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Report of Geotechnical Investigation
SOIL EXPLORATION FOR RESIDENTIAL
-- HOUSE CONSTRUCTION
2849 Watertown Road
Orono, Minnesota
August 12, 2004
Allied Project 04061
-- Report Prepared For
Mr. Glenn Hartmann
Cottagewood Partners, LLC
18328 Minnetonka Boulevard
Deephaven, Minnesota 55391
Ph: 952-476-4703 ext. 31 Fax: 952-745-4160
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I hereby certify that this engineering document was prepared be me or
under my direct supervision. 1 am a duly licensed Professional Engineer
under the laws of the State of Minnesota.
JZs Michael Bddell, P. . Date
esota Registration No. 23266
My license renewal date is June 30, 2006
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CONTENTS
INTRODUCTION '-'---'---'----------'-'-------------`------.-_. 1
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PROPOSED CONSTRUCTION -----,----_--------.----.--.'-----..--_-.--_.
S[T� CONDITION---.-..-.-.-----..--.--...-...'-'-'-----'-----''------''---
--
SUBSURFACE EXPLORATION -.-._.----__.------.------__--------------__2
SUBSURFACE CONDITIONS ...----.--...-..-.-------------_--------_-.---.3
GEOLOGICALCHARACTER....................................................................................................3
SOILCHARACTER..................................................................................................................4
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GROUND WATER...................................................................................................................5
CONSTRUCTION CONSIDERATIONS --_.---------_.._-----------_-----_----'5
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TOPSOIL REMOVAL...............................................................................................................5
SUBSURFACE WATER IMPACT ON CONSTRUCTION.........................................................5
t6UBS[]F<F/\CE SOIL IMPACT ON CONSTRUCTION..............................................................6
F[)uN[D\TI{]N SUPPORT.......................................................................................................G
RECOMMENDATIONS....................................................................................................................7
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SITE PREPARAJ]{]N------.-----..-----.-^------------''------------'
FOUNDATION DESIGN AND CONSTRUCTION.,....................................................................
FOUNDATION EMBEDMENT PROTECTION----.---.-.-------------_'.----.----8
FLOOR SLAB SUB-GRADE PREPARATION ........................................................................ 1D
EXCAVATION AND EARTHWORK.-.--.----.----.-----_--.---_-----..-_--.. 10
-- OVER-EXCAVATION AND STRUCTURAL BACKFILL.................'........................................ 12
WATERPROOFING...............................................................................................................13
LATERAL EARTH PRESSURE.----'.------.--..-------__------_---.--.. 14
GENERAL..................................................................................................................................... 15
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APPENDIX A BOFl|NCS LOCATION PLAN
- APPENDIX B BORING LOGS
APPENDIX {| FOUNDATION WALL BACKFILL AND DRAINAGE
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Report of Geotechnical Investigation
SOIL EXPLORATION FOR RESIDENTIAL HOUSE
CONSTRUCTION
2849 Watertown Road
Orono, Minnesota
August 12, 2004
Allied Project 041081
INTRODUCTION
Findings,. conclusions and recommendations are reported here for the above geotechnical
investigatian performed by Allied Test Drilling Company. This investigation was authorized by Mr.
_ Glen Hartman on behalf of Cottagewood Partners of Deephaven, Minnesota in July, 2004.
Performance of this investigation was in general accordance with our service proposal in July,
2004. The investigation is limited to:
• Subsurface exploration, and soil boring logs
Construction considerations
• Ground support of foundations and floor slabs
• Excavation and earthwork methods and specifications
— a Lateral earth pressure parameters
• Waterproofing methods
This report was prepared by a Professional Engineer licensed in the State of Minnesota.
Recommendations are based on applicable standards of the profession at this time within this
geographic area. This report was prepared for exclusive use by Cottagewood Partners and other
authorized parties according to generally accepted engineering practice.
PROPOSED CONSTRUCTION
Our understanding of the project is based on a site sketch showing the proposed building location
and our conversation with Mr. Glen Hartman. We understand Cottagewood Partners intends
construct a residential building at 'the project site. This construction will depend upon the
- subsurface conditions at this sketched building location, which is shown in Appendix A. We
understand the subsurface condition across this footprint must not adversely impact proposed
construction.
The proposed residential construction area is rectangular on the order of 100 by 50 feet with the
larger dimension aligned east-west. This rectangle lies 90 feet south from the centerline of
Watertown Road and 180 feet west from the centerline of Old Crystal Bay Road. We assume the
building will have wood-framed construction, and it will be supported on shallow-depth foundations
and ground-supported floor slabs. We assume that a garage, if constructed, would be.subjected to
freezing temperatures during its life. We have no information on final foundation and yard grades.
We will assume that cut and fill construction to develop final site grades will be on the order of up
to 4 feet. We assume that applied foundation bearing pressures will be up to 2000 pounds per
square foot (psf). We assume continuous (strip) foundations will be up to 2 feet wide and isolated
(square or circular) foundations will be up to 2 feet wide.
SITE CONDITION
The project site is at 2849 Watertown Road in Orono, Minnesota. This site lies in the southwest
_ comer of the intersection of Watertown Road and Old Crystal Bay Road. The site is a lot of land
nearly 2.5 acres in area. This lot can be divided into a northeast portion and a remaining portion.
The northeast portion of this lot would be considered potentially buildable. We observed remains
of a demolished building footprint immediately north of the proposed rectangular construction area.
We observed old asphalt pavement crossing this lot portion. We observed a water well head
above the ground surface immediately east of this rectangular area.
The remaining portion of the lot appears to be low grassy and potentially wetted land. In fact,
standing wetland water was observed nearly 60 feet west of the proposed rectangular construction
area described above. The surface of this standing water was on the order of 2 feet below the top
of Boring 2. The north edge of this low grassy land, which is 100 feet south of the proposed
rectangular construction area, was 2 feet below the top of Boring 1.
SUBSURFACE EXPLORATION
Allied Test Drilling Company selected the locations of two exploratory soil borings based on site.
sketch building layout information. These locations are in general agreement with tentative boring
locations staked by others at the project site. Allied boring locations are shown on the Boring
Location Plan in Appendix A. Allied established these locations in the field using existing
landmarks shown on the site plan. Allied measured surface elevations of the borings using a
temporary benchmark (TBM) with an assumed elevation of 100 feet. The TBM is the centerline of
Watertown Road opposite the proposed rectangular construction area described above. The
elevations are noted on the Boring Logs in Appendix B.- The accuracy of these boring locations
Allied Project 04049 2 July 27, 2004
and elevations should be considered with respect to the methods used in their establishment. The
borings were drilled to depths indicated on Boring Logs in Appendix B.
The two exploratory soil borings were drilled on July 26, 2004 using a truck-mounted CME-55 drill
T rig. Hollow stem augers were used to drill the borings. The Standard Penetration (SPT) test
method was used to obtain soil specimens and N values. The specimen is obtained by driving a
split-barrel sampler 1.5 feet into the ground at the bottom of a boring according to ASTM D1586
(Penetration Test and Split-Barrel Sampling of Soil). The split-barrel sampling interval is
designated SS on the Boring Logs in Appendix B with the associated N value. This value is the
number of hammer blows required to drive -the split-barrel sampler 12 inches into the ground.
"Grab" soil specimens indicatedon the Boring Logs were obtained from. auger cuttings. The
specimens were labeled and sealed in glass jars for further review and classification in our soil
laboratory by a geotechnical engineer.
Boring Logs were prepared according to ASTM D2488 (Description of Soils: 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.
SUBSURFACE CONDITIONS
GEOLOGICAL CHARACTER
The project site is in an area once covered by at least four major continental glacial ice sheets,
each glaciation lasting over 100,000 years. These sheets developed between the late Pliocene
Epoch 2.5 million years ago and the end of the Pleistocene Epoch 10,000 years ago. Global
climate oscillations produced ice sheets between 200 feet and over one mile in thickness that
flowed across the North American landscape. Rapid climate warming stopped advancements of
ice sheets. The sheets stagnated and slowly melted away, depositing glacial sediment (glacial
drift) upon the land. The most. recent major continental glaciation occurred during Wisconsinan
age, following the Sangamon interglaciation period (warm climate) around.11000 years ago.
During Wisconsinan age, maximum glacial cold and ice advancement occurred around 24,000
years ago. Regionally, this glacier stopped at Des Moines, Iowa around 16,000 years ago,
retreating (melting) back to Minnesota by 12,500 years ago, and finally melting away completely in
Minnesota around 9,000 years ago.
Wisconsinan age glacial drift was deposited over older Pre-Wisconsinan glacial drift, which covers
- bedrock. Glacial drift generally consists of glacial outwash and glacial till (ablation or basal types).
Glacial outwash is deposited from glacial meltwater streams flowing from the glacial ice front.
Grinding processes in a friction layer under the glacier cause rounded particles in glacial deposits.
Glacial outwash deposits typically exhibit stratified bedding and sorted grain-sizes of sand and
gravel caused by particles tumbling in flowing water. Coarser sand and gravel are deposited near
the ice front, while finer silt and clay are deposited farther away from the ice front. In contrast,
Allied Project 04049 3 July 27, 2004
glacial till deposits exhibit no stratified bedding and no sorted grain sizes of sand and gravel.
Glacial till frequently has a clay matrix surrounding larger particles of silt, sand, and gravel with
- occasional cobbles and boulders. Glacial till is deposited as either basal or ablation types. Basal
glacial till is derived from glacial moraine debris embedded in the flowing ice near the bottom of the
glacier (subglacial debris). This debris originates from eroded soil and rock beneath the glacier or
debris that migrated downward through crevasses in the glacier (englacial debris). In contrast,
ablation glacial till is formed from moraine debris that has accumulated (supraglacial debris) on the
melted ice sheet surface. Often, the later deposited ablation till overlies and covers earlier
deposited basal till.
SOIL CHARACTER
We have reviewed the Surficial Geology Map of Hennepin County and GEOLOGICAL
CHARACTER section of this report Based on our review, the generalized soil profile in the vicinity
of the project consists of a late Wisconsinan age Des Moines Glacial Ice Lobe glacial till deposit
with a few beds and lenses of stratified sediment.
Soil encountered in the borings include:
- Gravelly Fill This was encountered in Boring 1 at the surface to a depth near 1 foot. It is dark
brown silty gravel with sand.
Topsoil and Buried Topsoil Topsoil was encountered in Boring 2 at the surface. to a depth
near 1 foot. It is very dark brown sandy lean clay with organic matter. Buried topsoil was
encountered in Boring 1 underlying gravelly fill. It extends below this fill to a depth near 3.5 feet.
It is very dark brown to black, stiff, sandy lean clay that has minor amounts of organic matter.
Horizon B Soil This was encountered in Borings 1 and 2 underlying topsoil and buried topsoil.
It extends below topsoil and buried topsoil to depths near 3.5 and 6 feet It is light gray to light
brown to dark gray, and it ranges from firm to stiff. Horizon B soil is sandy lean clay [ CL ] in
Boring 1 and clay with sand [ CUCH ] in Boring 2: The CUCH clay is moderately plastic soil.
Therefore, it is a potentially expansive or shrinkable soil, if its water content is altered up or
down.
Glacial Till This was encountered in Borings 1 and 2 to depths near 20 feet, and it consists of
a stratum of ablation till overlying a stratum of basal till. The ablation till has relatively lighter
coloring, including light brown and light gray colors. It is firm to stiff sandy lean clay, except in
Boring 2 between depths near 7 and 12 feet where it is poor-graded fine sand that is loose to
medium dense. The basal till has relatively darker coloring —dark gray typically. It is stiff sandy
lean clay.
Glacial Outwash This underlies basal glacial till in Boring 1., and it extends to the bottom of this
boring. It is gray, medium dense, poor-graded fine sand.
Allied Project 04049 4 July 27, 2004
GROUND WATER
Observations made to detect in-filled water in the borings are noted on the Boring Logs in
Appendix.B. Observations were made at the end of drilling. We observed in-filled water in Borings
1 and 2 at respective depths near 5 and 4 feet.
The ground water level within an unconfined aquifer is generally a subdued reflection of the ground
surface topography. Ground water generally flows downward from upland lands (recharge areas)
- to lower-lying lands or water bodies (wetlands, lakes, streams and rivers) that are discharge areas.
Levels of ground water and "perched"water at the project site will vary with climatic oscillations (for
example drought or excessive precipitation periods, surface water drainage and site topography).
CONSTRUCTION CONSIDERATIONS
TOPSOIL REMOVAL
Before major grading begins, site areas designated for construction must have topsoil and buried
topsoil with undecomposed organic matter stripped away. These soils .can potentially shrink by
_ decay of undecomposed organic matter over the life of buildings and other structures. Therefore,
topsoil and buried topsoil with undecomposed organic matter must be removed from construction
areas, especially those designated for structural fill, buildings, other structures, roadways and other
pavements (for example driveways and sidewalks). The topsoil and buried topsoil can either be
stockpiled for later use as replacement topsoil in designated landscape areas or wasted onsite or
exported off-site.
Topsoil with undecomposed organic matter can extend 6 to 18 inches deep, typically. It generally
contains grass, roots, undecomposed and decaying vegetation and has faint to strong organic
odor. Topsoil thickness may vary across the site. This thickness can be deeper, especially in low-
lying areas where topsoil has "washed-in." The boring logs provide roughly estimated and
generalized topsoil thickness near the exploratory soil borings. To accurately quantify topsoil
thickness for topsoil stripping volume evaluation, we recommend using a backhoe or hand-shovel
to dig several test pits across the construction area, . The pits will allow topsoil to be easily
observed and measured for thickness.
SUBSURFACE WATER IMPACT ON CONSTRUCTION
As stated in the GROUND WATER section of this report, we observed in-filled water Borings 1 and
2 at respective depths near 5 and 4 feet at the end of drilling.
The Federal Housing Administration (FHA) sets construction standards for housing. In accordance
with these standards, we recommend the lowest building floor be at least 4 feet above maximum
- anticipated ground water level. In accordance with pavement engineering practice, we recommend
pavements be at least 4 feet above maximum anticipated ground water level. If ground water flow-
lines approach within 4 feet of the lowest building floor or pavement, considerationmust be given
Allied Project 04049 5 July 27, 2004
to using interceptor, trenches to lower ground water surfaces under buildings and pavements
permanently. If ground water flow-lines approach and meet finished ground surface grades at the
project site, adverse ground water seepage may occur at these grades. Interceptor trenches
should be considered to eliminate this seepage. We recommend that a geotechnical engineer
from our company review and approve any interceptor trenches at the project site.
Excavations for foundations, floor slabs, pavements, sewer and utility trenches or other
excavations may encounter ground water. The excavation contractor must provide a reliable
dewatering method to keep excavations dry when ground water is encountered. If excavations are
in poor-draining cohesive soils (silty and clayey) with minor ground water seepage, sumps that are
— pumped without interruption can be considered for dewatering. If excavations are anticipated to
extend into relatively free-draining granular soil (sandy and gravelly) with significant ground water
seepage or inflow, consideration must be given to using well-points to dewater excavations. The
contractor must consider the possibility that significant ground water inflow into excavations may
occur and provide a reliable dewatering method.
SUBSURFACE SOIL IMPACT ON CONSTRUCTION
The gravelly fill, topsoil and buried topsoil should be considered unreliable soils beneath the
building footprint. Additionally, the Horizon B soil that classifies as CUCH is potentially expansive
material, and it too should be considered unreliable soil beneath this footprint. These unreliable
soils must be removed beneath the footprint. The gravelly fill can be reused as structural fill, if it
-- meets recommendations in the EXCAVATION AND EARTHWORK section of this report for
structural fill.
The Horizon B and ablation glacial till soils have N values ranging between 3 and 14. This range
indicates these soils are not uniform in their material character across the rectangular area of
proposed building construction.
FOUNDATION SUPPORT
— We recommend using a shallow-depth spread footing type foundation to support.the building. We
have no information on final bearing grades for the foundation. Therefore, we assume the lowest
building floor slab will be at least 4 feet above the maximum anticipated ground water level. As
such, we anticipate the foundation bearing grades will lie in Horizon B or ablation glacial till soil.
We measured N values in ablation glacial till as low as 3, which indicates this till is not reliable to
directly support the building foundation.
To attain reliable foundation support„the foundation sub-grade support material must be uniform in
- its thickness and material character. The Horizon B and ablation glacial till soils are quite variable
in their material characters. Therefore, we recommend correcting existing soils directly beneath
foundation bearing grades. The soil correction requires removing at least 2 feet of existing soil
beneath foundation bearing grades by over-excavation. The exposed soil along the bottom of
over-excavations must be vibro-compacted using several passes of the compactor to increase the
density and shearing resistance strength of this exposed soil. This will minimize compressibility of
Allied Project 04049 g July 27,2004
the exposed soil and maximize its shearing resistance strength. The over-excavated soil must be
replaced with structural backfill up to foundations. This soil correction (over-excavation and
structural backfill replacement) will provide foundation support material having uniform thickness
and material character. This correction must be made according to recommendations in the
OVER-EXCAVATION AND STRUCTURAL BACKFILL section of this report.
RECOMMENDATIONS
SITE PREPARATION
Site preparation may require abandonment or relocation of buried utilities, if any exist or are
encountered during construction. These utilities must be completely removed or capped or fully
__. grouted. Excavations for these utilities must be backfilled with suitable compacted material
according to the recommendations in the EXCAVATION AND EARTHWORK section of this report.
Site preparation may require demolition and complete removal of all subsurface building
- components, if any exist or are discovered during construction, such as foundations and foundation
walls, floor slabs, and septic tank systems. Pavement in areas designated for new construction, if
any exist or are discovered during construction, must be completely removed to expose voids and
to prevent water entrapment in voids.
_ FOUNDATION DESIGN AND CONSTRUCTION
Building code requirements may include foundation design for seismic forces associated with
earthquake motions. The project site is classified as Site Class D according to Table 1615.1.1 in
the 2000 International Building Code.
We recommend using shallow-depth foundations to support the building. Foundations must be
spread footings. As discussed in the FOUNDATION SUPPORT section of this report, we
recommend removing at least 2 feet of existing soil beneath foundations and replacing it with
structural backfill up to foundations.
We analyzed bearing capacity and load-settlement behavior for structural backfill. Our analysis
-~ assumes maximum total settlement is on the order of one (1) inch and differential settlement is on
the order of 3/4 of the total settlement. Spread footing foundations, bearing on at least 2 feet of
structural backfill, can be bearing area sized using a maximum net allowable soil bearing pressure
of 2000 pounds per square foot (psf). This bearing pressure is limited to foundations with
continuous (strip) and isolated (square or circular) shapes up to 24 inches wide. The net allowable
soil bearing pressure is the net pressure transferred from the foundation to underlying support soil.
We strongly recommend careful observation and testing be made during foundation excavation by
a Professional Engineer from our company. This can determine if exposed soil at foundation
bearing grade is reliable to support foundations. If this soil is judged unreliable, the Engineer may
recommend correcting this soil using an over-excavation and structural backfill method. This
Allied Project 04049 7 July 27, 2004
method is defined in the OVER-EXCAVATION AND STRUCTURAL BACKFILL section of this
report.
Foundation support soil exposed at excavation bottoms must be protected against detrimental
changes that reduce shear strength and relative density of this soil. These changes can result
from construction activity disturbing this soil, freezing, excessive drying, or soaking due to rain,
groundwater seepage or other sources of water. Surface water run-off must be directed away from
open excavations, to prevent water from wetting, accumulating or standing in open excavations. If
this protection is not provided, exposed support soil in excavations can soften and loosen, thereby
weakening this soil and making it unreliable to support foundations. All foundations must be
properly steel-reinforced to minimize differential foundation settlement over localized areas of the
foundation sub-grade with non-uniform material.characteristics. 4
_ FOUNDATION EMBEDMENT PROTECTION
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.
FOUNDATION AND SUB-GRADE PROTECTION 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. Foundation 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 HEAVING 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, capillary water "wicking" to the freezing zone.
Frost-penetrated soil increases in volume and can heave the ground surface upward. Adfreezing
occurs when soil freezes on foundation surfaces. Frost heaving induces upward acting shear
_ stress along vertical foundation surfaces. This stress can potentially drag foundation surfaces
upward. When this shear stress becomes greater than building loads, upward foundation heaving
can potentially occur. If foundations are not properly designed to resist frost heaving and
adfreezing forces, seasonal ground freezing can potentially distress buildings. Three methods
described below may be considered in designing foundations to resist frost penetration. An
— alternative method is using bond breakers to prevent soil from adfreezing to foundation surfaces.
Allied Project 04049 g July 27, 2004
TABLE F FOUNDATION EMBEDMENT MINIMUM DEPTHS (A)
SUB-GRADE PERIMETER ALL FOUNDATIONS
BENEATH FOUDATIONS IN IN UNHEATED ALL FOUNDATIONS
FOUNDATIONS BUILDINGS AND IN HEATED AREAS.
AND STRUCTURES HEATED BUILDINGS STRUCTURES
Well-drained
granular material 42" 60" No protection required
Poorly-drained
granular.material 48 72" No protection required
Poorly-drained
clayey material 48" 72" No protection required
Note (A): Protection against frost heaving and adfreezing must be provided.
METHOD ONE Prevent adfreezing by separating the foundation surface from frost-susceptible
soil. Place non-frost-susceptible materialagainst the surface. Granular material (sand and gravel)
that is clean (up to 5 percent fines passing #200 sieve) is considered non-frost susceptible
— material. Silt and silty soil is highly frost-susceptible. Granular material must be free-draining 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 heaving of foundations. Drain lines must be
installed according to recommendations in the WATERPROOFING section of this report.
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 unfrozen soil must remain between the frost line and top of footing. Soil in this zone must be
allowed to compress by downward movement of overlying frozen soil. This compresses the
adjoining foundation, which counteracts foundation extension by adfreezing in the overlying frost
penetrated zone. Foundation backfill must be compacted to maximum dry soil density to minimize
its compressibility and its heaving potential. This method must 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 wheel loads. Burial
material must be separated from foundation surfaces to prevent adfreezing. Board thickness must
be designed using degree/ day/Btu methods and it should be'nearly 2 or more inches. Boards
must extend horizontally outward from foundations a distance greater than the frost penetration.
_ BACKFILL CAP AND WATER RUNOFF Foundation backfill must be capped with impermeable
cohesive soil (CL) to minimize water infiltration into backfill. 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 surfaces within this 10
Allied Project 04049 9 July 27, 2004
feet must have at least 2 percent drainage grades. Roof water run-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.
FLOOR SLAB SUB-GRADE PREPARATION
As stated in the GROUND WATER section of this report, we observed in-filled water in Borings 1
b and 2 at respective depths- near 5 and 4 feet at the end of drilling. Based on FHA construction
standards, we recommend elevations of lowest building floors be at least 4 feet above maximum
anticipated ground water level.
— Excavation and earthwork construction must include preparing reliable ground support for floor
slabs. This support must be structural fill at least 12 inches thick. Before placing structural fill
beneath floors, the exposed bottom sub-grade surface of the structural fill must be vibro-
compacted using several passes of the compactor, to increase its density and shearing resistance
strength. Preparing the structural fill sub-grade beneath floor slabs. must be made according to
recommendations in,the EXCAVATION AND EARTHWORK section of this report Floor slab sub-
grades prepared as described above can be designed using a modulus of sub-grade reaction of
100 pounds per cubic inch (pci).
The garage area of the building may be subjected to freezing temperatures during.its life. Ground-
supported floor slabs subjected to freezing must be protected against frost heaving. Floor slabs
supported on frost-susceptible soil can potentially heave differentially. Therefore, a buffer must be
placed between floor slabs and frost-susceptible soil to minimize heave. We recommend placing
non-frost susceptible granular buffer material beneath floor slabs. This material must contain less
than 5 percent fines that pass #200 sieve, and it must be free-draining to reliable and permanent
drain lines. The buffer must be at least 18 inches thick.
EXCAVATION AND EARTHWORK
Clearing and grubbing may be required to remove all trees, brush, stumps, roots, and designated
existing structures within the clearing limits. Stump holes and removed structures should be filled
with compacted structural backfill to prevent localized subsidence in planned construction areas.
Topsoil with undecomposed organic matter (grass, roots, decayed vegetation and organic odor)
must be removed from project.areas designated for construction of structural fill, buildings and
structures, roadways, driveways and other improvements. Consideration can be given to reusing
-- removed topsoil in designated landscape.areas and as replacement topsoil.
The structural fill sub-grade must be prepared to support structural fill loading. Remove all
unsuitable and unreliable soil beneath structural fill and replace with structural backfill. Unsuitable
soil includes but is not limited to the following kinds: soft compressible clay, peat and muck; debris
T and rubble; potentially expansive .soil (relatively plastic and fat clay); potentially collapsible soil
(loess and "bulking-type" sands); topsoil and buried topsoil with undecomposed organic matter
(usually contains grass, roots, decayed vegetation and organic odor); organic soil (OL and OH
-- types); uncontrolled and undocumented fill.
Allied Project 04049 10 July 27, 2004
The underlying sub-grade that supports structural till must be properly prepared, to eliminate a
surface of weakness lying along the interface between structural fill and underlying sub-grade
- material. This prepared underlying sub-grade must be at least 12 inches thick. Water content of
this sub-grade must be controlled within plus or minus 2 percent of the optimum water content, as
evaluated by Standard Proctor method (ASTM: D698). Percent compaction of the sub-grade must
be according to TABLE C. Sub-grade material not meeting these recommendations must be
removed and replaced with structural backfill meeting requirements. Consideration can be given to
_ correcting the existing sub-grade material by removing (over-excavation) at:least 12 inches of this
material, adjusting its water content to optimum value, and rbackfilling this over-excavation using
reworked sub-grade material meeting requirements of structural backfill. Where removed material
- is wet of optimum water content, consideration can be given to aerating this material, by spreading
it, spreading and scarifying it, or blending it with drier material.
Structural fill can be obtained from onsite, imported or over-excavated material. Structural fill must
be non-expansive inorganic cohesive (lean clay) material or cohesionless (sand and gravel)
material and not silt. Cohesive material must have a Liquid Limit less than 45 .and a Plasticity
Index less than 20. Cohesive structural fill and structural fill with over 20 percent fines passing
#200 sieve must be placed in lifts compacted to a thickness of 6 to 8 inches using a sheepsfoot or
pneumatic tire roiler.making at least 4 to 6 passes. Cohesionless structural fill must be placed in
lifts compacted to a thickness.of 10 to.12 inches using smooth drum vibro-rollers making at least 4
_ to 6 passes. Use a power tamper, rammer or vibro-plate compactor on fill in confined areas. In
these areas loose lifts should be up to 4 inches thick with the compactor making at least 4 to 6
passes. Water content of structural fill must be controlled and maintained between 2 percent dry
— and 1 percent wet of the optimum water content as evaluated by Standard Proctor method (ASTM:
D698). Percent compaction, of structural fill must be according to TABLE C. We recommend
thoroughly mixing structural fill before compaction to distribute moisture uniformly. For fill that is
wet of optimum, consideration can be given to aerating this material, by spreading it, spreading
and scarifying it, or blending it with drier material.
We recommend that excavation and earthwork construction be periodically monitored, to evaluate
compliance with the recommendations in this report section. The monitoring should be made by a
— qualified soils engineering technician from our company under supervision by the Professional
Engineer. Consideration should be given to providing drainage ditches to prevent surface water
run-off from wetting, accumulating and standing in open excavations.
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 gravelly fill, topsoil, buried
topsoil, Horizion B soil, and ablation glacial till encountered in the borings generally classify as
— Type C soil. This classification is according to OSHA construction standards for excavations.
Maximum allowable slopes for shallow excavations in Type C soil is 1.5:1 (hodzontal:vertical),
Allied Project 04049 11 July 27, 2004
although other provisions and restrictions may apply. The design maintenancee of temporary
slopes is the responsibility of the contractor.
TABLE C COMPACTION REQUIREMENTS FOR STRUCTURAL FILL AND BACKFILL
_ Relative Density
Standard Proctor Standard Proctor ASTM D4253
Construction Applications ASTM D698 ASTM D698 ASTM D4254
-- Cohesive soil Cohesionless soil Cohesionless soil
(lean clay) (sand and gravel) (sand.and gravel)
N (%) N
• Foundations.for buildings and
other structures 95 98 75
• Roadway sub-grades
• Critical backfill areas
— • Minor surface subsidence is
possible and allowable
_ • Backfill adjacent to structures
not supporting 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 surface 85 88 20
subsidence is possible and
allowable
Note (A) Use relative density technique (ASTM D4253 and 04254) where Standard Proctor (ASTM D 698)
curve does not have a clear peak at maximum dry soil density and optimum water content.
OVER-EXCAVATION AND STRUCTURAL BACKFILL
Where soil beneath planned bearing grades of foundations and structures, floor slabs, pavement
and structural fill either appears or is likely to be unsuitable and unreliable to support these
features, and over-excavation and structural backfill procedure may be necessary. We
recommend that a Professional Engineer from our company observe, test and review this soil
condition, to determine if the soil must be removed and replaced with structural backfill. We
_ recommend that the Engineer determine depth and lateral extent of over-excavation. The over-
excavation must extend deep enough to completely remove unsuitable and unreliable soil beneath
bearing, grades of these features. Unsuitable and unreliable soil is defined in the second
paragraph in the EXCAVATON AND EARTHWORK section of this report.
Allied Project 04049 12 July27, 2004
The unsuitable and unreliable soil must be replaced with structural backfill. This backfill must be
placed up to the sub-grades of foundations and structures, floor slabs, pavements, and structural
- fill features. The over.-excavation must be made sufficiently wide to accommodate structural
backfill replacement. Structural backfill must extend laterally outward at least 2 feet from the above
planned features. Structural backfill must slope downward 1:1 (horizontal:vertical) to the bottom of
over-excavations. Where over-excavation is made in very soft soil, this slope must be 2:1 and
structural backfill must extend laterally outward at least 5 feet from these above planned features.
The material type and filling placement specifications for structural backfill must meet
recommendations in the EXCAVATION AND EARTHWORK section of this report. Based on our
experience with similar projects, either crushed limestone screenings (3/8ths inch to dust sized) or
roadstone used by the Minnesota Department of Transportation (MNDOT) work well as structural
backfill material. '
WATERPROOFING
As stated in the GROUND WATER section of this report, we observed in-filled water Borings 1 and
_ 2 at respective depths near 5 and 4 feet at the end of drilling. Levels of ground water and
"perched" water at the project site will vary with climatic conditions (for example seasonal
fluctuations in these levels and extended.periods of drought or excessive precipitation), surface
water drainage, topography and site relief.
Moisture in soil above ground water levels can migrate into building enclosures with no
waterproofing protection. Migration occurs where soil contacts building surfaces. Architectural
designs must include waterproofing and dampproofing to protect buildings against migration.
Waterproof drains intercept ground water below building enclosures. Drains prevent ground water
from entering building enclosures. Drains eliminate hydrostatic water pressure build-up along
building surfaces. This pressure can produce excessive water seepage into building enclosures or
— bouyant uplift of the building. Dampproofing must be applied on exterior surfaces of the building,
to block capillary migration of soil moisture into the building. Waterproofing drains are installed
below the building enclosure along exterior walls and under floor slabs. Waterproofing membranes
are applied on exterior walls and floors of the building. Membranes must resist water infiltration
caused by a maximum anticipated water pressure head. Membranes can be bentonite panels or
bituminous mastic. Drain lines intercept ground water to prevent water from entering the building.
Drain lines permanently lower ground water levels to drain line levels. Drain lines must be placed
below floor slab levels along building exterior walls and possibly under floor slabs in poor-draining
-- soil. Drain lines must gravity drain to sump pumps or storm drains properly sized to reliably
discharge anticipated ground water seepage. Discharge can vary due to fluctuating ground water
levels, soil type and drain line spacing. The drainage system designer must apply a proper safety
factor against failure with respect to the subsurface area to be waterproofed.
Drain lines must be perforated or slotted PVC pipe at least 4 inches in diameter. Lines.must be
radially surrounded by at least 6 inches of clean free-draining granular material with less than 5
percent fines passing #200 sieve. The drain line pipe and granular material must be encased in
filter fabric that prevents both "piping" erosion in surrounding soil and drain line clogging.
Allied Project 04049 13 July 27, 2004
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
and parameters must be used in wall design when granular soil acts on walls. Estimated lateral
earth pressures and parameters for cohesive and granular soils are given in TABLE L.
_ 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
top of wall toward adjoining soil. Passive earth pressures and parameters must be used in this
case. If the top 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, surcharge loads applied behind walls, over.compacting backfill
against walls and upward sloping ground surfaces behind walls. In these cases higher lateral earth
pressures and parameters must be considered in design of walls.
TABLE L ESTIMATED LATERAL.EARTH PRESSURES as EQUIVALENT FLUID PRESSURE (A)
COHESIVE SOIL GRANULAR SOIL
Approximate total density (pcf) 130 120
.Approximate friction angle (deg) 15-20 30-35
- Active pressure coefficient ka 0.5 0.3
At-rest pressure coefficient ko 0.7 0.5
Passive pressure coefficient kP 2 3.3
Active Earth Pressure (pcf)
Drained 65 35
-- Undrained 95 80
At-Rest Earth Pressure (pcf)
Drained 90 60
Undrained 110 90
Passive Earth Pressure (pcf)
Drained 260 400
Undrained P 135 190
Notes:
(A) Excludes cohesive shear strength sliding friction effects
(B) Combined factored soil buoyant unit weight and hydrostatic water head (62.4 pcf)
(C) Excludes hydrostatic water head (62.4 pcf)
Granular backfill should be placed against retaining and foundation walls as a triangular prism with
a 2:1 (horizontal : vertical) slope or flatter as shown in Appendix C (Foundation Wall Backfill and
Drainage Schematic)., Backfill must be free-draining granular material with less than 5 percent
Allied Project 04049 14 July 27, 2004
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 backfill 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 surface 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 permanently into perimeter wall drain lines, installed according to recommendations in the
WATERPROOFING section of this report.
GENERAL
If any changes in the nature, design or locations of structures are planned, then the conclusions
and recommendations in this report are not valid. However; if we are provided an opportunity to
review these changes, the conclusions and recommendations in this report can be modified and
verified in-writing. Analyses, recommendations and conclusions in this report are based, in part, on
subsurface conditions encountered in the exploratory soil borings. The nature and extent of
variation of subsurface conditions across the site may not become apparent until the construction
_._ stage of the project. If variation in subsurface conditions becomes apparent, our analyses,
recommendations and conclusions in this report must be reviewed and reevaluated.
- We recommend that the Geotechnical Engineer be provided the opportunity to generally review
designs and specifications for the construction project. By making this review, the
recommendations in this report can be properly interpreted and implemented with regard to the
project designs and specifications. Finally, we recommend retaining the Geotechnical Engineer to
provide continuous engineering service during the construction stage of the project, with emphasis
on excavation, earthwork and foundation construction. 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 opportunity to modify these
- design concepts, specifications and recommendations in the event subsurface conditions differ
from the anticipated conditions.
_ Respectfully Submitted,
JIED TEST DRILLING COMPANY Reviewer
es M. Bridell PE Daniel J. Naughton E
ior Geotechnical Engineer Principal Civil Engineer
Allied Project 04049 15 July 27, 2004
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Exploratory Soil 15orings for House Construction
W8 q Watertown Road in Orono, Minnesota ALLIED DRILLING COMPANY
60KI NG LOG ALLIED PROJECT NO. 04061
p SURFACE ELEVATION BORING NO.
O
~ 100.3 B-1
TEST RESULTS
2 STANDARD PENETRATION TEST
z O GEOLOGICAL ORIGIN
c1 CPT(psi) Graph of N Values
3 = Lu
-- a Q. a� USCS[SYMBOL)AND CLASSIFICATION Water Content(h)
D ai v`=i O MATERIAL DESCRIPTION >
z 5 10 20 40 70
1 RAB GRAVELLY FILL [GM] 1 1 I 1 I I
2 SILTY GRAVEL WITH SAND
. 99.1
1 I I 1 1 1 1 1 1
dark brown dry-moist, loose 1 1 I 1 1 1 1
1 I 1 I 1 1 1
2' 2 SS BURIED TOPSOIL [CL] 9 1 t I I 1 1 ;1,
SANDY LEAN CLAY very dark brown to 1 1 I I I I I t
5 black, moist, stiff,with minor organic matter 96.f
HORIZON B SOIL [CL
4.
SANDY LEAN CLAY light gray to light
3 SSI I ! I I I I
brown, mottled, moist,firm,with gravel 5
sI.
- 6' GLACIAL TILL(ablation) [CL J
4 SS
SANDY LEAN CLAY light brown, mottled,
very moist,firm,with gravel 6
I 1 1 I I
-- s.
I I I 1 I
I I I I I l l i
1 1 I I I I i I
stiff to very stiff below 9'
•• O
10.0- 1 I I I 11
5 SS 9 1 I 1 1 1 1 1 1
I I I 1 1 1 1 1
I 1 I 1 I I I i l
12. 1 I 1 I 11 ,1
6 SS 43 1 1 1 ! 11
I I I 1 1 1 1 [1
3.5
• GLACIAL TILL.(basal) [CL] 1 1 1 I 1
14.
yy>, SANDY LEAN CLAY dark gray, moist vel/
7 SS stiff,with gravel 22
1 I I I I I
16.0- 1 I I l l if
1 I 1 I I I I
1 1 I I 1 1 1
.'� u"
;t t��
iiP - I I I I I I I I
Y' 18.5 80
1 1 I 1 1 1 1
8 SS GLACIAL OUTWASH [SP]
20.0-
().5 POOR-GRADED FINE SAND 79.
-- ray moist medium dense
I I I I I 1 1 1
1 1 I 1 1 1 1 1 1
22.0------- -_ __--- ---_--------------------------_----___- _ ----1
Observed Conditions in Borings Method of Drilling
Date Drilled Depth(ft) Caving Depth(ft) Water Depth(ft) Hollow stem Auger SPT
7/26/2004 20.5 5.5
Driller Date Drilled
M.Kopacek 7/26/2004
Drill Rig Truck Model
CME-55
Exploratory Soil Borings for House Construction
2849 Watertown Road in Orono, Minnesota ALLIED DRILLING COMPANY
60KI NG LOG ALLIF-D PROJECT NO. 04061
p SURFACE ELEVATION BORING NO.
O .
O
oil
O 99.1 B-2 TEST RESULTS STANDARD PENETRATION TEST
UJ
z z c1 GEOLOGICAL ORIGIN CPT(psi)
~- M CL CL USCS[SYMBOL]AND CLASSIFICATION
LU Water Content(%) ; Graph of N values
U) rn (7 MATERIAL DESCRIPTION Z 5 10 20 40 70
1 3RAB TOPSOIL [CLI
SANDY LEAN CLAY WITH ORGANIC 97.9
I I I l l r
1 1 ! f 1 t
2, ve dark brown moist firm with ravel � , , •
_ 2 SS HORIZON B SOIL [CUCH]
1 I 1 I I + I r
5 CLAY WITH SAND dark gray, mottled black, ss
moist firm to stiff with ravel I 1 I 1 1 1
-- 4. r• GLACIAL TILL(ablation) [CL) '
3 SS SANDY LEAN CLAY light gray, mottled,very 3
I 1 I I I l rrl
moist, soft,with gravel
6.
I 1 1 I l l i
I 1 1 1 1 1 1 1
4 s5 GLACIAL TILL(ablation) [SP) 6
g POOR-GRADED FINE SAND brown,very
moist, loose
1 1 1 1 1 1 1
I I I 1 1 1 1
wet, medium dense below 9' ; 1 1 l i
-' llt
5 SS 14
10.0- I I I I l l lil
- 1 t I 11 1111
12.
6 SS GLACIAL TILL(basal) [CL] g
•`��;:Iti 1 1 I 1 � � �
SANDY LEAN CLAY gray, moist,stiff,with
gravel I I I 1 1 1 1 1
I I I I A
14.0-
7
4. 7 SS. .': 14
dark gray below 15'
1 I 1 1 I I I
16. :c.
I 1 1 1 I 11
.!��•:. 1 I 1 I l i i
1 I 1 1 1 1 1 1 1
-.,.'•ice
1x' 1 1 I I I I I I I
16 1 1 I 1 1 1 1 1 1
20- 6 Ste! 'J. I 1 I 1 11 r i
20.5 1 I 1 I I 1 1 1 1
1 1 I 1 1 1 1 1
1 I I I 1 1 1 1
1 I 1 1 1 1 1 1 r
Observed Conditions in Borings Method of Drilling
Date Drilled Depth(ft) Caving Depth(ft) Water Depth(ft) Hollow stem Auger SPT
7/26/2004 20.5 4
Driller Date Drilled
M.Kopacek 7/2004
- Drill Rig Truck Model
CME-55
UNIFIED SOIL CLASSIFICATION SYSTEM
GROUP NAME GROUP SOIL DESCRIPTION Comments
SYMBOL
Peat Pt Highly organic soils
Fat Clay CH Clay-Liquid limit>50%* 50%or more is
Plastic Silt MH Silt-Liquid limit>50% * smaller than
Lean Clay CL Clay-Liquid limit<50%* No. 200 sieve
Silt ML Silt- Liquid limit<50%
Silty Clay CL-ML Silty Clay
Clavey Sand Sc Sands with 12 to 50 percent
Silty Sand SM smaller than No.200 sieve
Poorly-graded Sand with Clay SP-SC More than 50% is
Poorly-graded Sand with Silt SP-SM Sands with 5 to 12 percent larger than
Well-graded Sand with Clay ** SW-SC smaller than No.200 sieve * No.200 sieve and
Well-graded Sand'with Silt** SW-Sm %sand>%gravel
Poorly-graded Sand SP Sands with less than 5 percent
Well-graded Sand** SW smaller than No-200 sieve *
Clayey Gravel GC Gravels with 12 to 50 percent
Silty Gravel GM smaller than No.200 sieve
Poorly-graded Gravel with Clay GP-GC More than 50%is
Poorly-graded Gravel with Silt GP-GM Gravels with 5 to 12 percent larger than
Well-graded Gravel with Clay** GW-GC smaller than No.200 sieve * No.200 sieve and
Well-graded Gravel with Silt ** GW-GM %gavel>%sand
Poorly Graded Gravel GP Gravels with less than 5 percent
Well-graded Gravel ** GW smaller than No.200 sieve
* See Plasticity Chart for definition of silts and clays.
** See definition for well graded.
LEGEND OF TERMS
SAMPLE IDENTIFICATION
PLASTICITY CHART U- Undisturbed(shelby tube)
P do S'-Split barreVSPT(disturbed)
I I + I C-California Sampler
L- Lasky continous sampler
S 'o A - Auger cuttings(sack sample)
_ I i
t
Zj'CH orOHB- Bulk sample(auger cuttings40 ; H - Head space sample
C i CONSISTENCY OF COHESIVE SOILS
" 30 ; I l Unconfined Comp.Streneth. Qu. Psf
t ' CL I <500 Very Soft
y ! ( I or I MH oq OH 500-1000 Soft
20 + ! 1000-2000 Medium stiff(Firm)
I i I i j 2000-4000 Stiff
4000-8000 Very stiff
tU >8000 Hard
Ott I ML fo
d r OL I i
1
RELATIVE DENSITY OF GRANULAR SOILS
e 0 l ' N-blows per Foot
x 0 10 20 30 40 50 60 70 30 90 too 0-3 Very loose
_ Liquid Limit 4-9 Loose
10-29 Medium Dense
30-49 Dense
50-80 Very Dense
ALLIED TEST CLASSIFICATION CRITERIA FOR SANDS AND GRAVELS
DRILLING Well graded sands(SW) Cu=D6/1)10>_6 and C,=(D;o)=/(D,o x DO) <_3 and>_ I
Well graded gravels(GW) C„=DO/D,o_>4 and Cr=(D;o)'/(D,o x.Dom) 5 3 and>_
- COMPANY Coarse FineCoarse I Medium I Fine FINES
Boulders Cobbles
Gravel Gravel Sand Sand Sand I (silt or clay)
Sieve sizes 10" 3" 3/4" #4 #10 #40 #200
i
FOUNDATION WALL BACKFILL & DRAINAGE
I
COMPACTED COHESIVE BACKFILL I
I•
I h�
.._ I ••OI r.� O
O • p 0
° .see report�r req�iiremegls�:f ':
FOUTDAMN WALL
-
2:1 (vertical to horizontal)Reference _.. ° °
Line For Lateral Earth Pressure Design •a NATIVE SOIL
FL09R SLAB °, ' ; ° ' : .. o
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ALLIED TEST DRILLING COMPANY
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