2. Steve Olinger, Chaska/Chanhassen Hockey Assoc., An Ice Arena in ChanhassenCITY OF �
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CHANHASSEN
690 COULTER DRIVE • P.O. BOX 147 • CHANHASSEN, MINNESOTA 55317
(612) 937 -1900 • FAX (612) 937 -5739
1 Mr. Steve Olinger, President of CCHA will be present at Monday evening's City Council
meeting. It is Mr. Olinger's intent to make a presentation to the City Council in regard to
1 the potential of constructing an ice arena in Chanhassen. The hockey association is
seeking the Council's input on this proposal. I estimate this presentation will take 30
minutes.
1 The association is also appearing before the HRA (the owner of the property in question)
on Thursday evening, September 19 (a copy of the report being presented to the HRA is
1 attached).
1
Action by City Administrator
1
MEMORANDUM
Endorsed ✓ &004
1
TO:
Don Ashworth, City Manager
Modifird
Re
Charles Folch, City Engineer
Scott Harr, Public Safety Director
Date
Steve Olinger, CCHA
Bob Kost, BRW
FROM:
Todd Hoffman, Park &Recreation Director 7
Date Submitted to commissioa
1
Date Submitted to Council
DATE:
September 18, 1996
1
SUBJ:
Visitor Presentation, Steve Olinger, Chaska/Chanhassen
Hockey Association (CCHA), An Ice Arena in Chanhassen
1 Mr. Steve Olinger, President of CCHA will be present at Monday evening's City Council
meeting. It is Mr. Olinger's intent to make a presentation to the City Council in regard to
1 the potential of constructing an ice arena in Chanhassen. The hockey association is
seeking the Council's input on this proposal. I estimate this presentation will take 30
minutes.
1 The association is also appearing before the HRA (the owner of the property in question)
on Thursday evening, September 19 (a copy of the report being presented to the HRA is
1 attached).
1
c: Park and Recreation Commission
'
Planning Commission
Todd Gerhardt, Assistant City Manager
Kate Aanenson, Planning Director
1
Charles Folch, City Engineer
Scott Harr, Public Safety Director
1
Steve Olinger, CCHA
Bob Kost, BRW
1 gApark \th \icearena.mem
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CITY OF
CHANHASSEN
� 1
1
690 COULTER DRIVE • P.O. BOX 147 • CHANHASSEN, MINNESOTA 55317 1
(612) 937 -1900 • FAX (612) 937 -5739
MEMORANDUM
TO: Housing & Redevelopment Authority I
FROM: Todd Hoffman, Park & Recreation Director
DATE: September 13, 1996
SUBJ: Presentation of Preliminary Geo- Technical Evaluation for HRA Property; Lots 5
& 6, Chanhassen Lakes Business Park 5` Addition (Proposed Ice Arena); Receive
HRA Guidance on Subsequent Proceedings
On May 16, 1996, the HRA authorized the preparation of a Geo - Technical evaluation report
(soils study) for the aforementioned property. Braun Intertec has completed this work based on
preliminary site plan work previously authored by BRW, Inc. Representatives of Braun Intertec
and BRW will be present next Thursday evening both to address the HRA and answer questions.
Representatives of the CCHA (hockey association) will also be present. The hockey association
will be appearing before the city council on Monday, September 23 during Visitor Presentations.
Staff awaits the HRA's guidance regarding this proposal.
Attachments
1. Preliminary Geo - Technical Evaluation.
2. Report to the HRA dated May 7, 1996.
3. HRA Minutes dated May 16, 1996.
4. Site Plan Alternatives A & B
c:
Mayor and City Council
Park & Recreation Commission
Planning Commission
Don Ashworth, City Manager
Todd Gerhardt, Assistant City Manager
Kate Aanenson, Planning Director
Charles Folch, City Engineer
Scott Han-, Public Safety Director
Steve Olinger, CCHA
Bob Kost, BRW, Inc (agenda included)
Bruce Thorson, Braun Intertec(agenda
included)
g:�wkkh\geotechnical.e
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CITY OF
CHANHASSEN
690 COULTER DRIVE • P.O. BOX 147 • CHANHASSEN, MINNESOTA 55317
(612) 937 -1900 • FAX (612) 937 -5739
MEMORANDUM
TO: Housing and Redevelopment Authority �
FROM: Todd Hoffman, Park & Recreation Director
DATE: May 7, 1996
SUBJ: Construction of an Indoor Ice Arena, Chaska/Chanhassen Hockey Association
The Chaska/Chanhassen Hockey Association (CCHA) is seeking to construct an ice arena by the
end of the year. The Association has been exploring potential locations in Chaska, Victoria and
Chanhassen. Both Mayor Chmiel, Councilman Berquist and others have inquired about the
appropriateness of Lots 5 and 6, Chanhassen Lakes Business Park 5th Addition. These lots are
currently the property of the Housing and Redevelopment Authority (HRA).
The attached letter addressed to Mr. Steve Olinger, the President of the CCHA, has been
reviewed by the Association's committee working on this project. Mr. Olinger and/or other
members of the committee will be present at your May 16 meeting to elaborate on their plans.
Would the HRA be willing to lease /sell Lots 5 and 6 or a portion thereof to the CCHA for the
purpose of constructing an indoor ice arena? If so, would you consider a price of $1 for a 50 -100
year lease? Unbuildable soils have prohibited the development of these two lots to date. Would
the HRA consider assisting the Association with soil corrections?
As I stated in my letter to Mr. Olinger, the extent of soil corrections is a "big" wild card in this
entire scenario. Our inquiries with the previous owner (Opus Corporation) has only substantiated
our speculation that a large percentage of the open land in Lots 5 and 6 is "bottomless." Records
of past soil exploration studies have not yet been located. If records cannot be located or if soil
borings were never completed, does the HRA wish to commission a soils survey?
The construction of an ice arena would provide recreation for our community, act as a gathering
point, and bring additional commerce to town. If Lots 5 and 6 do not work out, is the HRA
interested in seeing another location pursued?
The Association and I look forward to discussing this issue with you on the 16th.
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A Preliminary Geotechnical Evaluation Report
' for BRW, Inc.
' Proposed Chanhassen Ice Arena
Park Place
Chanhassen, Minnesota
1
LI
U
Project BABX -96 -549
' August 22, 1996
' Braun Intertec Corporation
BRAUNS"
I NTE RTEC
August 22, 1996
Mr. Bob Kost, ASLA
BRW, Inc.
Thresher Square
700 3rd Street South
Minneapolis, MN 55415
Dear Mr. Kost:
Braun Intertec Corporation
6801 Washington Avenue South
P.O. Box 39108
Minneapolis, Minnesota 55A39-0108
612 -941 -5600 Fax: 941 -4151
Engineers and Scientists Serving
the Built and Natural Environments'
Project BABX -96 -549
Re: Preliminary Geotechnical Evaluation for the Proposed Chanhassen Ice Arena, Park
Place, Chanhassen, Minnesota
We have completed the preliminary geotechnical evaluation for the proposed Chanhassen Ice
Arena on Park Place in Chanhassen, Minnesota. The purpose of the evaluation was to assist
you and other members of the design team in comparing the two sites and in preparing
preliminary designs for foundations, slabs and pavements. The evaluation was completed in
general accordance with our proposal to you dated July 10, 1996, authorized by you on
July 12, 1996.
Summary of Results
Four standard penetration soil borings were performed, two at each of the two proposed ice
arena locations. Borings ST -1 and ST -2 were performed at the Alternative A location and
Borings ST -3 and ST-4 were performed at the Alternative B location. The borings encountered
I to 4 feet of topsoil overlying natural soils with the exception of Boring ST -3 which
encountered 6 1/2 feet of fill over natural soils. The natural soils consisted of predominantly
clayey sand and sandy lean clay with layers of silty sand and sandy silt. Consistencies ranged
from rather soft near the surface to stiff at depth. Groundwater was encountered at depths of
2 to 7 feet below the surface at the time of drilling and 4 to 5 1/2 feet below the surface twenty
days after drilling.
Summary of Analyses and Recommendations
The soil conditions encountered at the two locations were similar, with Boring ST -2 having the
shallowest depth of soft soils. It appears that soil conditions should be considered a minor
factor when comparing the two sites.
It is our opinion that the topsoil, existing fill and soft clays would not provide adequate support
for the proposed arena. We recommend removing the topsoil, fill and soft /loose soils to an
approximate depth of 6 1/2 to 9 feet below the surface. The excavation should be backfilled in
a controlled manner. The excavated soils will probably be too wet to reuse as backfill and fill.
Imported backfill and fill will likely be required.
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 2
I
After the excavation and backfilling has been completed, it is our opinion that the proposed
building be supported with typical spread footings sized to exert a maximum net allowable soil
bearing pressure up to 3,000 pounds per square foot.
' In the pavement areas, topsoil should be removed to at least 2 feet below the bottom of the
pavement in parking area, and 3 feet below the bottom of the pavement in truck and drive
areas. Some subexcavation of soft sandy lean clays may also be required. It will likely be
' necessary to import granular backfill and fill for the pavement subgrade, unless drying weather
is available during subgrade preparation.
Additional Exploration
Once the location of the proposed arena has been decided, we recommend additional borings to
further define the required depths of excavation and backfill. The preliminary analyses and
recommendations of this report should also be reviewed.
' General
Please refer to the attached report for a more detailed summary of our analyses and
' recommendations. If we can provide additional assistance or observation and testing services
during construction, please call Matt Ruble at (612) 942 -4821 or Loren Braun at
(612) 942 -4817.
' Sincerely,
/2c -e�
Matthew P. Ruble
Staff Engineer
Bruce M. Thorson, PE
Principal /Senior Engineer
Attachment:
' Preliminary Geotechnical Evaluation Report
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I mpr \bmt:mjs \babx\georpt \96549
Table of Contents
Description Page
A. Introduction ................ ............................... 1
A.1. Project ............. ............................... 1
A.2. Purpose ............ ............................... 1
A.3. Scope .............. ............................... I
A.4. Available Information .... ............................... 2
A.S. Locations ........... ............................... 2
B. Results ................... ............................... 2
B.1. Logs .............. ............................... 2
B.2. Soils .............. ............................... 2
B.3. Groundwater ......... ............................... 3
B.4. Laboratory Tests ....... ............................... 3
C. Analyses and Recommendations
C.1. Proposed Construction ..................................
C.2. Discussion ..........................................
C.3. Building Pad Preparation .................................
C.3.a. Excavation .... ...............................
C.3.b. Dewatering ... . .............................. .
C.3.c. Backfill and Fill ................................
C.3.d. Backfill and Fill Placement and Compaction ..............
CA. Foundations .........................................
CA.a. Allowable Bearing Pressure .........................
CA.b. Frost Protection ................................
CA.c. Settlement Estimates .............................
C.5. Floor Slabs ......... ............................... .
C.5.a. Subgrade Compaction ............................
C.5.b. Vapor Retarder or Barrier ..........................
C.5.c. Modulus of Reaction .............................
C.5.d. Expansion Joints ................................
C.6. Exterior Slabs ....... ............................... .
C.6.a. Subgrades ....................................
C-6-b. Frost Protection ................................
C.7. Utilities ........... ...............................
C.7.a. Subgrades ....................................
C.7.b. Dewatering ...................................
C.7.c. Bedding .....................................
C.7.d. Backfill ... . . ............................... .
C.8. Pavements .......... ............................... .
C.9. Additional Exploration ..................................
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BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 2
Table of Contents (Continued)
Description Page
D. Construction ............... ............................... 9
D.1. Observations ......... ............................... 9
D.2. Testing ............. ............................... 10
D.3. Proofroll ............ ............................... 10
DA. Cold Weather ......... ............................... 10
E. Procedures ................. ............................... 10
E.1. Drilling and Sampling ... ............................... 10
E.2. Soil Classification ...... ............................... 11
E.3. Groundwater Observations . ............................... 11
F. General Recommendations ....... ............................... 11
F.I. Basis of Preliminary Recommendations ........................ 11
F.2. Review of Design ...... ............................... 12
F.3. Groundwater Fluctuations . ............................... 12
F.4. Use of Report ......... ............................... 12
F.S. Level of Care ......... ............................... 13
Professional Certification
Appendix
Boring Location Sketch
Descriptive Terminology
Log of Boring Sheets
BRAUN="
I NTE RTEC
A. Introduction
Braun Intertec Corporation
6801 Washington Avenue South
P.O. Box 39108
Minneapolis, Minnesota 55439-0108
612- 941 -5600 Fax: 941 -4151
Engineers and Scientists Serving
the Built and Natural Environments`
A.1. Project
BRW, Inc., is designing an ice arena on Park Place in Chanhassen, Minnesota. Two
alternative locations are being studied.
A.2. Purpose
The purpose of this preliminary geotechnical evaluation is to assist BRW and other members of
the project team in comparing the two alternative sites and in preparing preliminary designs of
foundations, slabs and pavements.
A.3. Scope
Our services were performed in general accordance with our July 10, 1996, proposal to
Mr. Bob Kost of BRW. Mr. Kost authorized us to proceed on July 12. Our scope of services
was limited to the following items.
• Staking the boring locations and determining ground surface elevations at the boring
locations.
• Coordinating the locating of underground utilities near our boring locations.
• Conducting four penetration test borings to a depth of 20 feet in the proposed building
areas.
• Returning the samples to our laboratory for visual classification and logging by a
geotechnical engineer.
• Conducting a limited laboratory test program to assist in estimating soil properties or
conditions.
i
• Submitting a preliminary geotechnical evaluation report containing logs of the borings,
our analysis of the field and laboratory tests, and recommendations for earthwork,
spread footing foundations and pavements.
' B.2. Soils
Borings ST -1 and ST -2 were performed at the Alternative A location and Borings ST -3 and
ST-4 were performed at the Alternative B location. The borings encountered 1 to 4 feet of
clayey sand and sandy lean clay topsoil overlying natural soils with the exception of Boring
ST -3. Boring ST -3 encountered 6 1/2 feet of sandy lean clay, clayey sand, silty sand and
poorly graded sand fill overlying natural soils. The natural soils primarily consisted of clayey
sand and sandy lean clay with layers of silty sand and sandy silt.
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 2
A.4. Available Information
We were provided with a plan titled "Chanhassen Park Place Ice Arena, Site Plan
Alternative A," and a plan titled "Chanhassen Park Place Ice Arena, Site Plan Alternative B."
'
These plans were produced by BRW. They were not dated and were hand - drawn. The
locations of the proposed ice arena and borings were shown on the plans.
'
A.S. Locations
The borings were located in the field by our drilling crew using the apparent property lines for
reference. Boring elevations were determined by the drilling crew using the top nut of the fire
hydrant located on Park Place cul-de -sac with an assumed elevation of 150.0.
'
B. Results
B.1. Logs
'
Log of Boring sheets indicating the depths and identifications of the various soil strata,
penetration resistances, laboratory test data and groundwater observations are attached. The
strata changes were inferred from the changes in the penetration test samples and auger
'
cuttings. The depths shown as changes between the strata are only approximate. The changes
are likely transitions and the depths of the changes vary between the borings.
'
Geologic origins presented for each stratum on the Log of Boring sheets are based on the soil
'
types, blows per foot, and available common knowledge of the depositional history of the site.
Because of the complex glacial and post - glacial depositional environments, geologic origins can
'
be difficult to ascertain. A detailed investigation of the geologic history of the site was not
performed.
' B.2. Soils
Borings ST -1 and ST -2 were performed at the Alternative A location and Borings ST -3 and
ST-4 were performed at the Alternative B location. The borings encountered 1 to 4 feet of
clayey sand and sandy lean clay topsoil overlying natural soils with the exception of Boring
ST -3. Boring ST -3 encountered 6 1/2 feet of sandy lean clay, clayey sand, silty sand and
poorly graded sand fill overlying natural soils. The natural soils primarily consisted of clayey
sand and sandy lean clay with layers of silty sand and sandy silt.
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 3
The penetration resistance of the fill and topsoil varied from 4 to 6 blows per foot (BPF). The
penetration resistances of the clayey soils varied from 4 to 21 BPF, indicating they ranged from
rather soft at shallow depths to very stiff at depth. The penetration resistances of the natural
sands and silts varied from 8 to 18 BPF, indicating they were loose to medium dense.
B.3. Groundwater
Groundwater was observed at a depth of 2 to 7 feet below the surface elevation immediately
after withdrawal of the auger with the exception of Boring ST-4. Groundwater was not
encountered in Boring ST4 immediately after withdrawal of the auger. Groundwater was
observed 4 to 5 1/2 feet below the surface 20 days after withdrawal of the auger at all of the
boring locations.
Due to the relatively impermeable nature of the soils, the hydrostatic groundwater level can be
difficult to determine. The water observed may have been perched on the clay soils as a result
of surface run -off or precipitation from rains. However, due to similar elevations between the
swamp and marsh area located southwest of the borings and the groundwater elevations, the
20-day observations likely represent the hydrostatic groundwater level. These depths
represented elevations (on our assumed datum) ranging from 138 1/2 at Boring ST -1 to 142 at
Boring ST -3. Seasonal and annual fluctuations of the groundwater level should be anticipated.
B.4. Laboratory Tests
Two tests were performed to evaluate the moisture contents of the natural clay and fill soils
encountered. These tests determined that the samples tested had moisture contents of 21 to
37 percent. This indicated they were wet to very wet of their optimum moisture contents.
C. Analyses and Recommendations
C.1. Proposed Construction
BRW is preparing preliminary designs for an ice arena on Park Place in Chanhassen,
Minnesota. Based on our conversation with Mr. Bob Kost, we anticipate the finished floor
elevation will be 1/2 to 1 foot above the existing surface elevation, or about elevation 146 on
our datum at Site A, and elevation 147 at Site B. We have assumed there will be no
below -grade (basement or crawl space) spaces.
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BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 4
For the purpose of this report and without final load values, we have assumed that perimeter
wall footings will not exceed 5 kips per linear foot and column loads will not exceed 100 kips
per linear foot. We assume that distributed floor loads will be less than 250 pounds per square
foot (psf) and concentrated floor loads will be less than 1,000 psf. We assume that the parking
area will be used by light - weight trucks (pickups and cars). We assumed the truck and drive
areas will not be used by more than one fully loaded delivery or garbage vehicle per day.
We have assumed the floor system for the ice sheet will consist of a slab with refrigerant pipes
' over a layer of insulation underlain by a granular layer with a heating system to prevent frost
from penetrating into the subgrade. A perimeter drain system is included to collect water from
' melting ice sheets. We have also assumed that the floor area around the ice sheet will be
heated continuously during the winter.
' If the proposed loads exceed these values, if the proposed grades differ by more than 1 foot
I
from the assumed grades, if the design location of the proposed arena changes, or if the arena
'
will not be heated during the winter, we should be informed. Additional analyses and revised
recommendations may be necessary.
C.2. Discussion
The borings encountered relatively thick topsoil and rather soft clays to depths of 6 1/2 to
'
9 feet. It is our opinion these soils are too soft to satisfactorily support foundations and slabs.
We recommend removing these materials and replacing them with compacted backfill.
'
Surcharging of the soft clay soils was considered but would not greatly reduce the amount of
clay that could be left in place. Surcharging would also require a large construction delay
'
which may be impractical.
The soil conditions encountered at the two locations were similar, with Boring ST -2 having the
'
shallowest depth of soft soils. It appears that soil conditions should be considered a minor
factor when comparing the two sites.
'
A swamp and marsh area is located south and west of the proposed arena location. The ground
surface elevations at the borings are slightly above the marsh and swamp elevations. The water
encountered at the boring locations may be perched on the clay materials but it is likely the
water levels are near the hydrostatic groundwater levels due to the similar elevations. We
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BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 5
anticipate the water will be encountered during excavation but will not enter the excavation in
large quantities or rapid velocities due to the relatively impermeable nature of the encountered
soils.
C.3. Building Pad Preparation
C3.a. Excavation. We recommend removing the topsoil, fill and soft clay. See Table 1
below for the approximate recommended excavation depths.
Table 1. Approximate Depths of Excavation
* The boring elevations were determined by our drilling crew using the top nut of the
hydrant on the Park Place cul -de -sac as a reference with an assumed elevation of 150.0.
The excavation should be oversized. The recommended criteria for oversizing is 1 foot of '
lateral excavation for each foot of fill placed below foundations. Oversizing the excavation will
provide lateral stability to the foundations. ,
C3.b. Dewatering. Based on the borings it is anticipated and recommended that sump pumps ,
be used to remove water from the excavation. Care should be taken to prevent disturbance of
the excavation bottom soils by construction equipment.
C3.c. Backfill and Fill. Gravel, sand, silt or clay with a plastic index less than 25 may be '
used to backfill the excavation. Sand or sandy gravel are the preferred materials. We '
anticipate the excavated nonorganic lean clays will be too wet to be reused as backfill unless
they can be spread and dried. Because the bottom of the excavation will be wet, we '
Approximate
Approximate Bottom
Approximate Surface
Recommended Excavation
of Excavation
Boring
Elevation*
Depth (feet)
Elevation*
ST -1
144
7
I 137
ST -2
145
7
138
ST -3
146
9
137
ST-4
146 1/2
9
137 1/2
* The boring elevations were determined by our drilling crew using the top nut of the
hydrant on the Park Place cul -de -sac as a reference with an assumed elevation of 150.0.
The excavation should be oversized. The recommended criteria for oversizing is 1 foot of '
lateral excavation for each foot of fill placed below foundations. Oversizing the excavation will
provide lateral stability to the foundations. ,
C3.b. Dewatering. Based on the borings it is anticipated and recommended that sump pumps ,
be used to remove water from the excavation. Care should be taken to prevent disturbance of
the excavation bottom soils by construction equipment.
C3.c. Backfill and Fill. Gravel, sand, silt or clay with a plastic index less than 25 may be '
used to backfill the excavation. Sand or sandy gravel are the preferred materials. We '
anticipate the excavated nonorganic lean clays will be too wet to be reused as backfill unless
they can be spread and dried. Because the bottom of the excavation will be wet, we '
' BRW, Inc.
Project BABX -96 -549
' August 22, 1996
Page 6
recommend the initial 2 feet of backfill on the bottom of the excavation consist of a clean sand
t with less than 50 percent by weight passing the number 40 sieve and less 5 percent by weight
passing a 200 sieve.
' C.3.d. Backfill and Fill Placement and Compaction. Backfill and fill should be placed in
' 8- to 12 -inch thick lifts and compacted with a large vibratory compactor. Backfill should be
compacted to a minimum of 97 percent of its maximum dry density determined in accordance
with American Society for Testing and Materials (ASTM) Test Method D 698 (standard
' Proctor).
' CA. Foundations
' CA.a. Allowable Bearing Pressure. Once the building pad is prepared as recommended
above, we recommend footings be sized to exert a maximum soil bearing pressure of 3,000 psf.
' CA.b. Frost Protection. We recommend perimeter footings be placed a minimum of
3 1/2 feet below the adjacent exterior grade to provide adequate frost protection.
' CA.c. Settlement Estimates. We estimate total and differential settlement of the foundations
will be less than 1 inch and 1/2 inch, respectively, under the assumed loads.
C.S. Floor Slabs
C.S.a. Subgrade Compaction. Fill material placed below floor slabs and in interior utility
' trenches should be compacted to a minimum of 97 percent of its standard maximum Proctor dry
density. Fill should be placed in 8- to 12 -inch thick lifts.
C.S.b. Vapor Retarder or Barrier. The insulation will serve as a vapor retarder for the ice
sheet floor. For the remaining floors, we recommend a vapor retarder or barrier be placed
beneath the slab if floor coverings or coatings less permeable than the slabs will be used.
Industry standards suggest covering the retarder or barrier with a layer of sand, but this
practice risks trapping water between the slab and vapor retarder or barrier.
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 7
C.S.c. Modulus of Reaction. If sand fill is used, it is our opinion that a modulus of subgrade
reaction, k, of 250 pounds per square inch per inch of deflection (pci) may be used to design
the floor. If clay fill is used, we recommend it be covered with a minimum of 6 inches of road
base aggregate and a modulus of subgrade reaction of 100 pci be used to design the floor.
C.S.d. Expansion Joints. We recommend an expansion joint be provided around the
perimeter of the refrigerated ice sheet floor slab, separating it from the remaining floor slab
area. The thickness of this expansion joint should be at least 3/4 inch.
C.6. Exterior Slabs
C.6.a. Subgrades. We recommend topsoils be removed from beneath the proposed slabs.
Fills and backfills should be compacted to a minimum of 95 percent of their standard Proctor
maximum dry densities.
C.6.b. Frost Protection. Lean clays are frost - susceptible soils. If these soils become
saturated and freeze, 1 to 2 inches of heave may occur. This heave can be a nuisance for slabs
or steps in front of doors and at other critical grade areas. One way to reduce this heave is to
remove the frost - susceptible soils down to bottom -of- footing level and replace them with
nonfrost - susceptible sand or sandy gravel. Sand or sandy gravel with less than 5 percent of the
particles by weight passing a number 200 sieve is nonfrost - susceptible.
If this approach is used, we recommend a drain pipe be installed to remove any water that may
collect in the sand or sandy gravel. The bottom of the subexcavation should be graded so the
water flows to the center where it can be collected by the pipe and drained to a storm sewer,
another drain tile, or a water collector system for discharge.
An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded
polystyrene foam insulation beneath the slabs and extending about 4 feet beyond the slabs. The
insulation will reduce frost penetration into the underlying subgrade and thereby reduce heave.
Six to 12 inches of granular material is generally placed over the insulation to protect it during
construction.
'
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 8
C.7. Utilities
'
C.7.a. Subgrades. Trench bottoms shallower than 6 1/2 to 9 feet will have rather soft topsoil
or clay bottoms. It may be necessary to subcut 1/2 to 2 feet and backfill with stabilizing
aggregate to provide stable trench bottoms.
f C.7.b. Dewatering. Groundwater will likely enter trenches extending more than 4 to
5 1/2 feet below the existing ground surface. We anticipate the trenches can be dewatered with
sumps and pumps located in the sides of the trenches, or from within the stabilizing aggregate.
C.7.c. Bedding. It is our opinion the on -site materials will not provide suitable bedding for
utility conduits. It will be necessary to import granular bedding for utility conduits.
' C.M. Backfill. We recommend the backfill placed in exterior utility trenches be free of
vegetation and roots and have an organic content of not more than 10 percent. We recommend
fill placed in utility trenches under parking areas have an organic content of not more than
5 percent. Fill material placed within the upper 3 feet of the pavement section should be placed
according to the procedures discussed in the following section.
' Fill material placed in utility trenches in green areas should be compacted to a minimum of
' 90 percent of its standard Proctor maximum dry density. In building and pavement areas,
compaction criteria for the respective area should be followed. Excavated site soils will likely
be too wet to use as backfill beneath the building and pavement areas, unless they can be
spread and dried. Imported backfill will likely be required.
' C.8. Pavements
We recommend removing the topsoil, fill and soft material to 2 feet below the bottom of the
pavement in parking areas and 3 feet below the bottom of the pavement in truck and drive
' areas. (The bottom of the recommended gravel base should be considered the bottom of the
pavement.) The resulting surface should be scarified to a depth of 6 inches and compacted to a
minimum of 95 percent of its standard Proctor maximum dry density. Drying weather will be
necessary to achieve this compaction.
' Backfill and fill placed below parking areas should have an organic content of less than
5 percent. Fill placed within the upper 2 feet of the subgrade should consist of a clean
' imported sand with not more than 5 percent by weight passing the number 200 sieve and not
1
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 9
more than 50 percent by weight passing a number 40 sieve. The pavement section should
consist of a 1 1/2 -inch thick bituminous wearing course, 1 1/2 -inch thick bituminous base
course, and a 4 -inch thick aggregate base.
Backfill and fill placed below truck and drive areas should have an organic content of not more
than 5 percent. Fill material placed within the upper 3 feet of the subgrade should be a clean
sand. The pavement section should consist of a 1 1/2 -inch thick bituminous wearing course,
1 1/2 -inch thick bituminous base course, and a 6 -inch thick aggregate base.
Fill placed within the upper 2 feet of parking areas and the upper 3 feet of truck and drive
areas should be compacted to a minimum of 100 percent of the standard Proctor maximum dry
density. Backfill and fill material placed more than 3 feet below the parking and drive areas
should be compacted to a minimum of 95 percent of its standard Proctor maximum dry density.
If the scarified subgrade is unstable, a geotextile should be placed below the clean sand. The
elevations of the bottoms of the sand layers should be designed to provide drainage of water
entering the sand. Drain tile may be needed to accomplish the drainage. Water should be
routed to a sump and then drained by a pump or gravity to a storm sewer or low area of the
site.
C.9. Additional Exploration
Once the location of the proposed arena has been decided, we recommend additional borings to
further define the required depths of excavation and backfill. The preliminary analyses and
recommendations of this report should also be reviewed.
D. Construction
D.1. Observations
We recommend all excavation, footing, slab and pavement subgrades be observed by a
geotechnical engineer or a geotechnical engineering technician under the direction of a
geotechnical engineer to evaluate if the subgrade soils are similar to those encountered by the
borings and adequate to support the proposed construction. Oversize of excavations below
perimeter footing grades should be checked. These observations should be conducted prior to
placing backfills, fills or forms for footings.
' BRW, Inc.
Project BABX -96 -549
' August 22, 1996
Page 10
t
D.2. Testing
'
We recommend density tests of backfills and fills placed beneath footings, slabs and pavements.
We also recommend density testing of the compacted pavement subgrade and gravel base
course. Samples of proposed backfill and fill materials should be submitted to our testing
laboratory at least three days prior to placement for evaluation of their suitability and
determination of their optimum moisture contents and maximum dry densities.
'
D.3. Proofroll
'
As a final check subsequent to placement of the aggregate base, we recommend that the entire
in detecting localized
roadway be proofrolled. This precautionary measure will assist soft
spots. Any soft spots noted during the proofrolling process may require additional subcuts. A
'
qualified geotechnical engineer should observe the proofrolling process to make a final
evaluation of the subgrade.
t D.4.
Cold Weather
If site grading and construction is anticipated during cold weather, we recommend that good
winter construction practices be observed. All snow and ice should be removed from cut and
fill areas prior to additional grading. No fill should be placed on soils which have frozen or
'
contain frozen material. No frozen soils should be used as fill.
Concrete delivered to the site should meet the temperature requirements of ASTM C 94.
'
Concrete should not be placed upon frozen soils or soils which contain frozen material.
Concrete should be protected from freezing until the necessary strength is attained. Frost
'
should not be permitted to penetrate below footings bearing on frost - susceptible soil since such
freezing could heave and crack the footings and /or foundation walls.
'
E. Procedures
'
E.I. Drilling and Sampling
The penetration test borings were performed on July 23, 1996, with a core and auger drill
'
equipped with 3 1/4 -inch inside diameter hollow -stem auger mounted on an all- terrain vehicle.
Sampling for the borings was conducted in general accordance with ASTM D 1586,
'
"Penetration Test and Split- Barrel Sampling of Soils." Using this method, the borehole was
advanced with the hollow -stem auger to the desired test depth. A 140 -pound hammer falling
30 inches was then used to drive the standard 2 -inch split - barrel sampler a total penetration of
'
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 11
1 1/2 feet below the tip of the hollow -stem auger. The blows for the last foot of penetration
were recorded and are an index of soil strength characteristics. Samples were taken at
2 1/2 -foot vertical intervals to the 15 -foot depth and then at 5 -foot intervals to the termination
depths of the borings. A representative portion of each sample was then sealed in a glass jar.
E.2. Soil Classification
Soils encountered in the borings were visually and manually classified in the field by the crew
chief in general accordance with ASTM D 2488, "Description and Identification of Soils
(Visual -Manual Procedures)." A summary of the ASTM classification system is attached. All
samples were then returned to our laboratory for review of the field classifications by a
geotechnical engineer. Representative samples will remain in our Minneapolis office for a
period of 60 days to be available for your examination.
E.3. Groundwater Observations
Immediately after taking the final samples in the bottoms of the borings, the holes were probed
through the hollow -stem auger to check for the presence of groundwater. Immediately after
withdrawal of the auger, the holes were again probed and the depths to water or cave -ins were
noted. The borings were rechecked for the presence of groundwater 20 days after withdrawal
of the auger.
F. General Recommendations
F.I. Basis of Preliminary Recommendations
The preliminary analyses and recommendations submitted in this report are based upon the data
obtained from the soil borings performed at the locations indicated on the attached sketch.
Variations occur between these borings, the nature and extent of which will not become evident
until additional exploration or construction is conducted. A reevaluation of the
recommendations of this report should be made after performing on -site observations during
construction and noting the characteristics of the variations. The variations may result in
additional foundation costs, and it is suggested a contingency be provided for this purpose.
To permit correlation of the soil data obtained to date with the actual soil conditions
encountered during construction and to provide continuing professional responsibility for the
conformance of the construction to the concepts originally contemplated in this report and to the
plans and specifications, it is recommended we be retained to develop and perform the
' BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 12
recommended observation and testing program for the excavation and foundation phases of the
' project.
' If others perform the recommended observations and /or testing of construction, professional
responsibility becomes divided since, in doing so, they assume responsibility for evaluating that
the soil conditions throughout the construction areas are similar to those encountered in the
' borings or recognizing variations which require a change in recommendations.
' F.4. Use of Report
This report is for the exclusive use of the addressee and the copied parties to use to design the
' proposed structure and prepare construction documents. In the absence of our written
approval, we make no representation and assume no responsibility to other parties regarding
this report. The data, analyses and recommendations may not be appropriate for other
' structures or purposes. We recommend parties contemplating other structures or purposes
contact us.
F.2. Review of Design
'
This report is based on the preliminary design of the proposed structure as submitted to us for
the preparation of this report. Because of the limited amount of information available, a
'
number of assumptions were necessary to permit us to make recommendations. It is
recommended we be retained to review the final design and specifications to determine whether
those assumptions were correct and whether any change in concept may have had an effect on
'
the validity of our recommendations, and whether our recommendations have been implemented
in the design and specifications. If we are not permitted an opportunity to make this
'
recommended review, we will not be liable for losses arising out of incorrect assumptions,
design changes, or misinterpretation or misapplication of our recommendations.
'
F.3. Groundwater Fluctuations
Water level readings have been made in the borings at the times and under the conditions stated
on the boring logs. These data have been reviewed and interpretations made in the text of this
report. However, it must be noted the period of observation was relatively short and that
fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring
thaw, drainage, seasonal and annual variations and other factors not evident at the time
measurements were made and reported herein. Design drawings and specifications and
construction planning should recognize the possibilities of variations.
' F.4. Use of Report
This report is for the exclusive use of the addressee and the copied parties to use to design the
' proposed structure and prepare construction documents. In the absence of our written
approval, we make no representation and assume no responsibility to other parties regarding
this report. The data, analyses and recommendations may not be appropriate for other
' structures or purposes. We recommend parties contemplating other structures or purposes
contact us.
BRW, Inc.
Project BABX -96 -549
August 22, 1996
Page 13
F.5. Level of Care
Services performed by Braun Intertec Corporation personnel for this project have been
conducted with that level of care and skill ordinarily exercised by members of the profession
currently practicing in this area under similar budget and time restraints. No warranty,
expressed or implied, is made.
Report Prepared By:
PI — O
Matthew P. Ruble
Staff Engineer
Professional Certification
I hereby certify that this report was prepared under my
direct supervision and that I am a duly Registered
Professional Engineer under the laws of the State of
Minnesota.
Bruce M. Thorson, PE
Principal /Senior Engineer
Registration Number: 10376
II � '
I I.. ,
a I�
ICE '
•/' j/ ARENA
m ° :II ST - '
'II
J L: - ==
CUL —DE —SAC
- -- r 7
�.
CHANHASSEN PARK PLACE ICE ARENA
ALTERNATIVE "A"
4
B 1 1AU N
INTERTEC
SOIL BORING LOCATION SKETCH
GEOTECHNICAL EVALUATION
PROPOSED ICE ARENA
CHANHASSEN. MINNESOTA
loo' 0 200'
SCALE 1" =200'
INT REVISION SHEET
DRAWN BY: GMG 08 - 14 - 96
APP'D BY: LWB 08 -14 -96 OF
JOB No. BABX - 96 - 549
DWG. N0. A86549 FIGURE NO.
SCALE 1 -200-
'll
I„
III
I
CUL —DE —SAC
- -- r 7
�.
CHANHASSEN PARK PLACE ICE ARENA
ALTERNATIVE "A"
4
B 1 1AU N
INTERTEC
SOIL BORING LOCATION SKETCH
GEOTECHNICAL EVALUATION
PROPOSED ICE ARENA
CHANHASSEN. MINNESOTA
loo' 0 200'
SCALE 1" =200'
INT REVISION SHEET
DRAWN BY: GMG 08 - 14 - 96
APP'D BY: LWB 08 -14 -96 OF
JOB No. BABX - 96 - 549
DWG. N0. A86549 FIGURE NO.
SCALE 1 -200-
9
1
1
k
1
i
0
1
�1
1
1
1
i
1
1
1
[J
1
1 , 1
J
1
,
I 1 1
1 1
1 1 1
III
1 1 I
1 1 1
1 1
z
$ I 1 1
<�II
1 1
I
s
ItA
CHANHASSEN PARK PLACE ICE ARENA,
ALTERNATIVE W
BRAU SOIL BORING LOCATION SKETCH
GEOTECHNICAL EVALUATION
INTERTEC PROPOSED ICE ARENA
CHANHASSEN, MINNESOTA
.• /-
100' 0 200'
SCALE 1' =200'
INT
REVISION SHEET
DRAWN BY: GMG
OB - 14 - 96
APP'D BY:
LWB
08 -14 -96 OF
JOB NO.
BABX -96 -549
DWG. NO.
A86549
FIGURE NO.
SCALE
1" =200'
Descriptive Terminology
u I Designation D 2487 -83 PARTICLE SIZE IDENTIFICATION '
I Boulders ............................ over 12"
Standard Test McH3od for Cobbles ............................. 3" to 12'
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES Grovel ,
Coarse ........................... 3/4 '-3'
4"
Fine ............................... No. 4 3
CRITERIA FOR ASSIGNING GROUP SYMBOLS AND SOLI CLASSIFICATION • Sand /
GROUP NAMES USING LABORATORY TESTS • GROUP
SYMBOL GROUP NAME • Coarse ........................... No. 4 —No. 10 '
91 co GRAVELS CLEAN GRAVELS I C. > d and I S C, 1 3- GW WelLgraaed graved Medium .......................... No. 10 —No. 40
More than 50% of Lou than 57. lines' I C, < 4 and /or I > C, > 3 • ' GP Poorly graded growl Fine ............................... No. 40 — Na. 200
o 'b > warn haaian t
Z ? .3 retained an GRAVELS WITH FINES I Fines classify a Ml or MH I GM Isiby growl •s• Silt ..... ............................... No. 200 —.005 mm
c $ No. 6 uw• More than 12% lines- I Fines classify a Cl a CH I GC IClayey growl Cloy ... ............................... less than .005 mm '
ta c o SANDS CLEAN SANDS I C. L 6 a 1 S C, s 3 SW (WILgrods l surd •
% Z sox a more of L ou d °^ sx BM.' I e e 6 acl /or 1 > C I SP I Poor g raded so RELATIVE DENSITY OF
— se P ' SANDS WITH FINES I Fines classify an ML a hw I sM 1511y nand • COHENSIONLESS SOILS
Men t 12% lines' I Fines classify a CL or CH I SC I Clayey sand
PI 7 and pick on a above, lines ICL Mean car's• .
very loose 0-4 BP
y SILTS AND CLAYS I nnagan,e % < d or plans bebw'A' line, I ML (S"k loose ................. ............................... 5 - 10 BP
. I
a g' 1 ssrhan50% organic liquid limit -own dried <075 Ol Crganiedry'r•• medium dense .. ............................... 11 -30 BPF
Z. Liquid limit - nor dried Or ganic rib w dense .............. ............................... 31 -50 BPF
I g
I a I PI plans on a abow 'A' line I CM I Fa day �- very dense ............. ............................... 50+ BPf�
o Z
z SIIT Uquid Rmtl YS inorganic
Z I PI plots below •A' line I Elasic silt
n• CONSISTENCY OF COHESIVE SOILS
50% or man organic I Uquid limit - own dried e 075 OH Organic day ss•••
Liquid limit - not dried I (organic Mb 1 soft ............. 0 -1 BP
. ...............................
Hiohiv organic soils I Primanly oraonic matter, dark in color, and eraonic odor I PT (Peat soft ...... ............... ....................... ........ 2-3 BP
.. Bawd on the mawnal paamng the 34n (75w,m1 sieve. rather soft ............ ............................... 4 -5 BP
1, R trek sample contained cobbles and /er boulden, add'w,th cobbles and /er bovlderi to group nom.. medium ............... ............................... 6 -8 BPF
e. Gravels in 5 a 12% A. regw,s dual symbols. rather stiff ... 9 -12 BP
G WGM w•lig,ad•d gravel with silt ....... ...............................
GWGC we4roded gravel with clay stiff ................. ............................... 13 -16 BP
GP GPGM Poorl graded gravel with clan very stiff ....... 17 -30 BP ink
GC Pearly graded gravel with clay ... ...............................
A Sands with 5 to 12% fins, require dual symbols. hard ...................... ............................... 30+ BPF
SWSM wellgmdsd rand wnth silt
Swsc Poorly graded SP DRILLING NOTES '
SM poorly grd vend with silt
SPSC raded sand with cloy
c, o °�' ° �
0 Standard penetration test borings were advanced by
,,. 0
L R tail oonsv,ns; I SY. ran d, 3 1/4' or 6 1 /4' ID hollow•stem augers unless noted other
It- es 'w,th said' to group name. ,
- s fin classify as CLAAL, we duel symbol GCGM, SCSM. wise. Jettin water was used to clean out au prior to
s :fi °^ argonme, add'wmth ergon,e fi n« b sre•p ^a sampling only where indicated on logs. Standard penetration
m
m. Y tad nmnms > 15% gavel, add'wmth graver ro greuP nom• test borings are designated by the prefix 'ST' (Split Tube).
} R Anereerg limas plat m hatched area, sal a a CLMI, sihy clay.
R. R sail coma n 15 13 pi 2p%ples No. , 2 00,
Pre dominantly odd'wmth sand' add'sa n dy' I* g roup ..« a pmeaom,nont. or 'with 1. Power auger borings were advanced by 4' or 6' diameter,
M sal contain s, No. 200, pre vend, add le aup names.
re. d sod conbmns plus No. 200, p edommMndygrowl , add 'gr°wly'so group no... continuous -fllte, stem augers. Soil classification and strain,
e. A _ d and plan on or above *A lens. depths are Inferred from disturbed samples ougered to the
e. 0 1 c d or plan below • A' lone. surface and
P. Pt pion are, therefore, somewhat op roximate. Power
II pion LM. . or obeys Imn.. auger borings are designated by the pre
<
60 / Hand probings were advanced manually with s,.0 73 (u-201 +
F a 1 1/2' '
Far of fn «grained diameter probe and are limited to the depth from which the
50 - W h,-_-d � fraeMen of Probe can be manually withdrawn. Hand probings are
a Indicated by the prefix 'H'.
Ea wdan d •A•JiM t`
Ho a fled ro LL.2s.5, I SAMPLING: All samples are taken with the standard 2' O.D.
en
n Ao th ^�` �� split-tube sampler, exceptwhere noted. TW indicates thin -woU,
? tam d IU /// Gas I /� I (undisturbed) sample.
then Pao o ILL81
BPF: Numbers indicate blows eer foot recorded in standard
/ i penetration test also known as N' value. The sampler is set
g 20 - / 6' into undisturbed soil below the hollow -stem auger. Driving
/ Os' M OR off resistances are then counted for second and third 6' increments
a G>' and added to get BPF. Where the differ sign ificonfly, they are
to . reported in the following Form -2/ 12 for the second and third
7 -- ML dR OIL 6' Increments, respectively.
A a p pe netrated
0 10 16 20 3o I 50 60 70 so 00 10o Ito of a mer and c rods alone, drivinnot required .under weight'
UQUID LIMIT (LL)) WR: WR indicates the sampler penetrated soil under weight
LABORATORY TESTS rods alone, hammer weight and driving not required.
NOTE: All tests run in general accordance with applicable
DD Dry Density, pcf CC Organic Content, % ASTM standards.
'ND Wet Density, pcf S Percent of Saturation, % '
MC Natural Moisture Content, % SG Specific Gravity
LL Liquid Limit, % C Cohesion, psf B R A U N SAW PL Plastic limit, % 0 Angle of Internal Friction
PI Plasticity' Index, % qu Unconfined Compressive Strength, psf N T E RT E C ,
P200 % Passing 200 Sieve qp Pocket Penefrotneter Strength, tsf
' LOG OF BORING
' PROJECT: BABX - 96-549 BORING: STA
GEOTECEWCAL EVALUATION
Proposed Chanhassen Ice Arena Locations LOCATION:
' Park Place See attached sketch.
Chanhassen, Minnesota
DRILLER: M. McWilliams I METHOD: 3 1/4" HSA Std. Hmr. DATE: 7/23/96 I SCALE: 1" = 4'
Elev. Depth ASTM
144.2 0.0 Symbol Description of Materials BPF WL Tests or Notes
SC / . CLAYEY SAND, fine - to medium- grained, with
fine GRAVEL, black to dark brown, wet. _ Elevation Reference: The
(Topsoil) — reference used for the boring
elevations was the top nut of
x 6 the hydeant at the cul-de-sac
' - on Park Place with an assumed
140.2 4.0 /-� elevations of 150.0.
CL j SANDY LEAN CLAY, with fine GRAVEL and "
strata and layers of Silty Sand and Poorly Graded —x 4 = qu = 1.0 tsf
0 Sand with Silt, brown mottled with gray and dark - = MC = 34%
- 137.7 6.5 brown, wet, rather soft to medium.
_ SM (Glacial Till) 4
_ SILTY SAND, fine - to medium - grained, with fine 8
GRAVEL, grayish brown, wet to waterbearing,
135.2 9.0 loose.
CL \ (Glacial Outwash) 7 _
12 M tsf
SANDY LEAN CLAY, with lenses of Silty Sand — x = 2.2
and Poorly Graded Sand with Silt, grayish brown to MC = 21'% %
dark gray mottled with brown and reddish brown,
wet, rather stiff to stiff.
(Glacial Till) x 15
/ An open triangle in the water
level (WL) column indicates
— — x 14 the depth at which
j - groundwater was observed
j while drilling. A solid
- -
trian indicates the
groundwater level in the
j boring on the date indicated.
Groundwater levels fluctuate.
- j - Please refer to the discussions
�x 12 in Sections B.3 and F.3 of our
T23.7 20.5 % x report.
END OF BORING. -
Water not observed with 19' of hollow -stem auger _
in the ground. -
Water down 3' immediately after withdrawal of
auger. —
' - Water down 5'5" twenty days after withdrawal of
_ the auger. -
i
Boring then backfilled. -
i' EABX- 96-549 Braun Intertec - 8/22/96 ST -1 page 1 or 1
LOG OF BORING
PROJECT: BABX - 96-549 I BORING:
ST -2
GEOTECIINICAL EVALUATION
Proposed Chanhassen Ice Arena Locations LOCATION:
Park Place See attached sketch.
Chanhassen, Minnesota
DRILLER: M. McWilliams I METHOD: 3 1/4 HSA Std. How. DATE:
7/23/96 I SCALE:
Elev. Depth ASTM
145.3 0.0 Symbol I Description of Materials I BPF WL Tests
144.3 1.0 CL SANDY LEAN CLAY, black, wet.
%I
CL ` (Topsoil) 7
_ j SANDY LEAN CLAY, with fine GRAVEL and a
trace of Silty Sand and Poorly Graded Sand with k
6 qu = 0.2 tf
- j j brownish gray mottled with reddish brown, x
j Silt,
medium, wet.
= j (Glacial Till)
_-x
6 — qu = 1.0 tsf
x
- 138.8 6.5 -
_ CL SANDY LEAN CLAY, with a trace of fine Gravel, -i
Silty
j
2
—
seams of Sand and Poorly Graded Sand with x
Silt,
8 qu = 2.0 tsf
brownie gray to dark gray mottled with -Y
reddish brown and dark brown, medium to stiff,
j wet. (Glacial Till) x
13
With fine Gravel below 11 1/2'.
x
12
x
�x
12
_M4.8 20.5 %
16
END OF BORING.
Water not observed with 19' of hollow -stem auger
in the ground. -
Water down 7' immediately after withdrawal of
auger.
Water down 4'5" twenty days after withdrawal of
- auger.
i - Boring then backfilled. -
1 — -
3ABX- 96-549 -
Braun Intertec - 8/22/96
V = 4'
or Notes '
ST -2 page 1 of 1 ,
' LOG OF BORING
' PROJECT: BABX - 96-549 BORING: ST -3
GEOTECEMCAL EVALUATION LOCATION:
Proposed Chanhassen Ice Arena Locations
' Park Place See attached sketch.
Chanhassen, Minnesota
DRILLER: M. McWilliams I METHOD: 3 1/4" HSA Std. Hmr. DATE: 7/23/96 I SCALE: I' =4'
' Elev. Depth ASTM
145.9 0.0 Symbol Description of Materials BPF WL Tests or Notes
FILL ;;;;; FILL: Sandy Lean Clay, black, wet.
(Topsoil)
143.9 2.0
FILL ;;;;; FILL: Sandy Lean Clay with Clayey Sand, Silty x 6 MC = 37%
Sand and Poorly Graded Sand with Silt, Topsoil and _x - qu = 0.7 tsf
roots, brownish gray mottled with reddish brown,
dark brown and black wet. t
4
- 139.4 6.5
CL j LEAN CLAY, with lenses of Sandy Silt and Silty
j Sand, gray mottled with grayish brown, rather soft, x 4
wet. -"
136.9 9.0 % ( Glaciofluvium)
SC ,f CLAYEY SAND, with fine to coarse GRAVEL, s g MC = 28%
seams of Silty Sand, brown mottled with dark
` brown, wet, medium to very stiff.
- (Glacial Outwash)
X 11
x 21
126.9 19.0
' CL j SANDY LEAN CLAY, with fine to coarse
M5.4 20.5 GRAVEL, dark gray, wet, stiff. 14
(Glacial Till) x
END OF BORING. -
- Water down 19' with 19' of hollow -stem auger in -
' the ground. _
Water down 2' immediately after withdrawal of —
' _ auger. -
Water down 4' twenty days after withdrawal of _
auger.
Boring then backfilled.
' IABX- 96449 Braun Intertec - 8/22/96 ST -3 page 1 of 1
LOG OF BORING '
PROJECT: BABX - 96-549
GEOTECBMCAL EVALUATION
Proposed Chanhassen Ice Arena Locations
Park Place
Chanhassen, Minnesota
DRILLER: M. McWilliams I METHOD: 3 1/4' HSA Std. Hmr.
Elev. Depth' ASTM
146.4 0.0 Symbol Description of Materials
CL j LEAN CLAY, black, wet.
(Topsoil)
142.4 4.0
CL
- 139.9 6.5
- CL
137.4 9.0
CL
I -
127.4 19.0
ML
M-9 20.5 _
I -
I -
BORING: ST -4 '
LOCATION:
See attached sketch.
DATE: 7/23/96
BPF WL
4
X
t
SCALE: V = 4'
Tests or Notes '
SANDY LEAN CLAY, with a trace of fine Gravel, t
brownish gray mottled with reddish brown, rather —.x 4 M qu = 0.8 tsf
soft.
(Glacial Till) -
SANDY LEAN CLAY, with fine to coarse
GRAVEL, with lenses of Silty Sand, Sandy Silt and --7 4 qu = 1.0 tsf
Poorly Graded Sand with Silt, brownish gray to --'°
dark gray mottled with reddish brown, rather soft,
wet.
(Glacial Till) x 8 qu = 1.3 tsf
SANDY LEAN CLAY, with fine to coarse L
GRAVEL, with lenses of Silty Sand, Sandy Silt and -
Poorly Graded Sand with Silt, brownish gray to _
dark gray mottled with reddish brown, medium to x 8 qu = 1.4 tsf
rather stiff, wet.
(Glacial Till) -
_x 11
x
SANDY SILT, with a trace of Sandy Lean Clay,
dark gray, medium dense, wet. * 18
(Glaciofluvium) /=
END OF BORING. _
Water not observed with 19' of hollow -stem auger
in the ground.
Water down 5' twenty days after withdrawal of —
auger.
Boring then backfilled. -
&sABX- 96-549 Braun Intertec - 8/22/96
ST4 page 1 of 1 '
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