providing corrosion protection, unless project planning chooses to perform additional tests to
demonstrate the soils are not corrosive.
C.9. Stormwater Infiltration
We performed Borings ST-28 through ST-34 within the potential stormwater management basins at the
site. Within these areas, silt and clay-laden soils were generally encountered throughout the soil profile.
The soils encountered in the stormwater management areas of the site are generally classified in
hydrologic soil group D in accordance with the Minnesota Stormwater Manual. We also performed
laboratory permeability testing near the proposed pond bottoms in lieu of Double-Ring Infiltrometer
testing or the like to obtain the hydraulic conductivity of the existing in-place soils. The results of these
laboratory tests are shown Table 9 below and in more detail in the Appendix. Based on these results, the
soils are not conducive to rapid infiltration and we do not recommend that stormwater basins be
designed to infiltrate at this site. Alternative options that can be considered in lieu of stormwater
infiltration include retention ponds, filtration ponds, or holding tanks.
Table 9. Laboratory Permeability Testing Results
Boring / Depth
Approximate Test Elevation
(feet)
Hydraulic Conductivity
(cm/sec)
Boring ST-34 @ 25 feet 931 feet 9.4E-08
Boring ST-29 @ 15 feet 930 feet 8.8E-08
Boring ST-30 @ 15 feet 925 feet 1.3E-07
C.10. Equipment Support
The recommendations included in the report may not be applicable to equipment used for the
construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of
shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to
determine if the exposed materials are suitable for equipment support, or require some form of
subgrade improvement. We also recommend project planning consider the effect that loads applied by
such equipment may have on structures they bear on or surcharge – including pavements, buried
utilities, below-grade walls, etc. We can assist you in this evaluation.
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November 4, 2022
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D. Procedures
D.1. Penetration Test Borings
We drilled the penetration test borings with an All-Terrain Vehicle (ATV)-mounted core and auger drill
equipped with hollow-stem auger. We performed the borings in general accordance with ASTM D6151
taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. We
collected thin-walled tube samples in general accordance with ASTM D1587 at selected depths. The
boring logs show the actual sample intervals and corresponding depths.
We sealed penetration test boreholes in general accordance with MDH procedures.
D.2. Exploration Logs
D.2.a. Log of Boring Sheets
The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and
describe the penetrated geologic materials, and present the results of penetration resistance and other
in-situ tests performed. The logs also present the results of laboratory tests performed on penetration
test samples and groundwater measurements.
We inferred strata boundaries from changes in the penetration test samples and the auger cuttings.
Because we did not perform continuous sampling, the strata boundary depths are only approximate. The
boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as
gradual rather than abrupt transitions.
D.2.b. Geologic Origins
We assigned geologic origins to the materials shown on the logs and referenced within this report, based
on: (1) a review of the background information and reference documents cited above, (2) visual
classification of the various geologic material samples retrieved during the course of our subsurface
exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory
test results, and (5) available common knowledge of the geologic processes and environments that have
impacted the site and surrounding area in the past.
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November 4, 2022
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D.3. Material Classification and Testing
D.3.a. Visual and Manual Classification
We visually and manually classified the geologic materials encountered based on ASTM D2488. When we
performed laboratory classification tests, we used the results to classify the geologic materials in
accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we
used.
D.3.b. Laboratory Testing
The exploration logs in the Appendix note the results of the laboratory tests performed on geologic
material samples. We performed the tests in general accordance with ASTM procedures.
D.4. Groundwater Measurements
The drillers checked for groundwater while advancing the penetration test borings, and again after auger
withdrawal. We then filled the boreholes as noted on the boring logs.
E. Qualifications
E.1. Variations in Subsurface Conditions
E.1.a. Material Strata
We developed our evaluation, analyses and recommendations from a limited amount of site and
subsurface information. It is not standard engineering practice to retrieve material samples from
exploration locations continuously with depth. Therefore, we must infer strata boundaries and
thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning
should expect the strata to vary in depth, elevation and thickness, away from the exploration locations.
Variations in subsurface conditions present between exploration locations may not be revealed until
performing additional exploration work, or starting construction. If future activity for this project reveals
any such variations, you should notify us so that we may reevaluate our recommendations. Such
variations could increase construction costs, and we recommend including a contingency to
accommodate them.
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November 4, 2022
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E.1.b. Groundwater Levels
We made groundwater measurements under the conditions reported herein and shown on the
exploration logs, and interpreted in the text of this report. Note that the observation periods were
relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall,
flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal
and annual factors.
E.2. Continuity of Professional Responsibility
E.2.a. Plan Review
We based this report on a limited amount of information, and we made a number of assumptions to help
us develop our recommendations. We should be retained to review the geotechnical aspects of the
designs and specifications. This review will allow us to evaluate whether we anticipated the design
correctly, if any design changes affect the validity of our recommendations, and if the design and
specifications correctly interpret and implement our recommendations.
E.2.b. Construction Observations and Testing
We recommend retaining us to perform the required observations and testing during construction as
part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions
exposed during construction with those encountered by the borings and provide professional continuity
from the design phase to the construction phase. If we do not perform observations and testing during
construction, it becomes the responsibility of others to validate the assumption made during the
preparation of this report and to accept the construction-related geotechnical engineer-of-record
responsibilities.
E.3. Use of Report
This report is for the exclusive use of the addressed parties. Without written approval, we assume no
responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may
not be appropriate for other parties or projects.
E.4. Standard of Care
In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under
similar circumstances by reputable members of its profession currently practicing in the same locality.
No warranty, express or implied, is made.
Appendix
ST-1
ST-2
ST-3
ST-4
ST-5
ST-6
ST-7
ST-8
ST-9
ST-10
ST-11
ST-12
ST-13
ST-14
ST-15
ST-16 ST-17
ST-18
ST-19
ST-20
ST-21
ST-22
ST-23
ST-24 ST-25
ST-26
ST-27
ST-28
ST-29
ST-30
ST-31
ST-32
ST-33
ST-34
COULTER BOULEVA
R
D
HIGHWAY 5
STONE CREEK DRIVEF:\2022\B2207371\CAD\B2207371.dwg,Geotech,9/25/2022 9:56:00 AMbraunintertec.com
952.995.2000
Minneapolis, MN 55438
11001 Hampshire Avenue S
Project No:
B2207371
Drawn By:
Date Drawn:
Checked By:
Last Modified:9/25/22
Drawing No:
Project Information
Drawing Information
B2207371
JAG
9/7/22
RSJ
Xcel Service Center
Intersection of
Stone Creek Drive
and Coulter Boulevard
Chanhassen, Minnesota
Soil Boring
Location SketchN
DENOTES APPROXIMATE LOCATION OF
STANDARD PENETRATION TEST BORING
0
SCALE:1"= 150'
150'75'
Elev./
Depth
ft
970.4
1.4
964.8
7.0
947.3
24.5
945.8
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL
FILL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, brown, moist
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, brown to gray, medium dense
(GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, brown,
moist, very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-3-4
(7)
16"
2-4-5
(9)
14"
4-7-8
(15)
12"
5-5-8
(13)
10"
3-7-5
(12)
8"
2-5-6
(11)
8"
5-10-11
(21)
12"
6-10-11
(21)
16"
qₚ
tsf
MC
%
11
13
17
Tests or Remarks
P200=49%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-1
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181322 EASTING:551215
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:971.8 ft RIG:7503 METHOD:3 1/4" HSA SURFACING:Field WEATHER:Sunny -65°F
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-1 page 1 of 1
Elev./
Depth
ft
963.8
1.5
960.8
4.5
944.3
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL
FILL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, brown, moist
CLAYEY SAND (SC), trace Gravel, brown to
gray, moist, stiff to very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
4-5-6
(11)
10"
6-7-7
(14)
8"
3-4-6
(10)
10"
4-5-8
(13)
10"
4-6-7
(13)
16"
6-8-8
(16)
14"
5-6-9
(15)
14"
qₚ
tsf
MC
%
19
17
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-2
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181244 EASTING:551204
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:965.3 ft RIG:7503 METHOD:3 1/4" HSA SURFACING:Field WEATHER:Sunny -65°F
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-2 page 1 of 1
Elev./
Depth
ft
963.5
0.3
956.7
7.0
954.2
9.5
942.7
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
CLAYEY SAND (SC), trace Gravel, dark brown,
moist (TOPSOIL FILL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, contains seams of Clay,
organic, black, moist
LEAN CLAY (CL), trace Gravel, gray to brown,
moist, stiff (GLACIOFLUVIUM)
CLAYEY SAND (SC), trace Gravel, brown to
gray, moist, medium to stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-3-3
(6)
4"
3-3-5
(8)
6"
3-4-5
(9)
10"
3-3-4
(7)
10"
3-3-4
(7)
12"
4-4-6
(10)
324"
4-6-8
(14)
20"
qₚ
tsf
MC
%
18
30
20
Tests or Remarks
OC=6%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-3
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181285 EASTING:551329
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:963.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-3 page 1 of 1
Elev./
Depth
ft
959.2
2.0
956.7
4.5
954.2
7.0
951.7
9.5
941.7
19.5
940.2
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL
FILL)
FILL: SILTY SAND (SM), fine to coarse-
grained, trace Gravel, organic, black, moist
FILL: CLAYEY SAND (SC), little Gravel,
organic, black, moist
SANDY LEAN CLAY (CL), trace Gravel, gray to
brown, moist, medium (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-4-5
(9)
6"
4-3-4
(7)
6"
4-2-3
(5)
8"
2-3-3
(6)
8"
4-3-4
(7)
12"
3-5-7
(12)
18"
6-7-7
(14)
18"
qₚ
tsf
MC
%
18
22
19
Tests or Remarks
OC=4%
P200=52%
Water observed at 13.0 feet
while drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-4
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181324 EASTING:551425
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:961.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Vegetation WEATHER:Clear, Dewy
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-4 page 1 of 1
Elev./
Depth
ft
955.9
2.0
953.4
4.5
943.4
14.5
931.9
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
CLAYEY SAND (SC), trace Gravel, black, moist
(TOPSOIL)
CLAYEY SAND (SC), trace Gravel, dark brown,
moist, stiff (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-4-5
(9)
8"
3-3-4
(7)
10"
3-5-6
(11)
20"
6-6-7
(13)
20"
7-9-11
(20)
20"
6-6-8
(14)
20"
5-5-7
(12)
24"
5-5-6
(11)
22"
qₚ
tsf
MC
%
24
17
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-5
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181249 EASTING:551456
DRILLER:D. Moeller LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:957.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Vegetation/Weeds WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-5 page 1 of 1
Elev./
Depth
ft
958.5
0.2
954.2
4.5
949.2
9.5
937.7
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL
FILL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, organic, dark brown to
black, moist
CLAYEY SAND (SC), trace Gravel, gray to
brown, moist, stiff (GLACIOFLUVIUM)
Contains seams of POORLY GRADED SAND
at 8 1/2 feet
SANDY LEAN CLAY (CL), trace Gravel,
contains seams of Sand, brown, moist, stiff to
very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
6-6-6
(12)
6"
6-7-7
(14)
6"
10-9-6
(15)
8"
10-5-7
(12)
10"
5-5-7
(12)
12"
7-8-10
(18)
18"
7-9-13
(22)
24"
qₚ
tsf
MC
%
14
13
19
Tests or Remarks
OC=4%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-6
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181170 EASTING:551289
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/20/22 END DATE:09/20/22
SURFACE
ELEVATION:958.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Vegetation/Long
Grass WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-6 page 1 of 1
Elev./
Depth
ft
955.0
0.8
951.3
4.5
943.8
12.0
934.8
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
CLAYEY SAND (SC), trace Gravel, dark brown,
moist (TOPSOIL FILL)
FILL: SILTY SAND (SM), fine to coarse-
grained, trace Gravel, brown, moist
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, very stiff to stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
5-7-9
(16)
8"
6-7-7
(14)
10"
6-6-7
(13)
16"
5-7-7
(14)
16"
5-8-11
(19)
18"
7-9-11
(20)
20"
6-7-8
(15)
20"
qₚ
tsf
MC
%
19
18
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-7
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181066 EASTING:551390
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/20/22 END DATE:09/20/22
SURFACE
ELEVATION:955.8 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Vegetation/Weeds WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-7 page 1 of 1
Elev./
Depth
ft
947.2
2.0
944.7
4.5
936.2
13.0
929.7
19.5
923.2
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
CLAYEY SAND (SC), trace Gravel, dark brown,
moist (TOPSOIL FILL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, light brown to brown,
moist
CLAYEY SAND (SC), trace Gravel, contains
seams of Silty Sand, brown, moist, stiff
(GLACIOFLUVIUM)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark gray, moist, medium dense
(GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
4-5-5
(10)
6"
6-7-8
(15)
10"
6-5-7
(12)
16"
5-7-9
(16)
16"
6-6-7
(13)
18"
6-5-7
(12)
18"
7-5-7
(12)
18"
4-6-7
(13)
18"
qₚ
tsf
MC
%
17
18
18
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-8
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180970 EASTING:551308
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/20/22 END DATE:09/20/22
SURFACE
ELEVATION:949.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Long Grass/
Weeds WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-8 page 1 of 1
Elev./
Depth
ft
948.5
1.5
945.5
4.5
938.0
12.0
929.0
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, brown to gray, moist, loose
(GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-5-5
(10)
18"
4-4-6
(10)
18"
3-4-5
(9)
18"
3-4-5
(9)
18"
5-6-7
(13)
18"
2-5-7
(12)
18"
2-4-5
(9)
18"
qₚ
tsf
MC
%
17
18
Tests or Remarks
P200=54%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-9
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180877 EASTING:551390
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:950.0 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-9 page 1 of 1
Elev./
Depth
ft
948.6
0.3
929.4
19.5
922.9
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
CLAYEY SAND (SC), trace Gravel, dark brown,
moist (TOPSOIL)
CLAYEY SAND (SC), trace Gravel, light brown
to gray, moist, stiff to very stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
6-8-8
(16)
8"
8-7-12
(19)
14"
6-7-14
(21)
18"
7-7-11
(18)
16"
5-7-7
(14)
16"
4-5-9
(14)
16"
5-7-9
(16)
18"
4-8-11
(19)
24"
qₚ
tsf
MC
%
18
18
Tests or Remarks
LL=33, PL=18, PI=15
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-10
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180799 EASTING:551295
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:948.9 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-10 page 1 of 1
Elev./
Depth
ft
943.5
2.0
941.0
4.5
933.5
12.0
924.5
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown to black, moist
(TOPSOIL FILL)
FILL: CLAYEY SAND (SC), trace Gravel,
brown, moist
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-3-4
(7)
6"
2-3-3
(6)
8"
4-5-4
(9)
10"
6-7-6
(13)
10"
6-8-10
(18)
12"
7-7-9
(16)
16"
7-8-12
(20)
20"
qₚ
tsf
MC
%
19
17
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-11
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180730 EASTING:551389
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:945.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Vegetation WEATHER:Clear, Cool
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-11 page 1 of 1
Elev./
Depth
ft
937.6
2.0
935.1
4.5
932.6
7.0
925.1
14.5
918.6
21.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, black, moist (TOPSOIL FILL)
FILL: ORGANIC CLAY (OL), black, moist
LEAN CLAY (CL), trace Gravel, gray, moist
(GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel,
contains seams of Sand, dark gray, moist, stiff
(GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-2-3
(5)
14"
4-4-5
(9)
16"
3-4-3
(7)
18"
4-5-5
(10)
20"
4-3-4
(7)
20"
6-6-7
(13)
20"
7-8-7
(15)
24"
qₚ
tsf
MC
%
22
24
18
Tests or Remarks
OC=6%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-12
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180671 EASTING:551286
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:939.6 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Long Grass/
Vegetation WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-12 page 1 of 1
Elev./
Depth
ft
942.2
2.0
939.7
4.5
932.2
12.0
918.2
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown to black, moist
(TOPSOIL FILL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, gray to brown, moist
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff to very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-3-4
(7)
8"
4-3-4
(7)
16"
4-3-4
(7)
16"
4-5-5
(10)
16"
6-7-8
(15)
12"
5-6-9
(15)
24"
5-7-11
(18)
24"
10-12-17
(29)
20"
qₚ
tsf
MC
%
19
20
17
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-13
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180615 EASTING:551407
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:944.2 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Vegetation/Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-13 page 1 of 1
Elev./
Depth
ft
953.1
1.6
943.7
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, black to dark brown, moist
(TOPSOIL)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
7-3-4
(7)
18"
2-3-4
(7)
18"
2-3-3
(6)
18"
2-3-4
(7)
18"
qₚ
tsf
MC
%
18
Tests or Remarks
P200=52%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-14
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180498 EASTING:551536
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:954.7 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Woods WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-14 page 1 of 1
Elev./
Depth
ft
956.3
0.8
952.6
4.5
946.1
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, light brown, moist, loose
(GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-4-6
(10)
18"
2-4-5
(9)
18"
3-5-8
(13)
18"
3-5-6
(11)
18"
qₚ
tsf
MC
%
16
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-15
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180596 EASTING:551610
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:957.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-15 page 1 of 1
Elev./
Depth
ft
949.2
1.4
946.1
4.5
938.6
12.0
934.6
16.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, black to dark brown, moist
(TOPSOIL)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, brown to gray, moist
(GLACIOFLUVIUM)
CLAYEY SAND (SC), trace Gravel, gray to
brown, moist, soft to medium (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, layers
of SILTY SAND, dark gray, moist, medium to
stiff (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-3-2
(5)
17"
3-4-3
(7)
18"
2-2-2
(4)
18"
2-2-3
(5)
18"
2-2-4
(6)
18"
2-4-6
(10)
18"
qₚ
tsf
MC
%
18
19
Tests or Remarks
P200=54%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-16
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180859 EASTING:551508
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:950.6 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-16 page 1 of 1
Elev./
Depth
ft
956.8
0.7
942.9
14.5
941.4
16.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-5-6
(11)
18"
3-3-5
(8)
18"
2-4-6
(10)
18"
3-5-7
(12)
18"
3-6-8
(14)
18"
3-6-7
(13)
18"
qₚ
tsf
MC
%
23
19
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-17
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180862 EASTING:551699
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:957.4 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-17 page 1 of 1
Elev./
Depth
ft
955.9
0.7
940.6
16.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to stiff (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
4-5-5
(10)
17"
2-3-5
(8)
18"
3-4-5
(9)
18"
2-5-6
(11)
18"
4-5-8
(13)
18"
3-6-7
(13)
18"
qₚ
tsf
MC
%
18
19
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-18
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180729 EASTING:551726
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:956.6 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-18 page 1 of 1
Elev./
Depth
ft
960.1
0.8
944.9
16.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, black to dark brown, moist
(TOPSOIL)
CLAYEY SAND (SC), trace Gravel, light brown,
moist, stiff (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-5-6
(11)
18"
3-4-6
(10)
18"
3-5-5
(10)
18"
3-5-7
(12)
18"
2-5-7
(12)
18"
2-5-7
(12)
18"
qₚ
tsf
MC
%
18
18
Tests or Remarks
P200=60%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-19
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180536 EASTING:551732
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:960.9 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-19 page 1 of 1
Elev./
Depth
ft
958.1
2.0
955.6
4.5
953.1
7.0
945.6
14.5
944.1
16.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
ORGANIC CLAY (OL), black, moist, medium
(SWAMP DEPOSIT)
SANDY LEAN CLAY (CL), trace Gravel, slightly
organic, black to dark gray, moist, medium
(SWAMP DEPOSIT)
SANDY LEAN CLAY (CL), trace Gravel, light
brown to gray, moist, soft to medium (GLACIAL
TILL)
SANDY LEAN CLAY (CL), trace Gravel, brown,
moist, medium (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-3-4
(7)
16"
3-4-4
(8)
18"
2-3-3
(6)
17"
1-2-2
(4)
18"
1-2-3
(5)
18"
1-3-4
(7)
18"
qₚ
tsf
MC
%
25
21
18
21
Tests or Remarks
OC=8%
OC=4%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-20
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180364 EASTING:551729
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:960.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-20 page 1 of 1
Elev./
Depth
ft
960.6
1.3
957.3
4.5
954.8
7.0
945.8
16.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
FILL: SANDY LEAN CLAY (CL), trace Gravel,
gray to brown, moist
FILL: SILTY SAND (SM), fine to coarse-
grained, trace Gravel, brown, moist
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium to very stiff (GLACIAL
TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
4-6-6
(12)
18"
5-9-8
(17)
16"
6-4-6
(10)
18"
19-19-10
(29)
0"
2-5-6
(11)
18"
4-9-10
(19)
6"
qₚ
tsf
MC
%
13
19
Tests or Remarks
No recovery at 10 feet
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-21
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180349 EASTING:551518
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:961.8 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-21 page 1 of 1
Elev./
Depth
ft
958.2
1.2
954.8
4.5
948.3
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
CLAYEY SAND (SC), trace Gravel, brown,
moist, medium (GLACIOFLUVIUM)
SANDY SILT (ML), trace Gravel, contains
seams of Clay, brown to gray, moist, medium to
stiff (GLACIOFLUVIUM)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-4-4
(8)
17"
3-4-4
(8)
17"
2-4-5
(9)
18"
2-2-3
(5)
18"
qₚ
tsf
MC
%
29
Tests or Remarks
P200=93%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-22
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180398 EASTING:551455
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:959.3 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-22 page 1 of 1
Elev./
Depth
ft
952.4
1.3
949.3
4.5
942.8
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown to black, moist
(TOPSOIL)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, brown, moist, loose (GLACIAL
TILL)
CLAYEY SAND (SC), trace Gravel, brown to
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-4-5
(9)
18"
2-4-8
(12)
16"
3-5-8
(13)
18"
3-6-10
(16)
18"
qₚ
tsf
MC
%
16
17
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-23
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180738 EASTING:551566
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:953.8 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Clouds
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-23 page 1 of 1
Elev./
Depth
ft
948.8
1.3
945.6
4.5
939.1
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SANDY LEAN CLAY (CL), trace Gravel, gray,
moist, medium (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, gray to
brown, moist, medium (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
4-3-2
(5)
14"
3-3-3
(6)
17"
2-3-2
(5)
17"
1-2-5
(7)
18"
qₚ
tsf
MC
%
38
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-24
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180986 EASTING:551491
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:950.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-24 page 1 of 1
Elev./
Depth
ft
950.8
1.7
947.0
5.5
944.5
8.0
941.5
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, black to dark brown, moist
(TOPSOIL)
CLAYEY SAND (SC), trace Gravel, gray, moist,
medium (GLACIOFLUVIUM)
POORLY GRADED SAND with SILT (SP-SM),
fine to coarse-grained, trace Gravel, gray,
moist, loose (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-3-3
(6)
17"
2-2-3
(5)
17"
2-4-3
(7)
17"
2-3-3
(6)
18"
qₚ
tsf
MC
%
21
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-25
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180986 EASTING:551671
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:952.5 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-25 page 1 of 1
Elev./
Depth
ft
955.0
1.4
952.0
4.5
949.5
7.0
945.5
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, dark brown, moist (TOPSOIL
FILL)
FILL: CLAYEY SAND (SC), trace Gravel, gray
to brown, moist
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, brown,
moist, medium (GLACIAL TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
5-6-7
(13)
17"
3-4-4
(8)
18"
1-3-3
(6)
17"
1-2-3
(5)
18"
qₚ
tsf
MC
%
15
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-26
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181130 EASTING:551515
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:956.5 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-26 page 1 of 1
Elev./
Depth
ft
958.2
1.3
952.5
7.0
948.5
11.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
CLAYEY SAND (SC), trace Gravel, brown,
moist, medium (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, light
brown to gray, moist, medium to stiff (GLACIAL
TILL)
END OF BORING
Boring then backfilled with auger cuttings
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-3-3
(6)
17"
3-3-4
(7)
16"
2-3-4
(7)
18"
4-5-7
(12)
18"
qₚ
tsf
MC
%
20
Tests or Remarks
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-27
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181293 EASTING:551576
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:959.5 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-27 page 1 of 1
Elev./
Depth
ft
950.0
1.5
947.0
4.5
932.0
19.5
925.5
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, contains seams of
organic, brown, moist
CLAYEY SAND (SC), trace Gravel, brown to
gray, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-4-5
(9)
12"
4-5-7
(12)
12"
AU
2-4-5
(9)
2"
2-3-5
(8)
12"
TW
3-4-5
(9)
14"
3-5-7
(12)
18"
qₚ
tsf
MC
%
22
18
Tests or Remarks
No recovery at 7 feet
P200=57%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-28
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181203 EASTING:551011
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:951.5 ft RIG:7503 METHOD:3 1/4" HSA SURFACING:Field WEATHER:Sunny -65°F
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-28 page 1 of 1
Elev./
Depth
ft
942.2
2.5
937.7
7.0
932.7
12.0
925.2
19.5
918.7
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown to black, moist
(TOPSOIL)
FILL: CLAYEY SAND (SC), trace Gravel,
organic, black, moist
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, brown,
moist, stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, very stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-3-2
(5)
4"
3-2-3
(5)
4"
3-2-3
(5)
10"
2-3-4
(7)
10"
2-3-6
(9)
16"
TW
4-6-10
(16)
16"
4-6-11
(17)
20"
qₚ
tsf
MC
%
20
16
Tests or Remarks
Permeability test performed
at 15 feet. See appendix for
additional information.
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-29
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181126 EASTING:551088
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:944.7 ft RIG:METHOD:SURFACING:WEATHER:Sunny -65°F
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-29 page 1 of 1
Elev./
Depth
ft
938.0
2.1
935.5
4.5
928.0
12.0
914.0
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown to black, moist
(TOPSOIL)
SANDY SILT (ML), gray, moist
(GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, brown
to gray, moist, medium (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, medium to stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-3-4
(7)
4"
2-3-5
(8)
4"
2-3-2
(5)
5"
TW
1-2-3
(5)
20"
2-2-5
(7)
16"
2-5-7
(12)
18"
3-5-7
(12)
18"
qₚ
tsf
MC
%
31
30
Tests or Remarks
Permeability test performed
at 15 feet. See appendix for
additional information.
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-30
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180913 EASTING:551092
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/19/22 END DATE:09/19/22
SURFACE
ELEVATION:940.0 ft RIG:METHOD:SURFACING:WEATHER:Sunny -65°F
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-30 page 1 of 1
Elev./
Depth
ft
952.0
0.5
945.5
7.0
933.0
19.5
926.5
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, brown, moist (TOPSOIL FILL)
FILL: CLAYEY SAND (SC), trace Gravel,
slightly organic, brown to dark gray, moist
SANDY LEAN CLAY (CL), trace Gravel, light
brown to gray, moist, medium to stiff (GLACIAL
TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
5-6-8
(14)
14"
6-8-10
(18)
20"
3-4-4
(8)
16"
3-4-6
(10)
18"
3-3-5
(8)
17"
TW
3-5-7
(12)
19"
5-6-8
(14)
20"
qₚ
tsf
MC
%
19
18
Tests or Remarks
P200=52%
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-31
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180359 EASTING:551223
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:952.5 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Long Grass/
Weeds WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-31 page 1 of 1
Elev./
Depth
ft
953.4
2.0
950.9
4.5
945.9
9.5
943.4
12.0
929.4
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, dark brown to black, moist
(TOPSOIL FILL)
FILL: CLAYEY SAND (SC), trace Gravel,
contains seams of organic, dark brown to
brown, moist
FILL: SILTY SAND (SM), fine to medium-
grained, trace Gravel, contains seams of Clay,
contains seams of POORLY GRADED
GRAVEL WITH SAND, brown, moist
SANDY LEAN CLAY (CL), trace Gravel, grayish
brown, moist, stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel,
contains seams of Sand, dark gray, moist to
wet, stiff to medium (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
5-8-13
(21)
8"
5-7-12
(19)
3"
5-10-12
(22)
8"
7-6-7
(13)
12"
4-5-8
(13)
18"
8-5-4
(9)
18"
3-3-4
(7)
18"
3-4-5
(9)
18"
qₚ
tsf
MC
%
20
26
Tests or Remarks
Water observed at 25.0 feet
while drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-32
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180423 EASTING:551354
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:955.4 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Long Grass WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-32 page 1 of 1
Elev./
Depth
ft
943.6
0.2
939.2
4.5
929.2
14.5
913.7
30.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SILTY SAND (SM), fine to coarse-grained,
trace Gravel, light brown, moist, medium dense
(GLACIAL TILL)
CLAYEY SAND (SC), trace Gravel, brownish
gray, moist, stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
3-5-6
(11)
8"
6-5-6
(11)
12"
7-5-6
(11)
14"
5-5-8
(13)
1"
3-5-8
(13)
16"
3-7-7
(14)
18"
7-7-6
(13)
18"
qₚ
tsf
MC
%
20
Tests or Remarks
No recovery at 25 feet
Auger cuttings sampled at
30 feet
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-33
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:180498 EASTING:551229
DRILLER:J. Tatro LOGGED BY:R. Jett START DATE:09/16/22 END DATE:09/16/22
SURFACE
ELEVATION:943.7 ft RIG:75011 METHOD:3 1/4" HSA SURFACING:Long Grass WEATHER:Clear
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-33 page 1 of 1
Elev./
Depth
ft
954.4
1.7
951.6
4.5
949.1
7.0
944.1
12.0
930.1
26.0 WaterLevelDescription of Materials
(Soil-ASTM D2488 or 2487; Rock-USACE EM
1110-1-2908)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, dark brown, moist (TOPSOIL)
SILTY SAND (SM), fine to medium-grained,
trace Gravel, brown to light brown, moist
(GLACIOFLUVIUM)
CLAYEY SAND (SC), trace Gravel, gray to
brown, moist (GLACIOFLUVIUM)
SANDY LEAN CLAY (CL), trace Gravel, gray to
brown, moist, medium to stiff (GLACIAL TILL)
SANDY LEAN CLAY (CL), trace Gravel, dark
gray, moist, stiff to medium (GLACIAL TILL)
END OF BORING
Boring then grouted
5
10
15
20
25
30 SampleBlows
(N-Value)
Recovery
2-4-5
(9)
18"
5-6-6
(12)
18"
1-2-3
(5)
18"
2-4-6
(10)
18"
2-4-5
(9)
18"
2-4-5
(9)
18"
1-3-4
(7)
18"
TW
qₚ
tsf
MC
%
22
Tests or Remarks
P200=57%
Permeability test performed
at 25 feet. See appendix for
additional information.
Water not observed while
drilling.
LOG OF BORING
See Descriptive Terminology sheet for explanation of abbreviations
Project Number B2207371
Geotechnical Evaluation
Xcel Service Center -Chanhassen
Intersection of Stone Creek Dr & Coulter Blvd
Chanhassen, Minnesota
BORING:ST-34
LOCATION: See attached sketch
DATUM:NAD 1983 HARN Adj MN Hennepin (US Feet)
NORTHING:181246 EASTING:551645
DRILLER:M. Takada LOGGED BY:R. Jett START DATE:09/15/22 END DATE:09/15/22
SURFACE
ELEVATION:956.1 ft RIG:7507 METHOD:3 1/4" HSA SURFACING:Weeds WEATHER:Sunny
B2207371 Braun Intertec Corporation Print Date:11/03/2022 ST-34 page 1 of 1
Sample Information
Sample Number:482981
Boring Number:ST34
Alternate ID:37
Depth (ft):25
Sampled By:Drill Crew
Sample Date:09/22/2022
Received Date:10/04/2022 Lab:11001 Hampshire Ave S, Bloomington, MN
Tested Date:10/05/2022 Tested By:Seokaran, Kanhai
Laboratory Data
Type Of Specimen:Intact
Permeant Liquid:Water
Saturation B Coefficient:1.00
Back Pressure (psi):81.00
Specific Gravity:2.65 (Assumed )
Effective Pressure (psi):8.00
Method:Method C Falling Head Rising Tailwater
Elapsed
Time (sec)
Average
Test Temp.
(C)
Influent
Reading
Initial (cm)
Influent
Reading
Final (cm)
Effluent
Reading
Initial (cm)
Effluent
Reading
Final (cm)
Average
Head Loss
(cm)
Hydraulic
Gradient
Hydraulic Conductivity
@ 20 C (cm/sec)
85080 22.0 14.90 12.10 13.60 16.50 209.5 29.59 10.0E08
166440 22.0 12.10 7.00 16.50 21.90 201.4 28.44 9.8E08
21900 22.0 7.00 6.40 21.90 22.50 195.5 27.62 8.7E08
64320 22.0 6.40 4.60 22.50 24.30 193.1 27.28 9.0E08
Average Of Last Four Hydraulic Conductivity (cm/sec):9.4E08
Initial
Saturation (%)99.3
Moisture Content (%):18.1
Dry Density Of Specimen (pcf):111.5
Final
102.2
18.9
111.1
Soil Classification:CL Sandy lean clay
General
Remarks:Control parameters meet the testing requirements.
o
o
Hydraulic Conductivity
ASTM D5084
11001 Hampshire Avenue S
Minneapolis, MN 55438
Phone: 9529952000
Client:
Xcel Energy Services, Inc.
414 Nicollet Mall
Attention Accounts Payable SAP PO's
Minneapolis, MN 55401
Project:
B2207371
Xcel Service Center Chanhassen
Intersection of Stone Creek Drive and Coulter...
Chanhassen, MN 55317
The results included in this report relate only to the items inspected or tested. Sample plan outlined in project
specifications as applicable. Additionally, this report is for the exclusive use of the addressed parties. We assume
no responsibility to other parties regarding this report. The information indicated in this report shall not be
reproduced, except in full, without the prior written approval.
Page 1 of 2Page 1 of 1
Sample Information
Sample Number:482976
Boring Number:ST29
Alternate ID:133
Depth (ft):15
Sampled By:Drill Crew
Sample Date:09/22/2022
Received Date:10/04/2022 Lab:11001 Hampshire Ave S, Bloomington, MN
Tested Date:10/05/2022 Tested By:Seokaran, Kanhai
Laboratory Data
Type Of Specimen:Intact
Permeant Liquid:Water
Saturation B Coefficient:1.00
Back Pressure (psi):81.00
Specific Gravity:2.65 (Assumed )
Effective Pressure (psi):8.00
Method:Method C Falling Head Rising Tailwater
Elapsed
Time (sec)
Average
Test Temp.
(C)
Influent
Reading
Initial (cm)
Influent
Reading
Final (cm)
Effluent
Reading
Initial (cm)
Effluent
Reading
Final (cm)
Average
Head Loss
(cm)
Hydraulic
Gradient
Hydraulic Conductivity
@ 20 C (cm/sec)
147480 22.0 8.60 4.10 17.60 22.40 197.4 27.78 10.0E08
19020 22.0 9.20 8.60 17.00 17.60 202.6 28.52 9.7E08
9240 22.0 3.70 3.50 22.80 23.00 191.7 26.99 7.0E08
64320 22.0 3.50 1.80 23.00 24.70 189.8 26.72 8.7E08
Average Of Last Four Hydraulic Conductivity (cm/sec):8.8E08
Initial
Saturation (%)94.4
Moisture Content (%):16.3
Dry Density Of Specimen (pcf):113.4
Final
103.4
18.4
112.4
Soil Classification:CL Sandy lean clay
General
Remarks:Control parameters meet the testing requirements.
o
o
Hydraulic Conductivity
ASTM D5084
11001 Hampshire Avenue S
Minneapolis, MN 55438
Phone: 9529952000
Client:
Xcel Energy Services, Inc.
414 Nicollet Mall
Attention Accounts Payable SAP PO's
Minneapolis, MN 55401
Project:
B2207371
Xcel Service Center Chanhassen
Intersection of Stone Creek Drive and Coulter...
Chanhassen, MN 55317
The results included in this report relate only to the items inspected or tested. Sample plan outlined in project
specifications as applicable. Additionally, this report is for the exclusive use of the addressed parties. We assume
no responsibility to other parties regarding this report. The information indicated in this report shall not be
reproduced, except in full, without the prior written approval.
Page 1 of 2Page 1 of 1
Sample Information
Sample Number:482979
Boring Number:ST30
Depth (ft):15
Sampled By:Drill Crew
Sample Date:09/22/2022
Received Date:10/04/2022 Lab:11001 Hampshire Ave S, Bloomington, MN
Tested Date:10/05/2022 Tested By:Seokaran, Kanhai
Laboratory Data
Type Of Specimen:Intact
Permeant Liquid:Water
Saturation B Coefficient:1.00
Back Pressure (psi):81.00
Specific Gravity:2.65 (Assumed )
Effective Pressure (psi):8.00
Method:Method C Falling Head Rising Tailwater
Elapsed
Time (sec)
Average
Test Temp.
(C)
Influent
Reading
Initial (cm)
Influent
Reading
Final (cm)
Effluent
Reading
Initial (cm)
Effluent
Reading
Final (cm)
Average
Head Loss
(cm)
Hydraulic
Gradient
Hydraulic Conductivity
@ 20 C (cm/sec)
4680 22.0 21.00 20.70 1.50 1.80 230.2 32.48 1.7E07
147240 22.0 20.70 15.40 1.80 8.30 224.0 31.60 1.1E07
21960 22.0 15.40 14.60 8.30 9.10 217.3 30.66 1.1E07
63960 22.0 14.60 12.20 9.10 11.50 214.1 30.20 1.1E07
Average Of Last Four Hydraulic Conductivity (cm/sec):1.3E07
Initial
Saturation (%)91.6
Moisture Content (%):19.2
Dry Density Of Specimen (pcf):106.3
Final
103.3
21.0
107.5
Soil Classification:CL Sandy lean clay
General
Remarks:Control parameters meet the testing requirements.
o
o
Hydraulic Conductivity
ASTM D5084
11001 Hampshire Avenue S
Minneapolis, MN 55438
Phone: 9529952000
Client:
Xcel Energy Services, Inc.
414 Nicollet Mall
Attention Accounts Payable SAP PO's
Minneapolis, MN 55401
Project:
B2207371
Xcel Service Center Chanhassen
Intersection of Stone Creek Drive and Coulter...
Chanhassen, MN 55317
The results included in this report relate only to the items inspected or tested. Sample plan outlined in project
specifications as applicable. Additionally, this report is for the exclusive use of the addressed parties. We assume
no responsibility to other parties regarding this report. The information indicated in this report shall not be
reproduced, except in full, without the prior written approval.
Page 1 of 2Page 1 of 1
Descriptive Terminology of Soil
Based on Standards ASTM D2487/2488
(Unified Soil Classification System)
Group
Symbol Group NameB
Cu ≥ 4 and 1 ≤ Cc ≤ 3D GW Well‐graded gravelE
Cu < 4 and/or (Cc < 1 or Cc > 3)D GP Poorly graded gravelE
Fines classify as ML or MH GM Silty gravelE F G
Fines Classify as CL or CH GC Clayey gravelE F G
Cu ≥ 6 and 1 ≤ Cc ≤ 3D SW Well‐graded sandI
Cu < 6 and/or (Cc < 1 or Cc > 3)D SP Poorly graded sandI
Fines classify as ML or MH SM Silty sandF G I
Fines classify as CL or CH SC Clayey sandF G I
CL Lean clayK L M
PI < 4 or plots below "A" lineJ ML SiltK L M
Organic OL
CH Fat clayK L M
MH Elastic siltK L M
Organic OH
PT Peat Highly Organic Soils
Silts and Clays
(Liquid limit less than
50)
Silts and Clays
(Liquid limit 50 or
more)
Primarily organic matter, dark in color, and organic odor
Inorganic
Inorganic
PI > 7 and plots on or above "A" lineJ
PI plots on or above "A" line
PI plots below "A" line
Criteria for Assigning Group Symbols and
Group Names Using Laboratory TestsA
Soil Classification
Coarse‐grained Soils (more than 50% retained on No. 200 sieve)Fine‐grained Soils (50% or more passes the No. 200 sieve) Sands
(50% or more coarse
fraction passes No. 4
sieve)
Clean Gravels
(Less than 5% finesC)
Gravels with Fines
(More than 12% finesC)
Clean Sands
(Less than 5% finesH)
Sands with Fines
(More than 12% finesH)
Gravels
(More than 50% of
coarse fraction
retained on No. 4
sieve)
Liquid Limit − oven dried
Liquid Limit − not dried <0.75 Organic clay K L M N
Organic silt K L M O
Liquid Limit − oven dried
Liquid Limit − not dried <0.75 Organic clay K L M P
Organic silt K L M Q
ParticleSize Identification
Boulders.............. over 12"
Cobbles................ 3" to 12"
Gravel
Coarse............. 3/4" to 3" (19.00 mm to 75.00 mm)
Fine................. No. 4 to 3/4" (4.75 mm to 19.00 mm)
Sand
Coarse.............. No. 10 to No. 4 (2.00 mm to 4.75 mm)
Medium........... No. 40 to No. 10 (0.425 mm to 2.00 mm)
Fine.................. No. 200 to No. 40 (0.075 mm to 0.425 mm)
Silt........................ No. 200 (0.075 mm) to .005 mm
Clay...................... < .005 mm
Relative ProportionsL, M
trace............................. 0 to 5%
little.............................. 6 to 14%
with.............................. ≥ 15%
Inclusion Thicknesses
lens............................... 0 to 1/8"
seam............................. 1/8" to 1"
layer.............................. over 1"
Apparent Relative Density of Cohesionless Soils
Very loose ..................... 0 to 4 BPF
Loose ............................ 5 to 10 BPF
Medium dense.............. 11 to 30 BPF
Dense............................ 31 to 50 BPF
Very dense.................... over 50 BPF
A. Based on the material passing the 3‐inch (75‐mm) sieve.
B. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders,
or both" to group name.
C. Gravels with 5 to 12% fines require dual symbols:
GW‐GM well‐graded gravel with silt
GW‐GC well‐graded gravel with clay
GP‐GM poorly graded gravel with silt
GP‐GC poorly graded gravel with clay
D. Cu = D60 / D10 Cc = 𝐷30 2 / ሺ𝐷10 𝑥 𝐷60)
E. If soil contains ≥ 15% sand, add "with sand" to group name.
F. If fines classify as CL‐ML, use dual symbol GC‐GM or SC‐SM.
G. If fines are organic, add "with organic fines" to group name.
H. Sands with 5 to 12% fines require dual symbols:
SW‐SM well‐graded sand with silt
SW‐SC well‐graded sand with clay
SP‐SM poorly graded sand with silt
SP‐SC poorly graded sand with clay
I. If soil contains ≥ 15% gravel, add "with gravel" to group name.
J. If Atterberg limits plot in hatched area, soil is CL‐ML, silty clay.
K. If soil contains 15 to < 30% plus No. 200, add "with sand" or "with gravel", whichever is
predominant.
L. If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name.
M. If soil contains ≥ 30% plus No. 200 predominantly gravel, add “gravelly” to group name.
N. PI ≥ 4 and plots on or above “A” line.
O. PI < 4 or plots below “A” line.
P. PI plots on or above “A” line.
Q. PI plots below “A” line.
Laboratory Tests
DD Dry density,pcf qp Pocket penetrometer strength, tsf
WD Wet density, pcf qU Unconfined compression test, tsf
P200 % Passing #200 sieve LL Liquid limit
MC Moisture content, %PL Plastic limit
OC Organic content, %PI Plasticity index
Consistency of Blows Approximate Unconfined
Cohesive Soils Per Foot Compressive Strength
Very soft................... 0 to 1 BPF................... < 0.25 tsf
Soft........................... 2 to 4 BPF................... 0.25 to 0.5 tsf
Medium.................... 5to 8 BPF .................. 0.5 to 1 tsf
Stiff........................... 9 to 15 BPF................. 1 to 2 tsf
Very Stiff................... 16 to 30 BPF............... 2 to 4 tsf
Hard.......................... over 30 BPF................ > 4 tsf
Drilling Notes:
Blows/N‐value: Blows indicatethe driving resistance recorded
for each 6‐inch interval. The reported N‐value is the blows per
foot recorded by summing the second and third interval in
accordance with the Standard Penetration Test, ASTM D1586.
PartialPenetration:If the sampler could not be driven
through a full 6‐inch interval, the number of blows for that
partial penetration is shown as #/x" (i.e. 50/2"). The N‐value is
reported as "REF" indicating refusal.
Recovery: Indicates the inches of sample recovered from the
sampled interval. For a standard penetration test, full recovery
is 18", and is 24" for a thinwall/shelby tube sample.
WOH: Indicates the sampler penetrated soil under weight of
hammer and rods alone; driving not required.
WOR: Indicates the sampler penetrated soil under weight of
rods alone; hammer weight and driving not required.
Water Level: Indicates the water level measured by the
drillers either while drilling ( ), at the end of drilling ( ),
or at some time after drilling ( ).
Moisture Content:
Dry:Absence of moisture, dusty, dry to the touch.
Moist: Damp but no visible water.
Wet: Visible free water, usually soil is below water table.
5/2021