Geotechnical Exploration Report 02-11-2015
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TABLE OF CONTENTS
Page No.
PROJECT INFORMATION ............................................................................................. 1
Project Authorization ............................................................................................ 1
Project Description ............................................................................................... 1
Purpose and Scope of Services ........................................................................... 3
SITE AND SUBSURFACE CONDITIONS ........................................................................ 3
Site Location and Description ............................................................................... 3
Subsurface Conditions ......................................................................................... 4
Groundwater Information ...................................................................................... 6
EVALUATION AND RECOMMENDATIONS ................................................................... 6
Geotechnical Discussion ...................................................................................... 6
Site Preparation .................................................................................................... 8
Seismic Site Class .............................................................................................. 12
Infiltration Characteristics of Subsurface Soils and Pond Recommendations ...... 15
CONSTRUCTION CONSIDERATIONS ......................................................................... 16
Moisture Sensitive Soils/Weather Related Concerns ......................................... 16
Drainage and Groundwater Concerns ................................................................ 17
Excavations ........................................................................................................ 17
Utilities Trenching ............................................................................................... 18
GEOTECHNICAL RISK ................................................................................................ 18
REPORT LIMITATIONS ................................................................................................ 19
APPENDIX SITE VICINITY PLAN
BORING LOCATION PLAN
BORING LOGS
WINPASS PAVEMENT DESIGN
NRCS SOILS MAP
USGS SEISMIC ANALYSIS
GENERAL NOTES
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Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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PROJECT INFORMATION
Project Authorization
The following Table summarizes, in chronological order, the Project Authorization
History for the services performed and represented in this report by Professional
Service Industries, Inc. (PSI).
DOCUMENT AND REFERENCE
NUMBER DATE AUTHOR OR AGENT & COMPANY
Phone/Email Request for
Proposal 1/12/2015 Mr. Mark Schaefer
LASCO Development
PSI Proposal #0675-142249 1/13/2015 Mr. Joseph Rozmiarek
Mr. David Barndt, PSI, Inc.
Request for Revised Proposal 1/14/2015 Mr. Mark Schaefer
LASCO Development
Revised PSI Proposal
#0675-142249-R1 1/15/2015 Mr. Joseph Rozmiarek
Mr. David Barndt, PSI, Inc.
Notice to Proceed: 1/15/2015 Mr. Mark Schaefer
LASCO Development
Project Description
PSI understands that the project includes the design and construction of a new
Children’s Learning Adventure childcare center. The project site is located on the
northwest quadrant of Galpin Boulevard and Arboretum Boulevard in Chanhassen,
Minnesota. The site is currently undeveloped, but has had previous buildings and
pavements were on the site, according to the provided Site Feasibility Report from
LASCO Development. The following Table lists the material and information provided
for this project:
DESCRIPTION OF MATERIAL PROVIDER/SOURCE DATE
Conceptual Site Plan Mr. Mark Schaefer
LASCO Development 1/12/2015
Site Feasibility Report Mr. Mark Schaefer
LASCO Development 1/9/2015
The proposed childcare center will be a single-story, slab-on-grade structure,
approximately 33,000 square feet in plan. The building will not have a basement or
below grade levels. Specific building construction details are unavailable at this time;
however, PSI understands that building construction will consist of either cast-in-place
concrete or masonry foundation walls supporting either precast wall panels or light
gauge steel framing. The roof is anticipated to consist of steel joists and decking.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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Based upon this, PSI’s analysis is based on maximum wall and column loads being on
the order of 3 kips per lineal foot and 100 kips, respectively. Additional site work will
include the construction of parking lots and drive lanes around the perimeter of the
structure; a stormwater pond on the east side of the site; playgrounds and ball fields to
the west, north, and east of the structure; site utilities and miscellaneous landscaping.
Site access is planned off West 78th Street to the north and west, and off Galpin
Boulevard to the east.
Finished floor elevation for the new building has not been finalized at this time, but it is
expected to be at or within 2± feet of existing site grades on the east side of the site.
The elevation difference between the borings completed within the proposed building is
6± feet. Based upon this, cuts on the order of 2± feet and fills of 4± feet will be required
to reach final grades. Similarly, the current grades within the proposed pavement
areas will be within 2± feet of existing site grades. PSI’s recommendations for the
pavements are based on cut and fills being on the order of 2± feet.
The following Table lists the structural loads and site features that are required for or
are the design basis for the conclusions contained in this report:
STRUCTURAL LOAD/PROPERTY REQUIREMENT/DESIGN BASIS
BUILDING
Maximum Wall Loads 3 kips per lineal foot (klf) B
Maximum Column Loads 100 Kips B
Finished First Floor Elevation Within 2 feet of existing site
grades on the east side of the site
(elevations 100± to 102± based
off the temporary benchmark)
B
Maximum Floor Loads and Size 125 pounds per square foot (psf)/
Concentrated loads under 2
square feet
B
Settlement Tolerances 1-inch total; ¾-inch differential
between adjacent columns
B
PAVEMENTS
Pavement 18-kip ESAL (cycle &
duration)
Light Duty – 45,000 ESALs
Heavy Duty– 100,00 ESALs
Design life expectancy of 20 years
R
GRADING
Planned Grade Variations at Surface of
Site in Building Pad Area
2± feet of cut
6± feet of fill
B
Planned Grade Variations at Surface of
Pavements
2± feet of cut/fill B
B = Report has been prepared based on this parameter or loading in the absence of client
supplied information at the time of this report.
R = Reported to PSI by LASCO Development.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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The geotechnical recommendations presented in this report are based on the available
project information, building location, and the subsurface materials described in this
report. If the noted information is incorrect, please inform PSI in writing so that we may
amend the recommendations presented in this report as appropriate and if desired by
the client. PSI will not be responsible for the implementation of its recommendations
when it is not notified of changes in the project.
Purpose and Scope of Services
The purpose of this study was to explore the subsurface conditions at the site and
develop geotechnical design criteria regarding foundations, floor slabs, pavements, and
stormwater management features for the proposed project. Subgrade preparation
recommendations and construction considerations are also provided. PSI’s scope of
services included drilling a total of seven (7) soil test borings, select laboratory testing,
and preparation of this Geotechnical Report.
The scope of services did not include an environmental assessment for determining the
presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock,
surface water, groundwater, or air on or below, or around this site. Any statements in this
report or on the boring logs regarding odors, colors, and unusual or suspicious items or
conditions are strictly for informational purposes.
SITE AND SUBSURFACE CONDITIONS
Site Location and Description
The site is located on the northwest quadrant of Galpin Boulevard and Arboretum
Boulevard in Chanhassen, Minnesota. The site is bounded to the north and west by
West 78th Street; to the south by Arboretum Boulevard (Minnesota State Highway 5),
and to the east by Galpin Boulevard. Residential construction exists to the west and
south, with undeveloped land to the north and retail construction to the east. The site is
currently undeveloped, but had previous buildings and pavements that have since been
demolished. The site Latitude and Longitude is approximately 44.86398N and
93.58060W, respectively. The site topography slopes gently downward from east to
west and south to north, with differences in elevation between the borings on the order
of 6± feet.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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Subsurface Conditions
The subsurface conditions were explored with seven (7) soil test borings. The following
Table depicts the general location and depth of each boring completed for this project:
BORING GENERAL LOCATION SURFACE ELEVATION
(FT)
DEPTH OF BORING
(FT)
B-01 Proposed
Stormwater Pond,
West Side of Site
100 21
B-02 Proposed Building,
Northwest Corner 96 21
B-03 Proposed Building,
Southwest Corner 99 21
B-04 Proposed Building,
Southeast Corner 102 21
B-05 Proposed Building,
Northeast Corner 102 21
B-06 Proposed Building,
West-Center 99 21
B-07 Proposed Building,
East-Center 100 21
The surface elevation at each boring location was determined by the PSI drilling crew
using conventional leveling techniques. The bonnet bolt of the fire hydrant located on the
northwest corner of West 78th Street and Vasserman Trail was used as a temporary
benchmark and assigned an arbitrary reference elevation of 100 feet. Elevations should
be considered accurate to the nearest 1± foot.
The borings were advanced utilizing hollow stem auger drilling methods and soil samples
were routinely obtained during the drilling process. Drilling and sampling techniques were
accomplished generally in accordance with ASTM procedures. Representative soil
samples were obtained from the soil borings and were returned to PSI’s laboratory where
they were visually classified using the Unified Soil Classification System (USCS) as a
guideline. Further, PSI conducted limited laboratory testing on select soil samples to aid
in identifying and describing the physical characteristics of the soils and to aid in defining
the site soil stratigraphy. The results of the field exploration and laboratory tests were
used in PSI’s engineering analysis and in the formulation of our engineering
recommendations.
The subsurface conditions at the site included surficial topsoil (5 to 12 inches thick).
The topsoil was typically underlain by a layer of fill in Borings B-02 through B-07. The
fill consisted of either silty sand or sandy silt, some of which contained organics. A loss
of ignition test performed on one of the fill samples indicated the material contained
4.5% organics. The fill ranged from depths of 2± to 7± feet below existing site grades.
The moisture contents on the fill materials ranged from 16% to 32%. The SPT N-
values of the undocumented fill materials ranged from 5 to 15 blows per foot (bpf),
indicating loose to medium relative densities.
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Underlying the fill materials in Borings B-02 through B-07 and underlying the topsoil in
Boring B-01 were native sandy silts, silty lean clays, and silty sands to depths of 5± feet
to 7± feet below existing site grades. The soils ranged in color from gray to brown. The
native soils had moisture contents ranging from 5% to 17% in the sandy materials, 20%
in the silty clay materials, and 16% in the sandy silt. The SPT N-values ranged from 7
to 13 bpf, indicating loose to medium relative densities. A possible cobble was
encountered in Boring B-05 at a depth of 6 feet, and had an SPT N-value of 35 bpf. A
hand penetrometer in the silty clay had a value of 1½ tsf, indicating a stiff consistency.
Below the silty lean clays, silty sands, and sandy silts was a layer of sandy silt soils,
some of which contained trace amounts of gravel, to depths of 10± to 20± feet below
existing site grades. The soils ranged from moist to wet, with moisture contents ranging
from 11% to 35%. The SPT N-values ranged from 5 to 17 bpf, indicating loose to
medium relative densities.
An exception to this general profile was encountered in Borings B-06 and B-07. Boring
B-06 had layers of silt with sand to a depth of 10± feet underlain by sand with silt to a
depth of 15± feet. Moisture contents ranged from 18% to 20% and were moist to
waterbearing. SPT N-values ranged from 8 to 10 bpf, indicating loose to medium
relative densities. Boring B-07 had a layer of silty lean clay from 7± feet to 15± feet
below site grades. Moisture contents ranged from 18% to 28% and were very moist.
Hand penetrometer values ranged from ¼ tsf to 1 tsf, indicating soft to stiff
consistencies.
Below the sandy silts and silty lean clays was a deposit of sandy lean clay to the
termination depth of the borings. The sandy lean clay was gray in color, indicating that
the strata had previously been saturated. Moisture contents in the clay layer ranged
from 11% to 18%. Hand penetrometer values in the sandy lean clay ranged from 1½ to
3½ tsf, indicating stiff to very stiff consistencies.
The above subsurface description is of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The boring logs included
in the appendix should be reviewed for specific information at individual boring
locations. These records include soil descriptions, stratifications, penetration
resistances, locations of the samples, and laboratory test data. The stratifications
shown on the boring logs represent the conditions only at the actual boring locations.
Variations may occur and should be expected between boring locations. The
stratifications represent the approximate boundary between subsurface materials and
the actual transition may be gradual. Water level information obtained during field
operations is also shown on these boring logs. The samples that were not discarded
during classification or altered by laboratory testing will be retained for 60 days from the
date of this report and then will be discarded.
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Groundwater Information
Groundwater was observed within Borings B-01, B-03, B-04 and B-06 during drilling
operations at depths ranging from 7 to 10 feet below existing site grades. Groundwater
was observed at the completion of drilling operations in Borings B-02, B-03, B-04 and
B-06 at depths ranging from 10 to 17 feet. Groundwater was not observed to collect in
Boring B-05 or Boring B-07 at the time of drilling operations. Due to the fine-grained
nature of the encountered soils, the observed water levels may not be indicative of the
static groundwater level. Based on the observed water contents of the recovered soil
samples and a review of the elevations of nearby surface water features, the static
groundwater level on site is estimated to be at 94± feet relative to the temporary
benchmark, or an elevation of 966± feet above mean sean level (MSL). The
groundwater observations noted on the boring logs represent the groundwater
conditions at the test boring locations. It should be expected that the groundwater
levels will fluctuate at least several feet seasonally and depending on climatic
conditions and precipitation. The possibility of groundwater level fluctuation should be
considered when developing the design and construction plans for the project. Short-
term dewatering may be required to facilitate foundation construction.
EVALUATION AND RECOMMENDATIONS
Geotechnical Discussion
Based upon PSI’s interpretation and evaluation of the encountered subsurface
conditions and understanding of the planned project, there are four geotechnical related
concerns at this site, which will affect the design, construction and possible
performance of the proposed project. The following summarizes these concerns:
1. Existing undocumented fill, some of which contained organics, was
encountered extending to approximately 2± to 7± feet below existing ground
surface in the proposed building pad. It should be anticipated that the depth
and consistency of the existing fill materials may change from within the
proposed building.
A deposit of fill was observed within all borings to depths of approximately 2± to 7± feet
below existing grade. The fill materials were underlain by very loose silts at Borings B-
02 and B-03, and by soft to stiff silty clays in Borings B-6 and B-07. PSI does not
recommend that the new foundations or foundation supporting fill bear upon the
existing undocumented fill material in its current condition. Therefore, full removal of
the undocumented fill material is recommended for the preparation of the foundation
system if conventional continuous wall and column footings are being considered for
the project.
Construction of floor slabs and pavements within undocumented non-organic fill and
possible fill material poses a construction risk of experiencing greater total and/or
differential settlements. If previous testing data is available relative to the placement of
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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the fill, it should be forwarded to PSI’s office for review. To greatly reduce the risk of
experiencing future settlement associated with bearing upon the existing fill would
require overexcavation of the fill soils and replacement with a compacted engineered
fill. However, to assist the owner in evaluating the potential risk associated with the
existing non-organic fill, we offer the following comments. Based upon the results of
the test borings, the existing undocumented fills and possible fills were observed in a
relatively loose to medium dense condition. Therefore, considering the relatively
light loads of a floor slab and if the owner is willing to accept the potential to
experience some minor settlements, it may be possible to support the floor slabs
on newly placed engineered fill upon the existing non-organic undocumented fills
provided the recommendations within the site preparation section are adhered to.
If these recommendations are not followed, PSI cannot be responsible for the
performance of the project.
If the owner is unwilling to accept the elevated risk of floor slab settlement, the existing
undocumented fill should be removed in its entirety from within, and 10 feet beyond, the
proposed building pad. Depending on the size and spacing of the foundations and
associated laterally oversized excavations, a large portion of the existing fill may be
removed as part of foundation construction.
2. Groundwater was observed in Borings B-03, B-04, and B-06 at depths of
7± to 10± feet. The estimated static groundwater level is 2± to 7± feet
below existing site grades.
The second concern at this site may have an impact on the construction of foundations
and utilities planned to be at or below 5 feet from existing ground surface. Groundwater
was observed at depths of 7± to 10± feet below existing site grades. The estimated
static groundwater level is 2± to 7± feet below existing site grades. Typically, in order
to maintain a stable bearing surface, water levels should be maintained at least 2 feet
below the bottom of the excavation. Depending on final site grades, the observed water
levels would be 2 to 5 feet below planned excavation depths assuming that the finished
floor elevation is at 100± to 102± feet. The existing silty soils at foundation bearing
elevations would have reduced strength characteristics if allowed to become saturated.
3. Silty soils encountered at the foundation bearing elevations will become
disturbed during construction activities.
The third concern with this site is that loose to medium dense sandy silt soils were
encountered at estimated foundation bearing elevations for the proposed building. Due
to the granular nature of the foundation bearing soils, the base of the foundation
excavations will be easily disturbed. Surface compaction of the foundation subgrades
should be performed with a ho-pac, sheepsfoot, or vibratory plate compactor upon
completion of excavation activities to re-densify the soils prior to construction of the
footings. Care should be taken, however, if these soils are saturated. Excessive
vibration can cause saturated non-cohesive soils to become unstable due to
phenomenon called excess pore water pressure. Therefore, this process should be
monitored by a representative of a geotechnical engineer during construction.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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4. Potential structural elements and utilities from previous construction may
exist within the proposed building and pavement areas.
The fourth concern with this site is that previous buildings and pavements had existed
on the site. PSI has not been informed of the location of these site features. If
encountered during construction, PSI recommends that any discovered foundations,
walls, and floor slabs, etc. be removed in their entirety from beneath, and a minimum of
10 feet beyond the new building footprint. The resulting excavations should then be
backfilled with compacted engineered fill as outlined in the Site Preparation section of
this report. PSI recommends that after removal of any discovered foundation elements,
the existing soils be observed by a representative of a qualified geotechnical engineer,
prior to backfilling to the proposed subgrade elevations.
Complete removal of any discovered foundations and foundation walls from within the
pavement areas should not be required; however, within these areas PSI recommends
that foundations and foundation walls be removed to a minimum depth of 2 feet below
subgrade elevation to eliminate the potential for non-uniform settlement.
The following geotechnical related recommendations have been developed on the
basis of the subsurface conditions encountered and PSI’s understanding of the
proposed development. PSI has presented these recommendations with the
understanding that the owner is willing to accept an elevated risk of floor slab and
pavement settlement by utilizing the existing fill for support of the structure’s floor slab.
Should changes in the project criteria occur, a review must be made by PSI to
determine if modifications to our recommendations will be required.
Site Preparation
Prior to the placement of new fill or preparation of the construction area subgrade, PSI
recommends that the existing surficial organic matter, trees including root bulbs, frozen
soils (if present during construction), and topsoil be removed from within and a minimum
of 10 feet beyond the building and pavement areas. The existing non-organic
undocumented fill should be removed at foundation locations, but may remain in place
under the floor slabs and pavements if the soil passes proofroll operations as noted
below. Unsuitable soils encountered should be selectively undercut and/or stabilized in
place. A representative of a qualified geotechnical engineer should determine the need
for and depth of removal or stabilization at the time of construction.
After stripping and excavating to the proposed subgrade level, as required, the slab on
grade and pavement areas should be thoroughly proofrolled. Proofrolling should be
performed with a steel drummed vibratory roller where granular soils are present at
subgrade elevations, or a fully loaded tandem axle dump truck or rubber tired vehicle of
similar size and weight (typically 9-ton per axle) where cohesive soils are encountered.
Soils that are observed to rut or deflect excessively under the moving load should be
remediated prior to placement of engineered fill. Cut material generated by these
operations may be moisture-conditioned and reused as engineered fill, used in
landscape areas, or disposed of offsite.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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The proofrolling and undercutting activities should be witnessed by a representative of
the geotechnical engineer. Proofrolling should be performed following a warm and dry
period; which may limit the need for surface repairs to localized areas. However, if
subgrade preparation must proceed during unfavorable wet and/or cool weather
periods, such as early spring or late fall, more extensive surface repairs will likely be
required, as discussed in the Construction Considerations section of this report.
Based on the existing site grades, newly placed fill will be required to achieve design
site grades. PSI has not been provided with design site elevations, including those of
the planned finished floor elevation. Assuming a new finished floor elevation of 102±
feet with reference to the temporary benchmark (the current elevation of Borings B-04
and B-05), and that undocumented fill is removed below foundations as recommended
in this report, newly placed fills on the order of up to 6± feet will be required on the west
side of the site. The following table details the estimated cut depths for fill removal and
the estimated fill depths to achieve design site grades:
BORING LOCATION EXISTING SURFACE
ELEVATION (FT)
ESTIMATED CUT
DEPTH
ELEVATION (FT)
ESTIMATED FILL
REQUIRED (FT)
B-02 Proposed Building,
Northwest Corner 96 91 (fill) 6
B-03 Proposed Building,
Southwest Corner 99 97 (fill) 0
B-04 Proposed Building,
Southeast Corner 102 100 (fill) 0
B-05 Proposed Building,
Northeast Corner 102 100 (fill) 0
B-06 Proposed Building,
West-Center 99 94 (fill) 3
B-07 Proposed Building,
East-Center 100 93 (fill)
89 (fill and soft)
4
8
***All elevations are based off the temporary benchmark of 100 feet for the bonnet bolt of the fire hydrant
on the northwest quadrant of West 78th Street and Vasserman Trail. Bottom of footing elevation is
estimated to be 97± feet relative to this temporary benchmark.
Newly placed engineered fill required to establish site grades should be free of organic,
frozen, or other deleterious materials, have a maximum particle less than 3 inches. The
existing, non-organic fill may be reused for engineered fill, but will likely require moisture-
conditioning prior to use. In lieu of using the existing onsite materials, imported fill should
consist of sands with less than 12% of the particles passing the #200 sieve by weight.
Newly placed engineered fill should be compacted to at least 98 percent of the maximum
dry density and to within 3 percent of the optimum moisture content as determined by the
standard Proctor (ASTM D698). Also, PSI recommends that a qualified geotechnical
engineer test and document the engineered fill materials prior to placement.
Engineered fill should be placed in maximum lifts of eight inches of loose material and
should be compacted to within 3 percent of the optimum moisture content value as
determined by the standard Proctor test (ASTM D698). If very moist or wet soils are to be
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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reused as engineered fill, they should be spread thinly on the ground and allowed to dry
prior to placement. If water is to be added, it should be uniformly applied and thoroughly
mixed into the soil by disking or scarifying. Each lift of compacted engineered fill should
be observed, tested, and documented by a representative of PSI prior to placement of
subsequent lifts. Compaction tests should be performed for every 2,500 square feet in
the building pad and every 5,000 square feet in pavement areas. A minimum of three
tests per layer is recommended. The lateral extent of the overexcavation of poor soil and
subsequent placement and compaction of engineered fill should be equal to or greater
than the depth of overexcavation below finished floor elevation. As for the pavement
areas, the newly placed compacted engineered fill should extend at least 5 feet beyond
the edges of the pavement.
Foundation Recommendations
The proposed building can be supported by conventional continuous wall and column
footings designed to bear upon suitable bearing native soils or newly placed engineered
fill that have been tested and observed by the geotechnical engineer or geotechnical
engineering technician. PSI recommends that footings be designed for a maximum net
allowable soil bearing pressure of 2,500 pounds per square foot (psf) for continuous
footings and 1,900 psf for square footings based on dead load plus design live load.
Minimum dimensions of 18 inches for continuous footings and 30 inches for any column
footings should be used in foundation design to minimize the possibility of a local bearing
capacity failure, even if the allowable bearing pressure recommended herein is not fully
utilized.
Where existing undocumented fill or unsuitable bearing soils are encountered in a footing
excavation, the excavation should be deepened to competent bearing soil and the footing
could be lowered or an overexcavation and backfill procedure could be performed. An
overexcavation and backfill treatment would require widening the deepened excavation in
all directions at least 6 inches beyond the edge of the footing for each 12 inches of
overexcavation depth. The overexcavation should then be backfilled up to footing base
elevation in maximum 8 inches thick loose lifts with suitable granular fill material
compacted to at least 98 percent of maximum dry density and within 3% of the optimum
moisture content as determined by standard Proctor (ASTM D698).
Due to the potential variations in the strengths of the natural soils, it is recommended that
soils at bearing elevation in the footing excavations be observed and tested by a
Professional Service Industries, Inc., representative prior to concrete placement to
evaluate the suitability and uniformity of the natural soils for support of the design
foundation loads. A method for evaluating the acceptability of the soils under footings
would involve hand auger and dynamic cone penetrometer testing below the footing
bearing level for a minimum of one footing width or 3 feet, whichever is shallower. Each
isolated footing should include at least 1 test probe. Test probes should be performed
every 20-lineal feet in continuous footings. Based on the recommended net allowable
bearing pressure of 2,500 and 1,900 psf, respectively, suitable bearing native soils
should be unfrozen, non-organic and have a dynamic cone penetrometer value
commensurate with a SPT value of at least 8 and 6 blows per foot, respectively.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
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It should be noted that Borings B-07 had soft and loose soils to depths of 11± feet
below existing site grades (elevations 89± relative to the temporary benchmark of 100
feet). In this area, a soil correction may not be economical for the depths of unsuitable
soils observed in the borings. As an alternative to supporting the footings at deeper
elevations or on a new observed and tested compacted engineered fill, the footings
may also be designed to bear upon a stabilized subgrade at shallower elevations as
detailed below.
PSI recommends that the unsuitable soils that do not exhibit the recommended
penetrometer values of 6 or 8 blows per foot, respectively, at foundation bearing
elevations be subcut and stabilized. The soils should be subcut to a depth of 18 inches
below planned bottom of footing elevation and extended 10 lineal feet beyond the
observed soft soils in continuous footings and six inches beyond each face of the
footing. The soil subcuts should extend a minimum of two feet beyond each face of
isolated footings. A 12 inch thick layer of four to eight inch clear stone should be placed
and statically rolled in place. Vibratory compaction of this material is not
recommended. This static compaction should be observed by a geotechnical engineer
or engineering technician to document the observed deflection under the compaction
equipment. A second 12 inch thick layer should then be placed and statically rolled in
place. If the stabilized subgrade does not deflect under the compaction equipment, the
footing may then be placed on top of the clear stone strata.
Exterior footings should be located at a depth of at least 42 inches below the final exterior
grade to provide adequate frost protection. Isolated footings, such as those for canopies
and planned site signage, should be located at a depth of at least 60 inches below the
final exterior grade. If the building is to be constructed during the winter months or if
footings will likely be subjected to freezing temperatures after foundation construction,
then the footings and concrete should be adequately protected from freezing. Otherwise,
interior footings can be located on the native soils or newly placed engineered fill at
shallower depths below the floor slab, compatible with architectural and structural
considerations.
After opening, footing excavations should be observed, the support soils tested and
concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting
and drying. The silty soils at estimated foundation elevations are moisture-susceptible
and will have reduced shear strengths if allowed to become saturated. Surface run-off
water should be drained away from the excavations and not be allowed to pond. The
foundation concrete should be placed during the same day the excavation is made. If it is
required that footing excavations be left open for more than one day, they should be
protected to reduce evaporation or entry of moisture.
Based on the engineering properties of the soils that were encountered at the test borings
and the recommendations provided herein, PSI estimates that the total foundation
settlement for the foundation system discussed above will be about one inch. Differential
settlement will probably be about 75% of the total settlement. While settlement of this
amount is generally tolerable, the structure must be designed based upon the estimated
settlement and must include properly spaced vertical control joints to minimize the effects
of differential movement (such as cosmetic "cracking" of sensitive masonry materials).
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Floor Slab Recommendations
The building floor slab could be supported by the existing non-organic fill materials that
pass proofrolling operations, or upon newly placed engineered fill, provided the
subgrade is prepared as outlined in the Site Preparation Section of this report. PSI
recommends that a subgrade modulus (k) of 100 pounds per cubic inch (pci) be used for
design considerations based on a 12 inch square plate load test. However, depending
on how the slab loads are applied, the value will have to be geometrically modified.
The value should be adjusted for larger areas using the following expression for
cohesive and cohesionless soil:
Modulus of Subgrade Reaction, ks = (B
k ) for cohesive soil and
ks = k (B
B
2
1)2 for cohesionless soil
where: ks= coefficient of vertical subgrade reaction for loaded area,
k= coefficient of vertical subgrade reaction for 144 square inches area
B= width of area loaded, in feet
PSI recommends that a minimum four-inch thick free draining granular mat be placed
beneath the floor slab to enhance drainage. The granular fill should have less than
50% of the material passing the #40 sieve by weight and less than 5% passing the
#200 sieve. Polyethylene sheeting should be placed to act as a vapor retarder where
the floor will be in contact with moisture sensitive equipment or products such as tile,
wood, carpet, etc., as directed by the design engineer. The decision to locate the vapor
retarder in direct contact with the slab or beneath the layer of granular fill should be
made by the design engineer after considering the moisture sensitivity of subsequent
floor finishes, anticipated project conditions and the potential effects of slab curling and
cracking. The floor slabs should have an adequate number of joints to reduce cracking
resulting from differential movement and shrinkage.
Seismic Site Class
The site is in a municipality that employs the 2006 International Building Code with the
2007 Minnesota amendments. The Code requires a site class for the calculation of
earthquake design forces. This class is a function of soils type (ie. depth of soil and
strata types). Based on the estimated density of the soils observed within the boring
locations, Site Class “D” is recommended. The USGS-NEHRP probabilistic ground
motion values near latitude 44.86398N and longitude 93.58060W are as follows:
PERIOD
(SECONDS)
2% PROBABILITY OF
EVENT IN 50 YEARS
(% G)
SITE
COEFFICIENT
FA
SITE
COEFFICIENT
FV
PGA 6.7 NA NA
0.2 (Ss) 6.3 1.6 NA
1.0 (S1) 2.7 NA 2.4
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
13
The Site Coefficients, Fa and Fv were interpolated from IBC 2006 Tables 1613.5.3(1)
and 1613.5.3(2) as a function of the site classification and the mapped spectral
Response acceleration at the short (Ss) and 1 second (S1) periods.
Pavement Recommendations
Based on the proposed scope of services, no borings were completed within the
proposed pavement areas. The following analysis is based off the soils encountered at
the borings for the building. It should be noted that the soils encountered in the
pavement areas at the time of construction may be different than those used in this
analysis. If different soils are encountered, PSI should be contacted in writing to review
our recommendations, and provide supplemental recommendations if necessary.
Based on the borings completed within the proposed building (Borings B-02 to B-07),
PSI anticipates the pavement subgrade soils will consist of either existing sandy silt
undocumented fill or sandy clay undocumented fill after stripping the surficial topsoil
and organic matter. After removal of the surficial soils, the exposed subgrade soils
should be proofrolled and prepared as recommended in the Site Preparation section of
this report. Any observed soft or loose locations should be selectively subcut or
stabilized in place using aggregate base or clear stone. If the exposed fill soils contain
organic or deleterious materials, they should be selectively subcut and removed in their
entirety.
A detailed traffic analysis was performed by LASCO Development, with the results
provided to PSI as part of this exploration. Based upon the proposed construction, the
pavement sections shown below are based on a 20 year design life and the daily
Equivalent Single Axle Loads (ESALs) provided by LASCO Development. The provided
traffic study recommended design values of 45,000 lifetime ESALs in light duty areas
and 100,000 lifetime ESALS in heavy duty areas. The existing non-organic
undocumented fill materials that pass proofrolling operations are considered relatively
fair to poor materials, having a minimum CBR value of 3. Engineered fill material used
to raise existing grades within parking and drive areas should meet or exceed this CBR
value. The following design factors were used in developing the recommended asphalt
pavement sections:
Design Life: - 20 years
Terminal Serviceability: - 2.0
Reliability: - 85%
Initial Serviceability: - 4.2
Standard Deviation: - 0.45
If during the final design phase these values are determined to be incorrect, PSI must
be contacted to provide revised pavement recommendations. Based upon the soil
borings, laboratory data and provided the subgrade soils are prepared as outlined in
this report, the following flexible pavement section thicknesses are recommended for
parking lot and drive areas.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
14
Light Duty Asphalt Pavement Section
Granular Base Course Thickness 10 inches
HMA Base Course Thickness 2 inches
HMA Wear Course Thickness 1 ½ inches*
*Based on using a standard pick-up truck for snow removal; if a front end loader is used for snow removal,
this value should be increased to 2 inches
Heavy Duty Asphalt Pavement Section
Granular Base Course Thickness 10 inches
HMA Base Course Thickness 2¼ inches
HMA Wear Course Thickness 2 inches
The granular base course should consist of well-graded crushed stone meeting the
requirements from Section 2112 of the State of Minnesota Standard Specifications for
Construction. The granular base course material should be placed and compacted to a
minimum of 100 percent of the maximum standard Proctor dry density (ASTM D698)
and within 2 percent of the optimum moisture content. Also, a representative of a
qualified geotechnical engineer must test the base course material prior to, and during,
placement.
Asphaltic binder and surface courses should meet the requirements from Section 2360
of the State of Minnesota Standard Specifications for Construction. Asphaltic courses
should be placed and compacted to the minimum required density contained within
Section 2360 of the Standard Specifications. An adequate number of in-place density
tests should be performed during construction to document the placement compaction.
The pavements should be sloped to provide positive surface drainage. Water should
not be allowed to pond on or adjacent to the pavement as this could saturate the
subgrade and cause premature pavement deterioration. The granular base course
should be protected from water inflow along drainage paths. Additionally, the granular
base course should extend beyond the edges of the pavement in low areas to allow any
water that enters the base course stone a path for exit.
The parking and drive areas are recommended to be constructed with attention to final
grades to facilitate drainage. Otherwise, a storm sewer system may be appropriate to
carry away storm run-off water. Construction of the subgrade and pavements should
be in accordance with the project specifications.
A flexible pavement system is not recommended in dumpster pad areas and areas
where heavy trucks will turn frequently or will be parked. Within these areas,
consideration should be given for use of a rigid pavement. Based upon the anticipated
traffic volumes, PSI recommends a concrete pavement section consisting of 6 inches of
crushed aggregate base course and 6 inches of Portland cement concrete. The
concrete must be properly reinforced and must have appropriately spaced control joints.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
15
Infiltration Characteristics of Subsurface Soils and Pond Recommendations
Generally, the subsurface soil conditions below the upper layer of topsoil and fill
consisted of sandy silt (Silty loam) to the depths of 15± feet in Boring B-01 at the
proposed stormwater management feature. Field infiltration testing was not requested
at the time of field exploration. However, for preliminary design purposes the following
table provides estimates of design infiltration rates for different soil textures and is
based on the infiltration rates published by the Natural Resources Conservation Service
(NRCS).
SOIL TEXTURE NRCS INFILTRATION
RATES (IN/HOUR)
Coarse sand or coarser (COS) >20
Loamy coarse sand (LCOS) >20
Sand (S) >20
Loamy sand (LS) 6.3-20.0
Sandy loam (SL) 2.0-6.3
Loam (L) 0.63-2.0
Silt loam (SIL) 0.63-2.0
Sandy clay loam (SCL) 0.63-2.0
Clay loam (CL) 0.63-2.0
Silty Clay loam (SICL) 0.63-2.0
Sandy clay (SC) 0.63-2.0
Silty clay (SIC) 0.06-0.20
Clay (C) 0.06-0.20
In general, the results of borings completed within the area of the proposed stormwater
management feature (Boring B-01) and a review of the NRCS soil maps of the site
indicate that the predominate soil types that will be located at the bottom of the
proposed stormwater management feature will be either loam or silty loam soils. These
soils have a relatively moderate to low permeability and would not be suitable to
infiltrate water. The high water contents of the recovered samples indicate static
groundwater is approximately 6± feet below existing site grades. Based on this, a
surface detention pond is recommended for stormwater management.
In order for the pond to hold water, PSI recommends that a clay liner be installed in the
bottom and sides of the pond. The liner should be a minimum of 24 inches thick. PSI
has not been provided with planned surface water elevations or planned bottom of pond
elevations. The following recommendations are based on the bottom of the pond being
5± feet below existing site elevations (95± feet based on the temporary benchmark).
This will require cuts on the order of 7± feet to account for the thickness of the installed
clay liner.
Based on the shallow groundwater observed at 10± feet below existing grades and the
estimated static groundwater level of 6± feet below existing grades at Boring B-01, the
construction of a compacted clay liner will present some constructability issues. In this
case, the excavation for the pond will likely require extensive dewatering to construct
the liner. Typically, in order to maintain a stable excavation, the water table will need to
be lowered to an elevation at least 2 feet lower than the lowest anticipated excavation
elevation. After the liner is installed, the pond should be filled while the dewatering is
still underway. This will prohibit the liner from lifting under hydrostatic pressures.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
16
PSI recommends that fill placed for liners, if needed, have a minimum liquid limit of 25
and plasticity index above 12. The on-site materials would not be suitable for this
purpose and will likely have to be imported. The fill should be placed in loose lifts not to
exceed 8 inches in thickness and compacted to a minimum of 95% of the material’s
maximum laboratory dry density as determined in accordance with the Standard Proctor
(ASTM D698). The materials should be placed and compacted at moisture contents
varying from 0 to 3% above the material’s optimum moisture content as determined in
accordance with the above ASTM procedure.
The performance of the pond can be affected by factors such as the introduction of
sediment and organic materials to the pond bottom over time. Therefore, a pond
maintenance program should be developed in order to remove sediment and organic
materials.
Concerning embankment slopes, it is PSI’s opinion that properly constructed slopes as
steep as 2 horizontal to 1 vertical would generally be stable, but would be susceptible to
erosion and difficult to maintain or construct with rubber tired mowing or grading
equipment. Therefore, embankment slopes of 3 horizontal to 1 vertical or flatter are
recommended.
If final construction plans will include below grade stormwater detention or alternate
stormwater management features, PSI should be contacted to review the new plan and
provide a supplemental report regarding the design and construction of the new
structures. Depending upon the proposed design and/or location of the new structures,
additional borings and/or test pits may be needed at that time in order to provide
supplemental recommendations.
CONSTRUCTION CONSIDERATIONS
PSI should be retained to provide observation and testing of construction activities
involved in the foundation, earthwork, and related activities of this project. PSI will not
accept responsibility for conditions that deviated from those described in this report, nor
for the performance of the foundation or pavement if we are not engaged to also
provide construction observation and testing for this project.
Moisture Sensitive Soils/Weather Related Concerns
Increases in the moisture content of the soil can cause significant reduction in the soil
strength and support capabilities. In addition, soils that become wet may be slow to dry
and thus significantly retard the progress of grading and compaction activities. It will,
therefore, be advantageous to perform earthwork and foundation construction activities
during dry weather.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
17
Water should not be allowed to collect in the foundation excavation, on floor slab areas,
or on prepared subgrades during or after construction. Areas should be sloped to
facilitate removal of collected rainwater, groundwater, or surface runoff. Positive site
drainage should be provided to reduce infiltration of surface water around the perimeter
of buildings, beneath floor slabs, and within pavement areas. The grades should be
sloped away from buildings and surface drainage should be collected and discharged
such that water is not permitted to infiltrate the backfill and floor slab areas of the
building.
Drainage and Groundwater Concerns
Perched groundwater was observed at a depth of 7± to 10± feet below existing site
grades during drilling operations, which is within two feet of the anticipated zone of
construction. Typically, in order to maintain a stable excavation, the water table will
need to be lowered to an elevation at least 2 feet lower than the lowest anticipated
excavation elevation. If groundwater is within two feet at the time of construction, the
foundations will present some constructability issues. In this case, the excavation for
the foundations will likely require extensive dewatering. After the foundations are
constructed, the anticipated building dead loads should be applied while the dewatering
of the area is still underway. This will inhibit the foundations from lifting under
hydrostatic pressures.
If other minor groundwater seepage is encountered, a typical sump and pump
technique should be sufficient for groundwater control. Should excessive and
uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted
for recommendations. PSI recommends that the contractor determine the actual
groundwater levels at the site at the time of the construction activities.
Excavations
It is mandated that excavations, whether they be for utility trenches, basement
excavations or footing excavations, be constructed in accordance with current
Occupational Safety and Health Administration (OSHA) guidelines to protect workers
and others during construction. PSI recommends that these regulations be strictly
enforced; otherwise, workers could be in danger and the owner(s) and the contractor(s)
could be liable for substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required
to maintain stability of both the excavation sides and bottom. The contractor's
"responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed
in the excavations as part of the contractor's safety procedures. In no case should
slope height, slope inclination, or excavation depth, including utility trench excavation
depth, exceed those specified in local, state, and federal safety regulations.
PSI is providing this information solely as a service to our client. PSI does not assume
responsibility for construction site safety or the contractor's or other parties’ compliance
with local, state, and federal safety or other regulations.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
18
Utilities Trenching
Excavation for utility trenches shall be performed in accordance with OSHA regulations
as stated in 29 CFR Part 1926. It should be noted that utility trench excavations have the
potential to degrade the properties of the adjacent fill materials. Utility trench walls that
are allowed to move laterally can lead to reduced bearing capacity and increased
settlement of adjacent structural elements and overlying slabs and pavements.
Backfill for utility trenches is as important as the original subgrade preparation or
engineered fill placed to support either a foundation or slab. Therefore, it is imperative
that the backfill for utility trenches be placed to meet the project specifications for the
engineered fill of this project. Unless otherwise specified, the backfill for the utility
trenches should be placed in 4 to 6 inch loose lifts and compacted to a minimum of 95
percent of the maximum dry density and within 2 percent of the optimum moisture
content achieved by the standard Proctor test (ASTM D698). The backfill soil should be
moisture conditioned to be within 2± percent of the optimum moisture content as
determined by the standard Proctor test. Up to 4 inches of bedding material placed
directly under the pipes or conduits placed in the utility trench can be compacted to the
90 percent compaction criteria with respect to the standard Proctor.
Compaction testing should be performed for every 200 cubic yards of backfill placed or
each lift within 200 linear feet of trench, which ever is less. Backfill of utility trenches
should not be performed with water standing in the trench. Granular backfill material
shall be compacted to meet the above compaction criteria. The geotechnical engineer
can also specify a relative density specification for clean granular materials.
GEOTECHNICAL RISK
The concept of risk is an important aspect of the geotechnical evaluation. The primary
reason for this is that the analytical methods used to develop geotechnical
recommendations do not comprise an exact science. The analytical tools which
geotechnical engineers use are generally empirical and must be used in conjunction with
engineering judgment and experience. Therefore, the solutions and recommendations
presented in the geotechnical evaluation should not be considered risk-free and, more
importantly, are not a guarantee that the interaction between the soils and the proposed
structure will perform as planned. The engineering recommendations presented in the
preceding section constitutes PSI’s professional estimate of those measures that are
necessary for the proposed structure to perform according to the proposed design based
on the information generated and referenced during this evaluation, and PSI’s experience
in working with these conditions.
Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598
19
REPORT LIMITATIONS
The recommendations submitted are based on the available subsurface information
obtained by PSI and design details furnished by LASCO Development. If there are
revisions to the plans for this project or if deviations from the subsurface conditions
noted in this report are encountered during construction, PSI should be notified
immediately to determine if changes in the provided recommendations are required. If
PSI is not retained to perform these functions, PSI will not be responsible for the impact
of those conditions on the project.
The geotechnical engineer warrants that the findings, recommendations, specifications,
or professional advice contained herein have been made in accordance with generally
accepted professional geotechnical engineering practices in the local area. No other
warranties are implied or expressed.
After the plans and specifications are more complete, the geotechnical engineer should
be retained and provided the opportunity to review the final design plans and
specifications to check that our engineering recommendations have been properly
incorporated into the design documents. At that time, it may be necessary to submit
supplementary recommendations. This report has been prepared for the exclusive use
by LASCO Development, for the specific application to the proposed Children’s
Learning Adventure childcare center to be located on the northwest quadrant of Galpin
Boulevard and Arboretum Boulevard in Chanhassen, Minnesota.
APPENDIX
SITE VICINITY PLAN
BORING LOCATION PLAN
BORING LOGS
WINPASS PAVEMENT DESIGN
NRCS SOILS MAP
USGS SEISMIC ANALYSIS
GENERAL NOTES
Project Name:Children's Learning Adventure
Project Location: NW Quad Galpin Blvd and Arboretum Blvd Site
Chanhassen, Minnesota Vicinity
Map
2915 Waters Road, Suite 112 PSI Project # : 0675598
Eagan, Minnesota 55121
B-9
B-8
B-7
B-6
B-5
B-4
B-3
B-2
B-1
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
N
Project Name:Children's Learning Adventure
Project Location: NW Quad Galpin Blvd and Arboretum Blvd
Chanhassen, Minnesota Boring
Location
2915 Waters Road, Suite 112 PSI Project # : 0675598 Plan
Eagan, Minnesota 55121
N
B-9
B-8
B-7
B-6
B-5
B-4
B-3
B-2
B-1
B-1
B-2
B-3
B-4
B-5
B-6
B-7
B-8
B-9
B-1
TBM
B-2
B-7B-6
B-5
B-4B-3
Project Name:Children's Learning Adventure
Project Location: NW Quad Galpin Blvd and Arboretum Blvd
Chanhassen, Minnesota Boring
Location
2915 Waters Road, Suite 112 PSI Project # : 0675598 Plan
Eagan, Minnesota 55121
N
B-9
B-8
B-7
B-6
B-5
B-4
B-3
B-2
B-1
B-1
B-2
B-3
B-4
B-5
B-6
B-8
B-9
B-1
TBM
B-2
B-7B-6
B-5
B-4B-3
B-7B-6
B-5
B-4B-3
B-2B-1TBM
15
10
18
18
18
18
18
3-3-3
N=6
5-6-7N=13
3-4-9N=13
4-7-9
N=16
4-7-10
N=17
2-3-5N=8
4-5-5
N=10
TOPSOIL (5" Thick)
Sandy SILT, Light Brown, Moist, Medium
Sandy SILT, Trace Gravel, Brown, Moist,Medium
Sandy Lean CLAY, Dark Gray, Moist, Very
Stiff to Stiff
End of Boring at 21 feet
Cave in at 21 feet
T-SOIL
ML
ML
CL
16
16
16
16
16
16
18
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
6 feet
While Drilling
Upon Completion
Estimated Static Level
95
90
85
80
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
Not Observed
10 feet
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:100 ft
REVIEWED BY:JR West Side of Site
EFFICIENCY N/A Proposed Stormwater Feature
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-1
17
15
6
18
18
18
18
2-2-3
N=5
6-6-6N=12
1-1-1N=2
1-2-3
N=5
2-3-3
N=6
2-5-5N=10
3-4-6
N=10
TOPSOIL (10" Thick)
Fill, Sandy SILT, Trace Organics and
Rootlets, Dark Brown to Black, Moist
Sandy SILT, Trace Gravel, Light Gray toBrown, Very Moist, Very Loose to Loose
Sandy Lean CLAY, Dark Gray, Moist, Stiff
End of Boring at 21 feet
Cave in at 19 feet
T-SOIL
FILL
ML
CL
19
28
27
20
21
18
18
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
2 feet
While Drilling
Upon Completion
Estimated Static Level
95
90
85
80
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
16 feet
Not Observed
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:96 ft
REVIEWED BY:JR Northwest Corner
EFFICIENCY N/A Proposed Building
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-2
16
15
13
18
18
18
18
5-5-4
N=9
9-8-7N=15
3-3-4N=7
5-5-6
N=11
5-6-5
N=11
2-2-5N=7
3-4-5
N=9
TOPSOIL (9" Thick)
FILL, Silty Sand, Trace Roots and Organics,Dark Brown to Black, Moist
Silty Lean CLAY with Sand, Brown, Moist,Stiff
Sandy SILT, Light Brown to Gray, Moist toWet, Loose to Medium
Sandy Lean CLAY, Trace Gravel, Gray,Wet, Stiff to Very Stiff
End of Boring at 21 feet
Cave in at 14 feet
T-SOIL
FILL
CL-ML
ML
CL
16
20
26
27
28
18
17
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
5 feet
While Drilling
Upon Completion
Estimated Static Level
95
90
85
80
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
10 feet
7 feet
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:99 ft
REVIEWED BY:JR Southwest Corner
EFFICIENCY N/A Proposed Building
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-3
17
18
18
18
18
18
18
4-4-5
N=9
4-4-4N=8
5-5-5N=10
5-3-4
N=7
3-3-5
N=8
2-3-5N=8
4-6-7
N=13
TOPSOIL (6" Thick)
FILL, Sandy Silt, Trace Clay, Gravel andRootlets, Brown, Moist
Silty SAND, Dark Brown, Moist, Loose
SAND with Silt, Trace Gravel, Light Brown,Moist, Medium
SILT with Sand, Light Gray, Very Moist toWet, Loose
Sandy Lean CLAY, Dark Gray, Wet, VeryStiff
End of Boring at 21 feet
Cave in at 18 feet
T-SOIL
FILL
SM
SP-SM
ML
CL
16
16
8
28
24
35
18
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
7 feet
While Drilling
Upon Completion
Estimated Static Level
100
95
90
85
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
17 feet
10 feet
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:102 ft
REVIEWED BY:JR Southeast Corner
EFFICIENCY N/A Proposed Building
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-4
15
18
13
17
18
18
18
4-4-6
N=10
5-5-4N=9
5-7-28N=35
3-6-7
N=13
3-5-8
N=13
8-9-14N=23
4-6-6
N=12
TOPSOIL (8" Thick)
FILL, Sandy Silt, Trace Organics andGravel, Mottled Brown and Black, Moist
Sandy SILT, Trace Gravel, Mottled Gray andBrown, Moist, Loose to Dense
(Possible Cobble at 6')
Sandy SILT, Light Brown, Moist to VeryMoist, Medium
Sandy Lean CLAY, Dark Gray, Moist, VeryStiff
End of Boring at 21 feet
Cave in at 18 feet
T-SOIL
FILL
ML
ML
CL
32
17
5
23
11
11
16
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
7 feet
While Drilling
Upon Completion
Estimated Static Level
100
95
90
85
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
Not Observed
Not Observed
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:102 ft
REVIEWED BY:JR Northeast Corner
EFFICIENCY N/A Proposed Building
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-5
14
15
18
18
15
18
18
3-4-3
N=7
6-6-6N=12
2-2-3N=5
2-4-6
N=10
3-3-5
N=8
2-3-4N=7
4-5-6
N=11
TOPSOIL (12" Thick)
FILL, Sandy Clay, Trace Rootlets, DarkBrown, Moist
Silty Lean CLAY, Mottled Gray and LightBrown, Moist, Stiff
SILT with Sand, Gray, Moist, Medium
SAND with Silt, Dark Brown, Wet, Loose
Lean CLAY, Trace Silt and Gravel, DarkGray, Moist, Very Stiff
End of Boring at 21 feet
Cave in at 18 feet
T-SOIL
FILL
CL-ML
ML
SP-SM
CL
20
18
20
20
18
17
17
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
4 feet
While Drilling
Upon Completion
Estimated Static Level
95
90
85
80
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
17 feet
10 feet
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:99 ft
REVIEWED BY:JR West- Center
EFFICIENCY N/A Proposed Building
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-6
15
17
10
18
18
18
18
5-3-4
N=7
5-5-6N=11
3-3-4N=7
2-1-2
N=3
3-3-3
N=4
3-5-5N=10
5-5-7
N=12
TOPSOIL (10" Thick)
FILL, Sandy SILT, Trace Gravel and
Organics, Brown to Black, Moist
LOI = 4.2% Organics
Silty Lean CLAY, Trace Sand, Mottled LightGray and Light Brown, Very Moist, Soft to Stiff
Sandy Lean CLAY, Dark Gray, Moist, Stiff
End of Boring at 21 feet
Cave in at 17 feet
T-SOIL
FILL
CL-ML
CL
19
20
21
28
21
18
17
PROJECT NO.:0675598
PROJECT:Proposed Children's Learning Academy
De
p
t
h
,
(
f
e
e
t
)
STRENGTH, tsf
Additional
Remarks
US
C
S
C
l
a
s
s
i
f
i
c
a
t
i
o
n
0
Qp
Sa
m
p
l
e
T
y
p
e
2.0
0
Mo
i
s
t
u
r
e
,
%
MoistureMATERIAL DESCRIPTION
STANDARD PENETRATION
TEST DATA
N in blows/ft
Qu
Sa
m
p
l
e
N
o
.
Gr
a
p
h
i
c
L
o
g
50
PL
El
e
v
a
t
i
o
n
(
f
e
e
t
)
LL
4.0
25
Re
c
o
v
e
r
y
(
i
n
c
h
e
s
)
7 feet
While Drilling
Upon Completion
Estimated Static Level
95
90
85
80
LATITUDE:44.86398°
LONGITUDE:-93.5806°
LOCATION:Arboretum Blvd and Galpin Blvd
Not Observed
Not Observed
Wa
t
e
r
REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail
DRILLER:JB
Professional Service Industries, Inc.
2915 Waters Road, Suite 112
Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota
SP
T
B
l
o
w
s
p
e
r
6
-
i
n
c
h
(
S
S
)
SAMPLING METHOD: SS
DATE STARTED:1/29/15
BENCHMARK:See Remarks
The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1
DRILL COMPANY:PSI, Inc.
STATION:N/A OFFSET:N/A
LOGGED BY:JR
COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120
DRILLING METHOD:Hollow Stem Auger
ELEVATION:100 ft
REVIEWED BY:JR East Center
EFFICIENCY N/A Proposed Building
HAMMER TYPE:Automatic BORING LOCATION:
0
5
10
15
20
DATE COMPLETED:1/29/15 BORING B-7
Soil Map—Carver County, Minnesota
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/5/2015
Page 1 of 3
49
6
7
7
6
0
49
6
7
8
5
0
49
6
7
9
4
0
49
6
8
0
3
0
49
6
8
1
2
0
49
6
8
2
1
0
49
6
8
3
0
0
49
6
7
7
6
0
49
6
7
8
5
0
49
6
7
9
4
0
49
6
8
0
3
0
49
6
8
1
2
0
49
6
8
2
1
0
49
6
8
3
0
0
453740 453830 453920 454010 454100 454190 454280 454370 454460 454550
453740 453830 453920 454010 454100 454190 454280 454370 454460 454550
44° 52' 0'' N
93
°
3
5
'
9
'
'
W
44° 52' 0'' N
93
°
3
4
'
2
8
'
'
W
44° 51' 41'' N
93
°
3
5
'
9
'
'
W
44° 51' 41'' N
93
°
3
4
'
2
8
'
'
W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84
0 150 300 600 900
Feet
0 50 100 200 300
Meters
Map Scale: 1:4,080 if printed on A landscape (11" x 8.5") sheet.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at 1:12,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Carver County, Minnesota
Survey Area Data: Version 11, Sep 16, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Mar 16, 2012—Apr 6,
2012
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Soil Map—Carver County, Minnesota
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/5/2015
Page 2 of 3
Map Unit Legend
Carver County, Minnesota (MN019)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CW Cordova-Webster complex 2.0 2.4%
GL Glencoe clay loam 0.4 0.5%
HM Hamel loam 13.5 15.8%
KB Kilkenny-Lester loams, 2 to 6
percent slopes
7.3 8.5%
KB2 Lester-Kilkenny loams, 2 to 6
percent slopes, eroded
10.8 12.7%
KC2 Lester-Kilkenny loams, 6 to 12
percent slopes, eroded
22.1 25.9%
KD2 Lester-Kilkenny loams, 12 to 18
percent slopes, eroded
10.1 11.8%
LD2 Lester loam, 10 to 16 percent
slopes, moderately eroded
0.7 0.9%
MK Houghton and Muskego soils 10.0 11.7%
ND3 Lester-Kilkenny clay loams, 12
to 18 percent slopes, severely
eroded
4.3 5.0%
NE3 Lester-Kilkenny clay loams, 18
to 25 percent slopes, severely
eroded
1.2 1.4%
PM Klossner muck, 0 to 1 percent
slopes
1.1 1.3%
TB Terril loam, 0 to 6 percent
slopes
2.0 2.3%
Totals for Area of Interest 85.4 100.0%
Soil Map—Carver County, Minnesota
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/5/2015
Page 3 of 3
Design Maps Summary Report
file:///P|/675 Projects/GEO/2015/0675598 Children's Learning Adventure Chanhassen GEO/Design Maps Summary Report.html[2/10/2015 8:44:27 AM]
Report Title
Building Code Reference Document
Site Coordinates
Site Soil Classification
Occupancy Category
Design Maps Summary Report
PrintView Detailed ReportUser–Specified Input
Children's Learning Adventure - Chanhassen, MN
Thu February 5, 2015 21:38:48 UTC
2006/2009 International Building Code
(which utilizes USGS hazard data available in 2002)
44.86398°N, 93.5806°W
Site Class D – “Stiff Soil”
I/II/III
USGS–Provided Output
SS =0.063 g SMS =0.101 g SDS =0.067 g
S1 =0.027 g SM1 =0.065 g SD1 =0.044 g
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to
the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.