HomeMy WebLinkAboutReport of Geotechnical Investigation i
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Report of Geotechnical Investigation
RESIDENTIAL BUILDING CONSTRUCTION
701 Dickey Lake Drive
Orono; Minnesota
J u ly 31, 2005
Allied Project 05039 �
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Allied Test Drilling Company
7125 West 126th Street, Suite 500
Savage, Minnesota 55378
Ph: 952-890-5909
Fax: 952-890-5883
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Report of Geotechnical investigation
� RESIDENTIAL BUILDING CONSTRUC
TION
� 701 Dickey Lake Drive
. Orono, Minnesota
July 31, 2005 �
Allied Project 05039
Prepared For
Patrick and Karen Pugh
725 Dickey Lake Drive
Orono, Minnesota 55356
Ph 95�2-449-6053
I hereby certify that this engineering document was prepared be me or '
under my direct supervision. I am a duiy licensed Professiona! Engineer
under the laws of the State of Minnesota.
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.� c:v S
Ja e Michael Bridell, P.E. Date. �
n esota Registration No. 23266
license renewal date is June 30, 2006
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Geotechnical Services Are Performed tor • elevation,configuration, location,orientation,or weight of the
Specitic Purposes, Persons, and Projects praposed structure,
Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or
their clients.A geotechnical engineering study conducted for a civil engi- • project ownership.
neer may not fulfill the needs of a construction contractor or even another
civil engineec Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project
geotechnical engineering report is unique,prepared solelyfor the client.No changes—even minor ones—and request an assessment of their impact.
one except you should rely on your geotechnical engineering report without Geotechnical engineers cannot accept responsibility or liability forproblems
first conferring with the geotechnical engineer who prepared it.And no one thaf occur because theirreports do not consider developments o(which
—not even you—should apply the report for any purpose or project they were not informed.
except the one originally contemplated.
Subsurface Conditions Can Change
Read the Full Report A geotechnical engineering report is based on conditions that existed at
Serious problems have occurred because those relying on a geotechnical the time the study was performed.Do not rely on a geotechnical engineer-
engineering report did not read it ail.Do not rely on an executive summary. ing report whose adequacy may have been affected by:the passage of
Do not read selected elements only. time;by man-made events,such as construction on or adjacent to the site;
or by natural events,such as floods,earthquakes,or groundwater fluctua-
A Geotechnical Engineering Report Is Based on tions.Always contact the geotechnical engineer before applying the report
A Unique Set oi Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or
Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems.
tors when establishing the scope of a study.Typical factors include:the
client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Are Professional
nature of the structure involved,its size,and configuration;the location of Opinions
the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where
such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi-
geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional
erwise,do not rely on a geotechnical engineering report that was: jutlgment to render an opinion about subsurface conditions throughout the
• not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly—
• not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer
• not prepared for the specific site exploretl,or who developed your report to provide construction observation is the
• completed before important project changes were made. most effective method of managing the risks associated with unanticipated
conditions.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect: A Rep01't's Recommendations Are Not final
• the function of the proposed structure,as when iYs changed from a Do not overrely on the construction recommendations included in your
parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi-
to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical
enginee�s can finalize their recommendations only by observing actual
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CONTENTS
! INTRODUCTION........................................................................................ ....................1
.................
THEPROJECT...............................................................................................................................1 �
� SITE CONDITION.............................
........................................................................................... .2
SUBSURFACE EXPLORATION ..................................................... •
..... r .......................................2
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( SUBSURFACE CHARACTER ........................................................................................................3
GEOLOGY...............................................................................................................................3
GROUND DESCRIPTION...................................................................... ....4
..............................
GROUNDWATER...................................................................................................................4
CONSTRUCTION CONSIDERATIONS ................................................................
- ..........................5
� GROUND WATER IMPACT.....................................................................................................5
GROUND..........................................
.......................................................................................6
BUILDINGSUPPORT.................................................................. .......................6
.....................
RECOMMENDATIONS.......................................................
............................................................7
SITE PREPARATION ..............................................................................................................7
EXCAVATION AND EARTHWORK.................................. .............................................7
...........
OVER-EXCAVATION AND STRUCTURAL BACKFILL..........................................................10
FOUNDATION DESIGN AND CONSTRUCTION...................................................................11
GROUND FLOOR SLAB SUBGRADES............................... ,.,.,........... 12
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FOUNDATlON EMBEDMENT PROTECTION........................................................................12
WATERPROOFING...............................................................................................................14
LATERALEARTH PRESSURE..............................................................................................16
CHANGED CONDITION AND OBSERVATION ............................................................................ 17
APPENDIX A BORING LOCATION PLAN
APPENDIX B BORING LOGS
APPENDIX C FOUNDATION WALL BACKFILL AND DRAINAGE
SUBSURFACE INTERCEPTOR DRAIN LINE
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I Re ort of Geotechni I In
p ca vestigation . .
( RESIDENTIAL BUILDING CONSTRUCTION
701 Dickey Lake Drive
Orono, Minnesota
July 31 , 2005
A�ilied Project 05039 . .
INTRODUCTION
Findings, conclusions and recommendations are reported here for the above geotechnical
investigation performed by Allied Test Drilling Company. The investigation was made with respect
to generally applicable engineering practice at this time within the geographic area. The
investigation was performed generally according to the scope of our oral service proposal. Karen
Pugh orally authorized the investigation. The report is for exclusive use by Patrick and Karen Pugh
and other authorized parties. The investigation is limited to:
• Subsurface exploration and soil boring logs
• Construction considerations
� • Excavation and earthwork method
• Foundation and ground floor slab
• Waterproofing method �
• Lateral earth pressure design parameters
THE PROJECT
Our understanding of the project is based conversations with Ms. Mini Ryerson of Edina Realty
Company in Wazata, Minnesota. The project calls for construction of a residential building. The
following conditions are assumed to prevail with respect to the site and project plannir�g, design
and construction of the building:
• A residential building will be constructed on the lot. The building will be wood-framed with a
full-depth basement. The floor grade of the basement will about 6 feet below the existing
ground surface grade across the building footprint.
• Grading to develop final ground surface grades surrounding the building will deviate from
existing ground surface grades across the buildable area of the lot by up to 3 feet.
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I �The buildin wiil be su o�ted on a sha o -
• 9 pp II w depth foundation. Continuous (strip-shaped)
( foundations will be up to 2 feet wide and isolated (square-shaped) foundations will be up to 7
feet wide. Net foundation bearing pressure will be designed for up to 2000 pounds per square
foot (psfl loading. �
I • The building interior will be permanently heated and not subject to freezing during its life. The
garage and garage floor slab may be subject to freezing during the building life:
SITE CONDITION
The project site is a lot of land at 701 Dickey Lake Drive in Orono, Minnesota. The lot is vacant
with grass, brush and tree covering. Relief across the lot is relatively flat, with a shallow depth
drainage swale situated parallel with and along the north edge of Dickey Lake Drive opposite the
lot. A large natural wetland lies a few blocks northeast of the lot, and its water surface appears to
be nearly 20 feet lower than the site. This surface is a manifestation of the ground water level in
this area. A smaller naturai wetland lies neariy one-half mile northwest of the lot, and it appears to
be on the order of 20 feet lower than this lot. The water surface of this smaller wetland is an
indicator of the ground water level in this area.
SUBSURFACE EXPLORATION
The client selected locations of two e�loratory soil borings on the lot. These locations roughly
coincide with the front and rear lines of the buildable area of the lot. Allied drilled two borings at
the selected locations. Borings 1'and 2 were drilled respectively near the front and rear lines
thereof. Borings are shown on the Boring Location Plan in Appendix A. Allied measured ground
surface elevations at the borings using a temporary benchmark (TBM) with an assumed elevation
of 100 feet The TBM is on the centerline of Dickey Lake Drive opposite the lot. Elevations are
noted on the Boring Logs in Appendix B. Accuracy of the boring locations and elevations should
be considered with respect to the methods used in their establishment. Borings were drilled to
depths indicated on Boring Logs in Appendix 8.
Borings were drilled with hollow stem augers on dates indicated on the boring logs using a truck-
mounted CME-55 drill rig. Standard Penetration (SP'T� testing was used to obtain soil specimens
and N values. A specimen was obtained by driving the SPT sampler 1.5 feet into the bottom of the
boring according to ASTM D1586 (Penetration Test and Splif-Barr�l Samp/ing of Soin. The
sampler interval is noted as SS on the Boring Logs in Appendix B along with its N value. The N
value is the number of SPT hammer blows needed to drive the sampler 12 inches into the bottom
of the boring. Grab specimens of soil from auger cuttings are noted on the Boring Logs. Soil
specimens were sealed and labeled in glass jars for subsequent review and classification.
Allied Projed 05039 2 July 31, 2005
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I Soil specimens were reviewed and classified in the soil laborato b th
ry y e geotechrncal engineer. .
I Boring Logs were prepared with respect to ASTM D2488 (Description of Soi/s: Visual and Manual
Procedure). Soil strata lines shown on the Boring Logs are approximate boundaries between
different soil types. Transition between soil types may be gradual.
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SUBSURFACE CHARACTER
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GEOLOGY
The project site is in an area subject to at least four major continental glaciations, each lasting over
. 100,000 years. The glaciations occurred from the late Pliocene Epoch 2.5 million years ago to the
end of the Pleistocene Epoch 10,000 years ago. Climate fluctuations created glaciers from several
! hundred feet up to a few miles thick that flowed across the North American landscape. Periodic
' climate waRning gradually stopped the flows and glacial ice stagnation set in. SurFaces of the
glacial ice sheets melted, creating streams and lakes filled with glaciai sediment (supraglacial
deposits) on ice sheet surtaces. Glacial meltwater on ice surtaces flowed into crevasses and
fractures or flowed to the glacier's margin. Lakes often formed along margins of the wasting ice
sheet. Glacier wasting may produce large chambers under ice�Iled with water. Advanced wasting
of the glacier left remnant ice blocks buried in glacial sediment. When the blocks eventually
melted, depressions (kettles) were formed on the ground surface occupied by lakes. Complete
wasting of glacial ice left glacial sediment (glacial drift) upon the landscape.
The most recent continental glaciation (the �sconsinan) began around 115,000 years ago near
the close of the Sangamon interglacial warm period. During Wisconsinan time, maximum giacial
cold and glacial ice advancement occurred around 24,000 years ago. Fingers (lobes) of glacial ice
' flowed off the margins of the greater �sconsinan continental glacial ice sheet. For example, the
Superior Lobe glacial ice sheet flowed southward from the Lake Superior region into the Twin
Cities area, depositing significant reddish sandy sediment. Thereafter, the Des Moines Lobe
flowed across the eastem Dakotas and Minnesota down to the Raccoon River in Des Moines,
lowa, where it stopped and stagnated nearly 16,000 years ago. The Des Moines Lobe eventually
wasted in Minnesota nearly 12,000 years ago and disappeared by 9,000 years ago leaving glacial
drift across large portions of Minnesota. '
In Minnesota, the Wisconsinan age glacial drift is deposited upon older glacial drift of Pre-
�sconsinan age. Glacial drift is generally comprised of glacial outwash and glacial till
(supraglacial till or subglacial till types). Glacial oufinrash sediment is deposited along edges of
stagnant glacial ice sheets and outward from glacio-fluvial streams flowing from the sheets.
Outwash is often grain size-sorted with stratified bedding and more rounded grain shapes.
Coarser outwash (sand and gravel) is often deposited near ice margins, while finer outwash (silt
and clay) is often deposited farther away from ice margins. Supraglacial till is derived from glacial
meltwater sediment deposited upon the surFace of the wasting glacial ice. Subglacial till is derived
from glacial debris deposited along the bottom of the flowing glacier. This debris is from
Allied Projed 05039 3 July 31, 2005
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I supraglacial debris carried down to the bottom of the lacie
g r through crevasses or from ground and
bedrock under the flowing glacier. When wasting glacial ice eventually vanishes, supraglacial titl
covering this ice is often deposited upon the earlier deposited subglacial till beneath the ice.
Glacial till usually has a clay matrix, and larger particles of silt, sand, and gravel with occasional'
cobbles and boulders are embedded within this matrix.
Glacial lakes and former glacial lakes such as those along glacier margins and within kettle
; depressions on glacial till surfaces contain lacustrine deposits along their bottoms. These deposits
� may range f�om inorganic granular and clayey soils to highly organic soils and peat.
', GROUND DESCRIPTION
' V1fe reviewed the Su�cial Geology Map of Hennepin Counfy, Minnesota and the GEOLOGY _
section of this report. The soil profile in the vicinity of the project site includes Des Moines Lobe
and Grantsburg Sublobe glacial ice deposits, spec�cally the Twin Cities Formation therein. This
formation contains glacial till that is unsorted sediment from clay to boulder sized. The till is
oxidized yellowish to olive brown above the unoxidized gray till. The till has a few beds and lenses
of strat�ed sediment. The Des-Moines deposit is underlain by Superior Lobe glacial ice deposits,
which are more than 50 feet deep in this area. Soil encountered in the borings include:
Natural Topsoil This was encountered from the ground surface to depths near 2 feet It is
black lean clay with sand that contains organic matter.
Horizon B Soil This underlies natural topsoil in Boring 2. It extends to a depth near 4 feet. It
is light gray lean clay with sand that is stiff in its natural shear strength.
Glacial Outwash This underlies natural topsoil in Boring 1. It extends to a depth near 4 feet.
It is brownish gray poorly graded fine sand that is medium dense in its natural grain packing.
Supraqlacial Till This underlies Horizon B soil and glacial outwash. It extends to the bottoms of
the borings. It is light gray to brownish colored above depths near 13 feet and da�lc gray below
depths near 13 feet. The till is sandy lean clay that is stiff to very stiff in its natural shear
- strength.
GROUND WATER
Observations to detect water in the Borings are noted on Boring Logs in Appendix B. Observations
were made during drilling and at ti�e end of drilling. Water was detected in Borings 1 and 2 near
depths of 8 and 9 feet respectively.
Notes in the Boring Logs indicate generally lighter soil color (brownish and light grayish) and brown
mottling above depths near 13 feet This coloring is associated with an oxidized soil environment,
which is typically underlain by tt�e anoxic soil environment. The anoxic soil environment is typically
characterized by gray to dark gray soil with no mottling. The anoxic soil environment is associated
Allied Project 05039 4 July 31, 2005
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I� with persistent ground water, while the oxidized soil zone is not related to a persistent ground .
water condition.
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The ground water surface within an unconfined aquifer is generally a subdued reflection of the'
I ground surface. Groundwater flows from recharge areas in higher ground to discharge areas in
lower ground and water bodies such as wetlands, streams, rivers and lakes. Ground water and
perched water surfaces at the project site may vary or fluctuate due to ground surface drainage,
site topography and climate. Seasonal or longer periods of drought or excess precipitation cause
such variation and fluctuation too.
�ONSTRUCTION CONSIDERATIONS
GROUND WATER IMPACT
As stated in the GROUND WATER section of this report, water was detected in Borings 1 and 2
near depths of 8 and 9 feet respectively. The Boring Logs reveal that supraglacial till was
pred6minantly encountered in the borings to their bottom depths. The till appears to have both
oxidized and unoxidized soil zones. The oxidized zone extends down to depths near 13 feet and it
has given this zone its mottling, brownish and lighter colors. The oxidized zone is not related to a
persistent ground water condition. The unoxidized soil zone underlies the oxidized zone, and it
extends from depths near 13 feet to the bottom of the borings. It has dark gray color and no
mottling from lack of soil oxidation, which is associated with a persistent ground water condition.
As stated in the SITE CONDITION section of this repo�t, a large natural wetland lies a few blocks
northeast of the lot, and its water surface appears to be nearly 20 feet lower than the lot. This
• surface is a manifestation of the ground water level in this area. A smaller natural wetland lies
neariy one-half mile northwest of the lot, and it appears to be on the order of 20 feet lower than this
lot. The water surface of this smaller wetland is an indicator of the ground water level in this area.
Based on water levels of these wetlands and dark gray unmottled soil encountered in the borings
near a depth of 13 feet, the persistent ground water level across the lot is near a depth of 13 feet in
the borings.
The Federal Housing Administration (FHA) sets housing construction standards that can guide
construction of residential buildings. Based on these standards, we recommend placing the lowest
building floor at least 4 feet above the maximum anticipated ground water level (a persistent
ground water condition near a depth of 13 feet in the Borings). When it becomes evident that
ground water may adversely affect the project site, a geotechnical engineer from our company
should be consulted to review this condition with respect to corrective action.
Storm water will infiltrate through the oxidized zone to the unoxidized zone, especially during the
Spring wet season. This water will drain slowly to the unoxidized zone, because clayey
supraglacial till retards rapid downward drainage. Nevertheless, residential house construction
Allied Projed 05039 5 July 31, 2005
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with a full depth basement is feasible on.this lot, based on location of the persistent ground water
level (at about a 13 feet depth in the Borings). Finally, perimeter drain lines must be installed along
' the foundations to remove potential transient water flow through the oxidized zone.
Ground water may be encountered in excavations fo� foundations, floor slabs, sewer and utility
trenches, or other excavations. If ground water is encountered, the excavation must be kept dry by
dewatering. Excavation in poor-draining cohesive soil (silty and clayey) may encounter minor
ground water seepage. Either pumped sumps or gravity-flow drainage trenches can be considered
for dewatering.
To prevent movement of bulk water and capillary moisture into the building a waterproofing system
rrtust be provided. This system is discussed in the WATERPROOFING section of this report.
GROUND
• Natural topsoil encountered in the upper 1 foot of Borings 1 and 2 contains organic matter.
This is an unsuitable material that should not remain beneath the buiiding. The important issue
with significant amounts of organic matter in soil is that it can potentially decay during the life of
the building, especially when exposed to oxygen (air) and bacteria. Bacteria cause decay of
the organic matter, leaving voids in the soil; voids may eventually collapse by ground weight
causing slow ground surtace settlement.
• Natural Horizon B soil encountered in Boring 2 is a suitable material to remain beneath the
building. Glacial Outwash encountered in Boring 1 is a suitable material to remain beneath the
building. It is medium dense in its natural grain packing.
• Supraglacial Till encountered in Borings 1 and 2 is suitable to remain beneath the building. It is
predominantly stiff in its shearing strength. The supraglacial till has an allowable soil bearing
pressure of about 3000 pounds per square foot (psfl.
BUILDING SUPPORT
Shallow-depth foundations can be used to support the building. Building foundation bearing
grades are anticipated to be designated in Horizon B soil, glacial outwash or supraglacial till. All
unsuitable and unreiiable soil must be corrected beneath foundations and ground floors. CoRect
all soil that is very loose to loose, seft to firm, with excessive moisture or is otherwise unsuitable
and unreliable to support the building. Remove (over-excavate) ali unsuitable and unreiiable soil
beneath building foundations and ground floors according to the OVER-EXCAVATION AND
STRUCTURAL BACKFILL section of this report. Replace over-excavated soil with structural
backfill up to foundations and ground floors. Prepare foundation ground support as follows:
FOUNDATION SUPPORTED ON NATURAL GROUND
For continuous (strip-shaped) foundations up to 2 feet wide and isolated (square-shaped)
foundations up to 7 feet wide bearing on stiff Horizon B soil, medium dense glacial oufinrash, or stiff
supraglacial till, vibro-compact all foundation bearing grade surfaces. Make several passes to
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Iincrease near-surface densi of s
ty urfaces. Soil correct exposed natural ground along foundation
( bearing grades that is not suitable or not reliable to support foundations, based on engineering
inspection of exposed soil and recommendations for correction. Natural soil prepared as described
herein should be reliable to support foundations.
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RECOMMENDATIONS
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SITE PREPARATION
I Project design and site preparation may require abandonment or �elocation of buried utilities,
including utilities discovered during construction. Utilities must be completely removed, capped, or
fully grouted. Utility excavation must be filled according to the OVER-EXCAVATION AND '
STRUCTURAL BACKFILL section of this report. Site preparation may require demolition and
complete removal of all subsurface building components, including components discovered during
construction (foundations and foundation walls, floor slabs, septic systems). Existing pavement
designated for removal, including pavement discovered during construction, must be removed
completely to expose and remove underlying voids that can potentially trap water.
EXCAVATION AND EARTHWORK
CLEARING AND GRUBBING Clearing and grubbing must remove all trees, brush, stumps,
roots, and designated removal structures within clearing limits. Stump holes and removed
structures should be replaced with structural backfill to prevent localized subsidence in planned
construction areas.
TOPSOIL REMOVAL AND REUSE All natural tbpsoil, replacement topsoil and buried topsoil (all
with undecomposed organic matter) must be completely stripped away and removed from project
areas designated for construction. These organic bearing soils must not remain beneath buildings
and other structures, pavements (including roads, driveways and sidewalks) and structural fiil or
structural backfill. These soils can potentially decay when they are exposed to bacteria and
oxygen (air), which may cause excessive ground surface subsidence beneath the above built
features during their lives. These soils can be reused as topsoil replacement in designated
' landscape areas, wasted onsite, or exported offsite.
Natural topsoil (typically) may extend 6 to 18 inches deep from the ground surface and contain
grass, roots, decaying vegetation, humus and undecomposed organic matter, all with faint to
strong organic odor. Thickness of natural topsoil may vary across the site. It may be significantly
thicker in low-lying areas where it has slowly accumulated as colluvial slope-wash. Boring Logs
note roughly estimated and generalized topsoil thickness at bored locations. To accurately
determine topsoil thickness and quantity, observation test pits should be made wi#h a backhoe or
hand shovel across the project site area.
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� UNSUITABLE SOIL Sub rades of
g �eatures such as buildings, pavernents, other structures,
� structurai fill and other important improvements must be prope�ly prepared to support applied loads
from these features. Remove unsuitable soil beneath these features and replace it with structural
backfili up to design subgrades of features.
IUnsuitable soils generally include: soil with excessive moisture; very soft to soft com ressible
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cohesive soil (clayey and silty); very loose to loose granular soil (sand, gravel, crushed rock); soil
Imixed with debris and rubble; debris and rubble; expansive soil such as CUCH and CH types;
potentially collapsible metastable soil (loess, sand with honeycombed grain structure); natural
I topsoil, buried topsoil or replacement topsoil (all with grass, roots, decaying vegetation, humus and
otherwise undecomposed organic matter with faint to strong odor); organic soil (peat, muck and
OL and OH types with faint to strong odor); uncontrolled and undocumented fill (no compaction
' control and no placement documentation); other kinds of soil de�ned by the engineer.
STRUCTURAL FILL SUBGRADE The structural fill subgrade should be relatively flat-lying. In
sloping ground, the subgrade should be benched into relatively level steps into the slope.
Subgrades in relatively flat-lying areas (without benching) should provide good bonding between
structural �II and underlying subgrade material. Good bonding minimizes shearing weakness
along the interface between structural fill and underlying subgrade material. Prepare good bonding
by scarifying (removing excessive soil moisture) and recompacting subgrade material to a depth of
at least 12 inches below the subgrade level. Control water content of recompacted material
between plus or minus 2 percent of optimum water content as evaluated by Standard Proctor
method (ASTM: D698). Recompact material according to TABLE C. Subgrade material not
meeting requirements herein must be removed and replaced with structural backfill up to the
designated subgrade level of the structural fill. Where subgrade material is unsuitable because it
has excessive water content, consideration .can be given to aerating it by spreading it out,
scarifying it, or blending it with drier material. Remove all unsuitable material beneath structural fill
and replace it with structural backfill.
CUT AND FILL GRADING TRANSITIONS When cut and fill grading transitions occu� beneath
buildings, roadways, underground pipes or other important structures, the geotechnical engineer
should be contacted to review the transition condition and provide recommendations for special
over-excavation and structural backfill at the transition in the cut portion thereof. Essentially,
uniform and reliable material should be placed completely across the transition zone. This will
minimize differential ground movement, which may otherwise become excessive if dissimilar
materials occur or are placed across the transition zone.
STRUCTURAL FILL Structural fiU can be obtained from onsite, imported, or over-excavated
material. Structural fill must be non-expansive inorganic cohesive material (clayey or silty) or
granular cohesionless material (sandy and gravelly) relatively well graded. Poorly graded gravel
(for example "pea rock") should not be used as structural fill when structural fill thickness exceeds
2 feet. Cohesive material must have a Liquid Limit less than 45 and a Plasticity Index less than 20.
Allied Projed 05039 8 July 31, 2005
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E Cohesive and other materials with over 20 percent fines assin #200 sieve must be
p 9 compacted m
lifts 6 to 8 inches thick using a sheepsfoot, vibratory roller, or pneumatic tire roller making several
fpasses. Cohesionless structural fill must be placed in compacted lifts 10 to 12 inches thick using
smooth vibrarollers making several passes. Use a power tamper or vibro-plate compactor to
I place structural fill in confined areas with loase lifts up to 4 inches thick compacted by making
several passes. Water content of structural fill must be controlled and maintained between 2
- percent dryer and 1 percent wetter than optimum water content as evaluated by Standard Proctor
Imethod (ASTM: D698). Compaction of structural fill must meet recommendations in TABLE C.
TABLE C COMPACTION REQUIREMENTS FOR STRUCTURAL FILL
I , . Relative Density
Standard Proctor Standard Proctor ASTM D4253
I Construction Applications ASTM D698 ASTM D698 ASTM D4254
Cohesive soi! Cohesionless soil Cohesionless soil
(lean clay) (sand and gravel) (sand and gravel)
(%) (%) (%)
• Foundations for buildings and � � �
other structures ; 95 ; 98 '
� Roadway subgrades ; : ; 75
• Critical backflll areas � � i
� � c
-•--�-��-----�----�----•�-�-------------------------.._--•-----•--'--------•-----�-- ' �
• --�-----�---------------------------___.._.._--•-----------------••--------•--•-�--.._..--
� , ;
• Minor surface subsidence is ; ; �
possible and allowable � ; ;
• Backfill adjacent to structures � � ;
that do not support other ; ; � �
structures � 90 � 93 � 45
• Backfill will not support other � � ;
structures and buildings ; � �
• Backfill for pipe or utility � � �
trenches � • '
� ;
'. � ;
--------�•-----------•-•--•---_..-----•-•---.__..-----•--------��-•-------------•-----•------ : .
Backfill in non-critical areas � ?-----------..___�.__._._..__�.._..___..----___..----••-•--••-----
. �
where moderate surtace ; 85 ; 88 �
subsidence is possible and � � � 20
allowable ; � �
� ;
Note (A) Use relative density technique (ASTM D4253 and D4254) where Standard Proctor (ASTM D 698)
cu►ve does not have a clear peak at maximum dry soil density and optimum water content.
Before compaction, structural fill material should be mixed thoroughly to make its water content
uniform and within optimum water content range. If this material's water content is excessively wet
and above this range, this material should be dried. Aerate this wetter material by spreading it out
or scarifying it to make it suitable as structural fill meeting this range. Blending this wetter material
with drier material to make suitable structural fill meeting this range may be considered. If
Allied Project 05039 9 July 31, 2005
�
� structurai fiil material water co • ,
ntent is excessively dry below optimum range, the matenal s water
� content should be adjusted upward to make it suitable structural fill meeting this range. Blending
this drier material with wetter material to make suitable structural fill meeting this range may be
considered.
� CONSTRUCTION MONITORING AND DRAINAGE Excavation and earthwork co
nstruction must
be monitored periodically to evaluate compliance with recommendations in this report. Monitoring
Ishould be perfomned by an engineering technician from our company with engineering supervision.
Drainage must be provided to prevent surface water run-off from wetting, accumulating, and
Istanding in open excavations. Gravity drainage ditches or other methods can be considered.
OSHA EXCAVATION SAFETY Vertical cuts and excavations should not be considered stable in
( any case. All excavations should be sloped back, shored, or shielded to protect workers.
Trenching and excavation activities must conform to federal, state and local regulations at a
minimum. The design maintenance of temporary slopes is the responsibility of the contractor. The
natural topsoil and glacial outwash encountered in the Borings generally classify as Type C soil
according to OSHA standards for excavation; Horizon B soil and supraglacial till generally classify
as Type C soil. Maximum allowabte slope for shallow excavation in Types B and C soils is 1:1 and
1.5:1 (horizontal: vertical) respectively, although other provisions and restrictions may apply.
According to OSHA, submerged soil is underwater or has freely seeping water, submerged soil is
Type C with maximum allowable slope of 1.5:1 (horizontal: vertical), although other provisions and
restrictions may apply.
OVER-EXCAVATION AND STRUCTURAL BACKFILL
Unsuitable soil and materials must be completely removed beneath buildings, pavements, other
structures and bearing grades of foundations, floor slabs and structural fill. Unsuitable soil is
defined in the EXCAVATON AND EARTHWORK section of this report. Exposed soil along bearing
grades of foundations, floor slabs, structural fill and pavement must be observed and tested by our
company under engineering supervision. If exposed soil is unsuitable, the engineer will review this
condition, which may require that it be removed by over-excavation and replaced with structural
bac�ll. The engineer must determine depth and bottom width of over-excavation. The over-
excavation bottom must be pr�pared according to the STRUCTURAL FILL SUBGRADE section of
this report. The over-excavated bottom must be made flat or stepped and not sloped.
Structural backfill must extend at least 3 feet laterally oufinrard from foundations, floor slabs,
designated structural fill and pavement, and it must have a 1:1 slope to the over-excavated bottom
grade. Where over-excavation is made in very soft soil, structural backfill must extend at least 5
feet laterally outward from foundations, floor slabs, designated structural �II and pavement� and it
must have a 2:1 slope (horizontal: vertical) to the over-excavation bottom grade. Structural backfill
must meet recommendations in the EXCAVATION AND EARTHWORK section of this report.
Based on our experience with similar projects, crushed limestone screenings (3/8ths inch to dust
sized) or roadstone used by the Minnesota Department of Transportation (MnDOl� work well as
structural backfill.
Allied Project 05039 �p July 31, 2005
� .
IFOUNDATION DESIGN AND CONSTRUCTION
We recommend supporting the building on shallow-depth foundations according to the BUILDING
I SUPPORT section of this report. Foundations should be spread type. The spread type (footings)
requires construction of footing forms in widened trenches.
( We evaluated the net allowable ground bearing pressure and load-settlement behavior of tfie
foundation's ground bearing material (vibro-compacted natural ground according to the BUILDING
( SUPPORT section of this report). A safety factor of 3 is used in the evaluation with respect to
bearing failure. The evaluation assumes that maximum total foundation settlement may be on the
( order of one (1) inch and differential foundation settlement may be on the order of '/ of this total
settlement.
I The maximum net allowable ground bearing pressure is up to 2000 pounds per square foot (psf�, if
ground supporting the foundation meets requirements in the BUILDING SUPPORT section of this
report. This allowable pressure is limited to continuous (strip-shaped) foundations up to 2 feet
� wide and isolated (square-shaped) foundations up to 7 feet wide. The net design load of the
foundation will be transferred to underlying ground (foundation subgrade). !f isolated foundations
are designed greater than 7 feet wide, the Engineer must review this design and modify
recommendations in this report accordingly.
Exposed foundation bearing surtace subgrades that will directly support the foundation must be
observed and tested by our company with engineering supervision. DCP testing must be
performed along and into these subgrade surfaces. Observation and testing detennine the
reliability of the subgrade to support the foundation. If the subgrade is judged unreliable, a soil
correction may be necessary to improve its reliability. The correction should be made according to
the OVER-EXCAVATION AND STRUCTURAL• BACKFILL section of this report.
All foundations must be properiy steel-reinforced to minimize differential foundation settlement in
areas where the foundation subgrade material may have non-uniform character. Exposed
foundation subgrade materials and soils must be protected against adverse disturbances, which
may reduce the subgrade's support capability. Prevent subgrade disturbances that: nat or deform
it; freeze or thaw it; soak it with water or ground water seepage or ;�ainfall runoff; or dry it
excessively. Open foundation excavations must be kept dry continuously. Surface water flowage
must be directed away from open foundation excavations. Prevent water from damping, wetting,
accumulating, or standing in open excavations. If these above requirements, protections, and
prevention are not provided, the exposed foundation subgrade may soften, weaken, and become
unreliable to support foundations. �
Building code requirements may include foundation design for seismic forces associated with
earthquake motions. The p�oject site is classified as Site Class D according to the 2000
Intemational Building Code.
Allied Projed 05039 11 July 31, 2005
�
� GROUND FLOOR
SLAB SUBGRADES
Based on FHA construction standards, we recommend placing the lowest building floor elevation at
! least 4 feet above maximum anticipated ground water level. As stated in the GROUND WATER
section of this report, water was detected in Borings 1 and 2 near depths of 8 and 9 feet�
Irespectively. The Boring Logs reveal that supraglacial till appears to have both oxidized and
unoxidized soil zones. The oxidized soil zone extends down to depths near 13 feet, and it is not
related to a persistent ground water condition. The oxidized zone overlies the unoxidized soil
( zone, which is associated with a persistent ground water condition.
� Ground floor slabs must be supported on structural fill at least 12 inches thick that meets
; requirements in the EXCAVATION AND EARTHWORK section of this report. The structural fiH
must be supported on reliable material meetirrg requirements in the STRUCTURAL FILL
SUBGRADE section of this report. Ground floor slabs supported on such structural fill shouid be
designed with a subgrade reaction modulus of 100 pounds per cubic inch (pci).
Placement of the structural fill must allow for installation of a moisture barrier (water and water
vapor) directly beneath the floor slab. The moisture barrier is described in the WATERPROOFING
section of this report. Building codes typically call for placing a water vapor barrier (polyurethane
sheeting at least 6 mil thick) directly beneath the floor slab. Sheet seams must be completely
sealed to prevent water vapor migration. These codes also call�for placing a layer of clean free-
draining sand 6 inches thick directly beneath the vapor barrier to drain water. The sand layer must
extend laterally to perForated drain line pipes.
Floor slabs for garages and other open bays that may freeze during their lives must be protected
against differential frost heave movement. Remove all unsuitable frost-susceptibie material
beneath floor slabs to a depth of at least 30 inches beneath floor slabs. This materaal contains
over 5 percent fines passing the #Z00 sieve, and it is not clean and free-draining. Replace this
material with granular structural fill at least 24 inches thick extending up ta the floor slab according
to the OVER-EXCAVATION AND STRUCTURAL BACKFILL section of this report. The granular
stnactural fill must contain up to 5 percent fines passing the #200 sieve, and it is clean and free-
draining. Placement of granular structural fill must allow for installation of a moisture barrier
beneath floor slabs. This installation is described in the above paragraph. If the granular structural
fill drains poorly, water may accumulate in it and freeze into a mass of ice that heaves the slab.
FOUNDATION EMBEDMENT PROTECTION
BACKFILL CAP AND WATER RUNOFF Foundation backfill must be capped with impermeable
cohesive soil (CL) to minimize water infiltration into bacl�ill. Surface water run-off must be directed
away from buildings and structures. Landscaped surfaces within 10 feet of buildings and
structures must have at least 10 percent drainage grades, while impervious surtaces within this 10
feet must have at least 2 percent drainage grades. Roof water nm-off must be permanently
controlled with roof drains and downspouts discharging on long splash blocks or into subsurface
pipes that discharge far from buildings and structures. Additionally, review concepts and
recommendations in the WATERPROOFING section.
Allied Projed 05039 12 July 31, 2005
e
�
MINIMUM EMBEDMENT DEPTHS Bearing grades of all foundations subjected to freezing
� temperatures must be embedded beneath ground surfaces for frost penetration protection.
Minimum embedment depths are specified in State of Minnesota building codes or local building'
' codes. The greatest embedment depth of these codes should be used for protection. In general
accordance with these codes, TABLE F lists recommended embedment depths for frost protection.
� TABLE F FOUNDATION EMBEDMENT MINIMUM DEPTHS �"�
SUBGRADE PERIMETER ALL FOUNDATIONS
I BENEATH FOUDATIONS IN IN UNHEATED ALL FOUNDATIONS
FOUNDATIONS HEqTED BUILDINGS BUILDINGS AND IN HEATED AREAS
AND STRUCTURES STRUCTURES
Well-drained ' � �
granular material ' 42 � 6�" ; No protection required
, , .
.._..-�---�--•-•---._.._..-----•-•--.._.._..,_._..----•�----�--•---•-------------•-•-----�-*-----••----�------•-----._._.--••--�----••--}•-----__.._--••-�----••----------__.-_.--
Poorly-drained ' � �
granular material ': 48n � �2" ; No protection required
� , ;
-•-•--••--�----------------------•--------•-*-------�-��----••----••----••--------•-----•-•�----•-•------•-�------•----�------•-----------�.._.._._-----------_.------•�-------�-----�
Pooriy-drained • � �
clayey material ; 48n � 72n ; No protection required
�
Note (A): Protection against frost heaving and adfreezing must be provided.
FOUNDATION AND SUBGRADE PROTECTlON All built foundations subjected to freezing
temperatures must be embedded according to TABLE F. This includes foundations in heated
areas subjected to freezing temperatures before heating. BUILDING SUPPORT soil must be kept
dry continuously and frost-free before embedment protection is provided. Accumulating or
standing water must be prevented from wetting support soil before embedment protection is
provided. Embedment protection must be provided to built foundations without delay.
FROST HEAVE AND ADFREEZING PROTECTION All foundations subjected to freezing must be
designed against detrimental effects from frost penetration. These include perimeter wall
foundations in heated buildings and foundations in unheated buildings and structures. Frost
penetration can cause frost heave and adfreezing. Frost penetration can occur if three conditions
exist: freezing temperatures, frost-susceptible soil, and capillary water "wicking" to the bottom of
the freezing zone. Frost-penetrated soil expands in volume and it can heave the ground surface
upward. Adfreezing occurs when soil freeze-bonds to foundation surfaces. Frost heave induces
upward acting shear strain along vertical foundation surtaces. This strain can potentially�drag
foundation surfaces upward. When this upward directed shear strain is greater than downward
directed building loads, upward heave of the foundation can potentially occur. If foundations are
not properly designed to resist frost heave and adfreezing forces, then seasonal ground freezing
can potentially create structural distress (cracking and distortion). Three methods described below
should be considered in designing foundations to resist frost penetration. Altematively, a bond
breaker can be used to prevent soil from adfreezing onto foundation surfaces.
Allied Project 05039 13 July 31, 2005
0
I METHOD ONE Prevent adfreezi
ng by separating the roundat�on surface from frost-susceptible
( soil. Place non-frost-susceptible materiai against this surface. Granular material (sand and gravel)
that is clean (less than 5 percent fines passing #200 sieve) is considered non-frost susceptibie
material. Silt and silty soil is especially highly frost-susceptible. Granular material must be free-�
Idraining and permanently well-drained into subsurface drain lines to prevent water from
accumulating and freezing in foundation backfill. Poor-draining backfill can potentially freeze into a
solid mass of ice mixed with backfill. This can cause adfreezing and heave of foundations. Drain
( lines must meet recommendations in the WATERPROOFING section of this report.
I METHOD TWO Anchor foundation walls to spread footings for heave resistance. The maximum
anticipated frost line depth must be above the footing top to provide resistance. A zone of
urtifrozen soil must remain between the frost line and top of footing: Soil in this zone must be free �
Ito compress due to downward movement of the overlying frozen soil zone. This compressed soil
exerts a downward force upon the top of the footing, which counteracts the upward adf�eezing
(within the frost zone) induced shear strain on the foundation wall. Foundation backfill must be
' compacted to maximum dry soil density to minimize its compressibility and therefore its heave
potential. This method should be carefully reviewed and approved by a structural engineer before
implementation.
METHOD THREE Place polystyrene foam insulation boards horizontally over frost-susceptible
foundation backfill material. Bury boards deep enough to prevent crushing by any wheel loads.
Soil overlying the boards must be separated from foundation surfaces to prevent acffreezing.
Board thickness must be designed using degree/day/Btu methods and its thickness should be 2 or
more inches. Boards must extend horizontally outward from foundations to a distance greater than
the frost penetration depth.
WATERPROOFING '
As stated in the GROUND WATER section of this report, water was detected in Borings 1 and 2
near depths of 8 and 9 feet respectiveiy. The Boring Logs reveal that supraglacial till appears to
have both oxidized and unoxidized soil zones. The oxidized soil zone extends down to depths
near 13 feet, and it is not related to a persistent g�ound water condition. The oxidized zone
overlies the unaxidized soil zone, which is associated with a persistent ground water condition.
Architectural design must provide waterproofing and capillary break protection for the building.
Rain and melting snow are the two main bulk water sources that can wet building interiors. A
properiy sized gutter and downspout system will collect water falling on a building's roof and
remove the water well away from the building to discharge points such as ground surfaces or storm
water drains. Without this system, water will fall from the roof and splash against the building's
exposed walls, then drain along it by gravity down to the building's foundation. This water can
saturate, soften, and weaken the foundation's support soil and dampen the basement. Ground
surfaces surrounding the building must be graded away from the building using 5 percent minimum
slopes to direct storm water away from the building. Settlement of graded ground immediately
surrounding building walls may occur well after construction by settlement of soil in trenches or
Allied Project 05039 14 July 31, 2005
�
� buildin wall backfill. in these
9 cases, addi�onal fill must be placed m subsided areas to restore
� proper su�face drainage away from the building walls to minimize bulk water from ponding against
building walls and migrating to the building foundation.
( Waterproofing must be installed along the building's exterior to prevent bulk water from migrating
� into the building. Waterproofing and clean free-draining granular material along building exterior
surfaces prevents hydrostatic water pressure build-up around these surfaces. Without this
� prevention, hydrostatic pressure can [1] force water through cracks and voids in the building's
exterior surface and [2] cause buoyant uplift of the building or adverse building wall displacement.
ICapillary forces can move soil moisture (water wicking) through the building's exterior into the
building; this movement must be blocked. Pores in a foundation wall absorb ground moisture and
� release it inside the building as water vapor or in extreme cases as liquid water. Architectural
� design must provide capillary breaks to prevent this moisture movement into the building.
Consideration should be given to sealing the footing tops with polyethylene, polymer-enhanced
asphalt, or other spray- or brush-applied masonry sealants. A capillary b�eak should be installed
directly beneath ground floors.
The capillary break typically consists of 6 or mo�e inches of clean free-draining uniform granular
aggregate underlying the floor sfabs. Plastic vapor barrier sheeting with sealed seams should be
placed between the slab and aggregate to stop the vapor transfer up into the basement floor. The
aggregate breaks capillary movement of ground moisture up into the floor. Based on typical
building codes, we recommend placing a polyurethane vapor barrier at least 6 mil thick directly
beneath floor siabs. The seams of this bamer must be fully sealed with proper sealant to make the
barrier watertight. Place a layer of clean free-draining sand 6 inches thick directly beneath the
vapor barrier and floor slab. .
A good quality building waterproof system includes waterproofing sealant coated onto exterior
surfaces of the concrete building wall together with clean free-draining granular material that drains
ground water to drain lines. Waterproofing membranes must resist water infiltration caused by a
maximum anticipated bulk water pressure head. Waterproofing drain-lines must be installed
around the building footprinYs perimeter, but they•may be added beneath the footprint upon
consideration of proper drain-line design. SubsurFace drain-lines intercept ground water along the
perimeter of the building's footprint and possibly beneath it This prevents ground water from
migrating into the building by permanentiy lowering the ground water surface to the drain line
. elevation. Drain lines must be below the bottom of the lowest floor slab grades. Drain line water
must flow by gravity to discharge points such as automatic sump pumps or storm water drains.
Drain lines and discharge points must be properly designed to drain reliably the anticipated ground
water quantities that would otherwise migrate into the buiiding. The anticipated quantities may
vary with respect to ground water level changes, soil character, and drain-line spacing. The drain-
line system designer must apply a proper safety factor against failure of the system to discharge
the anticipated quantities.
Allied Project 05039 15 July 31, 2005
�
�
Drain lines should be perforated or slotted PVC pipes at least 4 inches in diameter. The drain lines
� should be encased in clean (less than 5 percent �nes passing #200 sieve) free-draining uniform
granula�aggregate fuily wrapped in filter fabric to prevent soil from migrating into the drain tile over
time. This soil migration may clog tt�e drain line or cause "piping" in adjacent soil surrounding the'
� drain line (creation of a void space in the adjacent soil).
LATERAL EARTH PRESSURE
� Basement walls, retaining walls, and other walls that retain soil will be subjected to lateral earth
pressure. Cohesive (lean clay) lateral earth pressures and parameters must be used in wall
design when cohesive soil acts on walls. Granular soil (sand and gravel) lateral earth pressures
I and parameters must be used in wall design when granular soil acts on walls. Estimated lateral
eartfi pressures and parameters for cohesive and granular soils are given in TABLE L.
( TABLE L ESTIMATED LATERAL EARTH PRESSURES as EQUIVALENT FLUID PRESSURE �"�
COHESIVE SOIL GRANULAR SOIL
' Approximate total density (pcfl � 130 ' 120
------._------------_._.---�--._.-�--------.__--•--.._..--�----------------� �
. - ----•---•-----•----•---�----•-----�;.._.._..-•--•---•------------.._..___.._.._._.._.._.._._.
Approximate friction angle (deg) � 15—20 � 30—35
-�--------•----------•---------�----•--••----•--�._--•-----------:-----._.._..--•----�----�-.._..--•-------•---•---•--•-'------••----••--------------•-__.._------------•----
Active pressure coe�cient ke ' ' 0.3
._._.___-------_.._..--�--•----__.._.-•---•-----------•�----------•---•---_._.._�-5•----••-------------•---•+---•---•-•.___._---._.._.._-------__�.._._------�
At-rest pressure coefficient ko ; 0.7 ' 0.�
..------------•---•--------�-----•---•-----._.._.____.._.._.._.;_-•-----.._.._._..----•-----•--------•------•----��--•-••-•---•--•----------•_._.._---__..__._._.._.._.
Passive pressure coefficient kP � 2 ' 3.3
; ;
Active Earth Pressure (pcfl
•-------�-----�-------•--��--------•---__._�._.._..___..--•--r..-------••----•--••----•--�----.._.._.__.._..-••-�---•-----------------------•--•--.._.__._�_._.___._..__
Drained � � •
---------------------
� 65 � 35
Undrained �}�-----•---------_.._.._.._..-_-••-----L..--•-•----------------•--•--•-•---------•-•�--------j---•---•-..-__._..__ 80__ ._.�__.---------
' 95 ,
. At-Rest Earth Pressure (pc�
---•--�------•-�---•----------��--------------.._..�.--•----•---r---••-------�-----•-------•---------�-•---------••-•-�------••--�----•---._..__-•----••--.__._..------�-----•
Drained ' 90 � '
-----=----•-----•----•- � .
Undrained �} ._ .~--•--------------------------i.._.._.._.._.._..___..-110----••--•--------._..---;----•----.._..------------�9�.._.._.._..-------_.---_
�
Passive Earth Pressure (pc�
----�----_..--•------------••----------•---•--•--•---•-------•r------•-----------•--•--•----------•------------._..----------------.._..-------•----•--..__.._-•-----------•--�
Drained � . 260 �
..------------•------ 400
Undrained ��7---�--._.-------__._.._.-•_-----.�.--�-----•-----.._.._.-135_._..-------._.---_-�_-•---•-----_..----._.. 190�--------------••----•--
Notes:
(A) Excludes cohesive shear strength sliding friction effeds
(B) Combined factored soil buoyant unit weight and hydrostatic water head (62.4 pc�
(C) Excludes hydrostatic water head (62.4 pcfl
Active earth pressure design assumes the top of wall moves away from adjoining soil. Active earth
pressures and parameters must be used in this case. Passive earth pressure design assumes the
bottom of the wall moves toward adjoining soil. Passive earth pressures and parameters must be
used in this case. If the top of the wall remains stationary, at-rest earth pressures and parameters
must be considered in design. Increased lateral earth pressure can develop on walls due to poor
or restricted soil water drainage, surcha�ge loads applied behind walls, over-compacting backfill
Allied Project 05039 �g July 31, 2005
�
` against walis, and u ward slo in o
P p g gr und surfaces behind walis. ln these cases higher lat�rai
� earth pressures and parameters must be considered in design of walis.
Granular backfill should be placed against retaining and foundation walls as a triangular prism with'
� a 1:2 (horizontal: vertical) slope or flatter as shown in Appendix C (Foundation Wall Backfill and
Drainage). Backfill must be free-draining granular material with less than 5 percent fines passing
#200 sieve. This minimizes long term soil movement due to soil creep and freeze-thaw action.
( Backfill must be capped with compacted cohesive bac�ll as shown in Appendix C to minimize
surface water infiltration into backfill. Backfill must meet recommendations in the EXCAVATION
( AND EARTHWORK section of this report. The area between this triangular prism and sloping
excavated surtace can be backfilled with either cohesive or granular soil meeting structural fill
recommendations in this report. Granular backfill must be free-draining and well-drained �
( permanenUy into perimeter wall drain lines. It must be installed according to recommendations in
the WATERPROOFING section of this report.
, CHANGED CONDITION AND OBSERVATION
If any changes in the nature, design, or locations of structures are planned, the analyses,
conclusions, and recommendations in this report are not valid. However, the analyses,
conclusions, and recommendations in this report can be modified and verified in writing if we are
provided an opportunity to review these changes. Analyses, recommendations, and conclusions in
this report are based, in part, on subsurtace conditions encountered in the exploratory soil borings.
The nature and extent of variation of subsurtace conditions across the site may not become
evident until the construction stage of the project. If variation in subsurface conditions becomes
evident, our analyses, recommendations, and conclusions in this report must be reviewed and re-
evaluated. _
The Engineer must be provided the opportunity to review designs and specifications for the
construction project gene�ally. By making this review, the recommendations in this report can be
prope�ly interpreted and implemented with regard to the project designs and speci�cations.
Finally, we recommend retaining the Engineer to provide continuous engineering service during the
construction stage of the project, with emphasis on excavation, earthworic, and foundation
constnaction. This construction stage on-site presence by the Engineer will be to observe
compliance with design concepts, specifications, and recommendations in this report. This
presence also provides an opportuniiy to modify these design concepts, specifications, and
recommendations in the event subsurface conditions differ from the anticipated conditions.
Allied Projed 05039 �7 July 31, 2005
' .
�
�
� _
Respectfully Submitted, .
� ALL D TEST DRILLING COMPANY Reviewer
� ,
(
�/��" �
Imes M. Bridell, P.E. Michaei C. LaCasse
enior Geotechnical Engineer Engineer-In-Training
Allied Projed 05039 18 July 31, 2005
l
� .
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�
� �
li
- APPENDIX A
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� BORING LOCATION PLAN
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� , APPENDIX B
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, BORING LOGS
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� utv�FtED SO1L CLASSIFICATION SYSTEM
GROUP Nau�[E GROUP SOIL DESCRIPTION
Commencs
SYMBOL
p� � � Hi�hly or�anic soiis
Far Clay ► CH Clay-Liquid limit> 50°'0 ' S0°'o or more �s
Plasric Sih ; MH Silt- Liquid limit> j0°% ' smatler;iian
Lean Clay CL Clay- Li uid (iirtit< S �� '
q � ° ' Vo. �00 sieve
� Sih I :�(I. � S+IL- Liquid Iimii<�0°'� ` I
�iIN Clay -. � CL-ML Siltv Clav ' I
Clayey Sand I SC ; Sands wirh l= to :0 percent �
; Siltv Sand ' Syt i sma!]er chan �Jo. ?00 sieve ' ; .
Pooriv-gadcd Sand wtch Ciav SP-SC �
Pooriy-�aded Sand wich Silt � SP-Svt � Sands with � co '.= erc�nc � �ore �� y�'°,•� :s
P IarQer;han
: �4ei1-�aded Sand w�th Clay == SW-SC ; smaller zhan �o. =00 sie�e = ' vo. _flp �i�,:z �c
� Weil-�-aded•Sand with Silt "' SW'-Svt � ' °�o sand� °.� ,;.�-ave:
Poorfy-�aded Sand � SP ; Sands widi iess chan � percent i
i Well-�aded Sand"� 1 SW smaller than vo. '00 sie��e ` I . .
( Clayey Gravel GC ; GraveIs wicf� l= *o �0 �erc�nc i
` Silty Gravd , G�1 i smalle�than No. :00 sie�e ' �
: Pooriv-arad�d Grave! wicfi C:ay GP-GC i �+tor� 'han :0°, ;;
?oorly-�aded Grave! wiLh Si{i i:rP-Gy1 � Grave!s with .: �o ;= perce�t ' ;ar�er-nan
`Nell-�raded�ravei �.vich Cia� " v W�-GC smalIer rnan vo. :00 s�e�:� = vo. =00 s�z��� ;rc
' �L�zll-�aderi Gra�ei �.yith �iii *' v�L�-v�l . o,
o�ve! � °�<, sar,c
?ooriy Gradea Grave: �1r � Grave!s witn iess :nan : ��rc_n: ,
`Nell-�aded Gravei " GW' , ;mall�r:han �o. =00 sie�e ' �
' Sr� P!asacicy Chan ror derinition or�ilrs and cia��s.
'� Sr_definition �or weil graaed.
LEGEND QF TERMS
SA�ti1PC.E [DE�1TIFiC:�T1QN
PLASTICITY CHART (.� - Undisturoed(sheib� ntbej
b1� S - Spli�barrel/SPT(diszurbe�l
• � C - Caiiiornia Samoier
.�, L - Lask�• continous samplcr
" � .� - .-�u2er cuRin:s (sack samaie)
CL= or•OH B - Buli: sample (au�er curnn=si
=o I H - Head soace ;ampie
� � CONStSTE�CY OF EOf-IESIVE SO(L�
�o � ��ncontined Como.�tren�h. �u. �s��
�L �tIN or.OH �=00 Ve;-y Sor
or �00-1Q00 Sofr
'� I 1000-_000 �tedium stii: �.r=:r--z: .
�000—t000 Stir�
�� �
1000-3000 ��er: sti�
�:..,,,i�
��(i or OL � >3000 Hard
,, REL-�TI�'E DE�tSITY" OF GRa�C:L.�R �OIL�
` - bfew-s �er foot
0 �4 :0 30 :C �0 60 � ?0 30 a0 I OG 0-� �zrv loose
Liauid �imiz �-9 Loosz
l0-_9 �iedium Densz
30--i9 Dense
�0-80 �'er�• Dense
ALLIED TES.T CLASS{FICATI�N CRITERlA FOR SANDS AND GRAVELS
DRlLL1NG w�zl1�raded sands (SW) C,= D�;'D,o >_ 6 and C:=(D;,,)=�(D�o � p,w) <_; and>_ I
COMPANY �``�=ll �raded �ravels (GW) C�= D�/D,o >_t and C�=(D;o)"'(D,�x D�) <_ 3 and >_ !
Coarse Fine Coarse ��tedium Fine FIyES
Boulde:�s Cobbies ; �-,�ve( i Gcavel Sand Sand $and {silt or cla��)
Sieve sizes (0" ;" ;/4" � =10 T:10 =�00
� ALLIED TEST DRILLING COMPANY
� PROJECT: Residential Building Construction NUMBER:Q5039
701 Dickey Lake Drive, Orono,MN PAGE i OF 1
I SURFACE ELEVATION LOG OF BORING
F w
LL � � � 0 97 B-1
Z Z � � � TEST STANDARD
= J � v a RESULTS PENETRATION
I � a � w � DESCRIPTION AND AND „ TEST DATA
W a � � � CLASSIFICATION OTHER � (biows/foot)
� N OF MATERIALS REMARKS �
Z s �o zo ao �o
I � � NATURAL TOPSOIL , . � � � � � � ��
[CL j L.EAN CLAY WITH SAND ' ' ' ' ' ' ' ' '
1 I 1 1 I 1 I I 1
1 I 1 1 I I I I 1
black, moist,with organic matter , , , , , , , ,,
( � � � � � � � ��
Z' 2 SS' GLACIAL OUTWASH �g � � � � � � � ��
[SP] pOOR GRADED FINE SAND � � � � � � � � �
� � � � � � � ��
� � � � � � � ��
� .s brownish ra ve mo' medium dense as. � � � � � , , ��
I � � � � � � � � �
q. 3UPRAGLACIAL T1LL � � � � � � � � �
� � � � � � � ��
[CL] SANDY LEAN CLAY � + � � � � � ��
3 SS 14 i i i � i � i � i
light gray, mottled brown, moist,stiff,with + � + � � � � � �
i � � � � � � � ��
, gravel , , � � � � � � �
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8• i i i i i i i i i
i i i i � i i i i
� i � � i � � ��
i i i i i i � �i
brown, mottled,very stirff below 9' ' ' ' ' ' ' , ,,
� � � � � � � ��
5 SS � � � � � � � � �
10. 18 � � � � � � � i
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1 1 I I I 1 1 I 1
1 I I 1 I I I I I
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I I I 1 I I I I I
6 � 1 I I 1 I 1 I I I
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I i I I I I 1 I I
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3.5 83. i i � i i i i i �
SUPRAGLACIAL TILL � � , , , , , , ,
14. i i i � i i � i i
[CL] SANDY LEAN CLAY � � � � � � � � �
� � � � � � � � �
7 ss dark gray, moist,stiff to very stiFf,with gravel �7 � � � � � � � ��
+ � � � � � � � �
, I 1 I i I I I I 1
I I I 1 I 1 1 1 I
�s. � 1 I I 1 I I 1 I 1
. I 1 I I I I 1 1 I
I I I I I 1 I I I
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I I I I 1 I t i I
8 SS 16 � � i i � � � � �
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i � i � � i � � �
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20. SS 18 � � i � � � � �
.5 78. i i i i i i i �i
WATER-LEVEL CHECKS METHOD
DATE TiME SAMPLED TO CASING CAVE-IN yyq�R Holtaw-atem auger
7/08/2005 20.5 g
07/08/2005 O7/082005
M e Kopachek CME-55
� ALLIED TEST DRILLING COMPANY �
( PROJECT: Residential Building Construction NUMBER: 05039
701 Dickey Lake Drive, Orono,MN PAGE 1 OF 1
SURFACE ELEVATION LOG OF BORING
I � w
W °° � } 0 98 B-2
? Z � o' = RESU TS STANDARD
I ►_- a � w a
DESCRIPTION AND AND PENETRATION
W Q � � � CLASSIFiCATION OTHER ; (blowsl�footj
� � OF MATERIALS REMARKS �
z
' S 10 20 40 70
I � � NATURAL TOPSOIL � � � � �
[CL] LEAN CLAY WITH SAND ' ' ' ' + ' ' "
� � � � � � � ��
� � � � � � � ��
ack, moist,with organic matter , , , , , , , ,,
� � � � � � � � �
2• i i i i i iiii
2 SS HORIZON B SOIL g , , , , , , ,,
� � � � � � ��
[CL] LEAN CLAY WITH SAND � � � � � � � � �
• � � � � � � � ��
light gray, mottied, moist,stiff,with gravel � � � � � , � ��
� � � � � � � � �
4. i i i i i i i i i
.5 � i i i i i i i
9s.
3 SS SUPRAGLACIAL TILL 12 i i i i i i i i i
, � � � � � � ��
[CL] SANDY LF�N CLAY � � � � � � � ��
1 1 I 1 I 1 I I 1
g. light gray, mottled brown, moist,stiff,with � � � � � � � ��
� , � � � � � ��
gravel � � �
I 1 I 1 1 I I I 1
I I I I 1 I I I I
4 SS 15 � i � � � � � ��
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8• i i i i i i i i i
i i i i � i i �i
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I I I I 1 I I I I
brownish gray, mottled below 9' ' ' ' ' ' ' � '�
� � � � � � � ��
5 SS � � � � � � � ��
10. 13 , , , , , , , ,�
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t I I I I 1 I I I
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6 .� � � � � � I 1 I I
�7 I I I I I I 1 1 1
I 1 I 1 I I 1 I 1
1 � I � I I I 1 1
3.5 i i i i i i i i i
84.
SUPRAGLACIAL TILL i i i i i i i i i
14. i � i i i i � �i
[CL] SANDY LEAN CLAY � � � � � � � ��
7 SS ' ' � � � � � � �
dark gray, moist,stiff,with gravel �3 � � � � � � � � �
� � � � � � � , �
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8 SS $ 1 I I 1 1 1 I I�
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20• 9 S , 12 I I I 1 I I I I I
. 5 n �
I I I 1 I I I I
WATER-LEVEL CHECKS METHOD
DATE TIME SAMPLED TO CASING CAVE-IN yyq�R Hollow-stem auger
7/11/2005 20.5 g
07h 1/2005 07/71/2005
M e Kopachek CME-55
� ' .
�
; '
(
; . APPENDIX C
�
i
; . - �
i
' FOUNDATION WALL BACKFILL AND DRAINAGE
�
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j SUBSURFACE INTERCEPTOR DRAIN LINE
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ALLIED TEST DRILLING COMPANY
ALLI ED TEST DRI LLI NG COM PANY
7125 West 126th Street Suite 500 Savage, MN 55378
Telephone:952-890-5909 • Fax:952-890-5883
Geotechnical Services • Commercial, Residential and Municipal
INVOICE
July 31, 2005
Patrick and Karen Pugh
725 Dickey Lake Drive
Orono, MN 55356
Subject: Residential Building Construction
701 Dickey Lake Drive
ATD Project#05039
Dear Mr. and Mrs. Pugh,
For drilling and engineering services on the above referenced project in accordance with your
acce tance of our ro osal for subsurface ex loration.
Item Quantity Unit Cost Extended
Price
Mobilization Lump Sum $295.00 $295.00
SPT Borings Lump Sum $605.00 $605.00
Engineering Report Lump Sum $575.00 $575.00
TOTAL DUE , 75.00
DUE UPON RECEIPT (1.5% per month on unpaid balance).
If you have any questions regarding this invoice, please contact us at 952-890-5909.
ALLIED TEST DRILLING COMPANY
, , �,�t �
� � �`o
�'� � . �� �``
J mes M. Bridell PE
enior Geotechnical Engineer
■ � �+ ��i lu 1Y•�� •�� ��+�uvvv 11�J1I11�1 1GJ111'IV/L�LLIGL L�L,J UU1
�v
, �, ��L�IED TES�T DRILLI�TG- GQ�VIP
',; 7125 West 126�' Street �• Savage, .Minnesota 55378
Telephone:952-890-59�9 • Fax: 952-890-5883
___ Geotechnical Services • Commercial, Residentia! and Municipal
�� ,
"1� t
� `
To: /��� �'1 ! � I''.` � � �
From:
Of: Of: A�lied Test Drilling Company
F�= ��������3� Fax/:J 952-890-5883
�'hone: ������Z�J ZL ��-�� � t
Phone: 952-89o-590s
Pages: , including ttus cov�r sheet
Aate: 7''� ` I '� � .
. �
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�vvv v i i ta te.<v rnn a�vaoo� 1lValAiV1' 'I�S'1�1Nu/ALLl�ll l�002
AL�IED TEST DRI�LING COMPANY
7125 West 926�'St►•ee� Savege, Minnesota 55378
Phone:952 890-5909 Fax:952 890-5883
Exp/oratory Soil Borings, Geotechnica/Engineering For Commercial, Residential, and Municipal Projecfs
July 18, 2005
Ms. Mimi Ryerson �
Ec[ina Realty
Wayzata, Minnesota ph 692-280-8284 fax 952-476-5333
SUBJECT: PRELIMINARY FEASIBILITY REPORT OF GEO'fECHNICAL INVESTIGATION
NEW HOUSE CONSTRUCTION
DICKEY LANE, LONG 1_Af�, MN
JULY 18, 2005
ALLIED PROJECT 05039
Dear Ms. Ryerson:
We are submitting a preliminary report of feasibility to construct a new house on the lot of land you are
brokering along Dickey Lane. The fuil report with engineering specifications for house construction is
forthcoming. Allied drilled two borings on this lot within the anticipated area fo�new house construction.
Boring 1 was driiled near the front of the house_ Bonng 2 was drilied near the rear thereof. Ground
conditions at the borings are cltaracterized in the attached Boring Logs. The Boring Logs reveai two
fundamental ground characters.
THE FIRST CHARACTER is that supraglaciai till was predominantly encountered in the borings to their
bottom depths.The till appears to have both oxid�ed and unoxidized zones. The oxidized zone extends
to depths near 13 feet If is lighter coiored by precipitation of oxides on soil grains. These oxides give
this soif its mottling, brownish and lighler colors. The oxidized zone is not related to a persistent ground
water condition_ The uno�adized zone underlies the oxidiaed zone, and it extends from depths near 13
feet to the bvttom of the borings. It has dark gray color by lack of oxide precipitation on soil grains. This
lack is associated to a persistent ground water condition related to dilution of o�cygen in ground water.
A large natural wetland lies a few blocks northeast of the lot, and �ts water surFace appears to be neariy
20 feet lower than the lot. This surface is a manifestation of the ground water level in this area. A
smaller natural wetland lies nearty one-half mile northwest of the lot, and it appears to be on the order
of 20 feet (ower than this Iot. The water surface of fhis smaller wetland is an indicator of the ground
water level in this area. eased on water levels of these weUands and dark gray unmottled sflil
encountered in the barings near a depth of 13 feet, the persistent ground water leve! across the lot is
near 13 feet.
WATERPROOFING The Federal Housing Administration (FHA) sets housing consVuction standards
that can guide construction of residential buildings. Based on these standards, we recommend placing
the iowest building floor at least 4 feet above the maximum anticipated ground water level (a persistent
�.vvv v�i t� i�s,cv rna vav�ovo 1tvD1A1V1 1C,J111Vb/ALLl�U (�003
ground water condition near a depth of 13 feet in the Borings).
Architectur'al �esidential building design must provide waterproofing and capiilary break protection for
the building_ Rain and mel6ng snow are the two main buik water sources that can wet building interiors.
A prvperly sized gutter and downspout system will collect water falling on a building's roof and remove
the water we(I away from the building to discharge points such as g�ound surfaces or storm water
drains. Withouf this system, water will fall from the roof and splash against the building's exposed
walls, then drain along iE by gravity down to the building's foundation. This water can saturate, soften,
and weaken the foundation's support soil and dampen the basement. Ground surFaces surrounding
the building must be graded away from the building using 5 percent minimum slopes to direct storm
water away from the building.
Waterproofing must be instailed alortg the building's exterior to prevent bulk water from migrating into
the building. Waterproofing and clean free-draining granular material along building exterior surtaces
prevents hydrostatic water pressure build-up around these surFaces. �thout this pr�:vention,
hydrostatic pressure can [1]force water through cracks and voids in the building's e3derior sur�ace and.
[2] cause buoyant uplift of the building or adverse building walf displacement.
Capillary forces can move soil moisture (water wicking) through 1he building's e�Qerior inta the building;
this movement must be blocked. Pores in a foundation wall absorb ground moisture and release it
inside the building as waler vapor or in extreme cases as liquid water. Architectural design must
provide capillary breaks to prevent this moisture movement into the building_ ConsideraGon should be
given to sealing the footing tops wi#h polyethylene, potymer-enhanced asphalt, o�other spray- or bnuh-
applied masonry sealants. A capillary break should be instalted direcUy beneath ground floors.
The capillary break typically consists of 6 or more inches of clean free-draining uniform granular
aggregate underlying ihe floor slabs, Plastic vapor barriEr sheeting with sealed seams should be placed
between the slab and aggregate to stop the vapor transfer up into the basement floor. The aggregate
breaks capillary movement of ground moisture up into the floor. Based on typical building codes, we
recommend placing a polyurethane vapor barrier at least 6 mil thick directly beneath floor slabs. The
seams of this barrier must be fulfy sealed with proper sealant to make the barrier watertight. Place a
layer of clean ftee-draining sand 6 inches thick directly beneath the vapor barrier and floor slab_
A good quality building waterproof system includes waterproofing sealant coated onto exteriar surfaces
of the concrate building wall together wifh clean free-draining granular material that drains ground water
to drain lines. Waterproofing membranes must resist water infiltration caused by a maximum
anticipated bulk water pressure head. Waterproofing drain-lines must be installed around the building
footprint's perimeter, but they may be added beneath the footprint upon consideration of proper dtain-
(ine design. Subsurface drain-lines intercept ground water along t�e perimeter of the building's footprint
and possibly beneath it_ This prevents ground water from mig�ating into the building by permanenUy
Iowering the ground wate�surface to the drain line elevation. Drain lin�s must be below the bottom of
the lowest floor slab grades. Drain line water must flow by gravity to discharge points such as
automatic sump pumps or slorm water drains. Drain lines and discharge points must be properiy
designed to drain reliably the antiapated ground water quantities that would otherwise migrate into the
building. The anticipated quantities may vary with respect to ground water level changes, soil character,
and drain-line spacing. The drain-line sysiem design�r must apply a proper safety factor against failure
of the system to discharge the anticipated quantities.
Drain lines should be pertorated or slotted PVC pipes at least 4 inches in diameter. The drain lines
should be encased in clean (less lhan 5 percent fines passing #200 sieve) free-draining uniform
granular aggregatE fully wrapped in filter fabric to prevent soil from migrating into the drain tile over time_
Aflied 05039 (preliminary feasibility repolt) 2
July
18,2005
�uu5 u7i1a 14:L! rn� aau5ba� INSTANT TESTING/ALLIED I�oo4
This soil migration may clog the drain line or cause "piping" in adjacent soil surrounding the drain line
(creation of a void space in the adjacent soil).
THE SECOND CHARACT�R is that supraglacial till is predominantly stiff in its shearing resistive
strength. Therefore, supraglacial till can remain beneath the residentiaf building, because it is suitable
malerial to support of the building foundation (shallow-depth spread footings) a�d ground floors.
CONCLUSION Storm waterwill infiltrate through the oxidized zone tv the unoxidized zone, cspecially
during the Spring wet season. This water will drain slowly to the unoxidized z�ne, because clayey
supraglacial till reiards rapid downward drainage_ Nevertheless, residential hause construction with a
full depth basement is feasible on this lot, based on location of the persistent ground water level (about
a 13 feet depth in the Borings), and based on supraglacial till 10 reliably support thE building. The
forthcoming engineering report expands on basic conclusions herein; The lot is suitable for residential
building construction with a full depth basement. Finally, perimefer drain lines must be installed along
the foundations to remove potential water in the oxidized zone.
If you have questions regarding this addendum or if we can assist you further, please contact us at
(952) 890-5909.
Respectfully Submitted,
Allied Test Drilling Cvmpany
�
�
J mes M. Bridell, PE
enior Geotechnical Engineer
Allfed 05039 (pretiminary feasibility report) 3
July
18,2005
�vv� v r i ta is.co rn,a ovva000 11ValAiV1 1�J11NV/ALLl�ll 1Q002
.
- ALLI�D TEST DRILLING C�MPANY
PROJECT=Residentlal House Construction Project NUMBER:05039
Long Lake ,MN PAGE 1 OF 1
SURFACE ELEVA71oN LOG OF BaRING
� m � �- 0 100 B-1
z Z � > v RESU TS STANDARD
uJ o = PENETRATION
V �' DESCRIPTION AND ��
W � � � � CLASSIFICATION OTHER � (b ows�/fo tj
o rn OF MATERIALS REMARKS Z
5 10 20 40 70
NATURAL TORSOIL , � � � � � � ��
1 RA i i i i i i i i i
[Cl.] LEAN CLAY WITH SANO � � � � � � � ��
� � i � � � � ��
black, mois�with organic matber ; ; ; ; � � � i�
9 � � � � � � � ��
2. 2 SS GLACIAL OUTWA3H 16 � � � � � i � ��
i � i i i i i ��
_ (SP] POOR GRADED FINE SAND � � � � � � � ��
� � i � � � � ��
` � brownish ra ve moist medium densE ea. � � � � � � � ��
� � i i � � � ��
�. suPru►�i.acu��nu � � � � � � � ��
� � � � � � � ��
[CL] SANDY LEAN CLAY ' ' ' ' ' � ' �'
3 SS 14 � i i i I itii
light gray, motiled brown,moist,stiff,with ' ' ' ' ' ' ' "
i � i i i � � ��
grevel � � � � � � � ��
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brown,motUed,very stiff b�low 9' � � � � � + � ��
s ss �s ; � ' � � � � ��
1D. � � � , � � � ��
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3.5 e6.
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SUPRAGLACIAL TILL � i i i i i � ��
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__ _ _ _ ____________�..���'______________ __..�..__—__—_ —_ _____��i__J___L_LJJJ11
WATER-LEVEL CHECKS METMOb
HoUovwstem suger
DA7E TIME 3AMPl.EDTO CASING CAVE-IN WATER
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Mike Kopachek G
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Long Lake ,MN PAGE 1 OF 1
SURFACE ELEVA'T10N LOG OF BORING
� w
W m a } 0 98 B-2
� Z � o i R E S U T S STANDARD
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TEST DATA
W Q y � � CLASSIFICATION OTHER b (btows/foot)
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z
5 10 20 40 70
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[CL] LEAN CLAY WITH SANp ' ' ' ' ' ' ' "
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black,moist,with organic matter , , , , , , , ,,
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3 SS SUPRAGLACIAL TILL 12 i i i i i i i i i
[CL] SAlvDY LEAN cLAY ; ; ; ; ; ; ; ;;
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8, light gray, mottled brown,moist,stiff,wtth � , , , , , , ,,
gravel � � � � � � � ��
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brownlsh gray,mottled below 9' i i i i i i i i i
5 &S � � � i � i � �t
10. 13 i i i i iiiii
i i i i i � i i i
i i i � i i i ii
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very etiff below 11' , , , , , , , ,,
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i i i i i i i u
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SUPRAGLAClAL'T1LL � ' ' � ' " "
i i i i � � iii
14. i i i i i t i t i
_ [CL] SANDY�EAN CLAY � � , , , , , ,,
� ss dark ra , mois �3 � ' ' ' ' ' ' "
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I I � I i I 1 I 1
---- - - -----------^�--------
_____����__ -__________- -_ ___-___1_-J_-_L_LJJJJ,
WATER-LEVEL CHECKS METtiOD
DATE 71ME SAMPLED TO CASING CAVE-IN WATER Hollow-sfem augEr
7/11I2005 20.5
9
07/11rL005 07/11/2005
MIKe Kopachek c���